HomeMy WebLinkAboutCT 00-21; REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION; 1988-09-09?1iid JI) ?I 4 Vu iui
i (4! i$L i (e4,ii (IT1
WJ
PREPARED FOR:
Del Mar Finaia1 Group
6851 Yarrow Drive
Carlsbad, California 92008
PREPARED BY:
SoutIrn CaUfonda Soil & ¶Isting, Inc.
Post Office Box 20627
6280 Riverdale Street
San Diego, California 92120
SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
6280 RIVERDALE ST, SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. SOX 20627 SAN DIEGO, CALIF. 92120
67B ENTERPRISE ST. ESCONOIDO, CALIr. 92025 • T E L E 746-4544
September 9, 1988
Del Mar Financial Group
6361 Yarrow Drive, Suite A SCS&T 8821121
Carlsbad, California 92009 Report No. 1
ATrENTION: Mr. Michael O'Hara
SUBJECT: Report of Preliminary Geotechnical Investigation, Sycamore Creek
II, College Boulevard, Carlsbad, California.
Gentlemen:
In accordance with your request, we have performed a preliminary
geotechnical investigation for the subject project. The findings and
recoxnTendation of our study are presented herewith.
In general, the purpose of our study was to provide, information to
facilitate planning of the 540 +/- acre development. Our findings indicate
that the site is suitable for the proposed development. The main
geotechnical considerations that mist be considered during the planning of
the site grading concepts include large surface boulders on portions of the
site, dense decomposed granitics and granitic hardrock at relatively shallow
depths in the northeast portion of the site, soft alluvial deposits in the
narrow finger canyons that extend in some areas to over 12 feet deep, deep
compressible alluvial deposits in the large canyon along the south portion
SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
SCS&T 8821121 September 9, 1988 Page 2
of the site, and natural continuous and intermittent springs. The majority
of the site is however underlain by sedimentary deposits comprised of
conglomerates, sandstones and siltstones that are easily excavated and
coitpacted. Some buttressing of cut slopes may be required if they expose
saturated soils 'and/or weak siltstones.
If you have any questions after reviewing the findings and recoimendations
contained in the attached report, please do not hesitate to contact this
office. This opportunity to be of professional service is sincerely
appreciated.
Respectfully submitted,
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
Charles H. Christian, R.G.E. #00215
OFESS/O
. GE000215 •-
E;p. 9-30-89 1:
Lp
R. High, C.E.G. H237
CHC:JRH:mw
cc: (6) Submitted
(1) SCS&T, Escondido
CERTIFIED .
or
1..-'. --
i /
CM
PAGE Introduction and Project Description .1 Project Scope..............................................................3
Findings...................................................................4
SiteDescription.......................................................4
General Geology Conditions ............................................. 5
Geologic Setting and Soil Description.............................5
Rippability Characteristics............................................9
General...........................................................9
FieldInvestigation ......... ...................................... 9
Discussion of Rippability Characteristics........................10
Rippable Condition..........................................10
Marginally Rippable Condition...............................11 NonRippable Condition.......................................11
Summaryof Seismic Traverses.....................................12
Seismic Tracerses Limitations....................................15
Regional Tectonics and Geologic Hazards...............................16
TectonicSetting.................................................16
GeologicHazards.................................................17
Groundwater...........................................................18
SurfaceWater ......................................................... 19
Conclusions............................. ................................... 19
Conditions Effecting Site Development ..................................... 19
SurfaceRock..........................................................19
BuriedBoulders.......................................................20
Hardrock..............................................................20
DeepAlluvial ......................................................... 20
Tributary Canyon Alluviums............................................21
Springsand Surface Seepage............................................21
CutSlopes............................................................22
FillSlopes...........................................................22
ExpansiveSoils ........................................................ 22
Sharp Fill Differentials..............................................23
Existing Pond Embankments ............................................. 23
Agricultrual Fills....................................................23
Older Alluvial Deposits...............................................24
Preliminary Recommendations ............................................... 24 Genera] ...............................................................24 Grading................................................................ 24 SitePreparation.................................................24
Preparation of Alluvium in Fill Areas............................25
Excavation Chharacteristics ...................................... 25
RockDisposal .................................................... 26
LotUndercut.....................................................26
SelectGrading...................................................26
ExistingDams ...................................................26
SurfaceDrainage.................................................27
Subdrains......................................................... 27 Earthwork........................................................ 28 SlopeStability ....................................................... 28 General..........................................................28 SlopeInclinations...............................................29
Factorof Safety .... . ........................ . ................... 29
Typical Buttress Design ........................................... 29 Fill Slope Construction..........................................30
Foundationsand Slabs ................................................. 30
Gertera]. ................ .............. ............. • • . •. . . . .
.
.
•
.30
TABLE OF CENTERM (continued)
PAGE Reinforcement .30 Expansive Characteristics .30 Interior Concrete Slab-on-Grade .................................. 31
FoundationPlan Review................................................31
Earth Retaining Walls.................................................31
Passive Pressure ............... . ................................. 31 Active Pressure..................................................31
Backfill.........................................................32
Factorof Safety ................... .............................. 32
Limitations...............................................................32
Review, Observation and Testing.......................................32 Uniformity of Conditions...............................................33 ChangeIn Scope ....................................................... 33 TimeLimitations ........................ . ............................. 33
Professional Standard.................................................34
Client's Responsibility...............................................34
FieldExplorations........................................................34
LaboratoryTesting........................................................35
FIGURE
Figure 1 Site Vicinity Nap, Follows Page 1
Plate 1
Plate 2
Plates 3-24
Plates 25-29
Plates 30-32
Plate 33
Plate 34
Plates 35-39
Plates 40
Plate 41-43
Plate 44
Plot Plan
Subsurface Exploration Legend
Trench Logs
Seismic Line Traverses
D-8, D-9 and D-11 Rippability Performance Chart
Rock Disposal Cross-Section
Canyon Subdrain
Grain Size Distribution
Compaction Test
Direct Shear Tests
Consolidation Test
Geotechnical Study Carlsbad Ridge
M
Geotechnical Investigation Tennis Club Pud
p 1s
Recommended Grading Specification and Special Provisions
i SOUTHERN CALIFORNIA Sycamore Creek
SOIL & TESTING, INC BY: CHC/WDW IDATE• 91288
JOB NUMBER: 8821121 I Fioure No. 1
SCS&T 8821121 September 9, 1988 Page 2
AREA I
This area covers about 230 acres and includes a portion of the Frankel,
the Barlow, the Sandlin, and the Cantarini Properties. Basically, the
Cantarini Property will be developed into a golf course and adjacent
residential lots. The Frankel, Barlow and Sandlin parcels are planned for
the resort/coimercial development.
AREA II
This property is known as the Kato Property and is situated east of the
Cantarini Property and between 'the Mandana Property and Leisure Village.
The area covers about 80 acres. This area is expected to be developed
into a golf course with adjacent residential lots.
AREA III (Originally referred to as Area V)
Area III is known as the Mandana Property and covers about 230 acres.
Proposed development will be golf course/residential similar to Area II.
The grading concepts also have not been developed at this time. Hover, we
anticipate that cut and fill slopes generally will not exceed about 25 to 40
feet high. Isolated exceptions may, hover, be necessary, particularly
where steep narrow canyons exist and where ridges enter the property. The
depths of fills in the resort/commercial area may approach 50 to 70 feet
deep in order to establish more desirable views.
The general plan at this tine is for all residential units to consist of one
or two-story, wood-frame structures. Likewise, most of the commercial
structures, the hotel and the cottages are anticipated to be wood-frame
construction. Sane masonry construction and tilt-up concrete construction
may, however, be considered. Foundations are expected to consist of shallow
spread footings and floors are expected to consist of on-grade concrete
slabs.
SCS&T 8821121 September 9, 1988 Page 3
To assist in the preparation of this report we have been provided with a
concept plan prepared by Ballew and Associates, dated December 5, 1984 and a
base topography map provided by Michael O'Hara.
The preliminary investigation consisted of: surface reconnaissance and
mapping; 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:
Explore the subsurface conditions of the site to the depths
influenced by the proposed construction.
Evaluate, by laboratory tests, the engineering properties of the
various strata which may influence the proposed development,
including 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 that may be
encountered due to soil conditions, groundwater or geologic
hazards and provide preliminary reconnEndations concerning these
problems.
Develop soil engineering criteria for site grading and provide
preliminary design information regarding the stability of cut and
fill slopes.
SCS&T 8821121 September 9, 1988 Page 4
Evaluate the rippability characteristics of the rock types that
underlie the site.
Provide preliminary reconitendations for appropriate foundation
systems for the types of structures anticipated and develop soil
engineering design criteria for the recommended foundation
designs.
The subject site is comprised of approximately 540 acres and consists of
several parcels of land located northeast of the intersection of Sunny Creek
Road and El Camino Real in Carlsbad, California. The Agua Hedionda Creek
flows along the southern property boundary and the site extends northward
for approximately three thousand feet. Most of the site is currently being
used for agricultural purposes. There are, however, several residences and
farm related structures scattered through the site. Surrounding land use
consists of undeveloped land, residential land and agricultural land. A
man-made lake, referred to as Squires Reservoir, exists off-site about 1000
feet to the east of the Kato property. The toe of the earthen dam is near
the head of a small off-site finger canyon that parallels the east boundary
of the subject site.
Topographically, the subject site is characterized by gently to steeply
sloping hills that are incised by the tributaries of the Agua Hedionda
Creek. Elevations range from approximately <3O feet (NSL) in the
northeastern portion of the site to approximately 75 'feet (NSL) at the
southwestern corner. Drainage is accomplished by both sheetfiow and
moderately to well defined drainage courses.' Two small ponds are located on
site and a surface flow of water exists in the Agua Hedionda Creek. In
addition, several areas of springs or seepage were noted in the central
portion of the site.
SCS&T 8821121 September 9, 1988 Page 5
Vegetation consists of native grasses, shrubs and trees, with the more dense
growth being located within the drainage courses and in the areas of springs
and water seepage.
fire- isR
(X]L1JGIC SE'JYI'IM: The subject site is located near the boundary between the
Foothills Physiographic Province and the Coastal Plains Physiographic
Province of San Diego County and is underlain by materials of igneous and
sediintary origin. The oldest materials exposed on site are the granitic
rocks of the Cretaceous Southern California Batholith. The granitic bedrock
is overlain by Cretaceous sediments, Pleistocene sediments, Holocene
alluviun/colluvium, and artificial fills. A map, designated as Plate Number
1, accompanies this report and shows the approximate boundaries between the aforementioned geologic units. A brief description of the materials is
presented below in chronological order from oldest to youngest.
CRETPCE(XJS GRANITIC BNIHLI']M (Kgr): The granitic bedrock is the oldest
rock unit on-site and is exposed on the northeastern portion of the
site. The granitic bedrock consists of tonalite and granodiorite which
typically weathers to a silty, sandy decomposed granite with sub-rounded
boulders on the surface and isolated hardrock floaters within the
decomposed granitic matrix. The rippability characteristics of the
granitic bedrock are discussed in the appropriate section of this
report.
CRPPCEXXJS SEDIMENIS (Kr, KP): The majority of the site is underlain by
sedirrents of the Cretaceous Rosario Group and includes conglomerates,
sandstones, and siltstones. These sediments are designated as the
Lusardi Formation on the map as Ki. Underlying the higher elevations in
the northern portion of the site, the sediments exposed are comprised of
dense, yellowish tan to yellowish brown, sandy conglomerates and
cobbley, silty sands. This area has numerous large boulders exposed on
the surface. These boulders range up to approximately 15 feet in
SCS&T 8821121 Septener 9, 1988 Page 6
diameter. Typically, these boulders are fractured, thus most of the
boulders are anticipated to break down to within the range of 2 feet to
4 feet in diameter. In addition, a large percentage of the cobble and
rock within the matrix of the conglomerate is decomposed or "rotten".
Therefore, Much of the cobble and rock is anticipated to break down to a
coarse, decomposed granitic, silty sand.
It should be noted that of the four backhoe trenches excavated in the
Lusardi Formation where numerous, large, surface boulders exist, only.
Trench T1-16 exposed a large, hard boulder within the conglomeratic
matrix. Thus, the possibility exists that the large boulders seen on the
ground surface may be only a remnant feature and therefore not
indicative of the underlying conglomeratic sediments. The conglomeratic
sediments are considered to be the basal unit of the Rosario Group and
therefore deposited on the eroded surface of the Southern California
Batholith. The thicknesses of these sediments are not known and the
non-conformable contact between the sediments and the underlying
granitic bedrock is expected to be highly irregular. Since exposures of
the granitic bedrock are located inrrediately north and east of this
area, isolated outcrops of granitic bedrock may occur within the
conglomeratic sediments at the higher elevations of the subject site.
The lower elevations within the area mapped as Ki consist of interbedded
fine-to-coarse-grained sandstones and sandj to clayey siltstones.
The Cretaceous Point Loma Formation (Kp) has been mapped south of Agua
Hedionda Creek and conformably overlies the Lusardi Formation. The Point
Loma Formation which was encountered above elevations of approximately
160 feet (NSL) has an apparent dip of a few degrees in a westerly
direction. The formational soils consists of grayish brown to yellowish
brown, highly fossiliferous interbedded sandstones, siltstones and
shales.
SCS&T 8821121 September 9, 1988 Page 7
Portions of the siltstones of both the Lusardi and Point Lana Formations
may present slope stabililty problems due to low shear strength
parameters. Thus, the potential for slope instability should be taken
into consideration when planning cut slopes in these soils.
PLEISTOCENE SEDIE1'S (Qoal, Qt): Older alluvial sediments and terrace
deposits have been mapped on-site and designated as Qoal and Qt on Plate
Number 1. These materials are conir,rised of interbedded sands and silts
and are typically unconsolidated and uncenented. These soils may present
problems related to settlement; therefore, they may require partial or
total removal prior to placing improveitents in these areas.
HOLOCENE SEDIME1S (Qal,'ol): The modern stream channels, drainage
swales and the gentler slopes are underlain by unconsolidated alluvial
and colluvial deposits of clays, silts, sands, gravels, cobbles and
boulders. These deposits range in thicknesses from a few feet on the
slopes to depths in excess of 50 feet in the main drainages. The major
drainage channel (Agua Hedionda Creek) in the southern portion of the
site contains loose to medium dense and soft unconsolidated sediments to
depths on the order of 50 to 60 feet below the existing grades (see
Borings Number. B1-1 and B1-3). These deposits are anticipated to be
compressible and therefore subject to substantial settlement when
subjected to fill loads.
There are several large, secondary drainage channels located on the
site. The largest of these is in the area of Boring B1-2. The alluvium
in this area was encountered to a depth of approximately 25 feet below
existing grade. The alluvium consists of loose to medium dense, moist to
saturated, clayey sand. The water table was measured at a depth of 9
feet below ground surface. The uppermost few feet consist of humid,
loose, silty sands. The smaller drainages north and east of this area
contain loose, compressible alluvial/colluvial soils to depths ranging
to approximately 10 feet to 12 feet in depth.
SCS&T 8821121 September 9, 1988 Page 8
Mitigating measures will need to be taken in all of the alluvial
(Qal/Qcoi) areas to some degree. The larger the drainage channel,
typically the thicker the section of loose and soft, compressible soils
that will be found within the drainages.
TOPSOILS AND SUBSOILS: The topsoils and subsoils in the lower
elevations, on the more gentle, planted slopes, ranged to approximately
two feet to three feet in thickness. The topsoils consist of silty sands
and clayey sands and overlie the expansive, sandy clayey subsoils. The
topsoils overlying the southwesterly trending ridge in the vicinity of
Boring B1-5 are comprised of approximately two feet to three feet of
expansive, sandy clays. The northern and northeastern portions of the
site, which are underlain by the granitic bedrock and the congloneratic
portion of the Lusardi Formation typically have a thin topsoils and
subsoil profile. The topsoils were found to be on the order of one to
one and a half feet in thickness with the subsoils generally less than
one foot in thickness. In these areas, the topsoils consist primarily of
silty sands and the subsoils consist of expansive, clayey sands and
sandy clays.
It should be noted that in the areas near springs and water seepage, the
topsoil and subsoil profiles are thicker and highly weathered. In some
of these areas, such as near Trench Number T1-7, the topsoils and
subsoils can be expected to be as thick as six feet and consist of
highly expansive clays and silts.
ARPIFICIAL FIlL (Qaf): The more significant deposits of artificial fill
observed on the site have been mapped on the geologic map. The fills
consists of soils derived from on-site grading and are the result of the
farming activities. To earthen dams associated with existing on-site
reservoirs or ponds have been mapped Oft the geology map. Another fill
that appears to be associated with an old reservoir exists in the
southeast section of the site. This structure was apparently breached
and no longer retains water. In addition, the existing residential and
SCS&T 8821121 September 9, 1988 Page 9
agricultural structures typically have minor fills associated with the
improvements. Additionally, the farming activities have created small
isolated patches of fill due to the contouring of the planted fields and
construction of roads. Not all of these isolated patches of fill have
been identified and mapped. However, the deposits not mapped are
anticipated to be rather small and should be identified during
developTrent of the project.
114 a %W110 I#I hfli ?,
GENERAL: A seismic refraction survey was performed specifically to
facilitate the project planning by determining the variation in seismic
velocity of the underlying materials and to determine a reasonable
approximation of the depth from the surface to the boundaries between
rippable, marginally rippable, and nonrippable bedrock. The seismic survey
measures the velocities of soundwaves as they travel through various
materials. The velocity depends on the density of the materials. Dense
materials such as granitic rock conduct soundwaves at a high velocity,
whereas, loose materials such as topsoils conduct the soundwaves at much
lower velocities.
