HomeMy WebLinkAboutCT 82-12; Carlsbad Highlands; Soils Report; 1986-06-25-
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REPORT OF
PRELIMINARY GEOTECHNICAL INVESTIGATION
CARLSEAD TRACT NUMBER 82-12
CANNON ROAD
CARLSBAD, CALIFORNIA
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PREPARED FOR:
Alex Tucker Development Corporation
3636 4th Avenue
San Diego, California 92103
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PREPARED BY:
Southern California Soil 6 Testing, Inc.
Post Office Box 20627
6280 Riverdale Street
San Diego, California 92120
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Alex Tucker Development Corporation
3636 4th Avenue SCSBT 8621081
San Diego,
SUBJECT:
Gentlemen:
California 92103 Report No. 1
Report of Preliminary Geotechnical Investigation, Carlsbad Tract
Number 82-12, Cannon Road, Carlsbad, California.
In accordance with your request, we have performed a preliminary
geotechnical investigation for the subject project. The findings and
recorrmendations of our study are presented herewith.
In general, we found the site suitable for the proposed development
provided the recommendations presented in the attached report are followed.
Existing soil conditions encountered which will require special site preparation consideration are: relatively deep compressible alluvium
requiring removal and replacement as compacted fill; relatively weak claystones requiring the buttressing of some slopes; and hard granitic rock requiring blasting. Each of these conditions relates only to specific
portions of the site.
If you have any questions regarding this report, or if we may be of further
service, pleae do not hesitate to contact our office.
Respectfully submitted,
SOU ERN C IFORNIA SOIL & TESTING, INC.
*&h$&
CHC:DBA:JRH:niw
cc: (3) Submitted (3) Manitou Engineering (1) SCS&T, Escondido
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TABLE OF CONTENTS
PAGE
Introduction and Project Description ......................................
Project Scope ............................................................. :
Findings .................................................................. 3
Site Description ...................................................... 3
General Geology and Subsurface Conditions ............................. 4
Geologic Setting and Soil Conditions .............................
1) Basement Complex-Cretaceous Granitics (Kgr) .............. 4"
2) Lusardi Formation (Kl) ................................... 4
3) Tertiary Paleosol (Tp) ...................................
4) Santiago Formation (Es) .................................. :
5) Quaternary Terrace Deposits (Qt) ...................... ...6
6) Quaternary Alluvium (Qal) Surface Water ...... ......... ..................................................................
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Groundwater ...................................................... 8
Seismic Survey and Rippability Characteristics ..................... ...9
General .......................................................... 1981 Traverse Results, Traverse No. 1 through No. 5 ......... ;
Traverse No. 6 and Traverse No. 7 .......................... 1986 Traverse Results, Traverse No. S-l through No. S-6 .... ii
Traverse No. S-7 through S-12 ..............................
Rippability Characteristics of Granitics ............................. ::
Rippable Condition (O-4,500 Ft./Set.) ...........................
Marginally Rippable Condition (4,500-5,500 Ft./Set.) ............ ::
Nonrippable Condition (5,500 Ft./Set. & Greater)................1 2
Seismic Traverse Limitations ....................................
Conclusions .............................................................. ::
General .............................................................. 13
Alluvium ...................................................
Santiago Formation Claystones .............................. ::
Granitic Hardrock .......................................... 15
Recommendations ..........................................................
Grading .............................................................. :i
Site Preparation ................................................ 16
Settlement Monuments ............................................
Select Grading .................................................. ::
Undercutting ....................................................
Rock Disposal ................................................... :i
Drainage ........................................................
Subdrains ....................................................... :i
Earthwork .......................................................
Slope Stability ...................................................... iii
Foundations ..........................................................
Settlement ...................................................... ii
General .........................................................
Bearing Capacity ................................................ 2
Special Lots ....................................................
Special Setbacks ................................................ ;:
Condominium Structures ..........................................
Expansive Characteristics ....................................... ;:
Foundation and Grading Plan Review ..............................
Earth Retaining Structures ........................................... ::
Passive Pressure................................................2 2 Active Pressure ................................................. 22
Backfill ........................................................ 22
Factor of Safety ................................................
Limitations .............................................................. ;:
Review, Observation and Testing ...................................... 23
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TABLE OF CONTENTS (continued) PAGE
Uniformity of Conditions ............................................. 23
Change in Scope......................................................2 4
Time Limitations ..................................................... 24
Professional Standard ................................................ 24
Client's Responsibility..............................................2 5
Field Explorations ..................................................... ..2 5
Laboratory Testing ....................................................... 26
FIGURES Figure 1
TABLES
Table I
Table II
PLATES
Plate 1 Plate 2A Plate 28
Plate 3 Plate 4-22 Plate 23-46 Plate 47-49
Plate 50
Plate 51-53
Plate 54
Plate 55 Plate 56-67
Plate 68
Plate 69
Plate 70
ATTACHMENTS
Site Vicinity Map, Follows Page 1
Generalized Engineering Characteristics of Geologic Units,
Page 7
Foundation Recommendations, Follows Page 21
Plot Plan Buttress
Subsurface Exploration Legend Boring Logs
Trench Logs Grain Size Distribution
Maximum Dry Density and Optimum Moisture Content Expansion Index Test Results
Direct Shear Test Results Consolidation Test Results
Single Point Consolidation Test Results
Seismic Traverse Logs
Oversize Rock Disposal
Typical Canyon Subdrain Cross-Section Slope Stability Calculations
APPENDICES
Appendix A, Applicable Data from February 2, 1981 Report Appendix B, Recommended Grading Specification and Special Provisions
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PRELIMINARY GEOTECHNICAL INVESTIGATION
CARLSBAO TRACT NUMBER 82-12
CANNON ROAD
CARLSBAD, CALIFORNIA
INTRDDUCTION AND PROJECT DESCRIPTION
This report presents the results of our preliminary geotechnical
investigation for the subject project, which is to be located north of
Cannon Road and west of Leisure Village, in the City of Carlsbad,
California. The site location is shown on the vicinity map provided as
Figure 1 on the following page.
It is also our understanding that the site will be developed to receive a
residential development consisting of single-family residences, duplexes,
townhouses and condominiums. It is anticipated that the structures will be
up to three stories high and of wood-frame construction. Shallow
foundations and conventional slab-on-grade floor systems are proposed.
Grading will consist of cuts and fill approximately 50 feet deep. Proposed
cut and fill slopes will be constructed at a 2:l (horizontal to vertical)
inclination to maximum heights not exceeding 50 feet and 60 feet,
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To assist in the preparation of this report we were provided with a
tentative map prepared by Manitou Engineering, dated June 14, 1982. In
addition, we have reviewed our geologic reconnaissance report for the
subject project dated February 2, 1981. The applicable data from said
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SOUTHERN CALIFORNIA Carlsbad Hiqhlands
SOIL 8 TESTING, INC. 81: SMS DATE: 6-26-86
JOB NUMBER: 8621081 Fiqure No. 1
SCSBT 8621081 June 25. 1986 Page 2
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report are presented in Appendix A. The site configuration, topography
and approximate locations of our subsurface explorations are shown on Plate
Number 1 of this report.
PROJECT SCOPE
This investigation consisted of: surface reconnaissance, subsurface
explorations, obtaining representative disturbed and undisturbed samples,
laboratory testing, analysis of the field and laboratory data, research of
available geological literature pertaining to the site, and preparation of
this report. More specifically, the intent of this analysis was to:
a)
b)
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f)
Explore the subsurface conditions to the depths influenced by the
Evaluate, by laboratory tests, the pertinent engineering
properties of the various strata which will influence the
development, including their bearing capacities, expansive
characteristics and settlement potential.
Describe the general geology at the site including possible
geologic hazards which could have an effect on the site
development. -
Address potential construction difficulties and provide
recommendations concerning these problems.
Develop soil engineering criteria for site grading and provide
design information regarding the stability of cut and fill
slopes.
Recomnend an appropriate foundation system for the type of
structures anticipated and develop soil engineering design
criteria for the recommended foundation design.
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SCS&T 8621081 June 25, 1986
FINDINGS
Page 3
SITE DESCRIPTION
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The site is an irregular shaped parcel of undeveloped land consisting of
approximately 263 acres, located westerly of the southern terminus of
Cannon Road and north of its proposed extension, in Carlsbad, California.
The site is bounded by undeveloped land on the northerly portion of the
eastern boundary; a portion of Cannon Road, Leisure Village and undeveloped
land on the southern portion of the eastern boundary; undeveloped land on
the southern and northern boundaries and agricultural land on the west.
Topographically, the site consists of hilly terrain with moderate to steep
slopes and several large, well defined, drainage canyons. There are three
major drainage canyons on the site. The first is located in the
southeastern corner, drains in a southwesterly direction and contains
surface water flow throughout the year. The second major canyon is located
in the southwestern portion of the site. This canyon drains in a southerly
direction with surface water flowing throughout the year in the southern
extension of this canyon. A spring located in this canyon, as well as in
two converging secondary drainage courses, appears to be the source of the
water noted in this canyon. The third major canyon is located in the
northern and northwestern portions of the site. No surface water was noted
in this canyon, and the canyon drains in a western and southwestern
direction. In addition, many smaller secondary drainage courses converge
with the major drainage canyons. Vegetation consists of dense, large shrubs
and trees within the drainage coarses, moderately dense to dense chaparral
on the southern portion of the site and dense native grasses and shrubs on
the remaining northern and western portions. No structures exist on site.
Utilities consist of a water main which traverses the northern portion of
the site, as well as being adjacent to the western portion of the northern
property line. Several manholes for the water main were noted above the
ground surface.
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SCSBT 8621081 June 25. 1986 Page 4
GENERAL GEOLOGY AND SUBSURFACE CONDITIONS
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GEOLOGIC SETTING AND SOIL CONDITIONS: The site is underlain by materials
of both igneous and sedimentary orgin. Approximately 50% of the site is
underlain by Cretaceous granitic rocks and the remaining are areas
underlain by Cretaceous, Tertiary and Quaternary sediments. A brief
description of the materials encountered, in general decreasing order of
age is presented.
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1) BASEMENT COMPLEX - CRETACEOUS GRANITICS (Kgr): The oldest
material exposed is the granitic bedrock and is located on the
southern portion of the site. The granitic rock consists
primarily of granodioritic composition. Granodiorite conmkonly
weathers to rounded outcrops and boulders in a matrix of
decomposed granite. The easet of excavation for the granitics are
addressed in the seismic survey section of this report.
Specifically, the granitic areas of the site exposed surface
boulders which range to an approximate maximum of eight feet in
diameter. The surface soils consist of decomposed granitic, silty
sands.
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Some fractures within the granitic rock can be expected to contain
groundwater. Thus, water seepage from fractures exposed in the
proposed cuts may occur. This problem, would best be mitigated
during grading if and when they occur. This condition is further
addressed in the slope stability section of this report.
2) LUSARDI FORMATION (Kl): The Lusardi Formation consists of
conglomerates and sandstones that rest nonconformably on the
basement complex. The Lusardi Formation is limited to small
exposures in the northern areas of the western portion of the
si te. The conglomeratic materials consist of granitic and
metavolcanic boulders and cobbles in a matrix of coarse-grained
sandstone and siltstone. The sandstone portion of the formation
SCSST 8621081 June 25, 1986 Page 5
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consists of clayey to silty sandstone. The Lusardi Formation
appears to be nonconformably overlain by the younger paleosols and
Eocene sediments.
3) TERTIARY PALEOSOL (Tp): Isolated areas of lavender, pink, olive
green and white paleosols were encountered. The paleosols are the
results of the torrid climate and relatively stable geologic
conditions that were present in the San Diego area during the
early Cenozoic era. The resulting ancient soil (paleosol) is
lateritic and consists of lowly expansive clays and clayey
sandstone. A thin residual cap of ironstone concretions and
siliceous pebbles is present on much of the paleosol. The
thickness of the paleosol appears to range from a few feet to in
excess of fifteen feet.
4) SANTIAGO FORMATION (Es): Exposures of the Eocene Santiago
Formation cover the northern and much of the western portions of
the site. The western exposures of the Santiago Formation consist
largely of interbedded, greenish claystones, siltstones and
sandstones. These sediments appear to nonconformably overlie the
basement complex and the Lusardi Formation. Easterly of these
interbedded claystones, siltstones and sandstones the Santiago
Formation predominantly consists of a pale, greenish grey
sandstone with occasional thin lenses of claystone. Where
encountered in the sandstone portions of the Santiago Formation
the claystone lenses dip from approximately three degrees to five
degrees in a northeast to northwest direction.
The massive claystone beds, as well as the claystone lenses
encountered within the Santiago Formation, have been associated
with slope stability problems and may require special grading
considerations if deep and/or steep cut slopes are proposed for
the Santiago Formation. Recomnendations for mitigating potential
hazards associated with the Santiago Formation are presented in
the slope stability section of this report.
SCSBT 8621081 June 25, 1986 Page 6
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5) QUATERNARY TERRACE DEPOSITS (Qt): Isolated areas of older
Quaternary terrace deposits were encountered at the site. The
terrace deposits appear to be limited to the canyon areas of the
granitic portion of the site and were found to be in excess of
eleven feet in depth. These deposits consist of moist, medium
dense, porous, reddish brown, coarse to silty sands. Due to the
porosity of these soils, some settlement may occur under applied
loads. This material will require remedial grading as described
in the site preparation section of this report.
61 QUATERNARY ALLUVIUM (Qal): Alluvium consisting of soft to
medium stiff and loose to medium dense deposits of clays, silts
and sands are present in the existing drainage courses. In
general, these deposits range in thickness from approximately one
foot to over ten feet. Due to their ubiquitous occurrence, the
alluvial deposits are not delineated on the geologic map except in
the larger channels.
In addition, the western most extent of the site is underlain by
alluvial sediments to a depth in excess of twenty five feet below
the existing grade. This alluvium was soft and loose to a depth
of approximately sixteen feet and the water table was encountered
at a depth of approximately 8.5 feet.
The alluvial deposits will require remedial grading. This grading
will be hampered at the proposed Cannon Road extension (southeast
corner of the site) by the existing stream flow and in the western
portion of the site due to the relatively high water table.
Recommendations addressing these potential problems are presented
in the site preparation section of this report.
Table No. 1 (below) presents some of the pertinent engineering
characteristics of the materials encountered at the site.
SCSBT 8621081 June 25. 1986 Page 7
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2 TABLE I GCIIERALIZED ENGI!:EERI!IG CIIARACTERISTICS OF GEOLOGIC UNITS
Unit Name and Symbol
Topsoils
Amount of Slope Rippability Oversix Material Expansive
Stability/Erosion Compressibility Potential
Rippable Nmi nal
Younger ..~ Alluvium-Oyal Rippable Nominal
Older
Alluvium-Qcal Rippable Nominal
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Santiago
Formation-Es (Sandstone & Siltstone)
Rippable Nominal
Moderately to Highly Erodible
Moderately to Highly Erodible
Moderately Erodible
Generally Good
Moderate to High Low to Hiqh
Moderate to High Moderate to High
Moderate to Iliqh Lou to High
LOW LOW to IQderate
Santiaqo Fornwtion-Es
(Mudstone) -
Tertiary Paleosol-Tp
.~ Lusardi Formation-K1 Rippablc
Granitic Rcxks- Generally
W Rippable to (6ranodiorite) I 15 Feet
Granitic Rocks- Kgr (Tonalite) Marginally
Hippable to Nonrippable
Rippable
Rippable to Marginally
Rippable
Nominal
LOW
LOW to Moderate
LOW to Moderate
Moderate to High
Generally Poor
Fair
P(odcratcly Erodible
Good
Good
LOW Moderate to Hiqh
LOW LOW
Law LOW
Nominal Nominal
Nominal Nominal
SURFACE WATER: A stream, which appears to flow throughout the year,
exists in the drainage coarse located in the southeast corner of the site.
