HomeMy WebLinkAboutCT 15-08; Carlsbad Ranch PA 5, Phase 3; Geotechnical Investigation; 2015-04-24Geotechnical
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GEOTECHNICAL INVESTIGATION
Marbrisa Resorts -Phase III
Grand Pacific Resorts
Carlsbad, California
Material
Inspection
and Testing
Environmental
Services
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GEOTECHNICAL INVESTIGATION
Marbrisa Resorts -Phase III
Grand Pacific Resorts
Carlsbad, California
Prepared For:
Grand Pacific Resorts
5900 Pasteur Court, Suite 200
Carlsbad, California 92008
Prepared By:
MTGL, Inc.
6295 Ferris Square, Suite C
San Diego, California 92121
April 24, 2015
MTGLProjectNo. 1916A11
MTGL Log No. 15-1063
Environmental
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April24, 2015
Grand Pacific Resorts
5900 Pasteur Court, Suite 200
Carlsbad, California 92008
Attention: Mr. Houston Arnold
hni
MTGL Project No. 1916A11
MTGL Log No. 15-1063
Subject: GEOTECHNICAL INVESTIGATION
Marbrisa Resorts -Phase III
Grand Pacific Resorts
Carlsbad, California
Dear Mr. Arnold:
In accordance with your request and authorization we have completed a
Geotechnical Investigation for the subject site. We are pleased to present the
following report which addresses both engineering geologic and geotechnical
conditions including a description of the site conditions, results of our field
exploration and laboratory testing, and our conclusions and recommendations for
grading and foundations design.
Based on our investigation, the site will be suitable for construction, provided the
recommendations presented herein are incorporated into the plans and specifications
for the proposed construction. Details related to geologic conditions, seismicity, site
preparation, foundation design, and construction considerations are also included in
the subsequent sections of this report.
We appreciate this opportunity to be of continued service and look forward to
providing additional consulting services during the planning and construction of the
project. Should you have any questions regarding this report, please do not hesitate
to contact us at your convenience.
Respectfully submitted,
MTGL, Inc.
A: {(/1
Sam E. Valdez, R:CE 56226, GE 2813
Page i of iii
Marbrisa Resorts -Phase ill --Geotechnical Investigation
Carlsbad, California
TABLE OF CONTENTS
MTGL Project No. 1916Al1
MTGL Log No. 15-1063
1.00 INTRODUCTION ....................................................................................................................... 1
1.01 PLANNED CONSTRUCTION .......................................................................................................... 1
1.02 SCOPE OF WORK .................................. ················ ....................................................................... 1
1.03 SITE DESCRIPTION ...................................................................................................................... 1
1.04 FIELD INVESTIGATION ................................................................................................................ 2
1.05 LABORATORY TESTING .............................................................................................................. 3
2.00 FINDINGS ................................................................................................................................... 4
2.01 REGIONAL GEOLOGIC CONDITIONS ........................................................................................... .4
2.02 SITE GEOLOGIC CONDITIONS ...................................................................................................... 4
2.03 GROUNDWATER CONDITIONS ...................................................................................................... 5
2.04 FAULTING AND SEISJ\1ICITY ......................................................................................................... 5
2.05 LIQUEFACTION POTENTIAL .......................................................................................................... 6
2.06 LANDSLIDES ................................................................................................................................ 6
2.07 TSUNAMI AND SEICHE HAZARD .................................................................................................. 6
3.00 CONCLUSIONS ........................................................................................................................ 7
3.01 GENERAL CONCLUSIONS ............................................................................................................ 7
3.02 EARTHQUAKE ACCELERATIONS\ CBC SEISMIC PARAMETERS .................................................. 7
3.03 EXPANSION POTENTIAL .............................................................................................................. 8
4.00 RECOMMENDATIONS ........................................................................................................... 9
4.01 EXCAVATION CHARACTERISTICS/SHRINKAGE ........................................................................... 9
4.02 SETTLEMENT CONSIDERATIONS ................................................................................................. 9
4.03 SITE CLEARING RECOMMENDATIONS ....................................................................................... 10
4.04 SITE GRADING RECOMMENDATIONS-STRUCTURES ................................................................ 1 0
4.05 SITE GRADING RECOMMENDATIONS-CUT/FILL TRANSITION ................................................. 11
4.06 SITE GRADING RECOMMENDATIONS-HARDSCAPE AND PAVEMENTS .................................... 11
4.07 COMPACTION REQUIREMENTS .................................................................................................. 11
4.08 FILL MATERIALS ....................................................................................................................... 11
4.09 SWIMMING POOLS ······························· ..................................................................................... 12
4.10 SLOPES ..................................................................................................................................... 12
4.11 FOUNDATIONS .......................................................................................................................... 13
4.12 CONCRETE SLABS ON GRADE AND MISCELLANEOUS FLATWORK ............................................ 13
4.13 PREWETTING RECOMMENDATION ............................................................................................ 15
4.14 CORROSIVITY .............................. ································· ················ ............................................ 15
4.15 RETAINING WALLS ................................................................................................................... 15
4.16 FOUNDATION SETBACKS .......................................................................................................... 17
4.17 PAVEMENT DESIGN .................................................................................................................. 17
4.17.1 ASPHALTCONCRETE ............................................................................................................ 17
4.17.2 PORTLAND CEMENT CONCRETE ........................................................................................... 18
4.18 CONSTRUCTION CONSIDERATIONS ........................................................................................... 18
4.18.1 MOISTURE SENSITIVE SOILS/WEATHER RELATED CONCERNS ............................................... 18
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Marbrisa Resorts -Phase III --Geotechnical Investigation
Carlsbad, California
MTGL Project No. 1916A11
MTGL Log No. 15-1063
4.18. 2 DRAINAGE AND GROUNDWATER CONS!DERA TIONS .............................................................. 19
4.18.4 UT!L!TYTRENCHES. ............................................................................................................. 21
4.18.5 SITEDRAINAG£ ................................................................................................................... 22
4.19 GEOTECHNICAL 0BSERV ATION/TESTING OF EARTHWORK OPERATIONS ................................. 22
5.00 LIMITATIONS ........................................................................................................................ 23
ATTACHMENTS:
Figure 1 -Proposed Development Plan
Figure 2 -Rough Topo Map
Figure 3 -Geologic Cross Section (A-A')
Figure 4-Geologic Cross Section (B-B')
Figure 5-Geologic Cross Section (C-C')
Figure 6-Geologic Cross Section (D-D')
Figure 7-Geologic Cross Section (E-E')
Figure 8-Retaining Wall Drainage Detail
Appendix A -References
Appendix B-Field Exploration Program
Appendix C-Laboratory Test Procedures
Appendix D-Standard Earthwork and Grading Specifications
Page iii of iii
112'15 h·ITi, Square·. Suite C
San Dic·gu. CA 92121
(X:'iXl 5:17-3'199
Marbrisa Resorts -Phase III--Geotechnical Investigation
Carlsbad, California
1.00 INTRODUCTION
MTGL Project No. 1916A11
MTGL Log No. 15-1063
In accordance with your request and authorization, MTGL, Inc. has completed a Geotechnical
Investigation for the subject site. The following report presents a summary of our findings,
conclusions and recommendations based on our investigation, laboratory testing, and engineering
analysis.