The seismograph's depth of investigation is closely related to the length of
the seismic traverse. For a particular length of traverse, e.g., 100 feet,
using a ratio of 3:1 between length and depth, we conclude that this length
of survey line will detect the boundaries between materials of varying
density and velocity to a depth of approximately 33 feet. The length of
traverses in this survey range from 60 feet to 120 feet, which should reach
depths of approximately 20 feet to 40 feet.
FIElD ThESflGPFI(1: Eleven seismic traverses were performed by our firm on
the subject site. Six traverses were performed in 1983 and five were
performed in August 1988. Traverse Number Si-i was performed in the area of
the Lusardi Formation which has numerous large surface boulders. All other
traverses were perforned in the areas underlain by the granitic bedrock. The
locations of the traverses are shown on Plate Number 1. Logs of these
seismic traverses are presented on Plate Numbers 25 through 29.
SCS&T 8821121 September 9, 1988 Page 10
DISCUSSIC1 OF RIPPAB]LITY CHARACTERISTICS: The results of our seismic survey
and our field explorations indicate that the granitic bedrock is rippable to
varying depths ranging from 3 feet to 30 feet. Most of the traverses
indicate the gñnitic bedrock is rippable to depths between 12 feet to 18
feet. Marginally rippable and nonrippable rock is present below these
depths. It should be noted that there may be isolated hardrock floaters
within the rippable materials which may require blasting to facilitate
grading operations.
The one seismic traverse performed within area of large surface boulders
overlying the Lusardi Formation indicates these soils are rippable to depths
of approximately 17 feet to 23 feet. This limit of rippability may indicate
the contact between the Lusardi Formation and the underlying granitic
bedrock, or a higher concentration of large, hardrock boulders within the
Lusardi Formation. It should be emphasized here that the thickness of the
Lusardi Formation may vary substantially due to the highly irregular
erosional surface that the formational sediments were deposited upon.
Provided below is a brief summary of the rippability characteristics of the
granitic rock.
RIPPABLE CXDITI(I4 (0-4,500 FT ./EC.): This velocity range indicates
rippable materials which may consist of decomposed granitic rock
possessing random hardrock floaters. With velocities between about 2,000
and 3,500 fps, excavations in this material will generally produce a
rocky, silty sand soil with sufficient fines for use as compacted fill.
Maximum size of rock fragments are expected to be less than six inches.
For velocities between about 3,500 and 4,500 fps, excavations are
expected to produce small broken rock fragments without sufficient fines
to be used as fill without mixing. The rock fragments will consist of
blocks that can range from less than an inch up to about 12 inches in
dianeter.
SCS&T 8821121 September 9, 1988 Page 11
Materials within the velocity range of from 3,500 to 4,000 fps are
rippable with difficulty by backhoes and other light trenching
equipment. In addition, areas that contain hardrock floaters may be
present that will create utility trenching problems. Further, large
floaters exposed at or near finish grade may present additional problems
for excavation of trenches.
MAIGINAtLY RI[PPAELE CCDITICXI (4,500 -5,500 T./SX.): This
velocity range is ripp able with increased effort. Hover, depending on
many factors, including the condition of equipifent and the operator's
experience, it may or may not be economical. Excavations that can be
made in this range are expected to produce a rock/soil mixture that will
probably not have sufficient fines to be used as fill and that could
contain oversize blocks of the granitic rock. Soils could be mixed with
this material to provide enough fines for use as compacted fill.
Hover, the oversize material (blocks over 12 inches in diameter) will
need to be removed and disposed in nonstructural fills. If this type of
product is produced by the excavating, blasting may be desirable in lieu
of excavation by ripping. Blasting is expected to break down the rock
into more soil and rock fragments of smaller size that would be suitable
for use as fill. This range may also include large floaters. Zones of
less fractured or weathered materials may also be found in this velocity
range that could require blasting 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 trenching equipment.
Therefore, this range of material it is not desirable for building pad
subgrade due to difficulty in footing and utility trench excavation.
?ORIPPABLE (DITI( (5,500 FT./SEC. & GREATER): This velocity range
includes nonrippable material consisting primarily of moderately
fractured granitic rock at lower velocities and only slightly fractured
or unfractured rock at higher velocities. Excavations made in blasted
rock from this range of velocities are expected to produce a product
SCS&T 8821121 September 9, 1988 Page 12
consisting of 50 to 60 percent rock fragments over six inches in
diameter, but generally less than 12 inches. In the higher velocity
rock, say above about 12,000 fps, larger rock fragments and less soil
can be anticipated. We anticipate that within the lower velocities of
this range, 'mixing with soil will produce a material suitable for use as
fill while the higher velocity material 1s expected to produce too much
oversize rock for use in structural fills.
This upper limit has been based on rippability with a Caterpillar D-9L
using a conventional #9 Single Shank Ripper. Hover, this upper limit
of rippability may sometimes be increased by using other heavy
excavation equipment. The above mentioned rippability limits are based
on a modification of charts prepared by Caterpillar Company and the
article in "Road and Streets", September 1967.
JrE: According to the Caterpillar Performance Handbook, dated October
1986, the upper limits of rippability has increased over the
aforementioned limits. The newer rippability performance charts for the
D-8, D-9 and D-11 have been included with this report as Plate Numbers
30 through 32. It should be realized, hover, that our experience
indicates that the older charts are more reliable under actual field
conditions.
SUMMARY OF SEISMIC TRAVERSES: The apparent velocities were measured at both
ends of the seismic traverses, and the seismic traverse performed in the
opposite direction is designated number R.
Apparent Velocities
Traverse ft/sec. Cciinents
Traverse No. Si-i
0 - 5' 1,750 Rippable Topsoils and Conglomeratic
Sediments
5'-23' 31 400 Rippabie Conglomeratic Sediments
SCS&T 8821121 September 9, 1988 Page 13
Apparent Velocities
Traverse ft/sec. Comments
Traverse No. S1-1R
0-5' ' 1,750 Rippable Topsoils and Congloneratic
Sediients
51-171 3,900 Rippable Cong1oreratic Sedizrents
17'-36' 5,000 Marginally. Rippable CongloiTeratic
Sedittents and/or Granitic Bedrock
Traverse No. S2-1
0-3' 2,200 Rippable Topsoils and "D.G."
31 -26' 4,800 Marginally Rippable Granitic Bedrock
with Hardrock Floaters
26'-33, 15,000 Nonrippable Granitic Bedrock
Traverse No. S2-1R
0-6' 2,200 Rippable Topsoils and 'D.G."
6'-271 5,500 Marginally Rippable Granitic Bedrock.
with Hardrock Floaters
27'-33' 15,000 Nonrippable Granitic Bedrock
Traverse No. S2-2
0-14' 4,500 Rippable "D.G." with Hardrock
Floaters
141-33, 7,000 Nonrippable Granitic Bedrock
Traverse No. S2-2R
0-15' 3,000 Rippable 'D.G." with Hardrock
Floaters
15 1-33' 9,000 Nonrippable Granitic Bedrock
Traverse No. S2-3
0-12' 3,600 Rippable 'D.G.' with Hardrock
Floaters
121-30' 10,000 Nonrippable Granitic Bedrock
SCS&T 8821121 Septeiriber 9, 1988 Page 14
Apparent Velocities
Traverse ft/sec. Comments
Traverse No. S2-3R
0-12' 2,700 Rippable "D.G." with Hardrock
Floaters
12'-30' 15,000 Nonrippable Granitic Bedrock
Traverse No. S2-4
0-13' 2,800 Rippable "D.G. with Hardrock
Floaters
13 1 -20' 8,000 Nonrippable Granitic Bedrock
Traverse No. S2-4R
0-13' 2,200 Rippable "D.G. with Hardrock
Floaters
13'-20' 15,000 Nonrippable Granitic Bedrock
Traverse No. S5-1 (83)
0-7' 2,500
7'-30' 4,000
Traverse No. S5-2 (83)
0-5' 2,500
51 -26' 4,500
Rippable Topsoils and "D.G."
Rippable Granitic Bedrock with
Hardrock Floaters
Rippable Topsoils and "D.G."
Rippable Granitic Bedrock with
Hardrock Floaters
Traverse No. S5-3 (83)
0-3' 1,300
3 1 -12' 4,000
12'-30' 5,400
Rippable Topsoils and "D.G.'
Rippable Granitic Bedrock with
Hardrock Floaters
Marginally Rippable Granitic
Bedrock with Hardrock Floaters
SCS&T 8821121 Septener 9, 1988 Page 15
Apparent Velocities -
Traverse ft/sec. Cciments
Traverse No. S5-4 (83)
0-15' 2,700 Rippable ¶1kps0i1s and "D.G.' with
Hardrock Floaters
15'-30' 6,200 Nonrippable Granitic Bedrock
Traverse No. S5-5 (83).
0-18' . 2,800 Rippable Topsoils and "D . G.' with
Hardrock Floaters
18'-33' 6,000 Nonrippable Granitic Bedrock
Traverse No. S5-6 (83)
0-8' 2,500 Rippable Topsoils and "D.G."
81-26' . 4,600 Marginally Rippable Granitic Bedrock
with Hardrock Floaters
MYIE: (83) indicates seismic traverses were performed in 1983 for a previous
report.
SEISMIC TRAVERSE L Tfl(S: 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 assuned to possess
similar characteristics.
Our reporting is presently limited in that refraction seismic surveys do not
allow for prediction of 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.
SCS&T 8821121 September 9, 1988 Page 16
All of the velocities used as upper limits for rippability are subject to
fluctuation depending upon such local variations in rock conditions as:
Fractures, Faults and Planes of Weakness of Any Kind
Weathering and Degree of Decomposition
C) Brittleness and Crystalline Nature
d) Grain Size
It should be noted that ripping of higher velocity materials may becox
totally dependent on the tine available and the economics of the project.
Ripping of higher velocity materials can be achieved but it may become-
economically infeasible.
mmIc SE'rr.n: It should be noted that much of Southern California,
including San Diego County, is characterized by a series of Quaternary-age
fault zones which typically consist of several individual, en echelon
faults that generally strike in a northerly to northwesterly direction.
Some of these fault zones (and the individual faults within the zone) are
classified as active while others are classified as only potentially active
according to the criteria of the California Division of Mines and Geology.
Active fault zones are those which have shown conclusive evidence of
faulting during the Holocene Epoch (the most recent 11,000 years) while
potentially active fault zones •have demonstrated movement during the
Pleistocene Epoch (11,000 to 2 million years before the present) but no
movement during Holocene tine.
A review of available geologic maps reveal that t, apparently inactive
faults have been mapped on the site. The approximate location of a small
fault located on the southern portion, within the Cretaceous sediments, and
one located in the northeastern corner, within the Cretaceous granitic
bedrock are shown, on Plate Number 1. These faults are typical of many of the
other small faults in the Carlsbad area and should be of only minor
SCS&T 8821121 September 9, 1988 Page 17
consequence to the project. It should be noted that these small inactive
faults are common in the Carlsbad area and that grading operations at the
site will possibly reveal the presence of other fault traces.
In addition, it should be recognized that much of Southern California is
characterized by major, active and potentially active fault zones that could
possibly affect the site. These will include the Elsinore and San Jacinto
Fault Zones to the northeast, and the Rose Canyon, Coronado Banks and San
Clemente Fault Zones to the est.
GEOLOGIC HAZARDS: Possible geologic hazards which may affect the site
include groundshaking hazards associated with movement along the major,
active fault zones mentioned previously and those associated with slope
stability problems and expansive soil conditions.
The most likely geologic hazard to affect the site is groundshaking as a.
result of movement along one of the major, active fault zones in the region.
The maximum bedrock accelerations that would be attributed to a maximum
probable earthquake occurring along the nearest portion of selected fault
zones that could affect the site are summarized in the following table.
TABLE I
Maximum Probable Bedrock Design
Fault Zone Distance Earthquake Acceleration Acceleration
Rose Canyon .8 miles 6.0 magnitude 0.29 g 0.20 g
Elsinore . 20 miles 7.3 magnitude 0.25 g 0.17 g
San Jacinto 44 miles 7.8 magnitude 0.15 g 0.10 g
Earthquakes on the Rose Canyon Fault Zone are expected to be relatively
minor. Major seismic events are likely to be the result of movement along
the San Jacinto or Elsinore Fault Zones, which are major active fault zones
of this region.
SCS&T 8821121 September 9, 1988 Page 18
Experience has shown that structures that are constructed in accordance with
Uniform Building Code Standards are fairly resistant to seismic related
hazards. It is, therefore, our opinion that structural damage is unlikely
if such buildings are designed and constructed in accordance with the
minimum standards of the xrost recent edition of the Uniform Building Code.
Another potential geologic hazard which must be considered is the potential
for slope stability problems. Portions of the siltstonés may present low
shear strengths thus creating the potential for slope failures. In
addition,the area in the vicinity of Trench Numbers T1-2, T1-15 and T1-21 is
underlain by waathered materials which exhibit groundwater seepage. These
conditions could combine to create the potential for slope instability.
Slope stability hazards are further discussed in the engineering section of
this report. However, it is reconuended that all cuts be inspected by a
qualified geologist to assess the presence of any adverse geologic
conditions.
It should also be noted that the sediments on site contain some expansive
materials. The effects of these soils can be mitigated through selective
grading and sound engineering practices.
Other potential geologic hazards such as tsunamis, seiches or liquefaction
should be considered negligible or nonexistent.
Groundwater was encountered in the alluvial drainage coarse of Agua Hedionda
Creek at depths of approximately 13 feet and 14.5 feet below existing
grades. Groundwater also exists in the large tributaries which join the Agua
Hedionda Creek. At Boring Number B1-2, which was located in one of these
tributaries, groundwater was encountered at a depth of approximately 9 feet
below the ground surface. In addition, groundwater seepage was encountered
at depths of approximately 10 feet to 12 feet in Trenches T1-15, T1-21 and
T1-2. It should be noted that these trenches are located in areas of
suspected springs and seeps.
SCS&T 8821121 September 9, 1988 Page 19
SURFACE WATER
Surface water flows within the Jgua Hedionda Creek throughout the year. Two
small ponds are located on-site and are fed by springs which appear to
supply water to the ponds throughout the year. In addition, several areas
have very lush vegetation all year as a result of seepage of water at the
surface or near the surface throughout the year. Some of the larger areas
where seepages appear to surface all year long are shown on Plate Number 1
as springs.
In general, no geotechnical conditions were encountered that would preclude
the development of the site to receive the constructions. The majority of
the site is either underlain by competent sandstones and siltstones of the
Lusardi Formation or by dense granitic rock. These materials generally have
excellent engineering properties. However, several conditions are present
within the development areas that need to be taken into consideration during
the planning stages in order to help minimize development costs. These
conditions are discussed below.
4OA1
In some of the higher areas of the site, large boulders are scattered about
the surface. Sane of these boulders approach 20 feet in diameter, while most
are in the range of 4 to 10 feet in diameter. These boulders will be
difficult to handle during grading and many require splitting just to nave.
In addition to being difficult to move, they will be difficult to dispose
of. They could, however, be placed in fills for the golf course if an
attempt is made to compact the soil between them and possible settlement of
the fill is taken into consideration in designing the fairways. For planning
purposes, it would be best to make such non-structural fills in fairways
SCS&T 8821121 September 9, 1988 Page 20
where the ground surface is moderately sloping, as opposed to being below
relatively flat lying areas. Settlement of such non-structural fills should
not result in depressed areas that pond water or restrict surface drainage.
Although there are a lot of boulders on the surface in the areas mapped as
Lusardi Formation, we do not expect many to be present within the Lusardi
Formation. We do, however, expect many subsurface boulders of all sizes to
be encountered within the granitic materials. As discussed in the geology
section of this report, the thickness of the Lusardi Formation is highly
variable and could be relatively thin in certain areas. Thus, any large cuts
in the Lusardi Formation, in the higher elevations which are covered with
surface boulders, could cut into the granitics where the boulders or
non-rippable rock may be encountered. In general, however, we would expect
that cuts on the order of 50 feet or less will not encounter granitics,
except near the contact between the Lusardi Formation and the granitics.
In addition to many surface and subsurface boulders, we expect that non-
rippable hardrock will be encountered in the areas mapped as the Granite
Batholith. We suggest that cuts in the areas mapped as granitics (Kgr) be
kept to less than 15 to 20 feet. Although deeper cuts can be made, blasting
would most likely be necessary.
In: the main canyon formed by the Agua Hedionda Creek, deep compressible
alluvial deposits exist that will experience considerable consolidation with
only minor fill loads. It is suggested that this area be left open and not
used to support fills and/or structures. If it is necessary to utilize this
are enoval and recompaction of the alluvium above the water table and
surcharging with fills above the planned height would be necessary. This is
a tirre dependent operation that could take six to nine months to complete.
SCS&T 8821121 September 9, 1988 Page 21
TRIBUrARY CANYON ALIEVIUMS
In the larger portions of the tributary canyons, compressible alluvial
deposits exist to depths probably on the order of about 25 feet with water
tables of less than about 10 to 15 feet below the drainage channel.
Developnnt in these areas will be similar to filling in the major canyon:
that is removing and reconipacting the alluvium above the water table and
surcharging the structural fill pad with additional fill. In the smaller
tributary canyons, the alluvium is expected to vary in depth up to about 15
feet. Where the fills in these areas will only support golf course fairways,
they will not need to be removed. This is, however, dependent on the
developers accepting settlement of the fairway fills.
. In areas where
structures and/or roadways will be affected by such alluvium, it will be
necessary to remove all alluvial deposits to firm ground. This may require
soma dewatering and working with wet soils.
:iii e
In the central portion of the site, several active springs were observed.