The stream will need to be redirected and channeled to facilitate remedial
grading of the loose and saturated alluvium. This may entail diverting the
stream flow around the areas to receive remedial grading as well as
dewatering those areas.
In addition, seepage from what appears to be a series of springs exists in
the drainage coarses located in the granitic area near the southwest corner
of the site (see Plate Number 1). Portions of the spring are located
SCSBT 8621081 June 25, 1986 Page 8
outside of the proposed project area and do not appear to present a
potential problem for the site as presently planned. However, mitigating
measures (in the form of subdrains) will need to be implemented to protect
the proposed fill which is to be placed in the two southwest trending,
secondary drainage courses which converge in the major drainage canyon near
the southwest corner of the site. 1 -
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Recommendations to mitigate the potential problems due to the
aforementioned surface water are presented in the engineering section of
this report. It should be noted that the development known as Leisure
Village, which is located east of the subject site, is presently
experiencing near surface water seepage problems in the granitic areas of
their development. This information was obtained via oral communication
with a drill rig operator. More detailed information pertaining to the
adjacent development was not readily available.
GROUNDWATER: Groundwater was encountered in boring B-2 at a depth of
approximately 8.5 feet below the existing grade. The depth of the
groundwater in this alluvial area will hamper remedial grading operations
in this area. Groundwater was also encountered in boring B-5 at a depth of
approximately 42 feet. The water appears to be above the contact between
the Santiago Formation and the underlying basement complex. The water
level in boring B-5 rose to a depth of 29 feet below the ground surface
within a few hours after drilling. This level is above the toe of the
slope proposed in this area.
In addition, groundwater can be expected to be encountered within some
fractures in the granitic bedrock areas. Thus, cuts proposed within the
granitics may expose seepage from these fractures where none are observed
now.
Mitigating measures for the above mentioned potential problems associated
with groundwater are addressed in the engineering sections of this report.
SCSBT 8621081 June 25. 1986 Page 9
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SEISMIC SURVEY AND RIPPABILITY CHARACTERISTICS
GENERAL: The results of our seismic survey indicate that the on-site
granitic materials, located in the southern half of the site, are rippable
to depths ranging from approximately three feet to eighteen feet. It
should be noted that there may be hardrock and isolated "floaters" within
rippable materials which may require blasting to facilitate grading
operations. Seven seismic traverses were performed by our firm in January,
1981 and an additional twelve seismic traverses were performed in May,
1986. The results of these traverses, whose locations at-a shown on Plate
Number 1, are summarized below and on Plates Number 56 through 67 and
Appendix A.
1981 TRAVERSE RESULTS
Traverse No. 1:
0 - 13'
+ 13'
Traverse No. 2:
0 - 3'
+ 3'
Traverse No. 3:
0 - 7'
+ 7'
Traverse No. 4:
0 - 6'
+ 6'
Traverse No. 5:
0 - 7'
+ 7'
No Cut Proposed
Rippable Topsoils and "D.G."
Marginally Rippable Granitic Rock
Proposed 20-Foot Cut
Rippable "D.G."
Marginally Rippable Granitic Rock
Proposed 17-Foot Cut
Rippable topsoils and "D.G."
Nonrippable Granitic Rock
Proposed 20-Foot Cut
Rippable Topsoils and "D.G."
Marginally Rippable Granitic Rock
Proposed 22-Foot Cut
Rippable Topsoils and "D.G."
Marginally Rippable Granitic Rock
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SCSBT 8621081 June 25. 1986
Traverse No. 6:
0 - 6'
+ 6'
Proposed 5-Foot Cut
Rippable Topsoils and "D.G."
Nonrippable Granitic Rock
Traverse No. 7:
0 - 5'
+ 5'
Proposed 7-Foot Cut
Rippable Topsoils and "D.G."
Marginally Rippable Granitic Rock
1986 TRAVERSE RESULTS
Traverse No. S-l:
0 - 7'
+ 7'
Proposed 18-Foot Cut
Rippable Topsoils and "D.G."
Nonrippable Granitic Rock
Traverse No. S-Z:
0 - 17'
+ 17'
Proposed l&Foot Cut
Rippable Topsoils and "D.G."
Nonrippable Granitic Rock
Traverse No. S-3:
0 - 15'
+ 15'
Proposed 40-Foot Cut
Rippable Topsoils and "D.G."
Nonrippable Granitfc Rock
Traverse No. S-4:
0 - 18'
+ 18'
Proposed lD-Foot Cut
Rippable Topsoils and "D.G."
Nonrippable Granitic Rock
Traverse No. S-5:
0 - 9'
+ 9'
Proposed 20-Foot Cut
Rippable Topsoils and "D.G."
Nonrippable Granitic Rock
Page 10
Traverse No. S-6:
0 - 15'
•t 15’
Proposed l&Foot Cut
Rippable Topsoils and "D.G."
Nonrippable Granitic Rock
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SCStT 8621081
Traverse No. S-7:
0 - 5'
+ 5'
Traverse No. S-8:
0 - 8'
+ 8'
Traverse No. S-9:
0 - 10'
+ 10’
Traverse No. S-10:
0 - 8’
8’ - 14’
t 14’
Traverse No. S-11:
0 - 15'
+ 15'
Traverse No. S-12:
0 - 3’
3’ - 14’
+ 14’
June 25, 1986
Proposed 15-Foot Cut
Rippable Topsoils and "D.G."
Nonrippable Gt-anitic Rock
Proposed 20-Foot Cut
Rippable Topsoils and "D.G."
Nonrippable Granitic Rock
Proposed 2-Foot Cut
Rippable Topsoils and "D.G."
Nonrippable Granitic Rock
Proposed 15-Foot Cut
Rippable Topsoils and "D.G."
Marginally Rippable Granitic Rock
Nonrippable Granitic Rock
Proposed 19-Foot Cut
Rippable Topsoils and "D.G."
Nonrippable Granitic Rock
Proposed 20-Foot Cut
Rippable Topsoils and "D.G."
Marginally Rippable Granitic Rock
Nonrippable Granitic Rock
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RIPPABILITY CHARACTERISTICS OF GRANITICS
RIPPABLE CONDITION (0 - 4,500 FT./SEC.): This velocity range indicates
rippable materials which may consist of decomposed granitics possessing
random hardrock floaters. These materials will break down into slightly
silty, well graded, sand, whereas the floaters will require disposal in a
area or nostructural ,fill. Some areas containing numerous hardrock
floaters may present utility trench problems. Further, large floaters
exposed at or near finish grade may present additional problems for footing
trenching.
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Materials within the velocity range of from 3,500 to 4.000 fps are rippable
with difficulty by backhoes and other light trenching equipment.
MARGINALLY RIPPABLE CONDITION (4,500 - 5,500 FT./SEC.): This range is
rippable with effort by D-9 in only slightly weathered grantics. This
velocity range may also include numerous floaters with the possibility of
extensive areas of fractured granitics. Excavations may produce material
that will partially break down into a coarse. slightly silty to clean sand,
but containing a high percentage of +1/4" material. Less fractured or
weathered materials may be found in this velocity range that would require
blasing to facilitate removal.
Materials within this velocity range are beyond the capability of backhoes
and lighter trenching equipment. Difficulty of excavation would also be
realized by gradalls and other heavy equipment.
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NONRTPPABLE CONDITION (5,500 FT./SEC. & GREATER): This velocity range
includes nonrippable material consisting primarily of moderately fractured
granitics at lower velocities and only slightly fractured or unfractured
rock at higher velocities. In its natural state, it is not desirable for
building pad subgrade due to difficulty In footing and utility trench
excavation. Blasting will produce oversize material requiring special
disposal consideration.
This upper limit has been based on rippability with a Caterpillar D-9 using
a conventional #9 Single Shank Ripper. However, this upper limit of
rippability may sometimes be increased to 7,000 to 8,000 fps material using
the D-9 mounted #9 Series D Ripper or other heavy excavation equipment.
SEISMIC TRAVERSE LIMITATIONS: The results of the seismic survey for this
investigation reflect rippability conditions only for the areas of the
traverses. However, the conditions of the various soil-rock units appear
to be similar for the remainder of the site and may be assumed to possess
similar characteristics.
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SCS&T 8621081 June 25, 1986 Page 13
Our reporting is presently limited in that refraction seismic surveys do
not allow for prediction a percentage of expectable oversize or hardrock
floaters. Subsurface variations in the degree of weathered rock to
fractured rock are not accurately predictable.
The seismic refraction method requires that materials become increasingly
dense with depth. In areas where denser, higher velocity materials are
underlain by lower velocity materials, the lower velocity materials would
not be indicated by our survey.
All of the velocities used as upper limits are subject to fluctuation
depending upon such local variations in rock conditions as:
a) Fractures, Faults and Planes of Weakness of Any Kfnd
b) Weathering and Degree of Decomposition
cl Brfttleness and Crystalline Nature
d) Grain Size
Further, the range of rippability using a Caterpillar D-9 may be increased
using different equipment. However, it should be noted that ripping of
higher velocity materials may become totally dependent on the time
available and the economics of the project. Ripping of higher velocity
materials can be achieved but it may become economically infeasible.
CONCLUSIONS
GENERAL
In general, no geotechnical conditions were encountered which would
preclude the development of the site as presently proposed provided the
recommendations presented herein are followed.
The site was found to be underlain by several different soil deposits with
specific geotechnical characteristics. Of these, the deposits which will
primarily influence the proposed development are the alluvium, Santiago
Formation claystones and granitic hardrock. Each of these deposits is
discussed herein:
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SCSST 8621081 June 25, 1986 Page 14
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ALLUVIUM: Compressible alluvium extending to varying depths were
encountered underlying most low lying areas and drainage swales. The
bulk of this material exists at the western section of the site and at
the eastern portion of the proposed Cannon Road extension (see Plate
Number 1). Due to its settlement potential, the alluvial deposits are
considered unsuitable, in their present condition, for the support of
Settlement sensitive improvements, and, will require removal and
replacement as compacted fill. The feasible removal depth in the
western and easter major alluvial areas will be determined by the
groundwater depth. At the western section of the site, the estimated
maximum depth of compressible alluvium is 16 feet. However, due to the
presence of a relatively shallow groundwater table, the maximum removal
depth will probably be limited to ten feet. This condition will result
fn compressible alluvium left in place after site grading. Proposed
fills in this area will have a maximum height of 20 feet. Therefore,
time related settlements can be anticipated. Construction in this area
should not begin until the primary settlement is complete and
secondary consolidation is established. It is estimated that a
consolidation period of up to one month will be necessary, depending on
the depth of alluvium left in place. The presence of thick brush and
surface water hampered the determination of the alluvium depth in the
canyon at the proposed extension of Cannon Road. However, we estiamte
that it could be as much as 20 feet.
SANTIAGO FORMATION CLAYSTONES: Santiago Formation deposits underlie
the northern and approximately half of the western sections of the site
(see Plate Number 1). Nith the exception of the deposits at the
western section of the site (Borings 3, 5 and 6). this formation
consists of competent, nondetrimentally expansive sandstones. However,
within the aforementioned area, relatively weak claystones were
encountered where a major cut slope is planned. This material will
require buttressing as described in the slope stability section of this
report. It should also be noted that isolated, random claystone and/or
siltstone lenses are typical in the Santiago Formation. Therefore,
additional areas requiring buttressing may be discovered during
SCSST 8621081 June 25, 1986 Page 15
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grading. In addition, the claystones are typically highly expansive
and should be placed at depths such that they do not detrimentally
affect the proposed development. The placement of this material is
addressed in the select grading section of this report.
GRANTIC HARDROCK: The granitic rock at the site was found primarily
underlying the southeastern half of the site. This material presents
varying degrees of decomposition with nonrippable material requiring
heavy ripping and/or blasting being encountered at depths ranging from
three feet to 18 feet (average depth of seven feet). Specific depths
of nonrippable material are provided on the rippability section of this
report and on Plate Number 1. Some of the material which may be
rippable wfth heavy equipment, may not be excavatable with conventional
trenching equipment. This will result in difficult foundation and
utility line trenching. Therefore, undercutting of cut areas Mere
these dense granitics are encountered is recomnended. An additional
consideration is the placement of oversize rock generated during
grading. This subject is discussed in the rock disposal section of
this report. Potential slope stability problems associated with cut
slopes constructed in granitic rock are related to fractures in the
rock which may require rock anchors. This condition will be evaluated
during grading.
Additional geotechnical considerations for site development are existing
compressible topsoils, porous terrace deposits, boulders within the Lusardi
Formation and groundwater. The site is covered by an average of two feet
of compressible topsoil. This material will require removal and
replacement as compacted fill in areas to receive settlement sensitive
improvements. Isolated areas of porous terrace deposits were encountered
(see Plate Number 1). The extent of these areas is relatively minor. Due
to its settlement potential, this material will also require removal and
replacement as compacted fill. Although the Lusardi Formation exposed at
the site is relatively minor, it is anticipated that a high percentage of
boulders will be generated from cuts in this formation. Said boulders
should be placed in accordance with the recomnendations provided in the
SCSBT 8621081 June 25, 1986 Page 16
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rock disposal section of this report. The existing groundwater table will
be a limiting factor during alluvium removal operations at the western
portion of the site. In addition, surface water in the canyon at the
proposed extension of Cannon Road will require special grading procedures
as described in the site preparation section of this report. In addition,
an aquifer condition was encountered within the area of Boring 5. A major
cut slope is proposed within this area and the aquifer may affect its
stability and construction. Therefore, it is advisable that an additional
investigation be performed to further determine the geotechnical conditions
in this specific area.
RECOMMENDATIONS
GRADING
SITE PREPARATION: Site preparation should begin with the removal from
the construction area of all deleterious matter and vegetation. Existing
loose topsoils porous terracce deposits and alluvium should be removed to
firm natural ground or two feet above the saturation line. Based on the
findings of this report, it is estimated that average topsoil removal will
be two feet. Maximum estimated alluvium removal depth is ten feet. In
areas where firm natural ground is encountered, the bottom of the
excavation should be scarified to a depth of 12 inches, moisture
conditioned and recompacted to at least 90 percent, as determined in
accordance with ASTM D1557-78, Method A or C. The material removed as well
as fill derived from on-site cuts should then be placed in compacted layers
until desired elevations are reached. Granular fills should be placed at a
moisture content of slightly above optimum. Clayey fills should be placed
at a moisture content of approximately three percent above optimum. Site
preparation for the extension of Cannon Road will require the diversion of
existing surface water to a depth such that a minimum alluvium removal
depth of five feet to ten feet may be acheived. The material to be
removed will be in a saturated condition. Therefore, it should be spread
and dried or thoroughly mixed with drier soils. Special grading equipment
such as a swamp cat will most likely be necessary in this area. In
SCS&T 8621081 June 25, 1986 Page 17
addition, special stabilization procedures may be necessary to provide for
a firm bottom of excavation. A layer of one and a half inch of gravel
and/or stabilizing fabric (Mirafi 600X or equivalent) may be necessary for
this purpose. It is anticipated that a minimum gravel layer thickness of
12 inches may be needed. However, it is suggested that a small trial area
be prepared first to determine the most economical stabilization method.
SETTLEMENT MONUMENTS: Construction in areas where only partial
compressible alluvium removal is acheived (including Cannon Road) should
not start until secondary consolidation is established. It is anticipated
that the consolidation period will be approximately one month and, three
months to six months respectively for the western area of the site and
Cannon Road, respectively. Settlement monuments should be installed at
areas designated by the soils engineer to monitor the resulting settlements
and determine when construction can begin.
SELECT GRADING: It is anticipated that highly expansive soils will be
encountered within the alluvial deposits and the Santiago Formationat the
western corner of the site. The presence of this material within three
feet from finish grade will require special foundation consideration in the
form of increased size and reinforcement. Furthermore, expansive soils at
finish grade elevations would result on increased street improvement costs.