1.01 Planned Construction
It is our understanding that the Phase III Project will include construction of a total of six villa
buildings that range from two to four stories, two four-story hotel buildings, a one-story
restaurant/lobby/meeting building, two one-story maintenance/back of hotel buildings, and a
potential two-story parking garage. Other improvements at the site are to include automobile
parking, concrete hardscape, swimming pool, and associated underground utilities. The proposed
development is shown on the Proposed Development Plan, Figure 1.
1.02 Scope of Work
The scope of our geotechnical services included the following:
• Review of geologic, seismic, ground water and geotechnical literature.
• Logging, sampling and backfilling of 13 exploratory borings drilled with an 8-inch diameter
hollow stem auger drill rig to a maximum depth of 51 Yz feet below existing grades and 19
exploratory test pits with a mini-excavator to a maximum depth of 10 feet below existing
grade. Appendix B presents a summary of the field exploration program.
• Laboratory testing of representative samples (See Appendix C).
• Geotechnical engineering review of data and engineering recommendations.
• Preparation of this report summarizing our findings and presenting our conclusions and
recommendations for the proposed construction.
1.03 Site Description
The project is located along Grand Pacific Drive, south of Cannon Road, in Carlsbad, California.
The Proposed Development Plan, Figure 1, shows the site and proposed development layout. The
site is bordered on the north by Cannon Road, on the west by undeveloped land, on the south by
previous development within the Grand Pacific Resorts, and on the east descending slopes. Grand
Pacific Drive runs through the site in a north-south direction.
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San Dic~u. CA '!2121
l~'~l 5n-3CJ'J'J
Marbrisa Resorts -Phase III--Geotechnical Investigation
Carlsbad, California
MTGL Project No. 1916All
MTGL Log No. 15-1063
Portions of the site were part of previous grading activities which created relatively level pads
graded so that sheet flow would take rainwater to a detention basin. Portions of the site are being
used as agricultural fields growing flowers while the remainder of the site is barren. There is a
large stockpile of soil on the northeastern portion of the development. The stockpile of materials is
from previous grading activities within the entire Marbrisa Grand Resorts development. Figure 2,
Rough Topo Map, was generated using the 'As-Built' conditions following the previous grading
activities. Figure 2 does not accurately represent the topography of the entire site since it does not
show the stockpile of the soil that was generated from previous grading activities.
1.04 Field Investigation
Prior to the field investigation, a site reconnaissance was performed by an engineer from our office
to mark the boring and test pit locations, as shown on the Proposed Development Plan, and to
evaluate the borings and test pits exploration locations with respect to obvious subsurface structures
and access for the drilling rig. Underground Service Alert was then notified of the marked location
for utility clearance.
Our subsurface investigation consisted of drilling test borings utilizing a truck mounted drill rig
equipped with an 8-inch diameter hollow stem auger and excavating test pits with a track mounted
mini-excavator. See Appendix B for further discussion of the field exploration including logs of
test borings and test pits.
Borings were logged and sampled using Modified California Ring (Ring) and Standard Penetration
Test (SPT) samplers at selected depth intervals. Samplers were driven into the bottom of the boring
with successive drops of a 140-pound weight falling 30 inches. Blows required driving the last 12
inches of the 18-inch Ring and SPT samplers are shown on the boring logs in the "blows/foot"
column (Appendix B). SPT was performed in the borings in general accordance with the American
Standard Testing Method (ASTM) D 1586 Standard Test Method. Representative bulk soil samples
were also obtained from our borings and test pits.
Each soil sample collected was inspected and described in general conformance with the Unified
Soil Classification System (USCS). The soil descriptions were entered on the boring logs. All
samples were sealed and packaged for transportation to our laboratory.
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629'1 l·crri, Squ;u\\ Suite' C
San Dicgu, ('-\ '!2121
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Marbrisa Resorts -Phase Ill --Geotechnical Investigation
Carlsbad, California
1.05 Laboratory Testing
MTGLProjectNo.1916All
MTGL Log No. 15-1063
Laboratory tests were performed on representative samples to verify the field classification of the
recovered samples and to determine the geotechnical properties of the subsurface materials. All
laboratory tests were performed in general conformance with ASTM or State of California Standard
Methods. The results of our laboratory tests are presented in Appendix C of this report.
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Marbrisa Resorts ~ Phase ill --Geotechnical Investigation
Carlsbad, California
2.00 FINDINGS
2.01 REGIONAL GEOLOGIC CONDITIONS
MTGL Project No. 1916A11
MTGL Log No. 15-1063
The site is located in the coastal portion of the Peninsular Range Province of California. This area
of the Peninsular Range Province has undergone several episodes of marine inundation and
subsequent marine regression throughout the last 54 million years, which has resulted in the
deposition of a thick sequence of marine and nonmarine sedimentary rocks on the basement rock of
the Southern California Batholith. Gradual emergence of the region from the sea occurred in
Pleistocene time, and numerous wave-cut platforms, most of which were covered by relatively thin
marine and nonmarine ten·ace deposits, formed as the sea receded from the land. Accelerated
fluvial erosion during periods of heavy rainfall, coupled with the lowering of the base sea level
during Quaternary times, resulted in the rolling hills, mesas, and deeply incised canyons which
characterize the landforms in the general site vicinity today.