Although the springs that weep year round can be easily identified, we
suspect that there are also many intermittent springs that only weep during
wet winters. This type of spring is difficult, if not impossible, to
identify when they are dry. Further, grading in the area of springs and
changes made in land use can create changes in groundwater flow. It should
be realized that a golf course developnent -is going to be providing a lot
more water for infiltration than is now available. Although subdrains and
blanket drains can be installed to correct any seepage problems that are
exposed or suspected during grading, it may be necessary to install sane
additional drains after the developient is completed. It should be pointed
out that the Leisure Village developnent to the north of the Kato property
has experienced groundwater problems that occurred after the project was
completed. We hope, however, to learn from there experience and to be more
aware of potential problem areas that can be corrected during the grading
operations.
SCS&T 8821121 September 9, 1988 Page 22
We expect most cut slopes in the Lusardi Formation will have a relatively
high degree of stability. However, the formation is made up of layers of
strong sandstonds and weaker siltstones. In most cases, the siltstones are
very sandy and perform more like a sand than a silt. Where dry and
undisturbed, these siltstones have relatively high strength parameters, but
the strength parameters decrease substantially when saturated and/or
disturbed. Where possible, large cuts in the areas identified as having
springs should be avoided. However, should such cuts be necessary,
buttresses and subdrains can be design to mitigate this condition.
Provided the sandy portions of the Lusardi Formation or the decomposed
granitics are used to construct the outer portions of fill slope, such
slopes should be stable for heights of at least 50 feet if constructed at a
inclination of to horizontal to one vertical or flatter. The only area
where we may expect any problems with fill slopes is where they will be
placed over alluvial deposits that are not removed to firm ground. This
could occur where fairway fills are placed in canyons and fill slopes in the
tributary canyons that will face Agua Hedionda Creek. (Where fills for
housing and streets cross tributary canyons, the alluvial deposits must be
removed to firm ground,) In these cases, deeper keys, flatter slopes, and/or
over filling and cutting back after the alluvial soils consolidate may be
necessary.
1 pm
The topsoils and subsoils on the site vary from low to highly expansive and
typically range in some areas up to about three feet thick. The. grading will
probably remove most of the expansive materials and as long as they are
placed in the fairways or at least four feet below finish grade in building
areas, they will not present a problem. Where they will occur naturally
SCS&T 8821121 September 9, 1988 Page 23
within four feet of finish grade, they will require undercutting and
replacing with nonexpansive soil. In addition, some of the silts of the
Lusardi Formation in the areas of the springs have weathered into expansive
soils.
SHARP FItL DIFFERENTIALS
Some of the natural slopes adjacent to the drainages are very steep. Where
these drainages will be filled in, a relatively rapid change in fill depth
in short horizontal distances will occur. Structures constructed on such
sharp fill differentials will be subject to differential settlement as a
result of the substantially different settlement characteristics of man-made
fill material and the overconsolidated formational soils. This is
particularly critical where the fills exceed a depth of about 40 feet. We
recommend that this condition be kept in mind when the buildings are laid
out and, when possible, do not place buildings across areas with sharp fill
differentials. This will probably be more critical in the resort/ccnrnercial
area where several steep sided canyons converge. If it is necessary to place
buildings over sharp fill differentials, special grading and/or foundation
and slab design will be necessary. This could range from stiffening the
footing and slabs to pier or pile foundations with structural slabs.
The to ponds that exist on-site appear to have been constructed without
proper engineering design and construction methods. Although they have not,
to our knowledge, been breached to date, they nost likely do not coitply with
current design criteria for earth dams. With this in mind, they will
probably need to be reconstructed or be eliminated or, as with the larger
pond, a new embankment complying with current standards could be constructed
on the downstream side of the dam.
The past farming on the subject property has resulted in numerous small
fills being made to snooth out irregular areas. This has resulted in the
SCS&T 8821121 September 9, 1988 Page 24
filling in some of the small swales and small fills being pushed out around
the perimeter of the farired areas. Although we do not feel this will result
in a substantial amount of unsuitable fill, it will be required to be
recompacted.
Some of the older alluvial deposits deposited on the LusardJ. Formation and
granitics are unconsolidated and porous. In areas where settlement-sensitive
structures are planned, removal and reconipaction of some of this materials
may be required. However, we do not anticipate that there will be a
significant amount of this type of soil.
xñui u k, r •4II4
Since the site development plans are only in their conceptional stages,
specific recommendations for site preparation and foundation design cannot
be provided at this time. However, the following preliminary recommendations
are provided for the feasibility analysis and budget determinations. It
should be realized that once the grading plans are developed and building
locations and types are known, some additional investigation and analysis
will probably be necessary.
SITE RTI(1: As with all grading projects, grading should start with
the removal from the development areas of all vegetation and other materials
found by the geotechn.ical engineer to be unsuitable for structural fills.
Such material should be disposed of off-site or could be mulched and used in
the golf course landscaping. Once this is completed, all areas to receive
fill should be stripped of topsoils, subsoils, and existing fills.
Preparation of areas underlain by alluvial deposits is discussed below. Such
SCS&T 8821121 September 9, 1988 Page 25
materials may be used in structural fills provided expansive soils are not
placed within four feet of finish grade of building pads. Where fills will
only support fairways and are not expected to ever support settlement-
sensitive structures, such materials may be left in place, provided the
finish grades aim designed such that settlements will not adversely affect
the surface drainage. In all areas to receive fill, the ground should be
scarified to at least 12 inches, be moisture conditioned, and be compacted
to at least 90% relative compaction.
PREPARATIM OF ALUJVIUM IN FILL AREPS: Where fill will be placed in areas
underlain by alluvial deposits, and where these fills will support
settlement-sensitive structures, the alluvium should be removed to firm
ground as approved by the soils engineer, or to two feet above the water
table. If all the alluvium is not removed by this operation, the fills
should be overfilled by at least five feet and the alluvium be allowed to
consolidate before the surcharge fill is removed. This will require
monitoring the settlements induced by the fill loads. Where the fills over
alluvial filled areas will be for the golf course fairways, and will not.
support settlement-sensitive structures (slabs, driveways and roads
included), the alluvium will not need to be removed. Where all fills are
started, the supporting soils should be scarified, noisture conditioned and
compacted to at least 90% relative compaction.
Where large fill slopes will be constructed over alluvial filled areas,
deeper keys, flatter slopes and/or overfilling and cutting back to final
slope face may be required. Such recommendations will be provided where
necessary when a grading plan is prepared.
ECPVrIC)J C R1RISTI(: As discussed in the previous seismic survey
section of this report, nonrippable hardrock may be encountered in cuts in
the areas underlain by the granitics. In addition, surface boulders and
subsurface boulders requiring blasting and/or splitting can also be expected
throughout the excavation in the granitics and on the surface of the Lusardi
Formation in the higher areas. The suimlazy of the results of the seismic
SCS&T 8821121 September 9, 1988 Page 26
traverses presented on the previous pages 9 through 16 provide information
regarding the estimated depths of rippable soils in proposed cut areas.
POCK DISPOSAL: It is anticipated that a substantial amount of oversized rock
will be generated during grading operations. Rock lesè than six inches in
maximum dimension may be mixed with soil and utilized as structural fill.
Rock between six inches and two feet in maximum dimension may be placed in
structural fills in accordance with the recoimndations provided in Plate
Number 33. Rock or boulders larger than tuv feet in maximum dimension should
be split, exported from the site, utilized for landscaping purposes or
placed in nonstructural fill areas.
UJ2 UNDERCUT: It is recoirirrended that the cut portion of transition (cut/
fill) lots be undercut to a depth of three feet below finish grade. The
resulting excavation should be backfilled with properly compacted fill. Lot
undercut may also be necessary for cut lots exposing surface boulders or
very dense granitic rock at finish grades. This operation will facilitate
future foundation and utility trenching. Each cut lot should' be reviewed
during grading to determine whether undercut is necessary.
SELECT GRADING: The majority of the soils encountered during our
investigation were visually classified as nondetrinentafly expansive. A
substantial amount of expansive topsoil/subsoil was encountered that must be
removed from within the influence of structures and improvements.
Additionally, other minor areas with expansive subsoil may be encountered
during grading operations. It is recommended that expansive soils be placed
in deep fills below a depth of four feet from finish grade. Furthermore,
expansive soils should not be placed within 15 feet from the face of slopes
or within a distance of 2/3H (H=slope height), whichever is more. Expansive
soils in cut lots should also be removed to a depth of four feet and
replaced with compacted nondetrinentally expansive fill.
EXISTING DAMS: Evaluation of the suitability and stability of the two
existing pond embankments was not part of our scope of work. However, the
SCS&T 8821121 September 9, 1988 Page 27
fills placed during the construction of the two existing ponds were most
likely not placed in accordance with proper standards. For such water
retention structures, the alluvial soils were probably not removed, the
fills were probably not properly compacted, the type of materials used to
construct the dms may not have the necessary permeable characteristics and
the embanknents may not have the proper factor of safety against failure. In
order to mitigate this situation, the ponds could be eliminated, or the
embankments could be reconstructed to comply with current standards. In the
case of the larger pond, a new embankment could be constructed downstream of
the existing embankment that would comply with proper standards. Then the
existing embankment could be removed with a drag line or by lowering the
pond, or the embankment could be left as is.
Recommendations of new dam embankments. can be provided if desired. Such
recommendations would most likely consist of removal of all alluvial
deposits below the dam, constructing a keyway into the abutnEnts and bottom
of the embankment, constructing a clay core embankment and constructing a
toe drain to intercept any seepage through the embankment.
The slopes of the upstream and downstream sides of the embankment would
probably be at a ratio of 3:1 and 2:1, respectively, or flatter.
SURFPCE DRAINAGE: It is recoimended that all surface drainage be directed
away from structures and the top of slopes. POnding of water should not be
allowed adjacent to foundations.
SUBDRAINS: It is recorniended that subdrains be placed along the bottom of
any drainage where fills exceed ten feet in thickness. The subdrain should
be placed in the bottom after all unsuitable soils are removed and should be
daylighted to drain by gravity. Where this cannot be accomplished due to
deep cleanout, special recoirnendations will be provided. Additionally, once
the grading plan is prepared, we can identify the location where subdrains
will be necessary. The attached Plate Number 34 provides the recorrnended
subdrain detail.
SCS&T 8821121 Septener 9, 1988 Page 28
In addition to subdrains in drainages, there will most likely be subdrains
necessary in the areas where springs are encountered or are expected. The
design for such drains could consist of blanket drains of rock wrapped in
filter fabric oi a system of lateral subdrains connected to a manifold. The
design of such drains and their extent must be determined in the field as
the conditions are exposed.
EARmZJRK: All earthork and grading contemplated for site preparation
should be accomplished in accordance with the attached Recommended Grading
Specifications and Special Provisions provided in Appendix A. All special
site preparation recommendations presented in the sections above will
supersede those in the standard Recommended 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 upper twelve inches of subgrade beneath paved areas should be
compacted to 95% of its maximum dry density. This compaction should be
obtained by the paving contractor just prior to placing the aggregate base
material and should not be part of the mass grading requirements. 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.
GENERAL: As previously discussed, the grading plans for the project have not
been developed. Therefore the location and height of proposed cut and fill
slopes are not known at this time. Eased on the topographic conditions of
the site, we anticipate that the grading will consist of cutting down the
higher ridges and filling in the natural swales and lower areas of the site.
We expect that this may result in cuts and fill slopes on the order of 25 to
40 feet high, with some isolated slopes in the range of 50 to 70 feet high.
SCS&T 8821121 September 9, 1988 Page 29
The two most predominant soil types at the site are the Lusardi Formation
and the granitic rock. Obviously the granitics have high strength parameters
and stand well in cut and fill slopes. For the most part, the soils of the
Lusardi Formation also have relatively high strength parameters and also
stand well in slopes. However, some of the siltstones of the Lusardi
Formation that occur in the lower areas of the site and those in the area of
the springs may have somewhat lower strength parameters. Once the grading
plan is developed, additional subsurface investigation will most likely be
necessary along cut slopes where we suspect such weaker materials may exist.
Depending on the strengths of such materials and the proposed heights and
slope ratios, they may be found to be stable or they may require
buttressing.
SLOPE ]BLINATICS: We recommend that all cut and fill slopes be constructed
at a slope ratio of to horizontal to one vertical (2:1) or flatter. Some
minor slopes, less than about five feet high, may be constructed at a 1.5:1
ratio if overfilled and cut back to grade.
FACTOR OF SAFETY: Assuming that the weaker siltstones are not exposed in
large cuts and that the sandier soils are used to construct the fill slopes,
the cut and fill slopes with the anticipated maximum heights will have a
factor of safety of at least 1.5. Where buttressing will be necessary for
cut slopes, such buttresses can be designed to comply with this •miniirnn
required factor of safety.
TYPICAL BUTTRESS DESIGN: A typical buttress design for cut slopes that could
be expected would consist of compacted select soil with a base width equal
to approximately two-thirds the height of the slope, and extending from the
back cut upward at an inclination of 1:1. A key cut below the toe of the
slope to a depth of about five to ten feet would be required along the
entire base of the buttress. Depending on the exposed and/or expected
moisture conditions, a subdrain, possibly with chimney drains, could be
required.
SCS&T 8821121 September 9, 1988 Page 30
FILL SLOPE CSTRtETICIq: All fill slopes should have the face compacted at
vertical intervals of no higher than four feet, and should be track rolled
when completed. The intent of this recommendation is to have all soils
compacted to at least 90% relative compaction.
JIJJIpYd M to,
GENERAL: Shallow foundations may be utilized for the support of the proposed
structures. The footings should have a minimum depth of 12 inches, 18 inches
and 24 inches below lost adjacent finish grade for single, two-story and
three-story structures, respectively. A minimum width of 12 inches and 18
inches is recorrttended for continuous and isolated footings, respectively. A
bearing capacity of 2500 psf may be assumed for said footings. This bearing
capacity may be increased by one-third when considering wind and/or seismic
forces. 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 footing and the face of cut and fill slopes,
respectively. Retaining wall footings close to or within slopes should be
individually evaluated by this office.
REINEOIEMENT: Both exterior and interior continuous footings should be
reinforced with at least one #4 bar positioned near the bottom of the
footing and one #4 bar positioned near the top of the footing. This
reinforcement is based on soil characteristics and is not intended to be in
lieu of reinforcement necessary to satisfy structural considerations.
Footings founded on lots underlain by fill soils extending to nonuniform
depths exceeding ten feet should be reinforced with two No. 4 rebars located
near the top of the footing and two No. 4 rebars located near the bottom.
Where fill differentials will exceed 40 feet, special analysis and design
may be necessary.
EXPANSIVE CHAR1crERISTICS: The prevailing foundation soils were classified
as nondetrirrentally expansive. Furthermore, any expansive soils encountered
during grading operations will not be allowed within four feet from finish
grade. The recommendations contained in this report reflect this condition.
SCS&T 8821121 September 9, 1988 Page 31
INTERIOR (ICRE'TE SLABS-ON-GRADE: Interior concrete slabs-on-grade should
have a thickness of four inches and be underlain by a four-inch blanket of
clean, poorly graded, coarse sand or crushed rock. The slab should be
reinforced with #3 reinforcing bars placed at 36 inches on center each way.
A 6 "x6" -Wi . 4xW1 .4 welded wire mesh may be used in lieu of the rebar. It is
imperative that the mesh be placed near the middle of the slab. Where
moisture sensitive floor coverings are planned, a. visqueen barrier should be
placed on top of the sand layer. A one-inch-thick layer of clean sand
should be placed over the visqueen to allow proper concrete curing.
Concrete slabs-on-grade for lots that have a fill differential of more than
15 feet should be reinforced with No. 3 rebars placed at 24 inches on center
each way or a 6" x6" -W2 . 9xW2 .9 welded wire mesh.
FOUNDATION PLAN REVIEW
The foundation plans should be provided to the geotechnical engineer for
review in order to ascertain if the recoimendations presented in this report
have been implemented and that the assumptions utilized in the preparation.
of this report are valid.
PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions
may be considered to be 350 pounds per square foot per foot of depth up to a
maximum of 2500 psf. This pressure may be increased one-third for seismic
loading. The coefficient of friction for concrete to soil may be assumed to
be 0.4 for the resistance to lateral movement. When combining frictional
and passive resistance, the friction value should be reduced by one-third.
The upper six inches of exterior retaining wall footings should not be
included in passive pressure calculations.
ACME PRESSURE: The active soil pressure for the design of earth retaining
structures with level backf ills may be assumed to be equivalent to the
pressure of a fluid weighing 35 pcf. An additional 13 pcf should be added to
SCS&T 8821121 September 9, 1988 Page 32
said value for 2:1 (horizontal to vertical) sloping backfill. These
pressures do not consider any other surcharge. If any are anticipated, this
office should be contacted for the necessary increase in soil pressure.
This value assumes a drained backfill condition. Waterproofing details
should be provided by the project architect.
BPCKF]LL: All backfill soils should be compacted to at least 90% relative
compaction. Expansive or clayey soils should not be used for backfill
material. The wall should not be backfilled until the masonry has reached
an adequate strength.
FACTOR OF SAFErY: The above values,• with the exception of the allowable
soil friction coefficient, do not include a factor of safety. Appropriate
factors of safety should be incorporated into the design to prevent the
walls from overturning and sliding.
The recommendations presented in this report are contingent upon our review
of final plans and specifications. Such plans and specifications should be
made available to the soil engineer and engineering geologist so that they
may review and verify their compliance 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.
SCS&T 8821121 September 9, 1988 Page 33
LS1$ US) IN I) ii ,i(s;
The reconndations 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.
eSa
This office should be advised of any changes in the project scope or
proposed site grading so that it may be determined if the recoxmndations
contained herein are appropriate. This should be verified in writing or
modified by a written addendum.
WSWIMRIVIOWd
The findings of this report are valid as of this date. Changes in the
condition of a property can, however, 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-Practice
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 recotmendations.