Select grading consists of the placement of a three-foot cap of
nondetrimentally expansive soils (expansive index less than 50) in fili
pads and the removal of expansive soils from within three feet from finish
grade in cut pads. The minimum horizontal limits of select grading
operations are five feet beyond the perimeter of the improvements. The
minimum recommended thickness of select cap for areas to receive pavements
is 1.5 feet. Expansive soils should also not be placed in fill slopes
within a distance from the face of slopes equal to ten feet or half of the
slope height, whichever is more. In addition, soil mixtures consisting of
slightly clayey silty sands and silty sands should be utilized for buttress
Construction. Nondetrimentally expansive soils which may be utilized for
select grading operation underlie approximately 80 percent of the site.
SCS&T 8621081 June 25, 1986 Page 18
J
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1
UNDERCUTTING: It is recommended that the cut portions of daylight lots
be undercut to a depth of one foot below the bottom of the proposed
footings. Furthermore, consideration should be given to undercutting cut
areas underlain by hard granitic rock to a depth equal to the deepest
proposed footing and/or utility line trench. As an alternative, selected
areas may be undercut and the deepest .trenches may be concentrated there.
Ali undercut areas should be filled with properly compacted,
nondetrimentally expansive soils.
ROCK DISPOSAL: Oversized material (rock larger than six inches in
maximum dimension) should be placed in accordance with the recommendations
provided on Plate Number 68, or be placed in structural or nonstructural
rock fills. Structural rock fills may be constructed by placing three foot
thick layers of clean rock. Fill soils derived from cuts in the decomposed
granitic rock should then be placed over the layer and washed in by
flooding. This material should have a minimum sand equivalent of 30 and
comply with the minimum gradation requirements of Class III Base. This
procedure should be repeated until a 12-inch layer of soil remains above
the rock. At this point, another three foot rock layer may be placed. The
rock fill may be extended to a height of ten feet below finished grade. At
this point, a one-foot-thick layer of fill should be placed on top of the
rock and compacted to at least 90%. This layer should be overlain by
filter fabric and nine feet of compacted soil. Nonstructural fill areas
may be constructed in a similar manner. However, in this case minimum rock
layer may be five feet, no filter fabric is required and, a three foot mat
of compacted soil is recommended
DRAINAGE: The site should be graded and maintained such that surface
drainage is directed away from structures and the top of slopes into swales
or other controlled drainage devices.
I
SUBDRAINS: It is recommended that subdrains be placed along the bottom
of all canyon areas to receive more than tenfeet of fill. The subdrains
should be extended upward along the canyon until overlain by not more than
ten feet of fill. A subdrain detail provided in Plate Number 69. Subdrain
locations will be provided by the soils engineers once final grading plans
are available.
SCSBT 8621081 June 25, 1986 Page 19
1
EARTHUORK: All earthwork and grading contemplated for site preparation
should be accomplished in accordance with the attached Reconwnded Grading
Specifications and Special Provisions. All special site preparation
recommendations presented~ in the sections above will supersede those in the
standard Recomnended Grading Specifications. All embankments, structural
fill and fill should be compacted to at least 90% relative compaction at or
slightly over optimum moisture content. Utility trench backfill within
five feet of the proposed structures and beneath asphalt pavements should
be compacted to minimum of 90% of its maximum dry density. The maximum dry
density of each soil type should be determined in accordance with A.S.T.M.
Test Method D-1557-78, Method A or C.
SLOPE STABILITY -
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I
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It is anticipated that cut and fill slopes will be constructed at a 2:l
(horizontal to vertical) and extend to a maximum height of 50 feet and 60
feet, respectively. In general, most of the cut slopes will expose
competent formational deposits. However, relatively weak claystones of
the Santiago Formation will be exposed in cut slopes to be constructed to a
maximum height of 48 feet at the western portion of the site (Borings 3 and
5). The potentially detrimental effect of the claystones is two-fold since
they affect the surficial as well as the gross stability of proposed cut
slopes. A computerized slope stability analysis performed utilizing
Bishop's Simplified Slope Stability Method indicated an unacceptable factor
of safety for the proposed slope unless buttressing is performed. The
buttress location and configuration are presented on Plates Number 1 and 2A
and 28 of this report. The buttress should be constructed with granular
material as described in the select grading section of this report. As
described in the groundwater section of this report, an aquifer condition
appears to exists in this area (Boring 5). It is our opinion that further
study of this area is advisable since this condition may affect the
stability as well as the construction of the proposed slope. It is also
recommended that claystones and/or siltstones exposed in cut slopes
extending to a height in excess of five feet be replaced with select soils.
The width of select material required will depend on the height of the
SCSBT 8621081 June 25, 1986 Page 20
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1
3
claystone and/or siltstone layer. However, a minimum of five feet is
recommended. It is further our opinion that proposed cut slopes, with the
exception of the one discussed above, and fill slopes, will possess an
adequate factor of safety with respect to deep seated rotational failure
(see Plate Number 70). However, adverse fractures in cut slopes exposing
granitic rock may require rock anchors or other stabilizing measures. This
condition will be evaluated during grading. Minor cut and fill slopes up
to ten feet in height may be constructed at a 1.5:1 inclination. Fill
slopes constructed at a 1.5:1 inclination should be overfilled by at least
five feet and cut back to desired contours. All cut slopes should be
observed by our engineering geologfst to ascertain that the actual soil
conditions exposed are in general agreement with those assumed in the
preparation of this report. If needed, additional recommendations will be
provided during grading operations.
FOUNDATIONS
SETTLEMENT: With the exception of the southern section of the western
corner of the site (Boring 2). it is anticipated that the proposed
structures will be founded on competent natural ground and/or compacted
fill. Due to the presence of a relatively high water table, total
compressible alluvium removal at the aforementioned area will not be
feasible. Settlement monuments will be installed in this area to monitor
the settlements resulting from the placement of proposed fills.
Construction will not start until primary consolidation is completed. In
our opinion, the anticipated total and/or differential settlements for the
proposed structures due to foundation loads may be considered within
tolerable limits provided the recommendations presented in this report are
followed. However, it should be recognized that due to their inherent
characteristics, fill deposits tend to settle due to their own weight and
increases in moisture content within the soil mass. The amount of
settlement is proportional to the depth of fill and its relative
compaction. Our experience indicates that this potential is particularly
evident in residential subdivisions due to heavy irrigation. The intent of
the recommendations contained in this report is to mitigate the detrimental
effects of these potential settlements.
SCSBT 8621081 June 25, 1986 Page 21
GENERAL: Conventional spread footings may be used to support the
structures with the exception of proposed condominium buildings. he
dimensions and reinforcement of footings will depend on the height of the
structure and the underlying soils at the completion of grading. The
following table presents recommendations for footing dimensions and
reinforcing as well as concrete slabs-on-grade recommendations for the
different possible foundation soil conditions anticipated.
BEARING CAPACITY: The allowable soil bearing pressure for the afore-
mentioned foundations may be considered to be 2000 psf. The bearing
capacity may be increased by one-third when considering wind and/or seismic
loading.
SPECIAL LOTS: Special foundation consideration will be needed for
daylight lots where the fill differential exceeds 20 feet. This
recommendations may include additional foundation and concrete
slab-on-grade depth and/or reinforcement, post-tensioned foundations or
undercutting of cut portions of the lot to reduce the fill thickness
differential.
SPECIAL SETBACKS: Footings located adjacent to or within slopes should
be extended to a depth such that a minimum horizontal distance of five feet
and seven feet exists between the exterior footing face and the face of 2:l
and 1.5:1 slopes, respectively. In addition, adjacent footings founded at
different bearing levels should be located so that the slope from bearing
level to bearing level is flatter than one horizontal to one vertical unit.
CONDOMINIUM STRUCTURES: Due to the high liabilities associated with
condominium projects, we recommended that post tensioned foundations be
utilized for the support of proposed condominium structures, Post
tensioned foundation recomnendations should be provided by a structural
engineer. One-inch differential settlement in ten feet may be assumed for
design purposes.
AREAS UNDERLAIN BY NONEXPANSIVE COMPACTED FILL
TABLE 11
FOUNDATION RECOMMENDATIONS
AND/OR COMPETENT FORMATIONAL DEPOSITS
Footing Depth Footing Width Footing
_Ty_pe of Structure (Inches)* (Inches)++ Reinforcement** Concrete Slab-on-Grade ------
One Story
Two Stories
Three Stories
Footings underlain by fill differential in excess of ten feet, including recompacted ._
12 12 2 No. 4 Bars 4-inch thick slab underlain by 4-inch clean
one top and sand layer. 6"x6"-W1.4xW1.4 welded wire
one bottom mesh.
18 12 2 No. 4 Bars
one top and
one bottom
4-inch thick slab underlain by 4-inch
clean sand layer. 6"x6"-W1.4xW1.4 welded
wire mesh.
24 12 2 No. 4 Bars
one top and one bottom
4-i&h thick slab underlain by 4-inch
clean sand layer. 6"x6"-W1.4xW1.4 welded
wire mesh.
4-inch thick slab underlain by 4-inch clean sand layer. 6"x6"-W2.9xW2.9 welded wire or No. 3 reinforcing bars placed at 24 inches . ^ - .
18 12 4 No. 4 Bars
two top and two bottom soi Is.+++ on center eacn way ana 12 incnes into tooting.
* From lowest adjacent finish grade.
** Reinforcement recommendations not intended to be in lieu of reinforcement necessary to satisfy structural considerations.
t Where moisture sensitive floor coverings are planned, the slab should be underlain by a visqueen barrier. A l-inch-thick layer of sand should be provided above the visqueen to allow for proper curing.
t+ For isolated footings minimum width is 24 inches by 24 inches.
+++ See special lots section.
SCSST 8621081 June 25, 1986 Page 22
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EXPANSIVE CHARACTERISTICS: The expansive characteristics of the
prevailing foundation soils are assumed to be nondetrimentally expansive.
The recommendations of this report reflect this condition.
FOUNDATION AND GRADING PLAN REVIEW
The final foundation and grading plans should be submitted to this office
for review by the soils engineer and the engineering geologist. The
purpose of this review is to ascertain that the recommendations contained
in this report have been incorporated in the plans. )
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EARTH RETAINING STRUCTURES
PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions
may be considered to be 400 pounds per square foot per foot of depth up to
a maximum of pressure of 2500 psf. The passive pressure may be increased
one-third for seismic loading. he coefficient of friction for concrete
to soil may be assumed to be 0.40 for the resistance to lateral movement.
When combining frictional and passive resistance, the latter should be
reduced by one-third.
ACTIVE PRESSURE: The active soil pressure for the design of earth
retaining structures with level backfills may be assumed to be equivalent
to the pressure of a fluid weighing 30 pounds per cubic foot for walls free
to yield at the top (unrestrained walls). For restrained walls an
equivalent fluid pressure of 45 pounds per cubic foot may be used for a
design parameter. These pressures do not consider any surcharge loading.
If surcharge loadings are anticipated, this office should be contacted for
the necessary change in soil pressure. All earth retaining structures
should have adequate weep holes or a subdrain system to prevent the buildup
of hydrostatic pressure behind the wall. -
BACKFILL: All backfill soils should be compacted to at least 90% relative
compaction. Expansive or clayey soils should not be used for backfill
material within a distance of five feet from the back of the wall. The
retaining structure should not be backfilled until the materials in the
wall have reached an adequate strength.
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SCSAT 8621081 June 25, 1986 Page 23
FACTOR OF SAFETY: With the exception of the concrete to soil friction
coefficient, the above values do not include a factor of safety.
Appropriate factors of safety should be incorporated into the design of all
earth retaining structures to reduce the possibility of overturning and
sliding.
LIMITATIONS
REVIEW, OBSERVATION AND TESTING
The recomnendations presented in this report are contingent upon our review
of final plans and specifications. The soil engineer and engineering
geologist should review and verify the compliance of the final grading plan
with this report and with Chapter 70 of the Uniform Building Code.
It is recommended that Southern California Soil & Testing, Inc. be retained
to provide continuous soil engineering services during the earthwork
operations. This is to observe compliance with the design concepts,
specifications or recommendations and to allow design changes in the event
that subsurface conditions differ from those anticipated prior to start of
construction.
L
UNIFORMITY OF CONDITIONS
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The recormnendations and opinions expressed in this report reflect our best
estimate of the project requirements based on an evaluation of the
subsurface soil conditions encountered at the subsurface exploration
locations and the assumption that the soil conditions do not deviate
appreciably from those encountered. It should be recognized that the
performance of the foundations and/or cut and fill slopes may be influenced
by undisclosed or unforeseen variations in the soil conditions that may
occur in the intermediate and unexplored areas. Any unusual conditions not
covered in this report that may be encountered during site development
should be brought to the attention of the soils engineer so that he may
make modifications if necessary.
SCS&T 8621081 June 25, 1986 Page 24
CHANGE IN SCOPE
This office should be advised of any changes in the project scope or
proposed site grading so that it may be determined if the recommendations
contained herein are appropriate. This should be verified in writing or
modified by a written addendum.
TIME LIMITATIONS
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The findings of this report are valid as of this date. Changes in the
condition of a property can, hodever, occur with the passage of time,
whether they be due to natural processes or the work of man on this or
adjacent properties. In addition, changes in the State-of-the-Art and/or
Government Codes may occur. Due to such changes, the findings of this
report may be invalidated wholly or in part by changes beyond our control.
Therefore, this report should not be relied upon after a period of two
years without a review by us verifying the suitability of the conclusions
and recoimnendations.
PROFESSIONAL STANDARD
In the performance of our professional services, we comply with that level
of care and skill ordinarily exercised by members of our profession
currently practicing under similar conditions and in the same locality.
The client recognizes that subsurface conditions may vary from those
encountered at the locations where our borings. surveys, and explorations
are made, and that our data, interpretations, and recommendations are based
solely on the information obtained by us. We will be responsible for those
data, interpretations, and recommendations, but shall not be responsible
for the interpretations by others of the information developed. Our
services consist of professional consultation and observation only. and no
warranty of any kind whatsoever, express or implied, is made or intended in
connection with the work performed or to be performed by us, or by our
proposal for consulting or other services, or by our furnishing of oral or
written reports or findings.
SCS&T 8621081 June 25, 1986 Page 25
CLIENT'S RESPONSIBILITY
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It is the responsibility of Alex Tucker Development Corporation, or their
representatives to ensure that the information and recommendations
contained herein are brought to the attention of the engineer and architect
for the project and incorporated into the project's plans and
specifications. It is further their responsibility to take the necessary
measures to insure that the contractor and their subcontractors carry out
such recomnendations during construction.
FIELD EXPLORATIONS
Forty-three subsurface explorations were made at the locations indicated on
the attached Plate Number 1 on May 2 through 15, 1986. These explorations
consisted of borings drilled utiliring a truck mounted drill rig and
trenches excavated utilizing a backhoe. In addition, seismic traverse
lines were performed. The field work was conducted under the observation of
our engineering geology personnel.
The explorations were carefully logged when made. These logs are presented
on the following Plates Number 4 through 46. The seismic traverse logs are
presented on the following Plates Number 56 through 67. Logs of the
subsurface explorations and seismic traverses performed in conjunction with
our 1981 investigation are presented in Appendix A. The soils are
described in accordance with the Unified Soils Classification System as
illustrated on the attached simplified chart on Plate 3. In addition, a
verbal textural description, the wet color, the apparent moisture, and the
density or consistency are provided. The density of granular soils is
given as either very loose, loose, medium dense, dense. or very dense. The
consistency of silts or clays is given as either very soft, soft, medium
stiff, stiff. very stiff, or hard.
Disturbed and undisturbed samples of typical and representative soils were
obtained and returned to the laboratory for testing.