2.02 SITE GEOLOGIC CONDITIONS
As observed during this investigation, and our review of geotechnical maps, the site is underlain at
depth by Quaternary-aged Old Paralic Deposits, Unit 2-4 Undivided (Q0 p2-4) and Tertiary-aged
Santiago Formation (Tsa). Previously placed engineered fill materials were encountered above the
formational materials. Logs of the subsurface conditions encountered in our borings are provided
in Appendix B. Generalized descriptions of the materials encountered during this investigation are
presented below. Geologic Cross Sections are shown on Figures 3 thru 7. The Geologic Cross
Sections were prepared using the information obtained from the Rough Topo Map, Figure 2.
Previously placed fill soils were encountered in all borings and test pits, except for Test Pit numbers
1 and 13, and extended up to 15V2 feet below existing grade. As observed in our borings and test
pits, the fill materials consisted of Silty Sand (SM), Clayey Sand (SC), Sandy Clay (CL), and Sandy
Fat Clay (CH). The fills ranged in color from brown, reddish brown, and yellowish brown. In
general, the sands were fine to coarse grained, loose to medium dense and the clays were medium
plasticity and were firm to hard. Some organics and gravels were encountered in the fills.
Quaternary-aged Old Paralic Deposits, Unit 2-4 Undivided (Q0 p2-4) [formerly Terrace Deposits]
was encountered in all the borings and test pits at depths that ranged from existing ground surface
to 35 feet below existing grade. As observed in our explorations, the Old Paralic Deposits
consisted of Silty Sandstone 'SM', Poorly Graded Sandstone with Silt 'SP-SM', Sandy Claystone
'CL', and Claystone 'CL'. Colors ranged from reddish brown, dark brown, light brown, orangish
brown, yellowish brown, reddish brown with black, and gray. The sandy materials were fine to
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62'!) Fcui, Squ;l!c'. Suite· C
San D1c!!"· CA '!21.:' I
(g:i.~) :i1).J()l)l)
Marbrisa Resorts -Phase III -Geotechnical Investigation
Carlsbad, California
MTGL Project No. 1916A11
MTGL Log No. 15-1063
coarse grained, moist, and moderately cemented. The clayey materials encountered were medium
plasticity, moist, and moderately indurated. In general, the Old Paralic Deposits are considered
suitable for support of structural loading in their current condition.
Tertiary-aged Santiago Formation was encountered throughout the site below the Old Paralic
Deposits. The Santiago Formation material encountered consisted of Silty Sandstone 'SM', Poorly
Graded Sandstone 'SP', Poorly Graded Sandstone with Silt 'SP-SM', Siltstone 'ML', Claystone
'CL', and Fat Claystone 'CH'. The sandy materials were light reddish brown, light gray, light
brown, yellowish brown, fine to medium grained, moist, and moderately cemented. The siltstone
materials encountered were observed to be light organish brown and gray, non-plastic, moist, and
moderately cemented. The claystones encountered were gray, medium to high plasticity, moist, and
moderately to strongly indurated. The Santiago Formation material is expected to underlie Old
Paralic Deposits. In general, the sandy materials of the Santiago Formation are considered suitable
for support of structural loading in their current condition; however, there are highly expansive
clayey portions of the formation that require special handling during construction.
2.03 Groundwater Conditions
Groundwater was encountered in one boring, Boring B-1, at a depth of 41 feet below existing
grade. It should be recognized that excessive irrigation, or changes in rainfall or site drainage could
produce seepage or locally perched groundwater conditions within the soil underlying the site.
2.04 Faulting and Seismicity
Active earthquake faults are very significant geologic hazards to development in California. Active
faults are those which have undergone displacement within the last approximately 11,000 years.
Potentially active faults show evidence of displacement within the last approximately 1.6 million
years. The site is not located within an Alquist-Priolo Earthquake Fault Zone and there are no
known active faults mapped through the site, therefore, surface rupture of an active fault is not
considered to be a significant geologic hazard at the site.
Potential seismic hazards at the site are anticipated to be the result of ground shaking from seismic
events on distant active faults. The nearest known active fault is the Rose Canyon fault zone, which
is located about 5.0 miles west of the site. A number of other significant faults also occur in the
San Diego metropolitan area suggesting that the regional faulting pattern is very complex. Faults
such as those offshore are known to be active and any could cause a damaging earthquake. Other
active faults within the region include the Coronado Banks fault zone, approximately 21.0 miles
southwest of the site, and the Elsinore fault zone, approximately 22.6 miles northeast of the site.
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6295 l·c·tri, Squ~trc. Suite' ( ·
San Dic·gn. C\ '!2121
(X~X) 5-~7-YJI.J'J
Marbrisa Resorts -Phase III --Geotechnical Investigation
Carlsbad, California
MTGL Project No. 1916A11
MTGL Log No. 15-1063
The San Diego metropolitan area has experienced some major earthquakes in the past, and will
likely experience future major earthquakes.
2.05 LIQUEFACTION POTENTIAL
Liquefaction is a phenomenon where earthquake induced ground vibrations increase the pore
pressure in saturated, granular soils until it is equal to the confining, overburden pressure. When
this occurs, the soil can completely lose its shear strength and become liquefied. The possibility of
liquefaction is dependent upon grain size, relative density, confining pressure, saturation of the
soils, and strength of the ground motion and duration of ground shaking. In order for liquefaction
to occur three criteria must be met: underlying loose, coarse-grained (sandy) soils, a groundwater
depth of less than about 50 feet and a nearby large magnitude earthquake. Given the relatively
dense nature of the subsurface soils, and the absence of a groundwater table, the potential for
liquefaction at the site is considered to be negligible.
2.06 LANDSLIDES
Evidence of ancient landslides was not found at the subject site. Recommendations are provided in
the following sections of the report which will help to reduce the potential for future slope
instabilities.
2.07 TSUNAMI AND SEICHE HAZARD
The site is not located within an area mapped by the California Geological Survey as subject to
inundation by tsunami. Given the location of the site at an elevation of over 200 feet MSL, within a
densely developed area, the inundation hazard posed by tsunami is considered to be low. Seiches
are not considered to be a hazard due the absence of above-ground tanks or reservoirs located
immediately up gradient from the site.