SCS&T 8821121 September 9, 1988 Page 34
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 sane 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 reconendations are based solely on the
information obtained by us. We will be responsible for those data,
interpretations, and recomiendations, 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.
It is the responsibility of Del Mar Financial (kip, or their represent-
atives to ensure that the information and reconrendations 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 his subcontractors carry out such reconilEndations during
construction.
In addition to the eleven seismic traverses previously discussed, subsurface
explorations were made at the locations indicated on the geologic map
included herewith as Plate Number 1 between June 6 and August 24, 1988.
These explorations consisted of five small diameter test borings and 31
trenches excavated by a backhoe. In addition, previous geotechnical studies
SCS&T 8821121 September 9, 1988 Page 35
were performed by Southern California Soil and Testing, Inc. on portions of
the property included in this study. The locations of these explorations,
which also consisted of borings and test trenches, are also shown on the
geologic map. The properties involved with the earlier investigation include
the Manda pacel and the Frankel parcel. The field work was conducted
under the observation of our engineering geology personnel.
The explorations were carefully logged when made. The logs for the recent
explorations are presented on the following Plates Number 3 through 24. The
results of our seismic line traverses are presented on Plates Number 25
through 29. The logs for the previous investigations are presented in
Appendices A and B. The soils are described in accordance with the Unified
Soils Classification System as illustrated on the attached simplified chart
on Plate 2. 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. Representative
undisturbed core samples were obtained by means of a split tube sampler
driven into the soil be means of a 140 pound weight free falling a distance
of 24 inches. The number of blows required to drive the sampler is indicated
on the boring logs as "sampling penetration resistance". Standard
penetration sampling was also performed.
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:
SCS&T 8821121 September 9, 1988 Page 36
CLASSIFICATION: Field classifications were verified in the
laboratory by visual examination. The final soil classifications
are in accordance with the Unified Soil Classification System.
I)ISiE-DEIT: 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 summarized in the trench and boring logs.
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 Plate Numbers 35 through 39.
(XPPCTIGW 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-1557-78, Method A. The
results of these tests are presented on Plate Number 40.
DIRECT SHEAR TES'IS: 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 ware 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 inch per minute.
The results of these tests are presented on Plate Numbers 41
through 43.
SCS&T 8821121 September 9, 1988 Page 37
EXPA14SICN INDEX TEST: An expansion index test on remolded
samples was performed on representative samples of soils likely
to be present at finish grade. The test was performed on the
portion of the sample passing the #4 standard sieve. The sample
was 'brought to optinuim 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-dianeter mold in to 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
consolidoneter 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 becorre saturated, and the change in
vertical movement was recorded until the rate of expansion became
nominal. The expansion index is reported on Plate Number 40 as
the total vertical displacement tines the fraction of the sample
passing the #4 sieve.tirres 1000.
CLASSIFICATION OF EXPANSIVE SOIL
EXPANSION INDEX POTENTIAL EXPANSION
1-20 very low
21-50 low
51-90 medium
91-130 high
Above 130 very high
CMSMIDATION TEST: Consolidation tests were perforned on
selected "undisturbed" samples. The consolidation apparatus was
designed to acconodate a 1-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. Loads were applied to the sample in a geometric
SCS&T 8821121 September 9, 1988 Page 38
progression after vertical movement ceased, and 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
sample was inundated at some point in the test cycle to determine
its behavior under the anticipated footing load as soil moisture
increases. The results of this test are presented in the form of
a curve on Plate Number 44.
•
SUBSURFACE EXPLORATION LEGEND
UNIFIED SOIL CLASSIFICATION CHART
GROUP SYMBOL SOIL DESCRIPTION
I. COARSE GRAINED, more than half
of material is larger than
No. 2O sieve size.
GRAVELS CLEAN GRAVELS
More than half of
coarse fraction is
larger than No. 4
sieve size but
smaller than 3".
GRAVELS WITH FINES
(Appreciable amount
of fines)
SANDS CLEAN SANDS
More than half of
coarse fraction is
smaller than No. 4
sieve size.
SANDS WITH FINES
(Appreciable amount
of fines)
GW Well graded gravels, gravel-
sand mixtures, little or no
fines.
GP Poorly graded gravels, gravel
sand mixtures, little or no
fines.
GM Silty gravels, poorly graded
gravel-sand-silt mixtures.
GC Clayey gravels, poorly
graded gravel-sand, clay
mixtures.
SW Well graded sand, gravelly
sands, little or no fines.
SP Poorly graded sands, gravelly
sands, little or no fines.
SM Silty sands, poorly graded
sand and silty mixtures.
SC Clayey sands, poorly graded
sand and clay mixtures.
Inorganic silts and very
fine sands, rock flour, sandy
silt or clayey-silt-sand
mixtures with 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 diatomaceous fine sandy
or silty soils, elastic
silts.
Inorganic clays of high
plasticity, fat clays.
Orgaflic clays of medium
to high plasticity.
Peat and other highly
organic soils.
II. FINE GRAINED, more than
half of material is smaller
than No. 200 sieve size.
SILTS AND CLAYS ML
Liquid Limit CL
less than 50
DL
SILTS AND CLAYS MM
Liquid Limit CM
greater than 50
OH
HIGHLY ORGANIC SOILS PT
- - Water level at time of excavation
or as indicated
US Undisturbed, driven ring sample -
or tube sample
SOUTHERN CALIFORNIA
43 SOIL & TESTING, INC. BY:
JOB N
CK - Undisturbed chunk sample
BG - Bulk sample
SP - Standard penetration sample
Sycamore Creek
JH. DATE: 6-29-88
BER: 8821121 1 Plate No. 2
- ..; >.
z
BORING NUMBER 1-1 ,-u.
>. - z
..
-
—
I
I-. -j ELEVATION 7 •' J.
Z
cc
UJ < CI)
M Z Z
<
CC •
Z
Lu
w Z >0
- -
ø Q. 0' U CJ 0 <— Lu c.,
-
0 tu <0 0 a. uJ O < U)
-
Q. 0 a. c' a CL --- LU
0
z
- I- c _< Lu a.
• -J DESCRIPTION
<o
0 0 wL
0 a. o 0 o 0
o -
C.) C.)
____
SM ALLUVIUM, Medium Brown, Humid Loose
SILTY FINE TO MEDIUM
— 2 SAND, Porous
BAG
6 US SM Dark Brown, Slightly
-
Porous
8 -
Moist.
Moist Loose . 10
to
Medium
Dense
113.0 111.3
10—I
US SM Medium to Dark Brown
12
14 (Two hours after
drilling)
16 US SM Medium Brown
Moist!
Wet
Satur-
a ted
Satur- Very
ated Loose
13
N.
20
1
SM! I Medium Brown, CLAYEY
SC SILTY SAND
24
26 US. SC I Light Brown to Tan,
I CLAYEY SAND
Satur- Loose
at,
<*
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
> SOIL &TESTING, INC. LOGGED BY: JH IDATE LOGGED: 6-29-88
JOB NUMBER: 8821121 I Plate No. 3
- 0 ;BORING NUMBER I-1 ,-u Z z
0LU:t
_0- i...
-
-
W .
- -
Continued ELEVATION
Z w I— Ca Z
—Z < < uJ z -
-
Z
>0
I— - Q. LU
Q. 0u
U)U)
<CI) Q. -
<—LU CI)0 I—Cl)— w._ 0o Q.
_
cow
- I— <0 J
0 < Cl) co <
C. 0
< CZ <o 0 iu uJ ,- 0 z
0
LU 0.
cc 2
- DESCRIPTION 0 .2 0 o 0
30- 0 0
Sc ALLUVIUM, Light Brown to Satur- Loose
- Tan, CLAYEY SAND ated
_._. -
34
32
I
Gray Tan, SILTY SAND, Medium Satur-
Firmer Drilling at 33' ated Dense
364 I I I I 1 26
1 38I
Gravel at 38'
40
us SM Gray Tan, SILTY FINE TO Satur- Medium 16 99.1 24.7
MEDIUM SAND, With ated Dense
42 Slight Clay Binder and
with Gravel
44
46
50
- SM Slower DrTiTing Eui Medium 52- ated Dense
- to
54 Dense
-
1 SM Dark Gray, SILTY SAND Satur- Medium
ated Dense 28
56
- Bottom at 56'
Formational Soils not
- Reached
SOUTHERN CALIFORNIA
SL
Moo SOIL &TESTING, INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: JH DATE LOGGED: 6-29-1
JOB NUMBER: 8821121 Plate No. 4
- z
BORING NUMBER 1-2 - > 0 Ui
— —
'I--'
- ° ELEVATION 74'
Z U., uCfl
Z
I-Zn z_ '.,j
- ,- Z
>0 - -
- I-
• LI. ___________ _________________ 40) 0.— 4._L Q.Ø -ci)
w —
Cu
a
U)
-
Ui
-
<0 .J 4 o (
1) 4
a. 0
4
a.z
4 0 0 wW
wU
0
>. 0 z
0
Ui Ci.
-J DESCRIPTION 0 0 0
- o - 0 — 0
SM ALLUVIUM, Medium Brown, Humid Loose
SILTY SAND
{
BAG
2 — SM! Dark Brown to Gray Brown, Humid Loose
SC CLAYEY SILTY SAND
4 ..
I
6 US SC CLAYEY SAND Moist Medium 19 112.3 14.5
Dense
I
10-I
J - ( Measured after auger
I removed)
US SC Medium Brown, CLAYEY Satur- Loose! 10
1121 MEDIUM TO COARSE SAND, ated Medium
Porous Dense
1
111.2 I 17.9
1
1
20-
US SC Medium Brown, CLAYEY Satur- Medium 17 110.0 18.0
22- SAND ated/ Dense
Wet
- (8" to 12" Layer of
24- Gravel at 21.5')
26- ML POSSIBLE SANTIAGO Moist! Medium
FORMATION, Yellow Brown, Wet Dense!
- SANDY SILT Dense
2- - Break in Log
j US Bottom at 31' 50/4" 108.7 18.3
31 —
<*
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
> .
SOIL &TESTING,.INC. LOGGED BY: JH JDATE LOGGED: 6-29-
JOB NUMBER: 8821121J Plate No. 5
—
z
BORING NUMBER 1-3 LU
-
)-
I W U
I 1.j
2 - << U)
Z > - 0 -
I- a. - ELEVATION 81' 1 <0
1 Z <—w cna w Z n w w 0
.0
< U)
U)
a. - a. 0 a.c00 _'-.
€. 0. - 0
40
U) -J DESCRIPTION
< <Ol 0 1 .2 I 0
o
I
0
-
U .0 - C.)
____
SM ALLUVIUM, Medium Brown, Moist Loose
2t
SILTY SAND
BAG
4 L -
6 Dark Gray Brown, SILTY Medium SM! Humid!
-
8 -
US SC SAND GRADING INTO A
CLAYEY SAND
Moist Dense 31 109.3 11.8 -
-
-
10-
12-
14
Medium Brown, CLAYEY
FINE SAND
After Drilling Satur-
16-
- Measured 4.5 Hours
Medium
Dense 106.1 15.4
-
-
-
US SC Moist!
Wet
a ted
26
18-
2
-
22-
24
2&
2&
-
US SC!
SM
Medium Brown, CLAYEY
SANDS INTERBEDDED WITH
SILTY SANDS
Continued
Wet!
Satur-
ated
Medium
Dense
15 107.8 18.8 -
-
-
-
-
-
-
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
LOGGED BY: JH 1DATE LOGGED: 6-29-88 SOIL &TESTING, INC.
JOB NUMBER: 8821121 1 Plate No. 6
40 US SW
42
44
54
56
'U n. ;
0 Uj BORING NUMBER I3 w
z
- 'U Z I-
'U Continued
Z
'U I-Z
< . U)
-
>0
-
- - ELEVATION U) Z uj . Z I- i- 0. 0'L.
) 0
<U) 0.- <IU 0.()0 ..U) uj— Q U a. U) 'U
- -
<0 -J 4 Cl) U) 4
0.0
< Z >. 0 z w a.
- DESCRIPTION 0 0 o 0 0 - 0
Medium Brown, Medium
CLAYEY
Wet! 7SC/ALLUVIUM,
SAND INTERBIDED Satur- Dense
WITH SILTY SAND ated
Medium Brown, Satur- Medium 21
FINE TO COARSE SAND, ated Dense
INTERBIDED WITH CLAYEY
SAND/SILTY SAND
Break in Log
Firmer Drilling at 54'
58
I
SM! Dark Gray, SILTY CLAYEY Satur- Medium
SC SAND ated Dense
60
I 62 SC Dark Gray, CLAYEY SAND Satu
ed
TMed ium 16
atense
SC Much firmer Drilling at Dense
64', MAY BE DECOMPOSED
66 GRANITE, Refusal at 68'
1
Possible Rock
68 - -
I
cSOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL &TESTING, INC. LOGGED BY: JDATE LOGGED: 6-30-8
JOB NUMBER: 88211211 Plate No. 7
-
M.
Medium
Dense
Humid/ Dense 39
Moist
1 CLI
BORING NUMBER 1-4 i-w Z
)Z Uj
I
I-
CU -j ELEVATION 110'
zCC
w cc
z LU U)
in Z
z a (I) Z
CU Z
W —
Z • LU2
CL OIL.
co (n a. - a. cn a CU u a. C/) LU
-
in C/) a. 0 a.z <o z 011 wILz )- 0 z
0 .4 DESCRIPTION 0 a. 2
(•)
0
S.0 LUSARDI FORMATION, Humid. Loose
Yellow to Yellow Brown,
2 CLAYEY SAND
1 6 US ML!
SIC
.8
10 -- -
us sci
121-I CL
BAG
Yellow Tan to Yellow
Brown, INTERBEDDED
CLAYEY SAND SILTSTONE
AND CLAYEY SILTY
SANDSTONE
Mottled Yellow Brown Humid! Dense 47 115.3 12.2
and Yellow Tan, VERY Moist
CLAYEY SAND (SANDSTONE)
14
Sc Brown, CLAYEY GRAVELLY Humid/ Dense
16 SAND WITH COBBLES, Very Moist
Slow Drilling
18
SM! Mottled Medium Brown Humid! Very 50!511 90.0 19.8
I 20 Sc and Brown, SILTY SAND Moist Dense
US INTERBEDDED WITH CLAYEY
SAND
26- SM! Yellow Brown to Yellow Humid! Very
- SC Tan Moist Dense
28-
30- -
J
!
SOUTHERN CALIFORNIA
SOIL &TESTING, INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: JH DATE LOGGED: 6-30-88
JOB NUMBER: 8821121 Plate No. 8
SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
6280 RIVERDALE ST.,SAN DIEGO CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO, CALIF. 92120
67B ENTESPRISC 5T. £SCONOIDO, CALIF. 92025 T E L E 746-4544
W V 04 to I Y, I I'kl 0oe •j Dt(•I
SYCAMORE CREEK II
COLLEGE BOULEVARD
CARLSBAD, CALIFORNIA
This report presents the results of our preliminary geotechnical
investigation for the Sycamore Creek II development that will be located
east of the future extension of College Boulevard and north of El Camino
Real, in the City of Carlsbad, California. The site location is illustrated
on the following vicinity map provided as Figure Number 1.
The proposed site development is to consist of to basic concepts. Most of
the site will be developed into a golf course with single-family houses
lining the fairways. In the southwest portion of the site, about 82 acres
will be developed into a resort/coimrcial complex which is expected to
include a 600 room core hotel with restaurants, conference and neeting
rooms, tennis courts, 150 cottages and possibly a lake. Specific details on
locations and types of structures are not known at this time.
For convenience and in accordance with the client's request, we have divided
the project area into three main areas. These areas are identified below.
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
Lu a. 0
; BORING NUMBER 1-4 i- w
)-
'-a> z z-
z > -
LU jQ i d Contnue 2 Lu w - LU (1) - 2 <<
U) z
CL — — o
ELEVATION < (4
I-cr2 <-LU Ui
co a. 0 a. Z
<o Uj
LU ._c,) 0. ). -
- DESCRIPTION 0 a. .2 .0 C
— 0
SC, LUSARDI FORMATION, Dark Humid/ Very
SM Brown; CLAYEY SAND, Moist Dense
Interbedded with Light
Brown SILTY SAND
' 30
I 32
50/4" I 96.6 I 9.5
36
Bottom at 40'
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
i—lU SOIL &TESTING, INC. LOGGED BY: JH IDATE LOGGED: 630 -88
JOB NUMBER:8821121 I M..
— uJ 0.
z
0
; BORING. NUMBER I5 i— i
). > z -;
OW >-
LU at
- ap
- lU —
LU (
ZW
LU
z
LU U) Z <<
U)
Z I— >0 — —
I— -j
a.
—— o ELEVATION 206' cc <(1) W Z <—LU ..
—U)
Iii 0 U
Z
Cl) LU 40 Ui
0 < Cl) a. - a.O a.coc a.z <o
ui - - a. >. - 0 LU 0. U)
-' DESCRIPTION 0 a. 2 c 0
0
cc
0
0 0 — 0 — -
SM LUSARDI FORMATION, Red Humid Loose
Brown, SILTY SAND
2 BAG Medium
Dense
4---.
SM Light Brown, SILTY SAND Moist Dense
(SANDSTONE) 36
6 US
Dark Brown,SANDY SILT iisF iTard
LBAG~ 8(SILTSTONE)
10 us . 64 95.1 20.5
Break in Log
1
22
26
US ML Moist Hard 50/3" 98.9 21.7
28-
— SM! Brown to Dark Red Brown Moist Very
SC GRAVEL CLAYEY SILTY SAN Dense
30-
SM/ Mottled Dark Red Brown Moist Very
32- SC and Light Brown, Dense
— CLAYEY SILTY SAND
32-
US Bottom at 36' 50/4" 105.8 18.4
36 —
p SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL &TESTING, INC. LOGGED BY: JH DATE LOGGED: 6-30-88
JOB NUMBER: 8821121 Plate No. 10
'U 0
; TRENCH NUMBER 11 Z -
Wz
_jU
, IU ca z.... Ill
cc
).- Z - - C) • ELEVATDN 180' 'U (I)
'
'U
Q. U)
U) 0
0
DESCRIPTION
3 (.