Page 26 SCSST 8621081 June 25, 1986
LABORATORY TESTING
Laboratory tests were performed in accordance with the generally accepted
American Society for Testing and Materials (A.S.T.M.) test methods or
suggested procedures. A brief description of the tests performed is
presented below: -
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a)
b)
cl
d)
el
MOISTURE-DENSITY: Field moisture content and dry density were
determined for representative samples obtained. This
information was an aid to classification and permitted
recognition of variations in material consistency with depth.
The dry unit weight is determined in pounds per cubic foot, and
the field moisture content is determined as a percentage of the
soil's dry weight. The results are sunsnarized in the trench
logs.
CLASSIFICATION: Field classifications were verified in the
laboratory by visual examination. The final soil
classifications are in accordance with the Unified Soil
Classification System.
GRAIN SIZE DISTRIBUTION: The grain size distribution was
determined for representative samples of the native soils in
accordance with A.S.T.M. Standard Test D-422. The results of
these tests are presented on Plates Number 47 through 49.
COMPACTION TEST: The maximum dry density and optimum moisture
content of typical soils were determined in the laboratory in
accordance with A.S.T.M. Standard Test D-1557-70, Method A. The
results of these tests are presented on the attached Plate
Number 50.
EXPANSION INDEX TEST: An expansion index test on remolded
samples was performed on representative samples of soils likely
to be used as compacted fill. The test was performed on the
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SCSBT 8521081 June 25, 1986 Page 27
portion of the sample passing the #4 standard seive. The sample
was brought to optimum moisture content then dried back to a
constant moisture content for 12 hours at 230 +/- 9 degrees
Fahrenheit. The specimen was then compacted in a
4-inch-diameter mold in two equal layers by means of a tamper,
then trimmed to a final height of 1 inch, and brought to a
saturation of approximately 50%. The specimen was placed in a
consolidometer with porous stones at the top and bottom, a total
normal load of 12.63 pounds was placed (144.7 psf), and the
sample was allowed to consolidate for a period of 10 minutes.
The sample was allowed to become saturated, and the change in
vertical movement was recorded until the rate of expansion
become nominal. The expansion index is reported on the attached
Plate Number 50 as the total vertical displacement times the
fraction of the sample passing the #4 sieve times 1000.
CLASSIFICATION OF EXPANSIVE SOIL
EXPANSION INDEX POTENTIAL EXPANSION
l-20 very low
21-50 low
51-90 medium
91-130 high
Above 130 very high
f) DIRECT SHEAR TESTS: Direct shear tests were performed to
determine the failure envelope based on yield shear strength.
The shear box was designed to accomodate a sample having
diameters of 2.375 inches or 2.50 inches and a height of 1.0
inch. Samples were tested at different vertical loads and a
saturated moisture content. The shear stress was applied at a
constant rate of strain of approximately 0.05 inches per minute.
The results of these tests are presented on attached Plates
Number 51 through 53.
SCSAT 8621081 June 25, 1986 Page 28
9)
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CONSOLIDATION TEST: A consolidation test was performed on a
selected "undisturbed" sample, The consolidation apparatus was
designated to accomodate a I inch high 2.375 inch or 2.500 inch
diameter soil sample laterally confined by a brass ring. Porous
stones were placed in contact with the top and bottom of the
sample to permit the addition or release of pore fluid during
testing. Loads were applied to the sample in a geometric
progression after vertical movement ceased, and resulting
deformations were recorded. The percent consolidation for each
load cycle is reported as the ration of the amount of vertical
compression to the original one-inch sample height. The test
sample was inundated at some point in the test cycle to
determine its behavior under the anticipated footing load as
soil moisture increases. Tine results of this test is presented
in the form of a curve on Plates Number _ through -, In
addition time rates were performed at selected loads. The
results of these tests are presented in the form of a curve on
Plate !iJmber 54.
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hl SINGLE POINT CONSOLIDATION TEST: Single point consolidation
tests were performed on selected "undisturbed" sample to measure
the potential for collapse and to gain limited information of
the consolidation characteristics of the sampled soils. Tine
consolidation apparatus was designed to accomodate a l-inch-high
by 2.375-inch or 2.500-inch diameter soil sample laterally
confined by a brass ring. Porous stones were placed in contact
with the top and bottom of the sample to permit the addition or
release of pore fluid during testing. Selected loads were
applied to the samples and the resulting deformations were
recorded. The percent consolidation for each load cycle is
reported as the ratio of the amount of vertical compression to
the original one-inch sample height. The test samples were
inundated to determine their behavior under the anticipated
footing load as soil moisture increases. The results of these
tests are presented on Plate Number 55.
SIDE VIEW
MIRADRAIN
FILTER FABRIC
FILTER FABRIC
CRUSHED ROCK
IOCK
BL’ANKET DRAIN NO SCALE
Q. l *
::
“,;
*a :O
3*
“,: :s
00 U,. .t - ,Y,,I..,‘.“n,.r ..n,,.~<.~L, ,,ca,,r. --/-r-p
‘BLANKET DRAIN
$ -+&I : : . . v >:#j ” ; : .’ ‘. : . . * .nr~cr~m~r~~nonr.“.~~.oo,r.ro~r~or.a;on~...,r
I I
I 20’ I
FRONT VIEW
_-
.~
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/
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SUBSURFACE EXPLORATION LEGEND
UNIFIED SOIL CLASSIFICATION (*ART
SOIL DESCRIPTION GROUP SYMSOL
COARSE GRAINED. more than half
of material is laraer than
No. 200 sieve SC
XAVELS CLEAN GRAVELS
(orean half of
:oatse fraction is
araer than NO. 4
GU
GP
;ie;e size but
xnaller than 3".
GRAVELS UITH FINES GM
(Appreciable amount
of fines.) GC
;ANDS CLEAN SANDS SW
Ethan half of
oarse fraction is SP
mailer than NO. 4 zieve size.
SANDS UIJH FINES St4
(Appreciable amount
of fines1 SC
I. FINE GRAINED. more than
half of material Is smaller
than No. 200 sieve SIX!.
SILTS AND CLAYS ML
Liquid Limit
less than 50
CL
OL
SILTS AND CLAYS NH
Liquid Limit
greater than 50
CH
ON
HIGHLY ORGANIC SOILS PJ
lY?:::L NXES
U?il *ra4ec ;rave1s. gravel-
sand mir:u-es. little or no
fines.
Poorly grrsed gravels, gravel
sand mixtures, little or no
fines.
Silty gravels, poorly graded
gravel-saq4-silt mixtures.
Clayey gravels. poorly
graded gravel-sand. clay
mirtures.
Uell gra4'4 sand, gravelly
sands. lirrle or no fines.
Pocrly grated sands. gravelly
sands, 1i:tle or no fines.
Silty san?s. poorly graded
sand and silty mixtures.
Clayey sands, poorly graded
sand an4 clay mixtures.
Inorganic silts and w-y
fine sands. rock flour. sandy
silt or cltyty-silt-sand
mixtures ria slight plas-
ticity.
Inorganic clays of low to
medium plasticity, gravelly
clays, sandy clays, silty
clays, lean clays.
Organic silts and organic
silty clays or low plasticity.
Inorganic silts, micaceous
or didtnmxeous fine sandy or silty soils, elastic
silts.
Inorganic clays of high
plasticity. fat clays.
Organic clays of rnediuo
to high plasticity.
Peat and other highly
organic soils.
- Water level at time of excavation CK - Undisturbed chunk sample
or as indicated BG - Bulk sample
- Undisturbed, driven ring sample
or tube sample
SP - Standard penetration sample
SOUTHERN CALIFORNIA Carlsbad Tract 82-12
SOIL & TEStlNG,INC. B”: SMS DATE: 6-19-86
JOB NUMBER: 86210Rl PJ& Nn. 3
,” 5 0
; BORING NUMBER 1 ; Y ,:> ; 3 -: > Y I : w ; =I- 4 z=+ ;;; u, (E - Y ;
WE W;; E Y 2 0 ELEVATION
> 0 :*z l <; 2
Ok. Ul: P, = 5 ; ; :, *pz”d : E!ii= ou Y)Y 2 mz 4 ”
0 I,? : 0 g;; ,: 2 z :o’= 0 g i ( I z 00 LfKZ 2 z 0 = I
DESCRIPTION 0 0 0
0
e u
SM Brown SILTY SAND Humid Loose
l--- (Alluvium) --------- --- ____
SC Brown Moist Loose
2- CLAYEY SAND
- us 14
3-
------ w---m_- _______ _
4- CL Brown Moist Medium
Stiff
SANDY CLAY
5r
- us 13 97.0 24.8
6- BAG
7-
--------- __-_____
a- SC Brown Moist Medium
CLAYEY SAND With Cobble Stiff
9-
REFUSAL ON COBBLE AT 9.5'
SOUTHERM CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL &TESTING, INC. LOGGED BY: JH DATE LOGGED: 5-5-s,
JOB NUMBER: 8621081 Plate No. 4
: z c i
7 ; BORING NUMBER 2 ,:> g y .? L - z- z=+ ii w 1 = I- < 5 : ;:g 2 Y E- ,I w 3 ,y;i z i -‘? ELEVATION <<:‘o = L WZ ;
OH: b 2 r-J -xx;
:
if:= 0”
mu)
:, w 4 j .
0 : 07 : G ,“;;m ,* Gg 2,
ul * I :o’u 00 ::; ,“. : a 0 ; !
DESCRIPTION ,
0 0 f3 ,
0
CL/
SC Brown Humid Soft
1- SANDY CLAY/CLAYEY SAND
(Alluvium) ---
2- Medium
Stiff
- us To 34
3’ Stiff
4-
c- -’ --- -- --- -- - .- - .- - m- -
5- SC Brown Moist Loose
- us CLAYEY SAND 13
6 _ BAG
L
7-
a- ---
-- A
Wet Water - - - -=-
9- 7 Table Satura-
ted
lo---- --- - -- - --- - - _ __ __
- us cL Greenish Brown Satura- Medium 7 ted Stiff 95.9 28.3
11- SANDY CLAY
12-
13-
14-b ------ L--_- -_ _____ _
SM Brown Satura- Medium
SILTY SANo ted Stiff
15
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION 101
SOIL &TESTING, INC. LOGGED BY: J,, DATE LOGGED: 5-5-t
JOB NUMBER:8621081 Plate No. 5
: ; c 7 ; BORING NUMBER 2 g;; z
= < z = 5 : 0 G ,” - 2:; z ; au = a, ;z !.i ELEVATION 3 + z ? WZ z ; * u) : s fL= 00 t, ml7a 4 Pv)O .
0 u) ::o Py yj; =o :
z <I -x0= u. z : I; II DESCRIPTION 00 :=2 0
0 0
15 c?
91 Brown Satura- Loose - us ted 9
16 - - -- _ S.I.lTYUAML - _ __ - - - -_ _ __
CL Greenish Brown Wet To Stiff
SANDY CLAY Moist
17-
18-
19 -
ZO-
- us 21 106.0 20.4
21-
22-
14 -
15 -
- us 14
16
BORING ENDED AT 26'
S~OUTHERN CALIFORNIA . SUBSURFACE EXPLORATION L(
SOIL &TESTING, INC. LOGGED BY: JH DATE LOGGED: 5-5
JOB NUMBER: 8621081 Plate No. 6
2 zi c -T ; BORING NUMBER 3 ; Y ,:> g y .< z 3
= < z=+ ;:o’ ; z : - = w G
w UtEl uz4*;L ? O
= h’ OY -‘!! ELEVATION :+, = L IU; + ; 2 zl :a; fL= 0” :,
tl a mn, . 4 u
0 ln to LL ;;rm ,e 0 ,”
;: <z 40= ,u3 i bf
: 00 &x=0 z ; E = I
DESCRIPTION ” u 0
o-----~~~~~
0 0
CL/ Dark Brown SILTY CLAY, Humid Medium
l- CH Dissicated Stiff
(Topsoil)
2- CL Green SILTY SAND Moist Very
(Santiago Formation) Stiff
3-
4-
- us 39
5-
6-
7-
a-
9-
- us Red Brown, Red Greenish Hard 49
lG- Brown
11-
1.T
1T
14-
- us ML& Red Brown CLAYEY SILT & Very
CL Brown SILTY CLAY Stiff 2B
15
- SOUTHERN CALIFORNIA SUBSURFACE EX.Pi~ORATION LOG
SOIL &TESTING, INC. LOGGED BV: J,, DATE LOGGED: c,-5+
JOB NUMBER: &21,,Bl Plate No. 7
20-
- us CL Green SILTY CLAY Moist Very 70 106.4 20.9
21- Hard
22-
23-
24-
2E
26- SC Grading Into CLAYEY SAND Moist Very
Dense
27
BAG 28-
2T
- us 81/11” 119.9 14.0
3G-
31-
32-
33-
REFUSAL AT 33.5' ON ROCK
SOUTHERN CALIFORNIA SUBSURFACE E,XPLORATION LOG
SOIL &TESTING, INC. LOGGED BY: JH DATE LOGGED: 5-5-86
JOB NUMBER: 8621081 Plate No. 8
1
-
,
-
-
-
.~-
L
) -
-
I
-
-
E ,’ ;
7 > ; BORING NUMBER 4 l Y ,:>
=I- q ; y A” z 5
LC F ; ; ; Y 2 2.
In :=z *e. z Le - w ;
3 I- 5 0
,’
ELEVATION 2 G 2?2 Fit z ,’ w ; ; 4 ” Y’ : ii.
0 z u) t 0 ::Z”
,“+
:
<z -lo=
y;‘17J.l ,-P 6;
“0 ::; :
d 2
= 0 = I DESCRIPTION fl u 0 0 ” 0
SM Red Brown SILTY SAND Humid Medium 'Dense
l- (Decomposed Granitic Rock1 L--
Dense
2-
3-
4----.-----
Light Brown
5
BAG
6
J-
8-
9-
lo-
ll-
12-
13
REFUSAL AT 13'
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL &TESTING, INC. LOGGED BY: JH DATE LOGGED: 5-5-86
JOB NUMBER: 863,nFl, Plau 9
, -
1
-
-
L
,-
) -
I
-
: ; ;
-: > ; BORING NUMBER 5 I- w ,:> ; Y a z c
=I- * - 2 ==I- ;;o ;i G : - Y ; B 0 : !!i -‘: ELEVATION 5 w;;, cc c
: bi vim 05 2 v) 22:
u<; z W; E!i= ou
zl= --
L w t- 5 G
0 : u) P 0 it:”
3
4 a 40= Ei; iG
_p 0
s f4 Y 2 = s DESCRIPTION 00 :u> D 0 0 u E ” 0
Cl/ Green SILTY CLAY, Humid Medium
1- CH Dissilated ____ Stiff
(Topsoil) Moist
2-
3- SC Yellow Greenish Tan Moist Medium
CLAYEY SAND Dense
TD
4- (Santiago Formation) Dense
5-
- US SM Grading Into SILTY SAND 34
6- _ BAG
J+-
a-- -----.-e-- ____
SC Green CLAYEY SAND Moist Medium
9- Dense
To
Dense
lo-- - ---- ----_____
SC/ Yellow Greenish Tan
SM ll- CLAYEY SILTY SAND
13
3 ? 7-
14- CL Green 'SILTY SAND Moisf Hard
15
SOUTHERN CALIFORNIA SU-BSlJ,RFACE EXPLORATION LOG
SOIL &TESTING,INC. LOGGED 8Y: JH DATE LOGGED: 5-5-86
JOE NUMBER: 8621081 Plate No. 10
p” zi c 7 ; BORING NUMBER 5 ; w & gwr ; 2 - F- 2 I- < Z ;;G ;; w T
w w 5 i”;, : -
= 2 oY i 0 ELEVATION a*; = = 5
> 0
a+z =+. 2 ; ; =, 2; IU: = 0” .z
tl I ml5
* u
0 vf : 0 L”.
z,“; >-p 0 :
;: 4 I ;,z= i ,’
: 00 :a0 2 z 0’ = z
DESCRIPTION 0 ;i 0
15 - ::
Moist Hard 35
SILTY CLAY
'CLAYEY SAND?