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San Die~''-Cc\ '121 ~I
(X:;X) 'i\7-J'J'I'J
Marbrisa Resorts ~Phase III -~Geotechnical Investigation
Carlsbad, California
3.00 CONCLUSIONS
3.01 GENERAL CONCLUSIONS
MTGLProjectNo.l916All
MTGL Log No. 15-1063
Given the findings of the investigation, it appears that the site geology is suitable for the proposed
construction. Based on the investigation, it is our opinion that the proposed development is safe
against landslides and settlement provided the recommendations presented in our report are
incorporated into the design and construction of the project. Grading and construction of the
proposed project will not adversely affect the geologic stability of adjacent properties. The nature
and extent of the investigation conducted for the purposes of this declaration are, in our opinion, in
conformance with generally accepted practice in this area. Therefore, the proposed project appears
to be feasible from a geologic standpoint. There appears to be no significant geologic constraint
onsite that cannot be mitigated by proper planning, design, and sound construction practices.
Specific conclusions pertaining to geologic conditions are summarized below:
• Due to proximity of the site to regional active and potentially active faults, the site could
experience moderate to high levels of ground shaking from regional seismic events within
the projected life of the building. A design performed in accordance with the current
California Building Code and the seismic design parameters of the Structural Engineers
Association of California is expected to satisfactorily mitigate the effects of future ground
shaking.
• The potential for active (on-site) faulting is considered low.
• The potential for liquefaction during strong ground motion is considered low.
• The potential for landslides to occur is considered low if the remedial recommendations
presented herein are incorporated.
• The on-site fill materials are considered not suitable for structural support in their present
condition. Recommendations are presented in the following sections for remedial grading
at the site.
• The proposed structures may be supported by a conventional shallow foundation system if
the undocumented fill materials are mitigated as recommended.
3.02 EARTHQUAKE ACCELERATIONS\ CBC SEISMIC PARAMETERS
The 2013 California Building Code seismic design parameters were obtained from the USGS
website using a project location of latitude 33.13° North and a longitude of 117.31° West. Based
upon the anticipated grading requirements at the site a Site Class D was used for the project. The
2013 Seismic Design Parameters are presented below:
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Marbrisa Resorts -Phase III -Geoteclmical Investigation
Carlsbad, California
Ground Motion Value Parameter
Ss 1.119g
s1 0.431g
Site Class D
SMs 1.178g
SMI 0.676g
Sos 0.785g
SDI 0.450g
3.03 EXPANSION POTENTIAL
MTGL Project No. 1916All
MTGL Log No. 15-1063
Highly expansive claystone materials were encountered within the Santiago Formation. The
claystone observed had an Expansion Index of233. These materials are not considered suitable for
support of any new loads. Recommendations are provided in this report for mitigation of these
highly expansive clayey materials. Other clayey materials were encountered within the fill and Old
Paralic Deposits and are considered to have a very low to medium expansion potential (Expansion
Index of 0 to 71). The on-site fill soil could be used for structural support but structural design
criteria should be taken into consideration for the on-site soil's medium expansion potential.
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Marbrisa Resorts ~Phase III -Geotechnical Investigation
Carlsbad, California
4.00 RECOMMENDATIONS
MTGLProjectNo.l916All
MTGL Log No. 15-1063
Our recommendations are considered minimum and may be superseded by more conservative
requirements of the architect, structural engineer, building code, or governing agencies. The
foundation recommendations are based on the expansion index and shear strength of the onsite
soils. Import soils, if necessary should have a very low expansion potential (Expansion Index less
than 20) and should be approved by the Geotechnical Engineer prior to importing to the site. In
addition to the recommendations in this section, additional general earthwork and grading
specifications are included in Appendix D.
4.01 EXCAVATION CHARACTERISTICS/SHRINKAGE
Our exploratory borings were advanced with little difficulty within the fill soils and no oversize
materials were encountered in our subsurface investigation. Our exploratory borings were
advanced with some effort within the moderately cemented formational materials. Accordingly we
expect that all earth materials will be rippable with conventional heavy duty grading equipment
with experienced operations and that oversized materials are not expected.
Shrinkage is the decrease in volume of soil upon removal and recompaction expressed as a
percentage of the original in-place volume, which will account for changes in earth volumes that
will occur during grading. Bulking is the increase in volume of soil upon removal recompaction
expressed as a percentage of the original in-place volume. Our estimate for shrinkage of the onsite
fill soils are expected to range from 5 to 1 0 percent. Our estimate for bulking of the formational
materials is estimated to range from 5 to 10 percent. It should be noted that bulking and shrinkage
potential can vary considerably based on the variability of the in-situ densities of the materials in
question.
4.02 SETTLEMENT CONSIDERATIONS
Based on the proposed grading recommendations, we anticipate that properly designed and
constructed foundations that are supported on compacted fill materials will experience a total static
settlement of up to 1.0 inch with differential settlements of Yz an inch. As a minimum, structures
supported by shallow conventional foundations should be designed to accommodate a total
settlement of at least 1.0 inch with differential settlements of Yz an inch over a horizontal distance of
40 feet.
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Marbrisa Resorts -Phase III--Geotechnical Investigation
Carlsbad, California
4.03 SITE CLEARING RECOMMENDATIONS
MTGL Project No. 1916A11
MTGL Log No. 15-1063
All surface vegetation, trash, debris, asphalt concrete, portland cement concrete and underground
pipes should be cleared and removed from the proposed construction site. Underground facilities
such as utilities may exist at the site. Depressions resulting from the removal of foundations of
existing buildings, buried obstructions and/or tree roots should be backfilled with properly
compacted material. All organics, debris, trash and topsoil should be removed from the grading
area and hauled offsite.
4.04 SITE GRADING RECOMMENDATIONS-STRUCTURES
Remedial grading for new buildings at the site should include removal of all previously placed fills
to expose undisturbed formational materials (Old Paralic Deposits, Unit 2-4, Undivided or Santiago
Formation). Based on information from the borings and test pits, removals may extend to about
15Yz feet below existing grade. The bottom of the removals should then be evaluated by the
geotechnical engineer or geologist to see if further remedial grading is warranted.
Once formational materials have been exposed and approved, the undocumented fill materials (with
an expansion index of less than 50 and with no deleterious materials) may be placed as compacted
fill. Prior to fill placement, the exposed excavation bottom should be scarified to a depth of 8 to 12
inches, moisture conditioned and re-compacted. The materials should be compacted to at least 90
percent of the maximum dry density as determined by ASTM Test Method D1557 at a moisture
content that is slightly above optimum moisture content. Fill materials placed at a depth greater
than 30 feet below finished grade should be compacted to a minimum of 95 percent of the
maximum dry density.