O - CL TOPSOIL, Dark Brown, SANDY Moist Medium 4'A
CK CLAY, Plastic Stiff
21 CK SM LUSARDI FORMATION, Tan, Dry! Dense
SILTY FINE TO COARSE SAND Humid
4 CK 121.9 7.5
lAG
16 CK
8 CK SM - Orange Brown, SILTY SAND Dry! Very 114.8 14.1
- Humid Dense
10
-
Bottom at 10'
I -
0
TRENCH NUMBER 1-2
ELEVATION 225'
-
AG CL TOPSOIL, Dark Brown/Black, Moist!
I CK SANDY CLAY, Plastic Very
2 CK Moist
4 CK CL LUSARDI FORMATION, Tan with Moist!
Rust Red Brown, SILTY Very
I - SANDY CLAY, Plastic, Moist
6 CK Highly Weathered
lAG
l 8 cK
f lAG
Stiff
Stiff
Very I114.7 1 14.2 Stiff
1 -
ML Gray, SANDY SILT, Moist! Humid 120.0 - CK
ML
Wet 1_NNNNWENWEMNEW~
I Bottom at 12'
10.7
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL & TESTINGINC.
LOGGED BY. RF .DAIrE LOGGED: 6-29-88
JOB NUMBER: 8821121 I Plate 1o. 11
LU a..
z 2 TRENCH NUMBER 1-3 -'
-
- - - I- CC W IIJCO
IC z_
- 0 -
UJO
-
-UJ 3 ELEVATION 180' Cl, 4 II z
IU
- <4 ________________ _____________
4 < )-_
I-. 6z
DESCRIPTION U a o o C.'
0.. - ____
CL! FILL, Brown, SILTY SAND Humid Loose
SM and SANDY CLAY
I 2-
1 CK SM LUSARDI FORMATION, Dark Dry! Very L AG Gray Black, SILTY SAND Humid Dense
6.. (SANDSTONE)
1
CK
_____ ______________________________
i
8: - Bottom at 7.5'
:.
- TRENCH NUMBER 1-4
-
ELEVATION 154' )--
CK SM TOPSOIL, Gray Black, SILTY Humid Loose
1 BAG SAND, Grading to SANDY CLAY
2 CL Moist Stiff
CL OLDER ALLUVIUM, Tan with Moist Medium
4 CK Rust Brown, SANDY CLAY Dense
LBAG
I T" CK SM LUSARDI FORMATION, Rust Moist Dense
Brown, SILTY SAND
I 81 CK SM Gray Brown Humid! Very 117.5 11.3
Moist Dense
10
ottom at
SOUTHERN CALIFORNIA
I SOIL &TESTING,INCU
SUBSURFACE EXPLORATION LOG
LOGGED BY: RF IDATE LOGGED: 6-29-88
JOB NUMBER: 8821121 I Plate No. 12
0 TRENCH NUMBER 1-5 Z I iu
CC
.. I- -
I:
Uj
z_ w -
- z 3 ELEVATION 149' a.0 0 lu a. 2 4c
3
0
06
0 - -
DESCRIPTION U
SC TOPSOIL, Dark Brown, Dry Loose
CK CL SANDY CLAY TO CLAYEY SAND Moist Medium 2
CK SM LUSARDI FORMATION, Tan Moist Dense to
BAG With Rust and Brown Very
4 Mottling, SILTY SAND Dense
CK
6
1 CK
-
8 Bottom at 7'
- TRENCH NUMBER 1-6
ELEVATION 105'
O - -
• CK SM! TOPSOIL, Brown to Dark Humid Loose
SC Brown, CLAYEY SILTY SAND
• CK TO SILTY SAND
F
BAG SM Very
Moist
CK
- SM
6j CK SC ALLUVIUM, Gray Brown, Very Medium
L BAG CLAYEY SAND Moist Dense
8. CK
O CK
BAG ML Rust-Yellow Mottling -. Very - Stiff
SANDY SILTY (REWORKED) Moist
C'K ML LUSARDI FORMATION, Gray Moist Hard
with Yellow Mottling, FINE \
14- SANDY SILT (SILTSTONE)
- Bottom at 13'
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL & TESTING,INC. LOGGED BY: RF DATE LOGGED: 6-29-88
JOB NUMBER: 8821121 Plate No. 13
I
ILl 0 TRENCH NUMBER 1-7 LU - - Z
-
— _j0
z
w iuci - I WO
- ELEVATION 205'a. n ILl
-
L
Ill U) Q. >. cc cc
0
I DESCRIPTION
0 0 0 0
0
O - — CL/ TOPSOIL, Dark Brown to Moist Medium
CH Dark Gray, SANDY SILTY CLAY Stiff
2 CK Highly Expansive
I 41 CK CL SUBSOIL, Tan Brown, SANDY Very Stiff
1. BAG CLAY Moist
6: ML LUSARDI FORMATION, Green Moist Hard
Gray, SANDY SILT,
8 - (SILTSTONE)
-
Bottom at 8.5'
110 :
TRENCH NUMBER 1-8
ELEVATION 124'
-
CL TOPSOIL, Dark Brown, Moist Medium
I - SANDY CLAY. Stiff
21CK
- SC ALLUVIUM, Tan, CLAYEY SAND Moist Medium
CK Dense
16
CK
SM Gray Brown, SILTY SAND Moist -Medium -
' 1 BAG Dense
'8
- CK
CK SM Tan With Rust Brown
- Mottling
1 12. I — Formational Not Encountered
- Bottom at 12.5'
I 1
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL & TESTING,INC.
LOGGED BY: RF DATE LOGGED: 6-30-88
JOB NUMBER: 8821121 Plate No. 14
I
-IL TRENCH NUMBER 1-9
UA
LU -j 0 ii.. ELEVATION 130' IL ,-
Ul
0.
U)
cn W
________________IL
U) -
U DESCRIPTION
CL TOPSOIL, Dark Gray Brown, Very
- SANDY CLAY Moist
- SC SUBSOIL, Tan, CLAYEY SAND Very
I 4
Moist
- ____ _________________________
ML! LUSARDI FORMATION, Tan Dry!
SM Brown with Rust Mottling, Humid
6- VERY SILTY SAND Grading to
SILTY SAND
-
Moist
- Bottom at 5.5'
TRENCH NUMBER 1-10
- ELEVATION 180'
SC! TOPSOIL, Dark Brown, VERY Dry!
- CL CLAYEY SAND Humid
2-
SM LUSARDI FORMATION, Tan Humid
4- with Rust Brown Mottlina.
z
Medium
Stiff
Medium
Stiff
Hard
Very
Dense
Loose
Very
Dense
SILTY SAND
- Bottom at 5.5'
SOUTHERN CALIFORNIA
I SOIL &TESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: RF IDATE LOGGED 6-30-88
JOB NUMBER: 88211.21 I Plate No 15 -
Loose
I . 'U L 0
- TRENCH NUMBER 1-11
-
3 u ELEVATION 118'
Ul CL
Cn UDESCRIPTION O -_
SM TOPSOIL, Brown to Dark Dry! -
Brown, SILTY SAND Humid I2-_
- SM ALLUVIUM, Medium Brown, Very
I 4 -
SILTY SAND WITH CLAY BINDER Moist
SM! Medium
SC Dense
1 8
Very
10- SM I Rust Brown Imoist
I - Bottom at 10.5 Feet
Formational Not Encountered
I - TRENCH NUMBER 1-12
ELEVATION 134'
071 CL FILL TO 6 FEET, Dark Gray, Humid!
CK SANDY CLAY Moist
_BAG
4 i CL/ Brown Gray, VERY SANDY CLAY Moist
SC
6 CK CL & LUSARDI FORMATION, Tan Moist!
I
- SM Brown with White Mottling, Very
8 CK Alternating Layes of SANDY Moist
CLAY AND SILTY SAND
101
I' CK
12
Loose
Loose
Medium
Dense
Medium
Stiff
Medium
Stiff
Very
Stiff to
Dense
Bottom at 12'
I
SOUTHERN CALIFORNIA
SOIL & TESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGEDBY: RE DATE LOGGED: 6-30-88
J08 NUMBER: 8821121 1 Plate No. .16
2- TRENCH NUMBER 1-13 w
: ELEVATION 110'
UI
I DESCRIPTION o - r-___
CL TOPSOIL, Dark Brown, SANDY Dry!
CK CLAY Humid
ML LUSARDI FORMATION, Tan, Dry! CK
SANDY SILT WITH CLAY Humid
SM CK Tan, VERY SILTY SAND Dry!
- Humid
1 6 :
CL! I ' CK Dark Gray, VERY. CLAYEY SAND Humid
- Sc.
SM CK Tan, SILTY SAND Dry!
- Humid
12 -
I Bottom at 12'
- TRENCH NUMBER 1-14
I - ELEVATION 137'
-
SC TOPSOIL, Brown, CLAYEY Dry!
I BAG SAND TO VERY SANDY CLAY Humid
CL
SC/ LUSARDI FORMATION, Red Humid/
- SM Brown to Tan, SILTY Moist I4 CK CLAYEY SAND, (SANDSTONE)
• BAG
161
se
Dense
Medium
Dense.
Stiff
Dense
Very
Dense
Dense
Very
Dense
I
Bottom at 8.5'
,• SOUTHERN CALIFORNIA
I SOIL & TESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: RE IDATE LOGGED: 6-31-88
JOB NUMBER: 8821121 I Plate No. 17
Tt
-
U)cc z &U • IZ
z W
> —
0 0 -a
0
U) — oz
0
-J CL
cc
C.)
I w 0 ; TRENCH NUMBER 1-15 1— w
_Jo
z
I-z 3 ELEVATION 284'
(I) cc
DESCRIPTION
0 o C)
O CL TOPSOIL, Dark Brown to Moist Medium
Gray Brown to very Dense 1 2 : Moist
CK Greenish with Rust Red Wet Stiff
14 RAG
4 SC LUSARDI FORMATION, Highly Very Medium
Weathered, Greenish Brown, Moist Dense to
6
I
Rust Brown and Tan, CLAYEY Dense
CK SAND
BAG
IL
Rapid Seepage at 10' Saturated Dense
i Bottom at 12'
TRENCH NUMBER 1-16
ELEVATION 232'
0--- I - sc
2r SM
BAG
K
I
I - —
TOPSOIL, Dark Brown, Humid Loose
CLAYFY SAND
LUSARDI FORMATION, Rust Dry! Very
Orange Brown, SILTY SAND Humid Dense
Bottom at 3'
Very Difficult to Excavate
with Backhoe .SOUTHERN CALIFORNIA
SOIL & TESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY:RF IDATE LOGGED: 8-24-88
oa NUMBER: 8821121 I Plate No. .18
I IL' 0
; TRENCH NUMBER 1-17 , I- - - z
-
-W _Iu CC iu uia CC -z
U) WO-
Z -
3 ELEVATION 184' U) IL' (flW
I- a.2 Uj
Q (l)
U' <2
CL
00
- I- oz 20 w 2 cc
I U DESCRIPTION
O -
- CL TOPSOIL, Dark Brown to Moist Stiff : Dark Gray, SANDY CLAY
2
r - SM LUSARDI FORMATION, Gray Humid! Dense I 4 BAG to Rust Brown, SILTY SAND Moist
CK (SANDSTONE) Very
- Dense
16-- Bottom at 6'
- Difficult to Excavate
- I - TRENCH NUMBER 1-18
SM TOPSOIL, Brown, SILTY SAND Dry Loose
- 12 r GP/ LUSARDI FORMATION, Rust Humid Very
GM Brown, GRAVEL WITH SILTY Dense
SAND MATRIX
I4 BAG
CK
SM Very I 6 i Rust Brown, SILTY SAND Humid
Dense
-
8 Bottom at 7'
I Difficult to Excavate
TRENCH NUMBER 1-19
ELEVATION 237'
O_ — -
I -
SM TOPSOIL, Dark Brown, SILTY Dry/Humid Loose
SAND
2 CK SM LUSARDI FORMATION, Rust
I Brown, SILTY SAND
BAG (SANDSTONE)
I -
Bottom at 4'
SOUTHERN CALIFORNIA
I soIL a TESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: RF IDATE LOGGED: 8-24-88
JOB NUUBR. 8821121 I Plate No. 19
z
Loose
Very
Dense
Hard
Loose
Stiff
Stiff
I
2 TRENCH NUMBER 1-20 Us
-
I_ I-
I-
_Jo
Ul
ELEVATION 182' CL I-
Ul
• cfl ______________a.
DESCRIPTION o SM TOPSOIL/SUBSOIL, Brown Dry
Sc! SILTY SAND TO VERY CLAYEY
CL SAND
SM LUSARDI FORMATION, Light Humid!
Gray to tan with Rust Moist
(AG
Mottling,SILTY SAND
ML Gray Brown to Rust Brown,Moist
6 SAND SILT
Bottom at 5' : Very Slow Digging
- TRENCH NUMBER 1-21
- ELEVATION 292'
- -
SC TOPSOIL, Brown, CLAYEY SAND Dry
- TO SANDY CLAY
- CL Moist
CL! ALLUVIUM, Green Brown, SANDY Moist -
4 - SC CLAY TO CLAYEY SAND
SC LUSARDI FORMATION, Brown, Very
CLAYEY SAND Moist
8__
CL! Grading to CLAYEY SAND/SANDY
SC CLAY, Pale Greenish Beige,
1 Highly Weathered
Med i urn
Dense
12 1
Bottom at 12'
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL & TESTING,1NC.
LOGGED By:'RF IDATE LOGGED:
JOB NUMBER 8821121 Plate No. .20 8-24-88
I 2
2 TRENCH NUMBER 2-1
jO
ELEVATION
1 a. • ________________
ul
DESCRIPTION
- SM TOPSOIL Light Brown
I
12
CK SILTY SAND
CK Brown to Rust Brown
4 1 CK SM DECOMPOSED GRANITIC
Red Brown to Yellow
Brown, SILTY SAND
- Refusal at 4 Feet
I - TRENCH NUMBER 2-2
0 - _____
n flITTflN
SM TOPSOIL, Brown SILTY SAND
1 CK with Roots and Rootlets
CK SM SUBSOIL, Brown, SILTY
I 1 SAND
6 CK
8 SM ALLUMIUM, Brown, SILTY
SAND
11
.0
112 -
SM Brown
- Bottom at 12 Feet .SOUTHERN CALIFORNIA
SOIL & TESTING,1NC.
Z CC z Z O z lu
<U)
Lu UJQ) z w
=
i_Z - I—U
CL IL IL
W u a. - p.. .i IL z _-
0 cc oz cc 2 0 cc
C.) U
Dry! Loose
Humid
130.3 7.3
Humid Dense to
Very
Dense
Dry/ Loose
Humid
Dry! Loose
Humid
114.1 9.4
Moist Loose to
Medium
Dense 113.6 7.1 87
101.9 8.3 78
Medium
SUBSURFACE EXPLORATION LOG
LOGGED BY: RF DATE LOGGED: 7-1-88
J08 NUMBER: 8821121 Plate No.al
z
Loose
—
Ui @.
z 0
; TRENCH NUMBER 23
• )._ 4 _jU Ic
Z CC
ELEVATION
I-
Ul
Cl) 3.0
cn
-- 0
DESCRIPTION
SM
TOPSOIL, Tan, SILTY SAND Humid
1 CK
2 .a. - -
I SM DECOMPOSED GRANITIC Humid! Dense to
CK Yellow Tan, SILTY SAND Moist Very
- 1 Refusal at 4'
147.9 I 3.0
i
TRENCH NUMBER 2-4
ELEVATION
SM TOPSOIL, Light Brown, SILTY Dry
1 2
SAND
CK ULUMIUSU (iRN1I1L Hum
Brown to Rust Brown
14 SILTY SAND
Loose
Dense
Very
Refusal at 4-5'
TRENCH NUMBER 2-5
ELEVATION
TOPSOIL, Dark Brown
SILTY SAND
Medium Brown
DECOMPOSED GRANITIC
Brown to Mottled Grey
Moist Uoose
Very Medium
Moist IMedium
Very Dense/
Moist Dense 127.0 I 8.6
Brown to Rust Brown Moist Dense
Very
Dense
SOUTHERN CALIFORNIA
I SOIL & TESTINGINC.
SUBSURFACE EXPLORATION LOG
LOGGED BY RE bATE LOGGED: 7-1-88
JOB NUMBER: 8821121 I Plate No. 22 -
z w z 0 TRENCH NUMBER 2-6 w lu —: iu IU
-j Ic u) IU z Z -
ELEVATION U) CL
LU LU I— U, Ul
UI
°. U,
U' 9L z
CL I o_ ' DESCRIPTION
SM TOPSOIL, Brown, SILTY Humid! Loose
1 I2_
CK SAND ' Moist
1 4 SM ALLUVIUM, Grey Moist! Dense!
CK Mottled with Brown Very Very
SILTY SAND Moist Dense 126.1 6.9
I
6 BG
-
Bottom at 7' : Hinn Refusal
TRENCH NUMBER 2-7
ELEVATION ____ - 0 —
-
SM TOPSOIL, Dark Brown, Moist Loose
SILTY SAND
CL SUBSOIL, Medium Brown Very Stiff 108.4 18.0 CK
BG SANDY CLAY Moist
• CK Mottled Gray, Tan 10O.7. 17.7
Rust Brown
DECOMPOSED GRANITIC Moist Medium
Grey to Rust Brown, Dense to
8 T<SM
-
SILTY SAND Dense
—
-
Bottom at 7'
44
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
>
SOIL & TESTING,INC. LOGGED BY RF . DATE LOGGED:
7-1-88
ioa NUMBER 8821121 Plate No. 23
I
TRENCH NUMBER 2-8 '- w
_JU Cc,..