25-w-
llL -=-SILTY SAND 51
26 -
27 -
- PB
28 -
29 v Water - Table
(Measured At End Of 30 - Day)
32 - . m
35 -
- us Green & Red Brown Very JO 108.5 20.5
36 - Hard -
Pale Green CLAYEY SAND Satura- Very
92 BORING ENDED AT 42' ted Dense
SOUTHERN CALIFORNIA SvBS!JRFACE EXPLORATION LOG
SOIL &TESTING, INC. LOGGED BY: JH DATE LOGGED: 5-5-86
JOB NUMBER: 8621081 Plate No. 11
-
-
)
.-
-
.-
1
3 -
it f, 0 7 - > ; BORING NUMBER6 I- w ,:> E yj .‘; E z=+ FZ-J G x 3
2 I- 4 ,” - w ; Y z 0 z 2 ?? ELEVATION z 5 wwv,
05L 2 k u;z 4<;; = ; ;
2 0 : cn mln : 2;;: ;:z ;; =: :, Y e 0
0 Pz .
es *o=
,y;;, _o -L- -I s
m : z
DESCRIPTION 00 2:: 0 :g : ;
0 0 0 z ”
0
SC/W Brown CLAYEY SILTY SAND Humid Loose
1- (Topsoil)
2
SC Greenish CLAYEY SAND Humid Meduim
To Dense 3- (Santiago Formation) Moist TD Dense
4-
5-
- US SM/SC Grading Into Pale Humid 43
6- Yellowish Green Slightly
CLAYEY SILTY SAND
7-
7 7 7 -
a- ML Green SANDY SILT Moist Very
Stiff
9-
1C
1:-
- BAG
UT- -
15-
- us
16
Pale Green To Pale
Yellow
Humid Hard 50/5” 115.3 15.6 To Moist
SOUTHERN CALIFORNIA . ,SUBSURFACE EXPLORATION LOG
SOIL &TESTING, INC. LOGGED BY: JH DATE LOGGED: 5-7-86
JOB NUMBER: 8621081 . Plate No. 12
7 ,” 5 ; BORING NUMBER 6 c Y ,L r~ ; i z i x 1!
= = < z @z 5;; a<= z : - Y z
w w 3 > 0
E ;: d 0 ELEVATION
: 05 2 LA :Y?: W; :z= 0” = L :, ; ; a c
: * atn Lv)O ,“- PZ .
* ;
- L :i; >-o oz 2 .
0 v) :
ao= “0 :uo : s 0 : ;
DESCAlPTlON z ” 0 0 u
17 -
ML Green To Pale Green Humid Very
18- SANDY SILT To Hard
Moist
2
PB
2
!
27-
28
REFUSAL AT 28'
SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOC
SOIL &TESTING, INC. LOGGED BY: JH DATE LOGGED: 5-7-81
JOB NUMBER: 8621081 Plate No. 13
i 5 d
. .
L
) -
,
2 :, c -.
2 = < ; BORING NUMBER 7 7
& : ,L gw2 : z=+ ;z; ;; zlr Y ii > 0 Y : p’ 2” w”;,
0; ELEVATION : 2 (L;z =c. **; z 3 J- W: z ; ;
: -zi * u
0 : u)
4rJl 2,; +cn= 00 Lu
:;; az .
0 g i CT * :
* z ‘(cl= gi; ,-o
lJ0 ,y,o g s 0 = I: DESCRIPTION 0 0 0 0 0 0
CL Brown To Greenish Brown Humid Medium
I- SANDY CLAY, Dissicated Dense
(Topsoil) ---
2 Moist
CL Green SANDY CLAY Grading Moist Medium
Stiff
3- Into SANDY CLAY / CLAYEY TO
SAND Stiff
4- SC/CL (Weathered Santiago
Formation) Stiff
5- SC Pale Yellow Green To Pale Moist Dense
- us Green CLAYEY SAND 43
(Santiago Formation)
--- ---_- - -_ -
SC Yellow Brown CLAYEY SILTY Moist Dense
19- SAND
25
SOUTHERN CALIFORNIA . SUBSURFACE EXPLORATION LOG
SOIL &TESTING, INC. LOGGED BY: JH DATE LOGGED: 5-?-E
JOB NUMBER: 8621081 Plate No. 14
-
L
1 -
-
-
1
3
2 5 ,:> ;
-. > gy1 z ; BORING NUMBER 7 5 z =+ ; s - ;; =* 4 f”;, <a:
; 2 ar
w; 5 0
E -‘: ELEVATION ,” 2 25;
0 == “&
E’;= 0” ii w
; - 4 * 4 L
E : 0 PO70 .
0 :o’u ;i; z -0 5; i ,’ a x z 0 = I
DESCRlPTtON “0 ZK2 0
0 u 0
0 ”
10
- US SM Lavender & Rusty Yellow tiumid Very 50/55”
!l Brown SILTY SAND Dense
(Paleosoil)
!2
!3 Pm-.- ----------_- --___
SC/ Light Brown With Lavender Humid Very
!4 - SM Tint & Pale Greenish To Dense
Moist
Brown CLAYEY SILTY SAND
!5 -
!6
PB
27
?a -
29 -
30 - US ML CLAYEY SANDY SILT Very 50/W’ 105.6 15.7
Hard
31 -
?2 -
33 -
34 -
BORING ENDED AT 35' 35 d
SOUTHERN CALIFORNIA _ SUBSURFACE EXPLORATION LOG
SOIL &TESTING, INC. LOGGED BY: JH DATE LOGGED: s-7-86
JO8 NUMBER: 8621081 Plate No. 15
~1 .-
I
-
-
-
-
.1
> -
-
I
-
-~
-‘,
: 2 z ; BORING NUMBER 8 z
z = 4 5 : Y ;
w = p’ OLI -‘g ELEVATION w 3 > 0
: ,’ ; ;
: I ro;, T O
0 2 v) : ;
3
4 s ; p’ I DESCRIPTION ” : 19-’
St-1 Pale Olive Grem Moist Very
SILTY SAND Dense
24-
25-- -_- - - --_
Yellow Brown
26-
27----------
Yellow Brown & Pale Olive
2a- Green
29-
_ us
30-
50/4"
31-
32-
33---------
REFUSAL AT 33'
SOUTHERrl CALIFORNIA SUBSURFACE EXPLORATION LOG -
SOIL &TESTING, INC. LOGGED BY: JH DATE LOGGED: 5-14-8
JOB NUMBER: 8621081 Plate ND. 17
-
-
.-
,
-
I
-
-
-
.-
1
-
2
-
-
-
‘~ ,
E 0’ c
y > ; BORING NUMBER B I- Y =, 52, g:; z UI; ;i
=I- * ;z- 3, @z - u s - z= y- > 0
E !t 2 0 ELEVATION w 3 g+; ;=: =: =g ; ;
P ti Ok : ,’ uow +v); 00 4 v
0; 2 aLo0
g 4 In 0 az ; i ? : 2
u) z
< 1 40=
p; ,cz
DESCRIPTION *o :u: : I: z = I
* 0
0 _p 0
0
SM Light Grey SILTY SAND Humid Medium
Dense
I- (Topsoil) --
Moist Oense
2- SM Pale Greenish Grey Moist Dense
_ BAG To Very
SILTY SAND --- Dense
Humid 3- (Santiago Fromation) To
L Moist
4- -?-
- us Very 88
Dense 5-
6-
J-
8-
9---- --
Olive Green
lO-
1”
" 3AG
13
18- --------
- us Pale Olive Green 90/9"
19
SOU-iHERN CALIFORNIA . SUBSURFACE EXPLORATION LOG .--
SOIL &TESTING, INC. LOGGED BY: JH DATE LOGGED: 5-14-86
JOB NUMBER: 8621081 Plate No. 16
-
-
-
-
-
-
2
,~
-.
-Y ,” - > ; BORING NUMBER 9 I- Y ,L c “’
= + fl: z=+ ::; ; CL- VI r : - t :
z Y ri 2 ELEVATION Us 3 I-
fi : ml,? 05. : :+ L ,??I
aa-, z WZ :z= ou z :, Y ; ;
PinO
0 : (0 :o oy
4 ‘ .
: a z *cl= g;; l -o 0; -l* 5 0 E ;
DESCRIPTION “0 ,“uo g z ” c 0 - c 0
SM Yellow Brown SILTY SAND Humid Dense
l- (Paleosoil)
- BAG
2- ----- ----_-._ - -- .---_
_ BAG ML White SANDY SILT Humid Very
Hard
3L - -------- -.- ---- -
sC, Yellow Brown & Pinkish To Humid Dense
4- SM Red Brown
CLAYEY SILTY SAND
5--------
Pinkish To Red Brown
6- Speckled White
7
BAG
8
---
Highly Weeathered Very 7215.5’
Dense
5013”
BORING ENDED AT 28'
SOfJTHERN CALIFORNIA SUBSURFACE EXPLOR4TION LOC
SOIL &TESTING, INC. LOGGED BY: JH DATE LOGGED: 5-14-8,
JOB NUMBER: 8621081 Plate No. 18
f z 0
7 ; BORING NUMBER 10 ; Y ,:> gY ; i-i
= = a z=+ x ;;; ;; : - Y ii ul5 W;,
= P Y d U ELEVATION :+ u.lz L = 2 2 o
Ok. : L? 42: W: I- ;
it EL= 00 :, WY) PWO 4 0
z *
.
0 ,” 0 ii; F oz - : 2 <
v) 4 z :o’u E : 00 EKO 0 5 0 DESCRIPTION
: ;
” z ” 0
0
”
SM Pale Yellow Tan Moist Loose
1- SILTY SAND To
Medium
(Fill) Dense
2-
3-
4- SM Brown SILTY SAND Humid Medium
(Topsoil) Dense
5
SM Pale Greenish Grey Moist Dense
SILTY SAND
(Santiago Formation)
Very 50/4”
Dense
=:
30-
BORING ENDED AT 30'
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL &TESTING, INC. LOGGED BY: JH DATE LOGGED: 5-14-86
JOB NUMBER: 8621081 Plate No. 19
-
-
-
.-
.-
-
-
1
.~
-
.~
-
w 5 0 7 e BORING NUMBER 2 ; gwz z = k- q 11 ,L
- L: w- z=+ ;;G ;
(4%
: ; - w T 0 E w si 0 ELEVATION z =
5
0 ;: oy , L! 2 ,“+u: 4 In 4!?“u Ul: E’,= 0” i ; ;
0” 2 u) mn;; av)o :, Y
:o 4.z
* u . ,y;;, >11 6; L <
cn 1
4x -lo= Y % “0 :a0 : x 0 F ;
DESCRIPTION ” n 0 0 u
0 -
SC Red Brown Loose Humid To
1- CLAYEY SILTY (Topsoil) --- Medium
Dense
2- SM Yellow Brown Moist Dense
SILTY SAND
3- (Decomposed Granitic Rock:-- -
Humid
4-
5-
6-
J-
8'
9 - BAG
16
11---- -- -- -
Fractured Rock
12-
--
Very
Dense
13-
14
REFUSAL AT 14'
SOUTHERN CALIFORNIA . SUBSURFACE EX,PLORATION LOG
SOIL &TESTING, INC. LOGGED BY: JH DATE LOGGED: 5-14-8
JOE NUMBER:8621081 Plate No. 20
.-
-
-
.-
)
-
-
c : it z ; BORING NUMBER 12 ,:> gwr z 2
= = 4 : ,” z=+ WY;, ;;; v, ; : - w ; Y > 0 F 2 2”
;; ELEVATION :: IE+ 4a; z I- UZ 2 2 ; ;
2 I mv, 4 u) *r?:
: G Pu)O EL= 00 Low 4 u .
0 z-4 m 42 ::a ;,a ,-P 0; ii :
: s 0 = z? DESCRIPTION oo ,y!lz ,”
0 n u 0 ” 0
SC Yellow Brown & Brown Humid Loose
I- CLAYEY SAND ---
(Topsoil) Moist __ _
2- Medium
Dense
3
SM/ Pale Yellow Brown Moist Dense
SC 4- CLAYEY Very SILTY SAND
. (Santiago Formation
5- '1,----
Yellow Brown ------
6- bag Pale Grey Yellow Brown
7--’ -- !
Pale Greenisb Yellow Tan
8'
g-- ---- - --__
- CK SM SILTY SAND Very 5015.5”
lo- Dense
11-
-----___
lZ- Yellow Brown Humid
To
Moist .
13-
14-
SOUTHERN CALIFORNIA SUBSURFACE F,XPLORATION LOG
SOIL &TESTING, INC. LOGGED 81: JH D&TE LOGGED: 5-14-86
JOB NUMBER: 8621081 Plate No. 21
L
I -
-
-
) .-
-
1 -
-
: 2 ,L ; g w .E z UC 2 -. > pBORlNGNUMBER12 gi z,m ;z; ;, =I- 4 Y G - t?u;;
F Y -’ !! ELEVATION Y 3 .I<: 2 5 t- > o
L a 02 2 :, :5; lU= :z: 00 ii z 8.. ; * v
: I *II) P
In 2 0
z
::”
:
-c I *o=
;i; >1 0 i :
DESCRIPTION 00 :a2 ,” 5 E = z 0 0
0 P 0
5
91 Yellow Brown Humid Very
6- SILTY SAND To Dense
Moist
Pale Greenish To
Yellowish Tan
---
Pale Olive Grey
5015.5"
?8
29 -
30 -
31 -
SC/ Humid Very
SM Pinkish To Red Brown Dense
Speckled White
SILTY CLAYEY SAND
(Paleosoil)
32 -
33-
34 us BORING ENDED AT 34.5' 50/5”
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG --
SOIL &TESTING, INC. LOGGED ay: JH DATE LOGGED: 5-I4-
JOB NUMBER: 8621081 Plate No. 22
-
3 -
-
)
-
-
-
-
.Il
.-
> -
-
/
.-
-
-1
; 2
0” ; TRENCH NUMBER 1 !- Y ’ >
-: L l El= ::* E ;
ii w3, FG
= w tiu a: uu;; z- is+
: 0’ $5 ELEVATION l u) ,LZ ;: I- 2 w w
si
= s 2 ;g ,’ 0, E
;=cc
-0
:
6:
: 5 0 DESCRIPTION E”
z s 0
i;
0 =0 0 u
0
SC Grey Brown Humid Loose
1- CLAYEY SAND -- --- --
2-b
(Topsoil) Moist Medium
Dense
SC Light Tan CLAYEY SAND Moist Medium
(Santiago Formation) Dense To
3---------- Dense
SM Grading Into Pale Yellow \ - -.