The highly expansive claystone materials of the Santiago Formation should not underlie new
structures. Based on the information from the field investigation, the expansive clayey materials
appear to underlie the main 4-story hotel building. Remedial grading should include complete
removal of all expansive claystone materials beneath the structure. The claystone materials should
be properly disposed of off-site. The lateral extent of the removals should extend from the building
footprint a distance equal to the distance measured from finish grade elevation to the bottom of the
removals, but should not be less than 10 feet.
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Marbrisa Resorts -Phase III--Geotechnical Investigation
Carlsbad, California
4.05 SITE GRADING RECOMMENDATIONS-CUT/FILL TRANSITION
MTGL Project No. 1916A11
MTGL Log No. 15-1063
After remedial grading to remove all previously placed fill materials and highly expansive clayey
materials have been performed, there is a potential within the individual building footprints to have
a transition where footings rest both on undisturbed formational materials and compacted fill. This
'cut/fill' transition could result in adverse differential settlement. To mitigate the cut/fill transition
we recommend that the formational deposits within the cut portion of the building pad be over-
excavated to a depth equal to one-half of the maximum fill depth (but not less than 3 feet) of the fill
portion of the building pad. The depths are those measured from the bottom of the proposed
footings. The over-excavated cut soils may then be placed as compacted fill. The purpose of the
cut/fill mitigation is to provide a uniform fill of at least 3 feet mat beneath all of the footings.
4.06 SITE GRADING RECOMMENDATIONS-HARDSCAPE AND PAVEMENTS
Remedial grading for new hardscape and pavement areas should include removal of all previously
placed fills to expose undisturbed formational materials (Old Paralic Deposits, Unit 2-4, Undivided
or Santiago Formation). Prior tore-compaction of soils, the exposed excavation bottom should be
scarified to at least 8 to 12 inches, moisture conditioned, and compacted. The materials should be
compacted to a minimum of 90 percent of the maximum density at a moisture content that is
slightly above optimum.
4.07 COMPACTION REQUIREMENTS
All fill materials should be compacted to at least 90 percent of maximum dry density as determined
by ASTM Test Method 01557. Deep fill materials, those placed at a depth that is greater than 30
feet below finished grade, should be compacted to at least 95 percent of the maximum dry density
as determined by ASTM 01557. Fill materials should be placed in loose lifts, no greater than 8
inches prior to applying compactive effort. All engineered fill materials should be moisture-
conditioned and processed as necessary to achieve a uniform moisture content that is slightly above
optimum moisture content and within moisture limits required to achieve adequate bonding
between lifts.
4.08 FILL MATERIALS
Removed and/or over-excavated soils may be reused as engineered fill except for expansive soils
(expansion index greater than 50) and soils containing detrimental amounts of organic material,
trash and other debris.
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Carlsbad, California
MTGLProjectNo.1916A11
MTGL Log No. 15-1063
Imported materials shall be free from vegetable matter and other deleterious substances, shall not
contain rocks or lumps of a greater dimension than 4 inches, shall have an expansion index of less
than 20, and shall be approved by the geotechnical consultant. Soils of poor gradation, expansion,
or strength properties shall be placed in areas designated by the geotechnical consultant or shall be
removed off-site.
4.09 SWIMMING POOLS
Remedial grading for swimming pools should include removal off all previously placed fills to
expose undisturbed formational materials (Old Paralic Deposits, Unit 2-4, Undivided or Santiago
Formation). The over-excavation should extend a minimum of five feet laterally from the
swimming pool footprint. The exposed excavation bottom should be scarified to at least 8 to 12
inches, moisture conditioned, and compacted to a minimum of 90 percent of the maximum dry
density at a moisture content that is slightly above optimum. The excavated soils may then be
placed as compacted fill. Soils to be placed within five feet of planned swimming pool bottoms
should have a low expansion potential, expansion index less than 20. The low expansion potential
should extend a minimum of five feet beyond pool footprint.
4.10 SLOPES
Grading at the site will include construction of a variety of minor fill slopes. We recommend that
slopes be inclined no steeper than 2:1 (horizontal to vertical). Fills over sloping ground should be
constructed entirely on prepared bedrock. In areas where the existing ground surface slopes at more
than a 5:1 gradient, it should be benched to produce a level area to receive the fill. Benches should
be wide enough to provide complete coverage by the compaction equipment during fill placement.
Slopes constructed at 2: 1 or flatter should be stable with regard to deep seated failure with a factor
of safety greater than 1.5, which is the generally accepted safety factor. However, all slopes are
susceptible to surficial slope failure and erosion, given substantial wetting of the slope face.
Surficial slope stability may be enhanced by providing proper site drainage. The site should be
graded so that water from the surrounding areas is not able to flow over the top of the slopes.
Diversion structures should be provided where necessary. Surface runoff should be confined to
gunite-lined swales or other appropriate devises to reduce the potential for erosion. It is
recommended that slopes be planted with vegetation that will increase their stability. Ice plant is
generally not recommended.
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Marbrisa Resorts -Phase III --Geotechnical Investigation
Carlsbad, California
MTGLProjectNo.1916A11
MTGL Log No. 15-1063
4.11 FOUNDATIONS
The recommendations and design criteria are "minimum" in keeping with the current standard-of-
practice. They do not preclude more restrictive criteria by the governing agency or structural
considerations. The project structural engineer should evaluate the foundation configurations and
reinforcement requirements for actual structural loadings. The foundation design parameters
assumes that remedial grading is conducted as recommended in this report, and that all the
buildings are underlain by a relatively uniform depth of compacted fill with a low to medium
expansion potential. Note that expansion index testing should be conducted on the individual
building pads during finish grading in order to confirm this assumption.
Conventional shallow foundations are considered suitable for support of the proposed structures
provided that remedial grading to remove undocumented fill materials and mitigation of cut/fill
transitions are performed.