3 ELEVATION ct w
(l) CA U)
CL —
0 a. U) 0
00 0
0 - DESCRIPTION
-
SM TOPSOIL, Dark Brown, SILTY Humid Loose
CK SAND SAND
21 CK CL SUBSOIL, .Brown, SANDY Moist! Stiff
- CLAY lery Moist
4 Grey Tan with Rust CK CL iery Moist Stiff
61
z
107.91 16.8
105.61 17.6
g
8
I SM DECOMPOSED GRANITIC I Moist I Very I Yellow Brown with Rust, I I Dense
SLIGHTLY SILTY SAND I I
Bottom at 6.5'
Near Refusal
- TRENCH NUMBER 2-9
1) - ELEVATION
CK SM TOPSOIL Brown SILTY SAND Humid Loose
DECOMPOSED GRANITIC Dry! Dense
2 Orange Brown, SILTY . Humid Very
- SAND . Dense
4-
- Bottom at 3'
- TRENCH NUMBER 2-10
o ELEVATION
- SM TOPSOIL, Dark Brown, SILTY Humid
SAND
2 CK SM DECOMPOSED GRANITIC Moist
- Red Brown, SLIGHTLY I SILTY SAND
CK
- SM Red Brown and Yellow. Brown Moist
I6
- - Rnttnm at
Loose
Medium
Dense
Very
Dense
114.8 I 8.7
133.41 7.1
I I
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL 8 TESTING,INC. LOGGED By: RF IDATE L000ED7_1_88
JOB NUMBER: 8821121 Plate No. 24
lit
100 120 60 II
tIf "H
41
im
1JrT TT
120 80 40
T Ellt 11tili •1' L
1
I!' :rj
•• tT
4j
i1 t 1 '
11
Ii 1Iih i ll 90 60 30
:!1 111 1
-4 1
!11!T1 I
I Ili t;i'H i !, Ii jI if 60 40 20 rr itt ii*fp ¶ftIijirHii1!1f' 1i L1t 1:11 ::ui1Th;H1Ti
to- 00 'j'
liII1jt1j1tI
30 20 10 --.. .'.-.I!39r . 1$ .1...•
I
t 20
1pk!t IL =5ft ' iHi 4_iL1L L![1 dii
110 20 30 40 50 60 70 80 90
120 40 60 80 100 120 140 160 180
'30 60 90 120 150 180 210 240 270
100
200 300
DISTANCE . SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
5550 PIIVMMOALX STREET
SAN 01500 CALIFORNIA 55150
JOB Sycamore Creek GEOLOGIST RF
joso. 8821121 ELEVATION 340 ±
TRAVERSE NO. S11 SURFICIAL MAT'L. SILTYSAND
TRAVERSE TYPE _______________ ROCK TYPE GRANITIC -
Plate No. 25
- - - - - - -U
i'; :t . : i r
'::• : : . :i 1! rj:1r 1
Ii ItI.IZj ..;iu;II: •11. i
Tilpi t
+ tvft H' '— tfl4
'fHI4L J
HL
4 11111
p2=27rtt: I: . .
'I 1:1 1 • ....II.. I.. I III tIll... tiji -
I
- I I I -•
.
I
:I- . ......f
I
I - • 11 f
: : I
- -L L j DI=ft 1 LL11I
40 50 60 70 80 90 100
80 100 120 140 160 180 200
120 150 180 210 240 270 300
JOB Sycamore Creek GEOLOGIST RE
JOB NO. 8821121 ELEVATION 460 ±
TRAVERSE NO. S2-1 SURFICIAL MAT'L. SILTY SAH
TRAVFRcF TYPF ROCK TYPF GRANITIC
Plate No. 26
ieo 120 60
150 100 50
120 80 40
90 60 30
60 40 20 -
30 20 10
DISTANCE
N
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
S•O MIVURDALS STREET V SAN DISQO, CALIFORNIA 55150
Fi 1-r[;
110 120 60 J 4' I 4:
I IL.i I: L r..IhI4 l if:' 'I I
15010050 F 4 l 11.1 1g. I Ifi ,I ':I ,I I, '•; -
120 50 'i-tL1I ET' HI t1'hiLI, F* L1L
I I H1 I LI
t: I ij !II I1i 1fl' I: I Ji; IL
90630fTf1jj h' I ttf fH !j jiif -rffHr '
II!!iI!:I1I!I:iIII t;j:.IIi fIIi, .1
60 40 20
Fps
.;-i __L
LJE •
t h 4j*t' br'l 1 t iJiiL.lI
30 20 10 1 —4 1 . —L.
I: .!I., ...I . .......... II I Ii ii Iii IL I -I 1 _ I
ui
Ii I i..L L .i.I1TI IL
ilO 20 30 40 50 60 70 80 90 100
IL 120 40 60 80 100 120 140 160 180 200
1 41.
L 130 60 90 120 150 180 210 240 270 300
DISTANCE DO
JOB Sycamore Creek GEOLOGIST RF
SOUTHERN CALIFORNIA JOB NO. 8821121 ELEVATION 430±
BOIL & TESTING INC.
SUUO RIVEROALN STRUT TRAVERSE NO. S SURFICIAL MATL. SILTY SAND
AN OIUO CALIFORNIA 55150
TRAVERSE TYPE ROCK TYPE GRANITIC
Plate No. 27
DISTANCE -
N"
SOUTHERN CALIFORNIA
BOIL & TESTING INC.
1011000IVUMDAIU STRUST SAN DISSo CALIOHNIA 55120
'III i
60 r tJ ttftTiI
...j.. Iilijl[Ii1I!I;i
1
1i1l1IhiT'''I il'j
i-- Y ,i
l I 1t
!:i;j11ii.II !i iI,I l III
50
I ! f I
'IL!
I•••I
---
ui:
l'i
i-
''!
..IIi I!
--'
40
fs4 jl
Ui
1 I ii
30.
I. •t
t!111 1 1
i
i
I j 1.1
•l
I
20
If I i
:.
ru
T D112f
I
K~
J.
t I
L-9 10 20 30 40 50 60 70 80 90 IOU
80 100 120 . 140 160 180 200 120 150 180 210 240 270 300
JOB Sycamore Creek GEOLOGIST RF
JOB NO. 8821121 ELEVATION 475 ±
TRAVERSE NO. S2-3 SURFICIAL MAT'L. SILTY SAND
TRAVERSE TYPE _______________ ROCK TYPE GRANITIC
Plate No. 28
180 120 60
13010050
120 1040
90 60 30
60 40 20-
30 20 10 -
10 20
20 40
30 60
DISTANCE - . SOUTHERN CALIFORNIA
SOIL & TESTING INC.
SUSO RIVUPDALU STSST
SAN DISO CALIFORNIA 55150
30
60
90
r -.-T -.-1JT
..i:1
I I.IL 1 $
ii
...t.; :I ' t I' -- - t:I ;4_f•
..1. th 1 Ii I t t '4411
I
4;f H
1.._L.'.'
1 I I I i I i I • $ I -
.li:
-
tiH-t9
1Fri :. 1.7. 4
L1
40 so 60 70
.
80 90
80 100 120 140 160 180 200 120 150 180 210 240 270 300
joa Sycamore Creek GEOLOGIST RF
JOB NO. 8821121 ELEVATION 480 ±
TRAVERSE NO.524 SURFICIAL MAT'L. SILTY SAND
TRAVERSE TYPE _______________ ROCK TYPE GRANITIC
Plate No. 29
P
D8L
CATERPILLAR
PERFORMANCE HANDBOOK
Edition 17
October 1986
Seismic Velocity
Feet Per Second x 1000 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
TOPSOIL
CLAY
IGNEOUS ROCKS
GRANITE • - - • - •L
BASALT • • ••
SEDIMENTARY ROCKS
SHALE • i• • • .:f
SANDSTONE • • - - • UL
SILTSTONE • • • •
CLAYSTONE • • • • •IL
CONGLOMERATE IL JL 7 L.Z
METAMORPHIC ROCKS
SCHIST • • • • [
SLATE i• •
2
[ 7 777/ 7T _.• I 1 2 Z Z Z2
___77 7-- 7/
V/f/2.''tT
RIPPABLE MARGINAL NON-RIPPABLE
D81- Ripper Performance
Multi or Single Shank No. 8 Ripper
Estimated by Seismic Wave Velocities
<t
SOUTHERN CALIFORNIA
> SOIL & TESTING, INC.
Sycamore Creek
BY: JH
JOB NUMBER: 8821121
DATE: 9-12-88
Plate No. 30
D9L
CATERPILLAR
PEFORMANCE HANDBOOK
Edition 17
October 1986
Selemlc Velocity
Feet PSI 8000nd X 1000 0 1 2 3 4 b 6 7 8 9 10 11 12 13 14 1
TOPSOIL
CLAY
IGNEOUS ROCKS
GRANITE BASALT
SEDIMENTARY ROCKS
SHALE
SANDSTONE
SILTSTONE
CLAYSTONE
CONGLOMERATE
METAMORPHIC ROCKS
SCHIST
SLATE
I
• - • • • • - - • • • • - • 77 7 T
• • • [ • • • • - - -. - • U - - U - -
12 A,2
ELL
UUUUUUUzz
RIPPABLE MARGINAL I I NON-RIPPARIF I
D91- Ripper Performance
Multi or Single Shank No. 9 Ripper
Estimated by Seismic. Wave Velocities
SOUTHERN CALIFORNIA Sycamore Creek
SOIL & TESTING, INC. BY: CHC DATE: 9-12-88
JOB NUMBER: 882421 Plate No. 31
DuN
CATERPILLAR
PERFORMANCE HANDBOOK
Edition 17
October 1986
Seismic Velocity
nuTa Bodo" uw.pr.
TOPSOIL
L.IwN
IGNEOUS ROCKS
SEDIMENTARY ROCK
SILTSTONE
CONGLOMERATE
UIMETAMORPHIC;(.H1
SCHIST
SHALE
U SANDSTONE
CLAYSTONE
I -
SLATE
U
RIPPABLE MARGINAL 1LJJ II
11
Di 1N Ripper Performance
Multi or Single Shank No. 9 Ripper
Estimated by Seismic Wave Velocities
SOUTHERN CALIFORNIA Sycamore Creek
BY: CHC 1DATE: 91288 SOIL & TESTING, INC.
JOB NUMBER: 8821121 I Plate No. 32
I
'I - . • '1
a LZ —
Q Løi•
! ( I / N )L. — CL 0 0 ( • .w . ç3 • •
\...:.2:l. . .•" ' '• • CL 41
I Lj 1 L.
E .IO \ • -I
__ a • .1 - • =
• = 2 • - . C. . \. • --
03.09 0
1w ic
- I &. 4 q • • - N TI ft
I42 Ac0 q9
cu I • \I4 -- Q E _j\..w
'tea •
_
E
A 46
.•q' • I UU - I I I I
'.3 • . -
SOUTHERN CALIFORNIA Sycamore Creek
gOIL & TESTING,INC. By: CHC
JOB NUMBER:8821121
DATE:
Plate
9-12-88
No. 33
ORIGINAL GROUND /
_. . : . • . -. •'.
•
, . . . /
•• •. . \•• . • - . . • .•• • .,
. . .
'-.... •
..-:•\: :1 .• .• . : • :. •. • • .
1.
•
COMPACTED FILL
FIRM I
NATURAL
GROUND
- • . .-/
S • I •
• • •'•I%I • • - . I • • •
-- .5.
. . S • ,•_• .•
• 1 o:o o :CLEANOUT
.•..I•
p
g
o
• .
• ______ _____________
EXCAVATION 00 Go 00Oo0,O 0 DQ . 000000
00000 000gg00o
000 00000 ,0:4
00,0700 0
o u, 000a,0 904000
ooI :0oo,o :0g. 000 00000 •.o.p 0
@0000 0DOø0 a
24" MIN 13" MIN 0o°e0°
00000 o40o ao°oo
I 00 006 a .30000000D 0000 0000
I .._
I Ooo0 ooi
I )
ja 00
: _L I
roo
Oo0
I :oo.000 b006Odo0ZD
t _000 OØO0O00 0 00
13" - 4" MIN
MIN
MINUS 1" CRUSHED ROCK
COMPLETELY SURROUNDED
BY FILTER FABRIC, OR
CLASS II PERMEABLE
MATER IAL
4" DIAMETER PERFORATED PIPE - MINIMUM 1% SLOPE
PIPE DEPTH OF FILL
MATERIAL OVER SUBDRAIN
ADS (CORRUGATED POLETHYLENE 8
TRANSITE UNDERORAIN 20.
PVC OR ABS: SDR 35 35
SDR 21 100 SCHEMATIC ONLY
NOT TO SCALE . SOUTHERN CALIFORNIA
BOIL & TESTING, INC.
•ReD RIVERDALE ETREET
BAN DEQO CALIFORNIA EuRO
Sycamore Creek
BY
CHC
TYPICAL CANYON SUBDRAIN. JOB No' 8821121
DATE
9-12-88
Plate No. 34.
III1I-I
RRREII
------------------------------
----------•.
I5
=MOVE
----------.
0
ENEEMEMENE
----------.
----------
.
w
N
U) 0
C
p14)
-' -S
,&U/JODJJO 9IODS
19./4 IU8J9d o o o o 0 0 0 0
-- G U) N .. U) IT 14) CII -
19(1.!,' IU9OJd
SOUTHERN CALIFORNIA
SOIL & TESTING1 INC. Sycamore Creek
GRAIN SIZE DISTRIBUTION CRC
8821121
- 9-12-88
Plate No. 35
W/ID9JJO DFOS.
J14/3l /uJ9d 0 0 0 0 0 0 0 0
-- N -- U) It 14) CU - 0
-------- -
-----
!1II ---------r
1_ ALM
AV
-- - -- - • _______
--rn
____ ____
----------
.
MMMM ------a---
J9U/j /U9OJ9d
SOUTHERN CALIFORNIA
SOIL & TESTING . INC. Sycamore Creek
GRAIN SIZE DISTRIBUTION 9-12-88
Plate No. 36
• IIIIIiII1
• ___
------
wuV
•
_ WA
__
--- - —
------U-- ----------: •
----u--w11wIj—.
--U---
----------
----------
CY)
-S -S
I.W1oaIJoO 9/O$' øl$J
19(1/3 IU9J9d o o o o o o o o
- N . fl CJ -
19(1/3 /1/90J9?
SOUTHERNCALIFORNIA BOIL. & TESTING, INC. Sycamore Creek
—. CHC GRAIN SIZE DISTRIBUTION
JOB NO. 8821121
9-12-88
Plate No. 37
-----.,
'A'
_______
m ___
-------------m -0----
1
--------..•
a -a......
-J
C-)
ir
a.
IJo9IJe., 9/OD5,
0 ø,lJ '/L,' /U93JOc3l
C 0 0 0 0 0 0
NLn Tr K) (4 -
191//j iu9ja0i
BOUTHERN CALIFORNIA
BOIL. & TESTING INC.
GRAIN SIZE DISTRIBUTION
Sy camore Creek Creek
CHC
8821121
DATE 9-12-88
Plate No 38
p-______ •
• - ------- ---
-,
IIIuu:nIw- - ------i
------
- - ---
IMEM
-------
iiiii uMMMMMMMMMM
----------.
----------
C
N)
t.çilaaiiot. Ios' 0
Ju/d /UJ9d 0 0 0 0 0 0 0 0 0 92 ø NLn IT i) t%J - 0 -
J9U/' /U9019Ø1
SOUTHERN CALIFORNIA
SOIL & TEBTING I INC. Sycamore Creek
GRAIN SIZE DISTRIBUTION 9-12-81
Plate No. 39
I
MAXIMUM DENSITY &PTtMUM MOISTURE CONTENT
- SAMPLE DESCRIPTION MAXIMUM OPTIMUM
DENSITY MOISTURE
(pcf) CONT. % I
B 1-4 @ 11 1 -14' Yellow Brown CLAYEY SAND (SC) 122.8 10.3
B 1-5 @ 7'-9' Dark Red Brown, SANDY SILT (ML) 98.7 19.6
T 1-3 9 4'-6' Gray Brown SILTY SAND (SM) 109.7 16.4
T 2-2 9 8'-10' Tan FINE - CORSE SILTY SAND (SM) 130.5 8.6
T 6-6 @ 4'-6' Yellow VERY FINE SILTY SAND (SM) 124.5 9.2
I 8 @ 6'-7' Green-Tan FINE to MEDIUM SILTY SAND (SM) 125.9 10.9
EXPANSION TEST RESULTS
SAMPLE B1-4 @12' 11-2 @8' 81-5 @8' T2-7@ 2'
Initial M.0 (:) 10.7 10.3 15.9 10.8
Initial Density (PCF) 106.6 108.9 91.0 106.9
Final M.C. () 24.8 23 34.3 26.2
I Expansion Max. 78 30 76 102
SOUTHERN CALIFORNIA Sycamore Creek
SOIL & TESTING,INC. BY: CHC DATE: 9-12-88
JOB NUMBER: 8821121 Plate No. 40
mommullomm UUU••I ONE um•iuim•• u.uu...i..0 .uuI.... •...... ••• .i.. i.u.. uii••ua.0 ii U•UIuRuR somnmm=moi•• sommullums i•URRU IU• •••• uuu isu•auia.0 u.•iu•um sommommums i•i monsolinum iu...•s.i ••. U•••uiiuu I••UURIu•• RUuIu•a•ua•••m•auu ••uuat losm mommmosom ••• suuui i.... u•........... IRU•IIUUR• iuusuauiu•u iva•i uu•uu onsmonsumni•u i.a.iumu .•uuuu•u• u•• ammmilemas •...uuau ••• UR•IIRR ••uuui•su •••i uuu a.....•u• au mammal •.....R.... MORONI u..un mossamosms ISO
uauiauui
uu.iiaap u•auutiuus
1J08 NUMBER: 8821121 7
••u•i••u ••••••••• i.uu,i•u• ••••••u•u .....Iuua. .sui .....IIRu. •••N•R• UU•lI•R •m........ IU*•luURu uau•uuuui uu•; INNER uu...aa.. ••ai luau I.... l••U• •.•u••u*•u us..iiauua u••••••••• amommilmosmopummosomm uaaii.u•u isauuu•ui UURIU••R• •U••SU•••• U.... uuu•• •auu•u uuuuiuuuu •u•u••uu Uu•aaI I.... U•UUU a..mi iu•aa iauuua ••uuuiia•uu .uaumi iauaiumuu iva.ua.a u..wi..a. s..uu. u..uiva. a•uauaa .uus....0 ..u..mu uauuiiam .u••uuua .a...... •a.uauuau UU*a•IIum .a•u..u.
mommilsom iu.uui ..m iauim•aa
uua•uu•au•u•a• uuuuauauuaaa. Essumassommusama
uu•u .u.au..