To Greenish Tan Dense
1-
SILTY SAND
CK
5- BAG
j-
7-
3-
- CK
I
TRENCH ENDED AT 9'
SOUTHERN CALIFORNIA .SUBSURFkCE EXPLORATION LOG
SOIL & TESTINGJNC. LOGGED BY: JH DATE LOGGED: 5-2-86
JOB t4UYBER:9621081 Plate No.' 23
2 z p” ; TRENCH NUMBER 2 +LlJ :> : x ; -: = ,z E= &zk w- : Ji 40
::; - - ELEVATION =z z- 5b 2;
; P !!i 2: * Y t- 2 ;; ,‘,o ;; “if :: _o
;; : : <I 5 2:: ii; z s,: In : u 0 40
DESCRIPTION 0 0
0
SM Brown To Red Brown Humid Loose
I- SILTY SAND (Topsoil)
SM Red Brown SILTY SAND Humid Dense
2- (Decomposed Granitic Rock)
Fractures Dipping N15'-20°W
3, ----
-BAG Very
46 CK Dense
5-
6-
7 ~,-YC;:'I.~ !?E'LS~',L F,T 7'
TRENCH NUMBER 3
3
SM Brown SILTY SAND Humid Loose
I- - (Alluvium) -m-----m-----------
SC Brown CLAYEY SAND Moist Loose
?-
------
3- Moist Medium
CK To Wet Dense 107.5 14.3
I- SM Red Brown To Yellow Medium
Moist \Dense To
Brown SILTY SAND Dense
i- (Decomposed Granitic Rock) {L
Dense - .L --
Very
TRENCH ENDED AT 5.5' Dense
SdUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOC
SOIL & TESTINGJNC. LOGGED BY: JH DATE LOGGED: 5-2-B6
JO6 NUYBER: 8621081 Plate No. 24
-
-
-
-
-
-
,
-
-
-
-1
.-
~3
-
7 -
-
)
-
1
-2
1
5 ; : ; TRENCH NUMBER 4 i” b:*
ztk z ii ; T
z z l
d ; ELEVATION :; 2:;
iii w- w <
- Y z- 5b
: p’u)* :r
::
6’“” ;; z
GE
; i
&z t-3 030 -p < .
: :, z
%=cc ; :g i;
= c ” DESCRIPTION go a 0 ‘
0
- M_ Brown SILTY SAND (Topsoil) ------_ ~,,.a --~QAlz'_, - __-_ _
CL& Brown SANDY CLAY & SANDY Moist Soft 1 SC/CL CLAY/CLAYEY SAND To Wet
2- SM Pale Greenish To Yellowish Moist Medium
Brown SILTY SAND Dense -- --
3- (Santiago Formation) Dense
4-
---
Very
CK Dense 115.0 11.2
BAG
ECONOMIC REFDSAL AT 6.5'
TRENCH NUMBER 5
3
SW Red Brown Mottled Yellow Humid Loose
ML & Tan SILTY SAND / SANDY
BAG SILT TeiiG io
Very
(Paleosoil) Dense
CK
3-
TRENCH ENDED AT 3.5'
SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG
SOIL & TESTING,INC. LOGGED BY: DATE LOGGED: JH 5-7-&j
JO8 NUMBER: 8621081 Plate No. 25
g TRENCH NUMBER 6 ; i! c&u A; E -. * x
= +4; z= zz- - Y- UI~U) : ; ;
: P
!Y 2: ELEVATION 42 CCL2 l&4= =“: 2 (
ri 2,: 0: lny
‘d l :
iTg
rl
m 0’
:o’g c 5 a ;
z x 0 E :
DESCRIPTION 0 0 0 :
D
SM Brown SILTY SAND Humid Loose
1’ (Alluvium) '- - -
Moist -----
2- SC Dark Grey & Brown Wet To Loose
CLAYEY SAND Saturated
3-
1-
--- - ---- -_-
SC/ Mcttled Red Brown & Grey Wet j- CK -- Loose To
SM CLAYEY SILN SAN0 Medium 109.9 16.2 -- -
j- + Water Saturated
F Table
r,
t-
I
ML/ Blue Grey SANDY CLAYEY SILT/ Moist Stiff CL
o- SANDY SILTY CLAY
(Santiago Formation)
SCkTHERN CAiJFORNIA .SUBSURFACE EXPLORATION LOG
SOIL & TESTlNG,INC. LOGGED BV: JH DATE LOGGED: 5-2-86
JOB NUMBER: 8621081 Plate No. 26
,-
-,
-
-
-
1
-
-
-
-
-
_1
,
.-
-
-
1
-.
),
.-
-
-
-
1
-
I -
. .
I
-
f z
i
:
0
1
2
3
4
5
6
7,
3,
-
CK
BAI
CK
\
a/
SC
;M
-
rRENCH NUMBER 7
ELEVATION
DESCRIPTION
Grey Slightly CLAYEY SILTY Humid
SAND --
(Alluvium) Moist
Pale Greenish Tan SILTY
SAND
(Weathered Santiago
Formation)
TRENCH ENDED AT 8'
--
Moist
Wet
Moist
Loose
-- -
.oose To
ledium
lense
95.4 14.3
.oose To
Medium
Dense
\
Medium- Dense
L Dense -
SOUTHhi CALIFORNIA ,SUBSURFACE EXPLORATION LOG
SOIL & TESTING,INC. LOGGED BY: JH DATE LOGGED: 5-2-
JO8 NUMBER: 8621081 Plate No:27
-
-
-
-I -
)
-~
-
-
-
-
1
-
?I -
-
-
-
.
i
1
-
7 z
;
p’ “I cl
I--
L-
,-
I-
-C
6
3-
1-i
:K
CK
CH
SM
rRENCH NUMBER 8
ELEVATION
-
DESCRIPTION
Dark Grey
SANDY CLAY
(Topsoil)
Green Brown Cobble SILTY.
SAND, Maximum Size 10" To I
(Lusardi Formation)
rRENCH ENDED AT 11'
Humid Medium
Stiff
--
Moist
Moist Dense
&HER” CALIFORNIA .SUBSURFACE EXPLORATION LOG
SOIL & TESTING,INC. LOGGED BY: JH DATE LOGGED: - -
JOB NUMBER: 8621081 Plate No. 28
-
-
-
-
1
J
-
-
-
-
1
,-
1 -
-
,I
-
-
: E - TRENCH NUMBER 9 CY tp r
gzt z ;i Y- ii Y UJ 0 z : : := luwu) lx z; - w -‘o z-
: 2: o Y ELEVATION =z Z&Z 5;
“zj ;; 2,: :; 5 ZY 5:
,4 : < < s :gg ; 5; i,”
o w : 0 0 s 0 =0
OESCRIPTICN 0 0
CH Dark Green Grey SANDY CLAY, Humid Medium
Stiff BAG Disiccated ---
(Topsoil) Moist
CL/ Green SANDY SSILTY CLAY
- CK CH
Moist Medium
(Santiago Formation) Stiff ---
Medium
Stiff To BAG Stiff
------ --
SC/ Pale Green CLAYEY SILTY SANC Moist Dense
SM --
SM Pale Green SILTY SAND Moist To Dense
Very Moist
CK 111.3 17.7
SW BAG SC Grading Into CLAYEY Very
SILTY SAND
3-
l- CK
TRENCH ENDED AT 11.5'
SdlJTHERN CALIFORNIA .SUBSURFACE EXPtORATlON LOG
SOIL & TESTINGJNC. LOGGED BY: JH DATE LOGGED: 5-2-
JOB NUMBER: 862,081 Plate No. 29
-
-
-
I
-
I
-
-.
-
1
-
:/ -
-
,
-
-
,-
-
1--
1- CK
j--
\ j-
_ CK
I,
i-
I-
O--
SC
-
SF
CL
lRENCH NUMBER 10
iLEVATlON
DESCRIPTION
Light Brown CLAYEY SAND
(Topsoil)
Light Grey To Pale Greenish
Grey SILTY SAND
(Santiago Formation)
'l/Z" CLtY LENSE, DIPS
11 N50W
Pale Green SANDY CLAY,
Jjp> 10' N 60°W -
Light Grey To Pale Greenish
key
SILTY SAND
:RENCH ENDED AT 10'
Humid ---
Moist
Moist
Humid
To Moist
--
Moist
Loose
Medium
Dense --a
Dense
---
Dense To
ery Dense
Very
Hard --
Dense Tc
lery Dens
> I-
u, z- Y -
o ::
z 0
112.9 8.3
-
S&THERN CALIFORNIA .SUBSURFACE EXPLORATION LOG
SOIL & TESTING,INC. LOGGED BY: JH DATE LOGGED: 5-g-86
JOB NUMBER: 8621081 Plate No. 30
-
)
)-
-
) -
) -
-
-
-
-
L
-
)
: E ; TRENCH NUMBER 11 i” 6s ;i t ;i ; -: Y- : = ,c? 5:: a z- !?I+ ;; --
E ,” Ok ELEVATION
“,5
s:, =+z
2 ml.., EG
2”” so
:
mo q k:
: <I :gg c 6; =;:
0 x 0 z!
:, : 0 =0
DESCRIPTION 0 0 0
0
- BAG SM Light Brown Moist Loose
1’ SILTY SAND
(Alluvium) ---
Moist z-
3'
S"/ Dark Brown Slightly CLAYEY Moist Loose
4 BAG SC SILTY SAND
CK
5 --
SM Light Grey SILTY SAND Moist loose
6-
SM Light Grey SILTY SAND Moist Dense
CK
7- (Santiago Fromaton)
T?E:lCll Ei?Eb .!T 7.5'
TRENCH NUMBER 12
0
SC Brown Mottled Humid Loose
l- CLAYEY SAND ---
(Alluvium) Medium --- Dense
2- Moist
Tedium-
Dense To
Dense
Light Greenish Grey To Pale Moist Medium
Green Tan SILTY SAND, Upper Dense ---
1' Porous Dense
(Santiago Formation)
SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG
SOIL b TESTING,lNC. LOGGED BY: JH DATE LOGGED: 5-9-
JO6 NUMBER: 8621081 Plate No. 31
-
-
?
.-
-
-
-
2
-
~~1 -
-
-
-
2 z F TRENCH NUMBER 13 2: ,G* ;i
= ,G 5:: z : u, “Z ;
z =z lccz z- 5; yo z c - -
z !Y OY ELEVATION L?u
% ii “2
2” 2-0 EC -a LY
Is;=
5;
:, : 0,: :=a
ifi” $ := 0 u OESCRIPTION ‘zi ::
0
SC Brown To Greenish Brown Humid Loose
l- CLAYEY SAND, Cobbles On
Surface
2- (Alluvium)
sAG SC/ Grading Into SANDY CLAY/ Medium
CL CLAYEY SAND Dense
t- Medium
Si;f$fTo 1
j- CK CL Grading Into Pale Yellow Moist Medium
Greenish SANDY CLAY Stiff To
\ Stiff
i- '. -
SC Grading Into Dark Brown Moist Medium
\ Mottled Yellow Brown Dense I_
CLAYEY SAND -
CL Grading Into Pale Green & Moist Stiff To
Yellow Green SANDY CLAY Very Stiff
L SC Pale Green CLAYEY SAND \&is& Dense To
- Very Dense
od (Lusardi Formation) Humid To
Moist
TRENCH ENDED AT 10'
SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG
SOIL 6 TESTING,INC. LOGDED BY: JH DATE LOGGED: - -
JOB NUMBER: 8621081 Plate No. 32
w E i ; TRENCH NUMBER 14 k” 6.Q 2 : ;i ; 7 -t- a =z;; w - y c “,5 iii = -‘L! cc&Z z- ;: > ;
2 OY ELEVATION 2; g :: LouI 2’
“z 2 ; : -0 ii 2: =:
Y, a L
0 *OS o
0: E 2 0 3
: : 0 0 UC c
OESCRIPTION 0 L
0 -
SC Red Brown Htzid Locse
1- CLAYEY SILTY SAND ---
(Topsoil) Medium
Dense
2
- CK SM Red Brown Porous Humid Medium
Dense
3- SILTY SAND
(Subsoil)
I
SM Pale Green Humid Very
SILTY SAND Dense j- CK (Lusardi Formation) BAG
j-
I-
3 Id
TRENCH ENDED AT 8'
SdUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG
SOIL S TESTING,INC. LOGGED BY: JH DATE LOGGED: - -
JOd NUMBER: 8621081 Plate No. 33
zi z
: ; TRENCH NUMBER 15 +ul I- 0 ’ > z ;i ; 7 z l := ztk Y- WO
z ;i
20 3
- - 2:: z- 5+ 2 ;:
ECEVATION !t 0% 2; 2
2 Yu *In- 2-0 :; LY 5;
it 25 -0
i : -2 a L 6 5 l og ,“r z 2 0 : 6 0 0 OESCRlPTlON 0 ?I
0
CL Dark Grey CLAY, Some &mid _ Medium
Boulders On Surface Moist Stiff
1- (Ttopsoil)
2- SC/SM Pale Green CLAYEY SILTY Moist Medium
SM SAND Grading Into SILTY Dense To
~Dense
3- SAND L
(Santiago Formation) DenseTa
Very
4- Dense
5-
6-
7- ML/ Pale Green SAINDY CLAYEY SILT,Moist Very
CL Slightly Fractured Stiff
B-
3 .-
SC Grading Into CLAYEY SILTY Very Very
SAND Moist To Dense
lo- Wet
11-i
TRENCH ENDED AT 11'
SCkJTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG
SOIL & tEStlNG,INC. DATE LOGGED: 5-9-86
Plate No. 34
.-
.-
p” : ; TRENCH NUMBER 16 cl&l G> z
-: = ,: z= ;zt c ;i Y- ;
z Y~ul i-i :?
-- a:
: Y $; ELEVATION 2”
CCL2 z-
2;: “d;
5;
zw ;t
z i :: :=a -D 5; :1:
o : :
d “,” z ,“r 0 2 0
DESCRIPTION ” :
0-r
CL Dark Grey Humid Medium
1’ SANDY CLAY -A- Dense
(Topsoil) Moist
SC/ Yellow Tan Mottled CLAYEY Moist 2- Medium
SM SILTY SAND Dense
3- (Santiago Formation)
_Contacipc. 6' N 50' F
CL Pale Green SANDY CLAY, Moist Very
1- Stiff
&iiiahtlvr-
ML Pale Green SANDY SILT Moist 5 Very
Stiff
j- SC/ Pale Yellow Tan To Yellow Moist Very
SM Green Slightly Dense
r- CLAYEY SILTY SAND
Humid
i- To Moist
I
TRENCH ENDED AT 9'
SdUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG
SOIL & TESTING,INC. LOGGED BY: JH DATE LOGGED: 5-g-86
JO8 NUYBER: 8621081 Plate No.~ 35
-
-
1
~) -
-
-
2 EJ* G : ; TRENCH NUMBER 17 + Y E ; Y z = ,: ifI= ;zt ;i lui! UJ c z- 2 i: --
z P
5 gi ELEVATION a? g:;
22 cn w z;
5’;
iiw ::
5
,‘,-0 -0
; 6 : :; :=u z 6; ;;
=0 In : DESCRIPTION $0 0 ‘: u
0
iL Red Brown SANDY CLAY Humid Medium
l- (Alluvium) -se Stiff CK Moist
2- SC Yellow Brown Mottled, Moist Medium
CLAYEY SAND To Wet Dense
3
SC Mottled Yellow Brown & Moist Dense
SG Greenish Brown
BAG SM CLAYEY SAND TO CLAYEY SILTY
SAND
(Santiago Formation)
6-
CK
J-
B-
3
TRENCH ENDED AT 9'
SiUTHERN CALIFORiIA .SUBSURFACE EXPLORATION LOG
SOIL & TESTING,INC. LOGGED BY: JH DATE LOGGED: 5-g-86
JO8 NUYBER:8621081 Plate No. 36
-
-.
,
-
-
-
3
-
.-
-
-
-
8
: :, i: TRENCH NUMBER Ii, I-Y G> z E ifI= :zb s 5 -: = = ,z w- 3 uyz u, =“- --
z Y 05 ELEVATION IL $7. Z= 5;
LY ;:
a YI : “2,
;L
00 2 - ,: “5 5:
0 2 : < s :=a z zig iif=
0 DESCRIPTION “,” 0 ‘s ::
0
SM Brown SILTY SAND Humid Loose
l- (Topsoil)
---
Moist
3-
4-
r, _ CK SM Pale Greenish & Light Grey Moist Very
BAG Dense
SILTY SAND, CEMENTED
5 (Santiago Formation)
';EF::.C;.L ~.; ..'