Allowable Soil Bearing:
Minimum Footing Width:
Minimum Footing Depth:
Coefficient of Friction:
Passive Pressure:
3,000 lbs/ft2 (allow a one-third increase for short-term wind
or seismic loads). The allowable soil bearing may be
increase 500 lbs/ft2 for every 12-inch increase in depth above
the minimum footing depth and 250 lbs/ft2 for every 12-inch
increase in width above the minimum footing width. The
bearing value may not exceed 6,000 lbs/ft2
24 inches
24 inches below lowest adjacent soil grade
0.33
350 psf per foot of depth. Passive pressure and the friction
of resistance could be combined without reduction
4.12 CONCRETE SLABS ON GRADE AND MISCELLANEOUS FLATWORK
Interior slab-on-grade should be designed for the actual applied loading conditions expected. The
structural engineer should size and reinforce slabs to support the expected loads utilizing accepted
methods of concrete design, such as those provided by the Portland Cement Association or the
American Concrete Institute. A modulus of sub grade reaction of 150 pounds per cubic inch (pci)
could be utilized in design. Based on geotechnical consideration, interior slab for conventional
slab-on-grade design should be a minimum of 5 inches and should be reinforced with at least No. 4
bars on 18 centers, each way. Actual reinforcement should be designed by the project structural
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Marbrisa Resorts -Phase III -Geotechnical Investigation
Carlsbad, California
MTGL Project No. 1916A11
MTGL Log No. 15-1063
engineer based upon medium expansion potential. Structural slabs should be designed by the
structural engineer and should span from foundation supports.
Concrete slabs constructed on soil ultimately cause the moisture content to rise in the underlying
soil. This results from continued capillary rise and the termination of normal evapotranspiration.
Because normal concrete is permeable, the moisture will eventually penetrate the slab. Excessive
moisture may cause mildewed carpets, lifting or discoloration of floor tiles, or similar problems.
To decrease the likelihood of problems related to damp slabs, suitable moisture protection measures
should be used where moisture sensitive floor coverings, moisture sensitive equipment, or other
factors warrant.
A commonly used moisture protection in southern California consists of about 2 inches of clean
sand covered by at least 10 mil plastic sheeting. In addition, 2 inches of clean sand are placed over
the plastic to decrease concrete curing problems associated with placing concrete directly on an
impermeable membrane. However, it has been our experience that such systems will transmit from
approximately 6 to 12 pounds of moisture per 1,000 square feet per day. This may be excessive for
some applications, particularly for sheet vinyl, wood flooring, vinyl tiles, or carpeting with
impermeable backing that use water soluble adhesives. If additional moisture protection is needed,
then a Stego Wrap moisture barrier, or equivalent, may be used in lieu of 10 mil plastic sheeting.
The Stego Wrap should be installed per the manufacturers' recommendations.
Concrete is a rigid brittle material that can withstand very little strain before cracking. Concrete,
particularly exterior hardscape is subject to dimensional changes due to variations in moisture of the
concrete, variations in temperature and applied loads. It is not possible to eliminate the potential for
cracking in concrete; however, cracking can be controlled by use of joints and reinforcing. Joints
provide a pre-selected location for concrete to crack along and release strain and reinforcement
provides for closely spaced numerous cracks in lieu of few larger visible cracks. Crack control
joints should have a maximum spacing of 5 feet for sidewalks and 10 feet each way for slabs.
Differential movement between buildings and exterior slabs, or between sidewalks and curbs may
be decreased by doweling the slab into the foundation or curb.
Exterior concrete slabs on the expansive site soils may experience some movement and cracking.
Exterior slabs should be at least 4 inches thick and should be reinforce with at least 6x6,
W2.9/W2.9 welded wire fabric or No. 4 bars spaced at 18 inches on center, each way, supported
firmly at mid-height of the slab.
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Marbrisa Resorts -Phase III -Geotechnical Investigation
Carlsbad, California
4.13 PREWETIING RECOMMENDATION
MTGL Project No. 1916All
MTGL Log No. 15-1063
The soils underlying the slab-on-grade should be brought to a minimum of 2% and a maximum of
4% above their optimum moisture content for a depth of 12 inches prior to the placement of
concrete. The geotechnical consultant should perform insitu moisture tests to verify that the
appropriate moisture content has been achieved a maximum of 24 hours prior to the placement of
concrete or moisture barriers.
4.14 Corrosivity
Corrosion series tests consisting of pH, soluble sulfates, soluble chlorides, and minimum resistivity
were performed on selected samples of the on-site soils. Soluble sulfate levels for the on-site fill
soils indicate a negligible sulfate exposure for concrete structure. As such, no special
considerations are required for concrete placed in contact with the on-site soils. However, it is
recommended that Type II cement to be used for all concrete.
Based on the soluble chloride levels the on-site soils have a degree of corrosivity to metals that is
negligible. Based on the pH and Resistivity, the on-site soils have a degree of corrosivity to ferrous
metals that is moderately corrosive. The actual corrosive potential is determined by many factors in
addition to those presented herein. MTGL, Inc. does not practice corrosion engineering.
Underground metal conduits in contact with the soil need to be protected. We recommend that a
corrosion engineer be consulted.
4.15 RETAINING WALLS
Embedded structural walls should be designed for lateral earth pressures exerted on the walls. The
magnitude of these earth pressures will depend on the amount of deformation that the wall can yield
under the load. If the wall can yield sufficiently to mobilize the full shear strength of the soils, it
may be designed for the active condition. If the wall cannot yield under the applied load, then the
shear strength of the soil cannot be mobilized and the earth pressures will be higher. These walls
such as basement walls and swimming pools should be designed for the at rest condition. If a
structure moves towards the retained soils, the resulting resistance developed by the soil will be the
passive resistance.
For design purposes, the recommended equivalent fluid pressure for each case for walls constructed
above the static groundwater table, backfilled with low expansive soils, and where remedial grading
has been performed is provided below. Retaining wall backfill should be compacted to at least
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Carlsbad, California
MTGLProjectNo.1916A11
MTGL Log No. 15-1063
90% relative compaction based on the maximum density defined by ASTM D1557. Retaining
structures may be designed to resist the following lateral earth pressures.
• Allowable Bearing Pressure-3,000 psf
• Coefficient of Friction (Soil to Footing)-0.33
• Passive Earth Pressure -equivalent fluid weight of 300 pcf
(Maximum of2,000 pet)
• At rest lateral earth pressure -60 pcf
• Active Earth Pressures-equivalent fluid weights:
Slope of Retained Equivalent Fluid Weight
Material (pet)
' Level
!