••••U•UU••d•U•dU U...
guupaauuuauu
arsauuau.•aau•
uauuuaia•uuusuuuu
uauuuuuuuu•.uuui auuuu.u..um SEE . uauaaIuuauauU
U.aua..uuSUuUauaaa Iuuu.uuuu..uu.uu. .......u.i.i.a.u.i UauRlu•u•IUuIuu•U• ••uuuumuuiuuuua ua•1a1uuuuiuuu
Iua••a••uuUua•..uu. uua•aaauua auuu• MAN Ua••uaunIua.uau...
Sycamore Creek
IJOB NUMBER: 8821121 1 Plate No. 42
U
UI-u'
U.... UI—ui U....
uu•tuuu iRmiuuuSR uuuuuuuu uuuiuuu IUUi uuau i...i lW U.... ii...
U.... URIU
.aua
Ip.
I..
61 _•1 .i a I a• i.
JHMAL STH55, KSF
ANGLE OF INTERNAL COHESION INTEF
FRICTION M fn.fl
JUT11iM c*i RNIA Sycamore Creek
flhL £ TTINc INC. BY: CHC DATE: 9-12-88
____ JOB NUMBER: RR21 121 P1Mg Nn 41
___ e SOUTHERN CALIFORI
SOIL a TESTING LAB,
eUO MIVRAL. 5TR5ET
BAN 01000, CALIFORNIA 0811
lw
TRENCH AND SEISMIC LOGS FROM
GEOTECHNICAL STUDY
CARLSBAD RIDGE
SUNNY CREEK ROAD
CARLSBAD, CALIFORNIA
SUBMITTED TO:
Mandana Corporation
18551 MacArthur Boulevard, Suite 3111
Irvine, California 92715
SUBMITTED BY:
Southern California Soil and Testing, Inc.
Post Office Box 20627
6280 Rivedale Street
San Diego,. California 92120
LU
z
0 TRENCH NUMBER 1 - w
jO
z CC
uJ
ELEVATION
0.CI)
2 fn
IL -
CL
4
-
4
C.' DESCRIPTION
SM REDDISH BROWN, SILTY -SAND MOIST
(D.G.)'
z
MEDIUM
DENSE TO
DENSE
- BG
CK
TRENCH NUMBER 2
SC REDDISH BROWN, CLAYEY SAND IWET
CK
(TOPSOIL)
1BG CL/Ch REDDISH BROWN, SANDY CLAY WET
SM YELLOW BROWN, SILTY SAND MOIST
(LUSARDI FORMATION)
BG
CK
LOOSE
MEDIUM
STIFF
DENSE TO
VERY DENSE
100.7 I 20.8
121.9 I 7.0
CK
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL & TESTING,INC. LOGGED BY. JH DATE LOGGED: 11_23_83
JOB NUMBER: 14272 A 1
TRENCH NUMBER 3
zi
z
I-
>.Z CC
iii z w wu
I-Z
UJ
I- > - I-
5 u. ELEVATION < cn - iii U1 Z 1-0
(1 0.0 U) z
CL- 0 z g..CL
cn 00 0 o 0 0 DESCRIPTION 0—
SM BROWN, SILTY SAND (TOPSOIL) MOIST LOOSE -
1—-
CK CL REDDISH BROWN, SANDY CLAY MOIST STIFF 105.0 17.0 -
BG
2_ -
CK SC YELLOW BROWN, CLAYEY SAND MOIST
- SM YELLOW BROWN, SILTY SAND MOIST
(LUSARDI FORMATION) CK
BG (BOULDERS AT 6 ft.) -
5-
6-
7
DENSE 99.9 21.0
DENSE TO
VERY DENSE 116.8 13.3
TRENCH NUMBER 4
BROWN, SILTY SAND (QAL.)
1..
2-
SM YELLOW BROWN, SILTY SAND
3— - CK (LUSARDI FORMATION)
'ST
LOOSE
DENSE
<4
SOUTHERN CALIFORNIA
>
SOIL & TESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: JH DATE LOGGED:11_2383
JOB NUMBER: 14272 A 2
- w
a.
In
_
3
Cl,
-j
TRENCH NUMBER 5
ELEVATION
0 DESCRIPTION
-
1-
Sc BROWN, CLAYEY SAND (QAL.)
2 CK
8G
4_
5-.
6_
7 C
z
MOIST VERY LOOS
TO LOOSE
99.6 I 11.5
103.5 I 8.5
hoT
-
SOUTHERN CALIFORNIA
SOIL & TESTING,INC.
ATURATED
SUBSURFACE EXPLORATION LOG
LOGGED BY JH
J
DATE LOGGED: 11
-23-83
JOB NUMBER: 14272
A3
KL
z I. TRENCH NUMBER 6 Ul
_Jo -uj
ui 3 ELEVATION < U) 0. U)U) CL
uj U.. DESCRIPTION
-
I •l..
SM BROWN, SILTY SAND (TOPSOIL) MOIST
-
- _____
CL/Cl
____________________________________
BROWN, SANDY CLAY
_________
MOIST
2 CK
- SC YELLOW BROWN, CLAYEY SAND MOIST
CK
SM YELLOW BROWN, SILTY SAND MOIST
CK (LUSARDI FORMATION)
6..
7
8
-
I- UJO
I- tjJ w
cc w I- uj 0
00
0 . z ul - oz
0, 0 0 0 0
LOOSE
MEDIUM
STIFF 99.2 18.3
MEDIUM
DENSE
DENSE TO
VERY DENSE 119.2 13.1
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
I SOIL & TESTING,INCU LOGGED BY JH DATE LOGGED: 11-23-83
JOB NJMBER
14272 A 4
z
TRENCH NUMBER 7 '— w z
_J CC 3 . ELEVATION
cn In QO C')
—J
DESCRIPTION
Sc BROWN, CLAYEY SAND (QAL.) IMOIST
— z
wo LU LU I— Cl)
_ I—
)—
a. 0 CL LU . < < J Q• z
< 00
cc >- 0 z
0 0
LOOSE
i2.
0
SC/CI.I BROWN, VERY SANDY CLAY (QAL))WET MEDIUM
STIFF
104.3 I 19.6
5-1-I
I BG SL/CL GRAY & YELLOW BROWN, VERY
6 CK SANDY CLAY (WEATHERED
V -
LUSARDI)
7
8...
WATER SEEPAGE AT 61,2 AND 91
9_________
SM YELLOW BROWN, SILTY SAND MOIST — (LUSARDI FORMATION)
10
MEDIUM 101.3 1 20.7 STIFF
VERY
DENSE
r
SOUTHERN CALIFORNIA
I
1 SOIL & TESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY. DATE LOGGED: 1 1.23-8 JH 3
JOB NUMBER: 14272
uj
ui
z
cn
TRENCH NUMBER 8
ELEVATION
0 DESCRIPTION
SM BROWN, SILTY SAND (QAL.) -
1
2.
BG
3-
4
5
6-
7
Z CC I— LU0 z
_z Z >— uJ lU w (fl - -1- CC I— co Lu
0. Lu
_j 0.
0 0 0
MOIST ILOOSE
1, REFUSAL ON LARGE BOULDERS)
r.
SOUTHERN CALIFORNIA
< > SOIL & TSTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: JH DATE LOGGED: 11-23-83
JOB NUMBER: 14272 A 6
z
TRENCH NUMBER 9 '- w CC - - tU_ - z
_J°
=W Z Z
W uj
- z
ca cc > I-
IuO
- - I- LU ELEVATION < cn LU a.
I-Z
- CL 0 >-- oz a.
DESCRIPTION 0 0
0—
- Sc BROWN, CLAYEY SAND MOIST LOOSE -
1CK -
2_
CK SM YELLOW BROWN, SILTY SAND MOIST DENSE 116.8 12.8 - - BG (LUSARDI FORMATION)
3_ -
4__
SOUTHERN CALIFORNIA
I SOIL & TESTING,INCS
SUBSURFACE EXPLORATION LOG
LOGGED BY: JH DATE LOGGED 12383
JOB NUMBER: 14272 A 7
w
Lu 2-
cn
TRENCH NUMBER 10
ELEVATION
0..
-J
—
DESCRIPTION
SM DARK BROWN, SILTY SAND
-
1-
(TOPSOIL)
- BG
2_
CK
a.
z UI
ILl WQ) U) > I- -
ILl... l- .( UI < < _J 0.
0 0 0
LOOSE TO
MEDIUM
DENSE
111.1 I 9.5
MOIST
SM REDDISH BROWN, SILTY SAND MOIST
(QAL.)
51 l
MEDIUM
DENSE
105.6 I 9.1
I 6JBG
7
SOUTHERN CALIFORNIA
I SOIL & TESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: JH. IDATE LOGGED: 11_2383
JOB NUMBER: 14272 I A g
Iii 1 'I!j :1uhI i 1 :11 j
H't iT
1II,i.....;.:. •I•1I
II 1111
I • •Ii.i I
:::...:.:
:111
I j hi
40 50 60 70 80 90 100
80 100 120 140 160 180 200 120 150 180 210 240 270 300
JOB Carlsbad Ridg__ GEOLOGIST
JOB NO. 14272 ELEVATION 330 ft.-
-S5-1
TRAVERSE NO . SURFICIAL MATL. Silty Sand_______
TRAVERSE TYPE ______________ ROCK TYPE Granitic__.._
A9
180 120 60
I.. I i..... I
150 100 50 -', -' F---- ~--- --
:::::;;:
120 80 40 !'
::: •--
I
i. ! ' :t!: '::
90 60 30
I . ..
i .
60 40 20-
I
36 20 10 - nn
liii I1 .;
10 20 30
120 40 60
30 60 90
DISTANCE -> . SOUTHERN CALIFORNIA
BOIL & TESTING, INC.
SR•O RIVCRDALE UTET
MAN OIOO, CALIFORNIA 01O
180 120 60
; I
I. Ii
.150 100 50
1
I •
fi !f
120 10 40
i I 90 60 30
60 40 20
302010
&NQ 10
120
130
i . - . • . I . I
20 30
40 60
60 90
I
60 70
120 140
180 210
II
' !
4 14.lf14 '•
I;
:1
I' I
I j j
Ii
.!:IIi_:
80 90 100
160 180 200
240 270 300
40
80
120
DISTANCE
O SOUTHERN CALIFORNIA
BOIL & TESTING, INC.
.550 RIVSRD*Ls STREET
SAN 01500 CALIFORNIA 55150
JOB Carlsbad Ridge.. ____ GEOLOGIST-.j--H-L-. ______
JOB NO. 14272 ELEVATION 430 ft.
TRAVERSE NO. sURFICIAL MAT1. Silty Sa______
TRAVERSE TYPE ROCK TYPE Granitic
A 10
I
::!.:
HIH 1 ! ,HI ii;
'jLi
II'S I!:i I !
....;. ...
: •. ...t
I i
1:1
I,IIIf
••ItI• •.. ,.:..
!I..Ii2iI ...II .......ii
:1.: -••'
... -I .....:••
.1... . I . .......... .
_, I i .,• .,
4 ........i.•.................: ...............:
I I. . .
.' .............
i . ..... . IJ ....
i ..
180 120 60
15010050
120 30 40
90 60 30
60 40 20
:.t ill ............. II,.
- -t-.--~-.---- _...• II •;:-- I •••••. • . . •1•
:!.!l . jI.;... 1j •••
............................
I . i..,.I.. ,.;.;.
- 1
. :.. . ................
.....H ::.:::: ..... .......
:13J5 !4!0b:Q
30 20 0-
ca
LLL MR 10
30
DISTANCE
20
40
60
30
60
90
O SOUTHERN CALIFORNIA
SOIL & TESTING INC.
SUSO RIVSRDALE ST.SST
SAN DIUOO CALIFORNIA 55150
ITI..
:;:!L •'J
ii ...•i.I.
Ii
- •
$1
i I
I .1 1..
...
40 50 60 70 80 90 100
80 100 120 140 160 180 200 120 150 180 210 240 270 300
JOB Carlsbad Ridge-..--- GEOLOGIST J.H.
JOB NO. 14272 ELEVATION 320 ft.
TRAVERSE NO. S5-.3— SURFICIAL MAT'L. Clayey Sand_______
TRAVERSE TYPE ROCK TYPE Granitic
A 11
I.
30 • •1 60
60 80 100 120
90 120 150 i80
JOB _Carlsbad. Ridge_--.. --
JOB NO. 14272 -
TRAVERSE NO.
TRAVERSE TYPE
II
.1 .1.
:.... i . .1
70 80 90 100
140 160 180 200
210 240 270 300
GEOLOGIST LH. -- ......-• --
ELEVATION 365 ft.
SURFICIAL MAT'L.. Silty _Sand
ROCK TYPE Grani tic
I ii I I1 t t
:t 1111
.................... ii' ......
; —':- + --
t • II •.
I....l.. ......S
................... I;.lI ....•1 .
....... I.. . ..
I:: • i !
.................... .......................
......
I
I l l
..., .
30 20 10 L
, L ....
LA ilO
120
-130
DISTANCE
180 120 60
150 100 50
120 8040
90 60 30
60 40 20
20
40
60
. SOUTHERN CALIFORNIA
BOIL & TESTING, INC.
*SO IVURDALE STREET AN Dio, C*LIFONI* SMIQO
A 12
I
20
I
30
40 60
60 90
180 120 60
150 100 50
.. ..i I•••fI••
120 8040 - I '
. . •
!l • 906030
60 40 20
30 20 10 .:...yT .:
flflm . :
L 10
L4.....
120
130
DISTANCE
. SOUTHERN CALIFORNIA
BOIL & TESTING, INC.
.a RIVUROALI •TfT
MAN DIRCO CALIFORNIA •1RO
1. I•
L
TII!i'!
Tht- .I.1i4 F -
I : • It .
I -t•
It
. . TIff .
''
. . • •I I:
:..I I . ......;..I:.. . :
40 50 60 70 80 90 100
80 100 120 140 160 180 200 120 150 180 210 240 270 300
JOB Carlsbad Ridge_.. GEOLOGIST J.H.
JOB NO. 14272 . ELEVATION __ft. ._-
TRAVERSE NO. S55 ____ SURFICIAL MATL. Si lty Sand
TRAVERSE TYPE ________________ ROCK TYPE . -
I :..
A 13
L.. .
50 60
100 120
150 180
180 120 60
150 100 50
120 80 40
90 60 30
60 40 20
I • .• I .; ........1 •Ii .........ill ..
- ............ .....-.. ..............;.._i. - • . . .
Ii
:
11H
I II
, II .............I.. .. I:
....
:'I ............ii
!.,._. ..4_. - -.-.'-- --
: ........:;..
. I';: . ......
i.
46Q!--
.........
11 1 ir Fz
i*
. .1 •
--
:::;::...:.'.11i
I.
. . . . I .
I.
i .....4 $ •...,
:......
. .
1'
I I I
80 90 100
160 180 200
240 270 300
20 30 40
40 60 80
60 90 120
DISTANCE
. SOUTHERN CALIFORNIA
BOIL & TESTING INC.
USSO RIVSROALE STREET
SAN DIU0 CALIFORNIA 55150
JOB_ Carlsbad Ridge GEOLOGIST J.H.
JOB NO. 14272 ELEVATION 380 ft.
TRAVERSE NO. S5-6 SURFICIAL MAT'L. Silty Sand
TRAVERSE TYPE ROCK TYPE Grad ti C
I?i lii
BORING AND TRENCH LOGS FROM
GEOTECHNI CAL INVESTIGATION
TENNIS CLUB PUD
SAN DIEGO COUNTY, CALIFORNIA
PREPARED FOR:
Del Mar Financial
6851 '(arrow Drive
Carlsbad, California 92008
PR40 EPARED BY:
Southern California Soil & Testing, Inc.
Post Office Box 20627
6280 Riverdale Street
San Diego, California 92120
11
-
(U
>.