TRENCH NUMBER 19
I ’ SM Brown SILTY SAND(Topsoi1) Humid Loose
Brown CLAYEY SAND Humid Medium l- BAG SC ---
(Subsoil) Moist Stiff
>
SM Pale Yellow Tan To Pale Moist Dense
!- Greenish Tan -mm
SILTY SAND Very
Dense
I- (Santiago Formation)
j
CK
BAG
TRENCH ENDED AT 9'
SdUTHERN &LIiORNIA .SUBSURFACE EXPLORATION LOG
LOGGED BY: JH DATE LOGGED: SOIL & TEStlNG,INC. - -
JOB NUMBER: 86210B1 Plate No. 37
-.
.~
-
-
3
--
-
-
-
1
-
3 -
-
-
-
2 !t z * * E 7 ; TRENCH NUMBER 20
= ,: :” $ g:+ ::i if-
,i! 5
z ; y15- ELEVATION I- 0”;
5; ;p
5 L: I-
k ; mtn. $Z ‘“0’
“, m 2 Gw
6; -I: <:I 0 :, ‘: $ :=
:
+ 0 x0
DESCRIPTION u 8
I
SM Brown SILTY SAND (Topsoil) Humid Loose
1 SC/ Brown SANDY CLAY/CLAYEY Humid Medium
CL Dense
BAG SAND (Subsoil) L-----
> Moist Dense/
Stiff
3
_ CK SM/ Light Brown CLAYEY SILTY Moist Medium SC& Dense I- CL SAND With 1" To 2" CLAYSTONE
LENSES Dipping 2'-5' NE
j- (Santiago Formation)
CK
i-
I
CK SM Pale Yellow SILTY SAND Humid Dense
S- BAG
1
TRENCH ENDED AT 9'
SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATIOM LOG
SOIL & TESTINGJNC. LOGGED BY: JH DATE LOGGED: 5-g-~”
JO6 NUMBER: B621081 Plate No. 38
1
-
-
-
p” z ; TRENCH NUMBER 21 G>
i=;
z ;i
z Y- 5 Y ; l i!i 5+
y a
z ?U z- 2 ;
I Y OY ELEVATION
+i ; *Y) 2s
;-cl _o z: 2: -I &
E 2 es c s;
:, d
x 0 ,“=
DESCRIPTION ” 0 0 0 0
0- SM Humid Loose
1-',
Light Red Brown SILTY SAND
(Topsoil)
SC Light Brown \ Humid L Medium
\ CLAYEY SAND (Subsoil) Moist - Dense
Pale Greenish Grey Moist Dense
SILTY SAND ---
(Santiago Formation) Humid
TRENCH ENgED AT 11.5'
(Weathered Santiago
Pale Greenish Grey SILTY
SAND (Santiago Formation)
’ SbUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG
SOIL & TESTINGJNC. LOGGED (I*: JH DATE LOGGED: 5- 5-
JO6 NUMBER: 8621081 Plate No. 39
-
-
-
,
.-
-
-
2
-
,
-
,
-
i? r
,” Y c TRENCH NUMBER 23 :: :> 5:: L ;i ij w- ; w 0 z ?F: - = ,I5 :: =+2 z- --
; a !Y gx ELEVATION z!? a!?;
k”
g’;
5;
ZY +o
-0 2,’
g : c.9 $” o
5 ;
z
:: $ 2 0 E’ 0 v) ” CESCRIPTION 0 ”
0 SM Brown SILTY SAND Humid Loose
1 (Topsoil)
SC Brown CLAYEY SAND Moist Loose To
2- (Subsoil) Medium
Dense
3- SC Mottled Yellow Brown To Moist Medium
Dense
Grey CLAYEY SAND (Weathered
4- Santiago Formation)
SM Pale Greenish Grey SILTY Es% - Dense To
5- 'SAND (Santiago Formation) Humid To Very
Moist Dense
5 -r
TRE;!CH EKE: '.‘.T -;'
TRENCH NUMBER 24
I
1 ---
, ---
I
I- Yellow Brown (Weathered
Santiaqo Formation) Dense
SM ,- Pale Greenish Grey SILTY Humid To Very
Moist SAND (Santiago formation) Dense
,
TRENCH ENDED AT 6'
SCiUTHERN CALIFORNIA ,SUBSURFACE E,XPI,ORATION LOG
SOIL & TESTINC,INC. LOGGEDBY: JH _ DATE LOGGED: 5-15-?6
JO6 NUMBER: 8621D81 Plate No. .40
-
.~
.-
-
-
-
1
i -.
f TRENCH NUMBER 25
z
: :: :* z ;zt - YZ ; 7 z = ,: _- Y 0% ELEVATION 2= g:; :-
: $$ ZY)Y gz
5; ;:
P mu? 0) 0 CL LY 52
‘d
i
2 : <S
:
2:: 2 6;
0 s 0 ,“’
DESCRIPTION 0 0 :
0
SM Dark Brown SILTY SAND Humid Loose
I- With Organics (Alluvium) ---
Wet
2,
- BAG '$ Red Brown CLAYEY SILTY Wet To Loose
3- SAND, Porous Saturated
v --Water --- -- - -
4- 7 Table Saturated Loose To
Medium
Dense
5-
6-
7-
SW Red Brown Slightly SILTY Saturated Loose To
5- SP Medium
SAND With Rocks Dense
I
ECONOMIC REFUSAL CONTACT
WITH DECOMPOSED GRANITE?
TRENCH NUMBER 26
?
SM Red Brown SILTY SAND Humid Loose
I- (Topsoil)
>-
Moist Medium 3- SW Red Brown CLAYEY SILTY SAND SC Grading Into SILTY SAND
'@se --
\ SM (Decomposed Granitic Rock) Dense
TRENCH ENDED AT 3.5'
.
S&H&N CALIFORNIA ,SUBSURFACE’ EX?LORATION LOG
SOIL & TESTING,INC. LOGGED BY: JH DATE LOGGED:
JO6 NUYSER:8621081 Plate No. '41
E 2 p’ L TRENCH NUMBER 27 :: #-u * > E YZ ; 7 -= l EC G we
= r’o :: ,;z z- ;; EL !Y OY ELEVATION ‘,” 2; E P “2,
2,: -0 Y) y 5,’ k 2; :
“,=cc z iTg := : z go 10
” 0 DESCRIPTION u E
0
sc/ Dark Brown CLAYEY SILTY Saturated Very SM 1 SAND Dense
BAG (Alluvium)
2L ---
Loose
3-
1-
SM Yellow Brown SILTY SAND - - - Very Wet Dense To j-
(Decomposed Granitic Rock) .$$$,- Dense
j- Moist
TXlXii Eil?E; ;*T .S'
TRENCH NUMBER 28
I -
SM Dark Brown SILTY SAND Humid Loose
(Alluvium)
Boulder on Surface BAG >oiSt-
SM Yellow Brown SILTY SAND Moist Dense
(Weathered Decomposed
Granitic Rock)
TRENCH ENDED AT 4'
SCiUTHERN CALIFORNIA .SUBSUREACE EXPLORATION LOG
SOIL A TESTlNG,lNC. LOGGED BY: JH DATE LOGGED: 5-15-e6
JOB NUUBER: 86210B1 Plate No:42
z ;;
: ; TRENCH NUMBER 29 CY G> z wii ; -. = ,: E= ;zrI z g:‘: ;i ;; - _- ELEVATION =z SC
,” 0% ‘,” 2”” ;z ;: !i : : P -in- 0) * 0 0 -D
: 2:: ut :=a 6:
2
tit
0 $0 0 z
2
SO
:
“0
DESCRIPTION 0 u
0
SM Brown To Red Brown SILTY Humid Loose
1’ SAND
- BAG (Topsoil) Boulers on Surface
2- ------
Moist Loose To
Medi urn
3- Dense
4- Red Brown SILTY SAND Moist Dense
SM
-3AG (Decomposed Granitic Rock) Very
5L LARGE FLOATERS? Dense
REFUSAL AT 5'
SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG
SOIL & TESTINGJNC. LOGGED BY: JH DATE LOGGED: 5-15-86
JO8 NUMBER: 8621081 Plate No.~43
$ a k! ; TRENCH NUMBER 30 -: ig A= z us Y E l zz- u, = -‘o W~u)
ELEVATION RF ,~Z z- ;+ ’
If: 0% 2” : :: 5
“t: 2,: :;
,4 z :;
-D
0 :zg 0‘; i;
:, : z z+ 0
u DESCRIPTION 0 0 0 ,
3
SF1 Brown SILTY SAND Humid Loose
l- (Topsoil) A--
Moist
>
SM! Mottled Grey & Yellow SC
Humid To Medium
i CK Brown Slightly CLAYEY SILTY Moist Dense
SAND, Porous BAG I (Terrace Deposits)
,-
,-
_ CK
B
SM Yellow Brown SILTY SAND Moist Dense
(Decomposed Granitic Rock)
k
TRENCH ENDED AT 11'
SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG
SOIL & TESTINGJNC. LOGGED BY: J,, DATE LOGGED: 5..15-86
JOB NUMBER: 8621081 Plate No./44
-
-.
1
.-
)~ .-
-
.-
-
-
3
-
,.)
,~..
E ii 0” -I ; TRENCH NUMBER 31
E l i” :>
“,5 ;zt t
ci uz ; WO
z
Y
-Iu-
ii”
c “:;
; a*Y)
ELEVPTION ;g P;u)Ly g Z” 5; ?;
+v
-0 ZY 3,’
Ul 2 : l =
“,“”
O In ;
4:: z Fig
0 IO z=
DESCRIPTION 0 0 z
0
SM Red Brown SILTY SAND Humid Loose
I- (Topsoil)
2-
3- SM Red Brown SILTY SAND,
CK Very Porous (Terrace
a- Deposits)
5----- -- Minor Seepage
Moist Medium
Dense
---
Wet
5
.---e ---
7 BAG Mottled Grey & Red Brown, Moist
CK Porous
3-
a--- -- -
Brown
LD-
_ CK
II
TRENCH ENDED AT 11'
---
Humid To
Moist
I
SOUTHERN CALIFORNIA
1 ,SUBSURFACE EXPLORATION LOG
SOIL & TESTING,INC. LOGGEDBY: JH DATE LOGGED: 5-15-86
JO8 NUMBER: 8621081 Plate No: 45
z ii p” ; TRENCH NUMBER 32 k” b > ;%k L ;i ; : Y- = z : ;5 YZi iTi A- ;; ;: ; yoy ELEVATION 2:
ZZ zrw :z:
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DESCRIPTION 0
0
0
SW Dark Brown CLAYEY SILTY - - - H-mid Loose
l- SC SAND
(Alluvium)
2- ---
Moist
To Wet 3
SM Yellow To Red Brown Moist Dense
1- SILTY SAND
(Decomposed Granitic Rock)
5
TRENCH ENDED AT 5'
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL & TESTING,INC. LOGGED BY: JH DATE LOGGED: - -
JO8 NUMBER: 8621081 Plate No. 46
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Hydrometer
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PARTICLE SIZE LIMITS
I
BOULDER : COBBLES SRAVEL I SAND SILT OR CLAY
I COW*, Fh coarw hl~diun Filll I
(12 in.) 3 in. 3/4 in. No.4 No.10 No.40 No. 200
ll. s. STANDARD SIEVE SIZE
t4 AT 5*-e’
11 AT 4.6-5.5’
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PARTICLE SIZE LIMITS
I
BOULDER i COBBLES GRAVEL I SAND SILT OR CLAY
I COW** Fine COWW Medium Fh 1 -
(12 in.) 3 in. 3/4in. No.4 No.10 No.40 No. 200
u. s. STANOARO SIEVE SIZE
I I I " ,v I r / I ! I- / I- I I
B6 AT 25’-26’
us stondord sieves Uyd~Ometer 2’ *lo wo wo *60
Gram Size /mnv’
PARTICLE SIZE LIMITS
I
GOULDER~COBBLES GRAVEL SAN0 SILT OR CLAY I COW** Fim COWS. Mmdlum Fill9
(I2 in.) 3 in. 3/4 in. No.4 No.10 No. 40 No. 200
u. s. STANDARD SIEVE SIZE
MAXIMUM DEWSITY a O?TIMY;P MOISTURE COPJTEHT I ASTM D1557 METHOD 78 I
- l”fTl “8-e I.,.! I
Maximum .
SAMPLE DESCRIPTI3N Density Opt ii-f
Moist
(PC?) cont. ,., ,
84 @ 5'-6' Red Brown Silty Sand 135.0 7.6
Tl @ 4.5’-5.5’ Pale Yellow To Greenish Tan Silty Sand 117.3 13.3
T5 @ l'-2' Red Brown Mottled Yellow Tan Silty Sand 128.7 12.5
.-
.-
EXPANSION INDEX TEST RESULTS
SOUTHERN CALIFORNIA Carlad Tract 82-12 L
SOIL 6 TESTING,INC. BY: DBA oATE: 6-19-86
cw;x~ si-ia~ sur.ww
-
-
I
83 8 29.5
85 @ 35.5
83 @ 19.5
1
I , 0, 1 1
2M 1L 2 ZL 3 4 5
EiOFiMAL STRESS, KSF
ANGLE OF INTERNAL COHESION INTERCEPT
SAMPLE DESCRIPTION FRICTION (') (psf)
B3 B 19.5' Undisturbed* 16 250
83 @ 29.5' Undisturbed 30 300
85 @ 35.5 Undisturbed* 15 200
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
mea0 IIIVFPOALE mT-.IT SAN DICOO. CILIIOPNI- m=*PD Carlsbad Tract 82-12
BY DATE DBA 6-19-86
JOB NO. I
CIFICT SHEAF; SGMMASY
--_L _- ,____ L-_-~-‘-’ e-s--L-~----.e-e.
..--/_--..--. .------i-------
BB AT 15.5’
87 AT 30’
2k.i 1L 2 2L 3 4 5
WFiMAL STFiESS, KSF
ANGLE OF INTERNAL COHESION INTERCEPT
Si\MPLE DESCRIPTION FRICTION (") (psf)
66 B 15.5' Undisturbed * 30 300
87 @ 30' Undisturbed * 27 200
* Slow Shear
car,zhad Tract Rp-1,
SOUTHERN CALIFORNIA
SOIL & TESTING, INC. *Pa0 LIIVLmoPLE mT*cI!T ,AN 01sc00, CALICODNIA I)P-lPD
BY RATE DBA 6-19-86
JOB NO.
R621n81 Plate No. 52
-
, -
-
I
.-
-
L
I
NORMAL STFiESS, KS=
CIRECT St-5A.R SLMMARY
Y __._ _ I I I I I ---- - -. ._ I I I I 1 2 3 4
2u L 2L
5 AT i-2'
I4 AT 5'-6'
ANGLE OF INTERNAL COHESION INTERCEPT
SAHPLE DESCRIPTION FRICTION (") (psf)
B4 @ 5'-6' Remolded TO 90% 43 200
Tl @ 4.5'-5.5' Remolded TO 90% 34 200
T5 @ l'-2' Remolded TO 90: 39 250
SOUTHERN CALIFORNIA Carlsbad Tract-32-12
SOIL & TESTING, INC. 8”: DBA DATE: 6-19-86
JOB NUMBER: 8621081 Plate No.53
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SOUTHERN CALIFORNIA Carlsbad Tract 82-12
SOIL & TESTING LAB, INC. By DBA DATE *Pm0 O,“LrnOALC q Tmml!T 6-19-86 BAN OICOcl. CALIFORNIA me'100
Jos No. 8621081 Plate No. 54
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SOUTHERN CALlFORRlA l Carlsbad Tract 82-12
SOIL 6 TESTING, INC. 8”: DBA DATE: 6-19-86
JO8 NUMBER:8621081 Plate No. 55
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DISTANCE ------+ joflCa~~-sbadHighlqnc!s- GEOLOGIST 4, I Ii, I
JOR NO. A621.L EI~EVATION _~.~.-- ____
TRAVERSE NO. -...&l-- SURFICIAL MAT’L. -_S!! WSW
SOUTHERN CALIFORNIA
SOIL & TESTINQ, INC.