40
2:1 (H:V) 55 I
It is recommended that all retaining wall footings be embedded at least 24 inches below the lowest
adjacent finish grade. In addition, the wall footings should be designed and reinforced as required
for structural considerations.
Lateral resistance parameters provided above are ultimate values. Therefore, a suitable factor of
safety should be applied to these values for design purposes. The appropriate factor of safety will
depend on the design condition and should be determined by the project Structural Engineer. If
any super-imposed loads are anticipated, this office should be notified so that appropriate
recommendations for earth pressures may be provided.
Retaining structures should be drained to prevent the accumulation of subsurface water behind the
walls. Back drains should be installed behind all retaining walls exceeding 3.0 feet in height. A
typical detail for retaining wall back drains is presented as Figure 8. All back drains should be
outlet to suitable drainage devices. Walls and portions thereof that retain soil and enclose interior
spaces and floors below grade should be waterproofed and damp-proofed in accordance with the
2013 CBC.
For retaining walls exceeding 6 feet in height we recommend that a seismic retaining wall design be
conducted by the structural engineer. For seismic design we used a peak site acceleration of 0.45g
calculated from the modified seismic design parameters (Ss/2.5). For a retained wall condition,
such as the planned basement levels, we recommend a seismic load of 18H be used for design. The
seismic load is dependent of the retained wall height where H is the height of the wall, in feet, and
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Marbrisa Resorts -Phase III -Geotechnical Investigation
Carlsbad, California
MTGL Project No. 1916All
MTGL Log No. 15-1063
the calculated triangular loads result in pounds per square foot exerted at the base of the wall and
zero at the top of the wall.
4.16 FOUNDATION SETBACKS
As a minimum, structural foundations should be setback from any descending slope at least 8 feet.
Screen-wall foundations should have a minimum setback of 5 feet. The setback should be
measured horizontally from the bottom outside edge of the footing to the slope face. The horizontal
setback can be reduced by deepening the foundation to achieve the recommended setback distance
projected from the footing bottom to the slope face. It should be recognized that the outer few feet
of all slopes are susceptible to gradual down-slope movements due to slope creep. This will affect
hardscape such as concrete slabs. We recommend that settlement sensitive structures, including
concrete slabs, not be constructed within 5 feet of the slope top without a specific review by the
geotechnical consultant.
Utility trenches, swimming pools, and biorentention basins that are adjacent to foundations should
not extend into the footing influence zone defined as the area within a line projected at a 1:1
(horizontal to vertical) drawn from the bottom edge of the footing.
4.17 PAVEMENT DESIGN
Alternatives for asphalt or Portland cement concrete pavements are given below. Immediately prior
to constructing pavement sections, the upper 12 inches of pavement subgrade should be scarified,
brought to about optimum moisture content, and compacted to at least 95 percent of the maximum
dry density as determined by ASTM D 1557. Aggregate base should also be compacted to at least
95 percent relative compaction. Aggregate base should conform to Caltrans Class II or Standard
Specifications for Public Works Constructions (SSPWC), Section 200 for crushed aggregate base.
Asphalt concrete should be compacted to at least 95 percent of the Hveem unit weight. Asphalt
concrete should conform to SSPWC Section 400-4.
4.17.1 ASPHALT CONCRETE
Asphalt concrete pavement design was conducted in general accordance with Caltrans Design
Method (Topic 608.4). Two traffic types are anticipated at the site. These include areas oflight
traffic and passenger car parking (Traffic Index of 4.5), and access and truck routes (Traffic
Index of 6.0). The project civil engineer should review these anticipated traffic levels to
determine if they are appropriate. Laboratory R-Value tests on the site soils indicate an R-
Value range of 20 to 64. For preliminary pavement design, an R-value of 20 was used. R-
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San Die~,,, ('A '12121
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Marbrisa Resorts -Phase III--Geotechnical Investigation
Carlsbad, California
MTGL Project No. 1916A11
MTGL Log No. 15-1063
Value confirmation and final pavement design should be performed on the finished soils within
the pavement areas. The following pavement sections would apply based on the Caltrans
Design Method.
Traffic Index Asphalt Thickness Base Thickness
4.5 3 inches 6 inches
6.0 4 inches 9 inches
4.17 .2 PORTLAND CEMENT CONCRETE
Concrete pavement design was conducted in accordance with the simplified design procedure
of the Portland Cement Association. This methodology is based on a 20 year design lift. For
design, it was assumed that aggregate interlock would be used for load transfer across control
joints. Laboratory R-Value tests indicate that the subgrade materials will provide a 'low'
subgrade support. Based on these assumptions, we recommend that the pavement section
consist of 6 inches of Portland cement concrete over native subgrade. This PCC section is
applicable for both truck traffic areas and passenger car parking areas. Crack control joints
should be constructed for all PCC pavements on a maximum of 1 0 foot centers, each way.
Concentrated truck traffic areas, such as trash truck aprons, should be reinforced with at least
No.4 bars on 18-inch centers, each way.
4.18 CONSTRUCTION CONSIDERATIONS
4.18.1 MOISTURE SENSITIVE SOILS/WEATHER RELATED CONCERNS
The upper soils encountered at this site may be sensitive to disturbances caused by construction
traffic and to changes in moisture content. During wet weather periods, increases in the
moisture content of the soil can cause significant reduction in the soil strength and its support
capabilities. In addition, soils that become excessively wet may be slow to dry and thus
significantly delay the progress of the grading operations. Therefore, it will be advantageous to
perform earthwork and foundation construction activities during the dry season. Much of the
on-site soils may be susceptible to erosion during periods of inclement weather. As a result, the
project Civil Engineer/ Architect and Grading Contractor should take appropriate precautions to
reduce the potential for erosion during and after construction.
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Marbrisa Resorts -Phase III--Geotechnical Investigation
Carlsbad, California
4.18.2 DRAINAGE AND GROUNDWATER CONSIDERATIONS
MTGL Project No. 1916A11
MTGL Log No. 15-1063
Groundwater was encountered in Boring B-1 at a depth of approximately 41 feet below existing
grade. It should be noted, however, that variations in the ground water table may result from
fluctuation in the ground surface topography, subsurface stratification, precipitation, irrigation,
and other factors that may not have been evident at the time of our exploration. Seepage
sometimes occurs where relatively impermeable and/or cemented formational materials are
overlain by fill soils. We should be consulted to evaluate areas of seepage during construction.