0 ;.8ORINGNUMBER1 i- °) z -; - -
(LIZ 2
I.-
(U .jc.) - - ELEVATION
2
LU Z
I-Z Z
2
-
—
- Z
>0 — —
I-
uj
0. 0 LL
ox U) 0. — <-LU 0.Cfl0 LU — a. - - <
_i
U) 0
<
0.2
<O uj
>. 02
0
LU 0.
cc - DESCRIPTION 0 0. 2 ., 0 0
- CL DARK GRAY BROWN SANDY CLAY MOIST SOFT
I -
(YOUNGER ALLUVIUM)
-
-
2 -'MEDIUM
STIFF -
3IBAG -
41
5
SC, DARK GRAY BROWN SANDY CLAY MOIST DENSE
- US CL CLAYEY SAND - 6 - (OLDER ALLUVIUM) 55 110.0 15.6 -
7.-
-
8- -
9
SC VERY DENSE - RED BROWN CLAYEY SAND
MOIST - 0- TO - SATU-
RATED 1 - US 44 110.9 18.3 -
2 -
3 BAG -
4 -
5 ---
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL & TESTING, INC. LOGGED BY: JRH 1DATE LOGGED: 5-5-83
'JOB NUMBER: 14151 j B 1
Lu
BORING NUMBER 1
< CONTINUED Z cc I Lu jç
- ELEVATION Lu
cr
w 0' U)
-
Cfl cn .
U)
U)
4
0
15
—J
0 DESCRIPTION
l[U7
SCLAYEY
RED BROWN AND GRAY BROWN VERY
~16 SAND MOIST
TO SAT
z >. — —
Z_ —
U)
LU
— 4< Z_ I— — >0
- cc LU — Z i— — 4—UJ - l) Cu U) (U 4 0 CL U) Lu CL —
Lu ,-• 0 z w 0. 2 0 0 0 0
U
I DENSE
45 I 114.5 I 18.0
URATED
17
119
120 39 1115.3 I 17.2
BORING ENDED AT 20'
SOUTHERN CALIFORNIA
j SOIL &TESTING,INC.
<*>
SUBSURFACE EXPLORATION LOG
LOGGED BY: JRH DATE LOGGED: 5-5-83
JOB NUMBER: 14151 8 2
-
- a. Ui
Ui CL >.
a.
z 0 TRENCH NUMBER 11
ELEV ATION
I- w
.( a. -
,- Z 'Z Ui Ui cn
a.
CL z 4
I- -
Ui
.
-
- -. Z
U) J
- z UJO
- - << - a. _________________
0-
U) DESCRIPTION 0 0
-
CH
________________________
Gray Brown Sandy Clay
_________
Moist
_________
Stiff
______ ______
-
(younger alluvium)
-
CK 102.4 19.4
-
4_ -
CL Gray Brown Sandy Clay Moist
- (weathered older alluvium)
5.
CK
6_
Stiff
113.7 I 15.2
MCM I Lnterbeded Gray Brown
& Silty Sand! Sandy Silt &
Sc Clayey Sand! Sandy Clay - I..
8 (older alluvium) ...
9-
10
11 -
. iTrench ended at 11'
Moi St Stiff
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL & TESTING,INC. LOGGED BY: CRB DATE LOGGED: 4-27-83
JOB NUMBER: 14151
B 3
E
I d
-
I z z - uJ__
- Iuo wL1JCfl I - z Z ( I iZ o 4C I 0 'U . 0 I (CL 0
- I CL z I6 ICr Io I Cr 0 0 I I 0 I
Stiff
Stiff
Medium
Dense 96.5 22.2
Dense to
Very
Dense
TRENCH NUMBER 12 '-UJ
UJ
ELEVATION < •
0. U, C1•5
CL
u)
CL
0
0
0 DESCRIPT!J 0-
-
1-
CH Brown Sandy Clay (topsoil) Moist
2--
CL Brown to Yellow Brown Moist
- Sandy Clay (weathered
3 - older alluvium)
- SM, Interbeded Yellow Brown Moist
CK MC & Silty & Clayey Sand & Sandy
- SC Silt (older alluvium)
5-
6_
7---
SM Gray Brown Silty Sand Moist
(pre-Quaternary sandstone) i8
CK
I 9-
- BAh
110_
-
1
Trench ended at 12'
I
=
I SOUTHERN CALIFORNIA
SOIL & TESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY: CRB IDATE LOGGED:
14151 B
4-27-83
JOB NUMBER:
Moist
Moist
Moist
TRENCH NUMBER 13
U.
-
ELEVATIO N
-
0. . U
Uj
)
In —J
o
0 DESCRIPTION
— -
SMc Brown Clayey Silty Sand
-
1--
(topsoil)
-
CL Brown Sandy clay
2-
SM Gray Brown & Yellow Brown
— Silty Sand (Lusardi
3 — Formation)
CK
4-
BAG
5-
6
>.
- UJO 2
Lu UJQ)
I-. I-
a.
Lu
CL
-
(I) Lu ( .(
O
0 0
Medium - Dense
Stiff
Dense to
Very
Dense
114.3 9.1
Stiff
Medium
Dense
Dense to
Very
Dense
- Trench ended at 6'
- TRENCH NUMBER 14 Ii—-
CH Brown Sandy Clay Moist
- (topsoil)
1-
2_
3 - - SC Gray Brown Sandy Clay! Clayey Moist
Sand (weathered Sandstone)
4 - Smk Yellow Brown & Gray Moist
Brown, Silty Sand
- BAG (Point Loma Formation)
5-
8
9—
Trench ended at 9'
_SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
LOGGED BY SOIL & TESTING,INC. CR8 4-27-1
DATE LOGGED:
JOB NUMBER:
14151 B 5
z
TRENCH NUMBER 18 LU
5?
z
- Lu
I-
z Lu Cl)
X1 Z -
-
Z
wo > -
-
I-.
,- o 3 u. ELEVATION Cl) 0. - LU CL U)
-
"
'0 °
2
_________________ . o - I-
0 z (M _________________
U' 0 cc 0 cc 0
o _ DESCRIPTION
-
SM Dark Gray Silty Sand Moist Loose to
- - Medium
l_ Dense -
SM Light Brown Silty Sand Moist Medium
- (younger alluvium) Dense -
3._
-
4__ -
5 CL Dark Gray Sandy Clay Moist Stiff -
- (Older Alluvium)
-
6_
-
CK
-
7_
-
8_
-
-
lO_
11
-
-
-
- I-
Trench ended at 11' -
8 SOUTHERN CALIFORNIA
SOIL & TESTING,INC.
SUBSURFACE EXPLORATION LOG
LOGGED BY CRB IDATE LOGGED: 5-3-83
14151 j
- -
JOB NUMBER: B 6
z
E TRENCH NUMBER 19 U > - - z -
- Z
-U CC
z
'- i-
tuo
-
ELEVATION
Q. -
Z
u uj - qc
I- 5 -I 0. w
0 0
0- -
DESCRIPTION
____
CL Brown Sandy Clay
_________________________
Moist Medium
-
(topsoil) Stiff
-
SM & Interbeded Yellow Brown Moist Very
- CL & Gray Brown Silty Sand & Dense! -
Sand Clay (pre-Quaternary Hard -
PB sandstone)
-
-
5_ -
6 -
-
Trench ended at 7'
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL& TESTING,1NCS LOGGED BY. CRB DATE LOGGED: 5...3..83
joa NUMBER: 14151 jB 7
4
z
TRENCH NUMBER 20 I-W - W .I1Jz 4 _j U
-
Z cc z
LU LU
z
cn -
z
0 >
- 5 u. E...EVA.TICN - i...
LU 4 (A
49
CL CL z CC >.-
00
fj)- ,.-
01 Uj
..J 3.
-J U DESRIPTIDN ° °
CL Brown Sandy Clay Moist Medium
(younger alluvium) Stiff
SML Yellow Brown & Gray Moist Very
Brown (weathered older Dense! - alluvium) Hard -
Trench ended at 12'
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
LOGGED BY CRB IDATE LOGGED:
5.3.83
> SOIL & TESTING,INCI
JOB NUMBER:
lB 14151 8
-.
CK
7
8...
9
10
11
12
a. 0
; TRENCH NUMBER 21
ZI
de
Z CC U Z - lu Z 4
j M I—Z
-
z = z
>
-
i— C) W ELEVATION < U) a.-
Ui
0..
Uj — ,-
Ul 4.4 C.. U) -- a.0 CL
00 cc
)._
I- sz
0 Cr
- a.. Uj O
OESOIPTION
cn
o__ U
CH Gray Brown Sandy Clay Moist Stiff
- - (topsoil)
-
2_
SM Gray Brown & Yellow Moist Dense to
- Brown Silty Sand Very - 3 - (pre-Quaternary sandstone) Dense -
4
- - CK
5_
-
6_
-
7
-
Trench ended at 7'
0
- TRENCH NUMBERS 22
CH Brown Clay
1 (topsoil) -
2..
Yellow Brown Sandy Clay CL
-
SM Gray Brown & Yellow to
Red Brown Silty Sand
- (Lusardi Formation)
5
8
-
Trench ended at 8'
Moist to Stiff
Wet
Moist IDense
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL & TESTING,INC.
LOGGED BY: CRB DATE LOGGED: 5-3-83
JOB NUMBER
14151 1 B 9 5-20-83
TRENCH NUMBER 23
W - ELEV.N -
a.
-J
U, w
0 -J
0- DESCRIPTION
—
SC Red Brown Clayey Sand
1-
(topsoil)
- SM Gray Brown & Yellow Brown 2
- Silty Sand
- (Lusardi Formation)
3-
4-
5
6_
Moist Dense to
Very
Dense
I z ZZ_ uj Ui0 I U., z I&Jc1
- Ch w — .1 i— z 4 o o •. I
-
.( I -'
I
C cc cc
L 0 z LU
I 0 I 0
Moi St Mediu-
Dense
- Trench ended at 5'
TRENCH NUMBER 24 -
CH Brown Clay
- (topsoil)
2_
CL Yellow Brown Sandy Clay
3
- SM Gray Brown & Yellow to Red
- Brown Silty Sand
4 - (Lusardi Formation)
5
16
— _
Trench ended at 9'
SOUTHERN CALIFORNIA
SOIL &TESTING,INC.
Moist to Stiff
Wet
Moist IDense
SUBSURFACE EXPLORATION LOG
LOGGED BY: CRB DATE LOGGED: 5-20-83
JOB NUMBER:
14151 D in
z
- TRENCH NUMBER 25
4
- ELEVATION
- CL &)
0
4 4
0 -J
0 DESCRIPTION -
CL Brown Sandy Clay
- (topsoil.)
1.
2
3_
SMéL Yellow Brown & Gray Brown
- Silty Sand & Silty Clay
4 - (pre-Quaternary sandstone)
5
6
7
-
Trench ended at 7'
- TRENCH NUMBER 26 o - -
SM Brown Silty Sand
- (topsoil)
SCL Brown Sandy Clay! Clayey
2 - -
Sand
SM Gray Brown & Yellow Brown
- Silty Sand
3 -
(Lusardi Formation)
'4 -
I
-
Trench ended at 6
SOUTHERN CALIFORNIA
SOIL & TESTING,INCS
Z CC Z
I-.tu
-
z
UJ O UJ la )- -
>
-
Cl) (I) UI 44
0 z
0U U
Moist Stiff
Moist I Dense
Moist Medium
Dense
Moist Stiff
Moist Dense
SUBSURFACE EXPLORATION LOG
LOGGED BY CRB DATE LOGGED: 5-20-83
JOB NUMBER: 14151 B 11
I-. a.
C
0
1
2
3
4
5
6
Z
TRENCH NUMBER 27 '- w dR z
4
.j
Z CC
M )-
Z x
j Cn
z
Cl) UJ 0Ul - -
Lu 3 ELEVATION U)cc W ) Z -.
• U) 3 a. C Ca.
X CC 0 z ui 4
0.
4
U) 0 C DESCRIPTION u
CH
l
Brown & Red Brown Sand Clay Moist to Stiff
1 (topsoi.1) Wet
Yellow Brown
SM Gray Brown & Yellow Brown Moist
Silty Sand
I(Lusardi Formation)
Dense to
Very
Dense
0-
2
3-
4-
5
6
Trench ended at 6'
TRENCH NUMBER 28
SM Brown Silty Sand Moist
(topsoil)
SC Red Brown Sandy Clay/Clayey Moist
Sand
SM Gray Brown & Yellow Brown Moist
Silty Sand
(Lusardi Formation)
Medium
Dense
Medium
Dense
Dense to
Very
Dense
Trench ended at 6'
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL & TESTING,INC. LOGGED BY: CRB IDATE LOGGED:
JOB NUMBER:
14191 B 12
zt
TRENCH NUMBER 29
ELEVATION
U, Lu
0 4
—J
o DESCRIPTION
______
CH Dark Gray Sandy Clay
-
1-
(topsoil/younger alluvium)
2_
SMc Interbeded Yellow to Red
- & Brown Clayey Silty Sand &
3_ MC 6L Silty Clay
-
(older alluvium)
S.
6
Moist Medium
Dense
I— dP z z Z UJ O -
-
I— I—
i-.. Z
W44
- - CL z = 0 z 00 0 =0 U 0 C.)
Mo St Medium
Stiff
Trench ended at 6'
- TRENCH NUMBER 30
0- -
CH Dark Gray Sandy Clay
- (topsoil)
2--.
SC
6_
10_
I ended at 10' I
Moist Stiff
Medium
Dense to
Dense
Dense to
Very
Dense
Red Brown Sandy Clay! Clayey Moist
Sand
SM Gray Brown & Yellow Brown Moist Silty Sand
(Lusardi Formation)
SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG
SOIL & TESTING,INC. LOGGED BY. CRB DATE LOGGED:
5 -20-83
JOB NUMBER:
14151 B 13
APPENDIX C
8 SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
0,0111 1.4
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 Recommended
Grading Specifications and shall supersede the provisions contained
hereinafter in the case of conflict. These specifications shall only be
used in conjunction with 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.
[ei N 4*J' W (S I I i I
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 reconrtendations.
If, in the opinion of the Soil Engineer, substandard conditions are
encountered, such as; questionable or unsuitable soil, unacceptable moisture
(R-8/87)
SCS&T 8821121 September 9, 1988 Appendix A, page 2
content, inadequate compaction, adverse ueather, etc., construction should
be stopped until the conditions are remedied or corrected or he shall
recoimend rejection of this work.
Test methods usd to determine the degree of compaction should be performed
in accordance with the following American Society for Testing and Materials
test methods:
Maximum Density & 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 10 REXEIVE 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 recoimendation contained in the preliminary geotechnical
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-8/87)
SCS&T 8821121 September 9, 1988 Appendix A, 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 1/2 tines 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 wiae. The 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 requirenents of the Soil Engineer. This includes, but is not limited
to, septic tanks, fuel tanks, sewar 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 walls 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.
Materials to be placed in the fill shall be approved by the Soil Engineer
and shall be free of vegetable matter and other deleterious substances.
(R-8/87)
SCS&T 8821121 Septeither 9, 1988 Appendix A, page 4
Granular soil shall contain sufficient fine material to fill the voids. 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
characteristici 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.
PLPCIM AND (flPPL'2ICV OF FILL
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 equipnent 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 maxiJTn.irn size and spacing of rock permitted in structural
fills and in non-structural fills is discussed in the geotechnical report,
when applicable.
(R-8/87)
SCS&T 8821121 September 9, 1988 Appendix A, page 5
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
discretion. When the compaction test indicates that a particular layer is
less than the equired 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 mans 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 section 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 coirinunication. 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-8/87)
SCS&T 8821121 September .9, 1988 Appendix A, page 6
CIIF 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 are 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.
[•:c+.'i..l,i(• j
Field observation by the Soil Engineer or his representative 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 his
duty to compact all fill material to the specified degree of compaction.
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-8/87)
SCS&T 8821121 September 9, 1988 Appendix A, page 7
REX11MENDED GRADING SPECIFICATIONS - SPECIAL PROVISIcS
RELFIVE C PICPIC: The miniirn2ln degree of compaction to be obtained in
compacting natiral ground, in the compacted fill, and in the compacted
backfill shall be at least 90 percent. For street and parking lot subgrade,
the upper six inches should be compacted to at least 95% relative
compaction.
EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil
which has an expansion index of 50 or greater when tested in accordance with
the Uniform Building Code Standard 29-C.
OVEIIZED NN1RIAL: Oversized fill material is generally defined herein as
rocks or lumps of soil over 6 inches in dianeter. Oversize materials should
not be placed in fill unless reconirendations of placenent of such material
is provided by the soils engineer. At least 40 percent of the fill soils
shall pass through a No. 4 U.S. Standard Sieve.
TRANSITI 1015: 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 recolpácted as structural
backfill. In certain cases that would be addressed in the geotechnical
report, special footing reinforcement or a combination of special footing
reinforcexrent and undercutting may be required.
(R-8/87)
771
I /OQ
/ •';/97
/
/ I)
/• / VI
— V /
-•.•••-
/T2!8
/c
Kgr :
Qai- ''If IlI1It(( fl"
00
L JIl
'fl
T
I
)
/
• • I
- \\ I VV \ __
-V.-
I
I
I
7/7T'
-:•' ,H' / -
LEGEND
TRENCH LOCATION (SCST REPORT #14272)
I) BORRKI LOCATION (SCST REPORT #14151) TRENCH LOCATION (SCS.T REPORT #14151)
BORING LOCATION — TRENCH LOCATION
(Sr CRETACEOU$ GRANITE BATNOLITH
SI CRETACE GUS LUSARD) FORMATION Kp CRETACEOUS POINT LOMA FORMATION QOBI/Ol OUATEAHARV OLDER ALLUVIUM/TERRACE DEPOSITS 0.1 QUATERNARY ALLUVIUM 0.1 ARTIFICIAL FILL I—) SEISMIC TRAVERSE
SEISMIC TRAVERSE
?? POSSIBLE FAULT LOCATION
CO APPROXIMATE AREA OF-LARGE SURFACE BOULDERS
APPROXIMATE LOCATION OF 0*5 TREES
r 8OnHURN OALBNI
::.