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DISTANCE __, peJarlsbad Hiqhlands GEOLOGIST J.H.
SOUTHERN CALIFORNIA
SOIL 6 TESTINQ, INC.
. ..D It”.IOALm .TOI.I .AN OI.00. SALICO-NIA .I,.0
JOB NO. v-&b21081 ELEVATION
TRAVERSE NO. 5-2’ SURFICIAL MAT’L. -Sil._tti%d
TRAVFRSE TYPE ROCK TYPE -Grani ti c-
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DISTANCE - JOB-_ca!ly!_sbadHigh~.anc!s~ CEOLOCIST __ .ll.
SOUTHERN CALIFORNIA
SOIL 6 TEBTINQ, INC. . ..a II”.IO.LE .TI..I ..N OI.00. CALILOmNIa .m,.o
JOB NO. 8621081
TRAVERSE NO. ____.. s-3
ELEVATfON
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IOB-CKb~~llds GEOLOGIST J.H. DISTANCE __,
SOUTHERN CALIFORNIA
SOIL & TEBTINQ, INC. . ..0 .I”.“P.L. .1m..1 ..N 121.011, CILlC”DNll ..,.O
IOB NO. 8621081 ELEVATION
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SOUTHERN CALIFORNIA
BOIL & TEBTINQ, INC. .I.0 “I”.IO.L. .TII..I IIN -0.00, C..CICPONI. ..1.0
108 NO. 8621081 ELtVATICJN
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A SOUTHERN CALIFORNIA JOB NO. 8621081 ELEVATION __-,~--_ 365 ft.
TRAWRSE NO ek6.e ..- ___- SURFICIAL MAT’I.. _- Si 1 ty Sand
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ll.0 II”.IDAL. .,m..1 .hru OI.00. CILICOmNIA I.,.0
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JOB Carlsbad %hJands __--._-- GEOLOGIST J . H.
3 SOUTHERN CALIFORNIA <C -5, BOIL 6 TEf3TINQ, INC. . ..a II”.IO.Lrn .lD..T \a .AN 01.00. EICICOrnN,. ..1.0
JOB NO. 8621081 ELEVATION -.-_. 375 ft
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SOUTHERN CALIFORNIA
s01L & TE~~TINc~, INC. . ..D II”.DD.C. .7-.=-T ..N tal.OO. S.LILL?IINIA .I?.0
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DISTANCE w FOB Carlshd HighlaFds GEOLOGIST J . H.
SOUTHERN CALIFORNIA
BOIL 81 TEBTINQ, INC. . ..0 “I”.IIPAL* .Irn..I ..I* 01.00. EILICDmNI. ..,.O
JOE NO. 8621081 ELEVATION 4?!Lct.
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SOUTHERN GALIFORNIA
BOIL 6 TESTINQ, INC.
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TYPICAL CANYON SUBDRAIN DBA 6-25-86
JoB No’ 8621081 Plate No. 69
SLOPE STABILITY CALCULATIONS
Janbu's Simplified Slope Stability Nethod
, FS=Ncf($
Assume strength parameters throughout the slope
0 (‘1 c (psf) w, (pcf) Incl. H (ft) FS
CUT SLOPES 30 300 137 2:l 50 1.7
27 200 122 2:l 50 1.5
15 200 131 1.5:1 10 1.5
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34 200 120 1.5:l 10 2.5
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H = Height of Slope (ft)
FS = Factor of Safety
SOUTHERN CALlFOhNlA Carlsbad Tract 82-12
SOIL & TESTING,INC. BT: DBA DATE: 6-25-86
JOB NUMBER 8621081 Plate b 70
APPENDIX A
TRENCH NUMBER 1
DESCRIPTION
BROWN, Dry to Humid, Loosn to Medium Dark,
CLAYEY SAND AND SILTY CLAY
(TOPSOIL)
GRAYISH-BROWN, Humid, Dense, SILTY SAND
(SANTIAGO FORMATION)
, .'
+ f .: ; j
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5 .:.:
BOTTOM
TRENCH NUMBER 2
0
I
2
3
4 BOTTOM
SOUTHERN CALIFORNIA C;.rlsbad Highlands
SOIL & TESTING, INC. Carlsbad, CA.
.m.0 q t”CmDALII .TT1CCI
.AN 01.00. CLILICOmNII rnD,PD
BY CRB OAT' 12-22-80
JoB No. I3785 Plate No. 2
,-
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TRENCH NUMBER 3
WHITE TO REDDISH BROWN, Dry to Humid,
Medium Dense, CLAYEY SAND AiiD SANDY
BOTTOM
TRENCH NUMBER 4
GRAYISH BROWN, Humid to Moist, STIFF CLAY
GRAYISN BROWN, Moist, Medium Dense, SANDY
CLAY AND CLAYEY SAND
Grading to
Dense, SILTY SAND (Santiago Formation)
SOUTHERN CALIFORNIA
SOIL & TESTING, INC. marno CIIVmmaALL .TIILIT rn)rN DImDO, CALICOrnNIA =*-PO
C?rlsbad Highlands
Carlsbad, CA.
BY CRB DATE 12-22-80
JOB NO. 13785 Plate No. 3
jS
I
TRENCH NUMBER 5
DESCRIPTION
GRAY, Moist, Stiff, SANDY CLAY,
(TOPSOIL)
GRAYISH BROWN, Moist, Dense, SILTY SAND
(Santiago Formation)
BOTTOM
TRENCH NUMBER 6
GRAY, Moist, STIFF CLAY
(TOPSOIL)
YELLOW BROWN A!iD GREEN BROklN, Moist,
VERY STIFF CLAY
(Santiago Formation)
BOTTOM
-
SOUTHERN CALIFORNIA
SOIL & TESTING, ‘NC. mm*0 m,"smoAL. rnTDLs!T .AN q Irn00. CALIEDmNlA SP?PD
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t BY CRB OATE 12-22-80 I JOB NO. 13785 Plate No. 4
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APPENDIX B
CARLSBAD TRACT NUMBER 82-12, CANNON ROAD, CARLSBAD
RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS
GENERAL INTENT
The intent of these specifications is to establish procedures for clearing,
compacting natural ground, preparing areas to be filled, and placing and
compacting fill soils to the lines and grades shown on the accepted plans.
The recommendations contained in the preliminary geotechnical investigation
report and/or the attached Special Provisions are a part of the Recorrmended
Grading Specifications and shall supersede the provfsions contained
hereinafter in the case of conflict. These specifications shall only be
used in conjunctionwith the geotechnical report for which they are a part.
No deviation from these specifications will be allowed, except where
specified in the geotechnical soil report or in other written communication
signed by the Soil Engineer.
OBSERVATION AND TESTING
Southern California Soil and Testing. Inc., shall be retained as the Soil
Engineer to observe and test the earthwork in accordance with these
specifications. It will be necessary that the Soil Engineer or his
representative provide adequate observation so that he may provide an
opinion that the work was or was not accomplished as specified. It shall
be the responsibility of the contractor to assist the soil engineer and to
keep him appraised of work schedules, changes and new information and data
so that he may provide these opinions. In the event that any unusual
conditions not covered by the special provisions or preliminary soil report
are encountered during the grading operations, the Soil Engineer shall be
contacted for further recomnendations.
.-
)
.-
If, in the opinion of the Soil Engineer, substandard conditions are
encountered. such as; questionable or unsuitable soil, unacceptable
(R-10/85)
SCSBT 8621081 June 25, 1986 Appendix 8, Page 2
moisture content, inadequate compaction, adverse weather. etc.,
construction should be stopped until the conditions are remedied or
corrected or he shall recomnend rejection of this work.
Test methods used to determine the degree of compaction should be performed
in accordance with the following American Society for Testing and Materials
test methods:
Maximum Density 8 Optimum Moisture Content - A.S.T.M. D-1557-78.
Density of Soil In-Place - A.S.T.M. D-1556-64 or A.S.T.M. D-2922.
All densities shall be expressed in terms of Relative Compaction as
determined by the foregoing A.S.T.M. testing procedures.
PREPARATION OF AREAS TO RECEIVE FILL
All vegetation, brush and debris derived from clearing operations
shall be removed, and legally disposed of. All areas disturbed by site
grading should be left in a neat and finished appearance, free from
unsightly debris.
After clearing or benching, the natural ground in areas to be filled shall
be scarified to a depth of 6 inches, brought to the proper moisture
content, compacted and tested for the minimum degree of compaction in the
Special Provisions or the recommendation contained in the preliminary
geotechnfcal investigation report. All loose soils in excess of 6 inches
thick should be removed to firm natural ground which is defined as natural
soils which possesses an in-situ density of at least 90% of its maximum dry
density.
When the slope of the natural ground receiving fill exceeds 20% (5
horizontal units to 1 vertical unit), the original ground shall be stepped
(R-10/85)
: \
-
scsaT 8621081 June 25, 1986 Appendix 8, Page 3
or benched. Benches shall be cut to a firm competent soil condition. The
lower bench shall be at least 10 feet wide or 1 l/2 times the the equipment
width which ever is greater and shall be sloped back into the hillside at a
gradient of not less than two (2) percent. All other benches should be at
least 6 feet wide. Tne horizontal portion of each bench shall be compacted
prior to receiving fill as specified herein for compacted natural ground.
Ground slopes flatter than 20% shall be benched when considered necessary
by the Soil Engineer.
Any abandoned buried structures encountered during grading operations must
be totally removed. All underground utilities to be abandoned beneath any
proposed structure should be removed from within 10 feet of the structure
and properly capped off. The resulting depressions from the above
described procedures should be backfilled with acceptable soil that is
compacted to the requirements of the Soil Engineer. This includes, but is
not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm
drains and water lines. Any buried structures or utilities not to be
abandoned should be brought to the attention of the Soil Engineer so that
he may determine if any special recommendation will be necessary.
All water wells which will be abandoned should be backfilled and capped in
accordance to the requirements set forth by the Soil Engineer. The top of
the cap should be at least 4 feet below finish grade or 3 feet below the
bottom of footing whichever is greater. The type of cap will depend on the
diameter of the well and should be determined by the Soil Engineer and/or a
qualified Structural Engineer.
FILL MATERIAL
-
Materfals to be placed in the fill shall be approved by the Soil Engineer
and shall be free of vegetable matter and other deleterious substances.
Granular soil shall contain sufficient fine material to fill the voids.
.- 1 R-10/85)
scssr 8621081 June 25, 1986 Appendix B, Page 4
The definition and disposition of oversized rocks, expansive and/or
detrimental soils are covered in the geotechnical report or Special
Provisions. Expansive soils, soils of poor gradation, or soils with low
strength characteristics may be thoroughly mixed with other soils to
provide satisfactory fill material, but only with the explicit consent of
the soil engineer. Any import material shall be approved by the Soil
Engineer before being brought to the site.
PLACING AND COMPACTION OF FILL
I
Approved fill material shall be placed in areas prepared to receive fill in
layers not to exceed 6 inches in compacted thickness. Each layer shall
have a uniform moisture content in the range that will allow the compaction
effort to be efficiently applied to achieve the specified degree of
compaction. Each layer shall be uniformly compacted to a minimum specified
degree of compaction with equipment of adequate size to economically
compact the layer. Compaction equipment should either be specifically
designed for soil compaction or of proven reliability. The minimum degree
of compaction to be achieved is specified in either the Special Provisions
or the recommendations contained in the preliminary geotechnical
investigation report.
When the structural fill material includes rocks, no rocks will be allowed
to nest and all voids must be carefully filled with soil such that the
minimum degree of compaction recommended in the Special Provisions is
achieved. The maximum size and spacing of rock permitted in structural
fills and in non-structural fills is discussed in the geotechnical report,
when applicable.
-
-
Field observation and compaction tests to estimate the degree of compaction
of the fill will be taken by the Soil Engineer or his representative. The
location and frequency of the tests shall be at the Soil Engineer‘s
(R-10/85)
SCSAT 8621081 June 25, 1986 Appendix B, Page 5
discretion. When the compaction test indicates that a particular layer is
less than the required degree of compaction, the layer shall be reworked to
the satisfaction of the Soil Engineer and until the desired relative
compaction has been obtained.
Fill slopes shall be compacted by means of sheepsfoot rollers or other
suitable equipment. Compaction by sheepsfoot rollers shall be at vertical
intervals of not greater than four feet. In addition, fill slopes at
ratios of two horizontal to one vertical or flatter, should be trackrolled.
Steeper fill slopes shall be over-built and cut-back to finish contours
after the slope has been constructed. Slope compaction operations shall
result in all fill material six or more inches inward from the finished
face of the slope having a relative compaction of at least 90% of maximum
dry density or that specified in the Special Provisions sectfon of this
specification. The compaction operation on the slopes shall be continued
until the Soil Engineer is of the opinion that the slopes will be stable in
regards to surficial stability.
Slope tests will be made by the Soils Engineer during construction of the
slopes to determine if the required compaction is being achieved. Where
failing tests occur or other field problems arise. the Contractor will be
notified that day of such conditions by written communication from the Soil
Engineer or his representative in the form of a daily field report.
If the method of achieving the required slope compaction selected by the
Contractor fails to produce the necessary results, the Contractor shall
rework or rebuild such slopes until the required degree of compaction is
obtained, at no cost to the Owner or Soils Engineer.
(R-10/85)
SCS&T 8621081 June 25. 1986 Appendix 6, Page 6
CUT SLOPES
The Engineering Geologist shall inspect cut slopes excavated in rock or
lithified formational material during the grading operations at intervals
determined at his discretion. If any conditions not anticipated in the
preliminary report such as perched water, seepage, lenticular or confined
strata of a potentially adverse nature, unfavorably inclined bedding,
joints or fault planes are encountered during grading, these conditions
shall be analyzed by the Engineering Geologist and Soil Engineer to
determine if mitigating measures and necessary.
Unless otherwise specified in the geotechnical report, no cut slopes shall
be excavated higher or steeper than that allowed by the ordinances of the
controlling governmental agency.
-
) --
ENGINEERING OBSERVATION
Field observation by the Soil Engineer or his representatfve shall be made
during the filling and compacting operations so that he can express his
opinion regarding the conformance of the grading with acceptable standards
of practice. The presence of the Soil Engineer or his representative or
the observation and testing shall not release the Grading Contractor from
hfs duty to compact all fill material to the specified degree of
compaction.
SEASON LIMITS
Fill shall not be placed during unfavorable weather conditions. When work
is interrupted by heavy rain, filling operations shall not be resumed until
the proper moisture content and density of the fill materials can be
achieved. Damaged site conditions resulting from weather or acts of God
shall be repaired before acceptance of work.
-
-. (R-10/851
t
SCSBT 8621081 June 25, 1986 Appendix B, Page 7
RECOWENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS
The minimum degree of compaction to be obtained in compacting natural
ground, in the compacted fill, and in the compacted backfill shall be at
least 90 percent.
Detrimentally expansive soil is defined as soil which will swell more
than 3 percent against a pressure of 150 pounds per square foot from a
condition of 90 percent of maximum dry density and air dried moisture
content to saturation, or by a soil having an expansion index greater than
30.
Oversized fill material is defined as rocks or lumps over 6 inches in
diameter. At least 40 percent of the fill soils shall pass through a No. 4
U.S. Standard Sieve.
TRANSITION LOTS: Where transitions between cut and fill occur within the
proposed building pad, the cut portion should be undercut a minimum of one
foot below the base of the proposed footings and recompacted as structural
backfill. In certain cases that would be addressed in the geotechnical
report, special footing reinforcement or a combination of special footing
reinforcement and undercutting may be required.
-
-
I
- (R-10/85)