Water should not be allowed to collect in the foundation excavation, on floor slab areas, or on
prepared subgrades of the construction area either during or after construction. Undercut or
excavated areas should be sloped to facilitate removal of any collected rainwater, groundwater,
or surface runoff. Positive site drainage should be provided to reduce infiltration of surface
water around the perimeter of the building and beneath the floor slabs. The grades should be
sloped away from the building and surface drainage should be collected and discharged such
that water is not permitted to infiltrate the backfill and floor slab areas of the building.
4.18.3 TEMPORARY EXCAVATIONS AND SHORING
Short term temporary excavations in existing soils may be safely made at an inclination of 1 : 1
(horizontal to vertical) or flatter. If vertical sidewalls are required in excavations greater than 3
feet in depth, the use of cantilevered or braced shoring is recommended. Excavations less than
3 feet in depth may be constructed with vertical sidewalls without shoring or shielding. Our
recommendations for lateral earth pressures to be used in the design of cantilevered and/or
braced shoring are presented below. These values incorporate a uniform lateral pressure of 72
psf to provide for the normal construction loads imposed by vehicles, equipment, materials, and
workmen on the surface adjacent to the trench excavation. However, if vehicles, equipment,
materials, etc. are kept a minimum distance equal to the height of the excavation away from the
edge of the excavation, this surcharge load need not be applied.
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Marbrisa Resorts -Phase III --Geotechnical Investigation
Carlsbad, California
MTGL Project No. 1916A11
MTGL Log No. 15-1063
H
P = 30 H psf • I • 72 psf •
P Total= 72 psf + 30 H psf
P = 25 H psf 72 sf
P Total= 72 psf + 25 H psf
SHORING DESIGN: LATERAL SHORING PRESSURES
Design of the shield stiuts should be based on a value of 0.65 times the indicated pressure, Pa,
for the approximate trench depth. The wales and sheeting can be designed for a value of 2/3 the
design strut value.
~
STRUTS~
(typ.)
~
SHIELD,
(typ.)
BEDDING Pa = 30 Hsh psf
HEIGHT OF SHIELD, Hsh = DEPTH OF TRENCH, D1 , MINUS DEPTH OF SLOPE, H1
TYPICAL SHORING
DETAIL
Placement of the shield may be made after the excavation is completed or driven down as the
material is excavated from inside of the shield. If placed after the excavation, some over-
excavation may be required to allow for the shield width and advancement of the shield. The
shield may be placed at either the top or the bottom of the pipe zone. Due to the anticipated
thinness of the shield walls, removal of the shield after construction should have negligible
effects on the load factor of pipes. Shields may be successively placed with conventional
trenching equipment.
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Marbrisa Resorts -Phase III --Geotechnical Investigation
Carlsbad, California
MTGL Project No. 1916A11
MTGL Log No. 15-1063
Vehicles, equipment, materials, etc. should be set back away from the edge of temporary
excavations a minimum distance of 15 feet from the top edge of the excavation. Surface waters
should be diverted away from temporary excavations and prevented from draining over the top
of the excavation and down the slope face. During periods of heavy rain, the slope face should
be protected with sandbags to prevent drainage over the edge of the slope, and a visqueen liner
placed on the slope face to prevent erosion of the slope face.
Periodic observations of the excavations should be made by the geotechnical consultant to
verity that the soil conditions have not varied from those anticipated and to monitor the overall
condition of the temporary excavations over time. If at any time during construction conditions
are encountered which differ from those anticipated, the geotechnical consultant should be
contacted and allowed to analyze the field conditions prior to commencing work within the
excavation. All Cal/OSHA construction safety orders should be observed during all
underground work.
4.18.4 UTILITY TRENCHES
All Cal/OSHA construction safety orders should be observed during all underground work. All
utility trench backfill within street right of way, utility easements, under or adjacent to
sidewalks, driveways, or building pads should be observed and tested by the geotechnical
consultant to verity proper compaction. Trenches excavated adjacent to foundations should not
extend within the footing influence zone defined as the area within a line projected at a 1:1
(horizontal to vertical) drawn from the bottom edge of the footing. Trenches crossing
perpendicular to foundations should be excavated and backfilled prior to the construction of the
foundations. The excavations should be backfilled in the presence of the geotechnical engineer
and tested to verity adequate compaction beneath the proposed footing.
Utilities should be bedded and backfilled with clean sand or approved granular soil to a depth of
at least 1-foot over the pipe. The bedding materials shall consist of sand, gravel, crushed
aggregate, or native, free draining soils with a sand equivalence of not less than 30. The
bedding should be uniformly watered and compacted to a firm condition for pipe support.
The remainder of the backfill shall be typical on-site soil or imported soil which should be
placed in lifts not exceeding 8 inches in thickness, watered or aerated to near optimum moisture
content, and mechanically compacted to at least 90% of maximum dry density (ASTM D1557).
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Marbrisa Resorts -Phase III -Geotechnical Investigation
Carlsbad, California
4.18.5 SITE DRAINAGE
MTGL Project No. 1916All
MTGL Log No. 15-1063
The site should be drained to provide for positive drainage away from structures in accordance
with the building code and applicable local requirements. Unpaved areas should slope no less
than 2% away from structure. Paved areas should slope no less than 1% away from structures.
Concentrated roof and surface drainage from the site should be collected in engineered, non-
erosive drainage devices and conducted to a safe point of discharge. The site drainage should
be designed by a civil engineer.
4.19 GEOTECHNICAL OBSERVATION/TESTING OF EARTHWORK OPERATIONS
The recommendations provided in this report are based on preliminary design information and
subsurface conditions as interpreted from the investigation. Our preliminary conclusion and
recommendations should be reviewed and verified during site grading, and revised accordingly if
exposed Geotechnical conditions vary from our preliminary findings and interpretations. The
Geotechnical consultant should perform Geotechnical observation and testing during the following
phases of grading and construction:
• During site grading and over-excavation.
• During foundation excavations and placement.
• Upon completion of retaining wall footing excavation prior to placing concrete.
• During excavation and backfilling of all utility trenches
• During processing and compaction of the sub grade for the access and parking areas and
prior to construction of pavement sections.
• When any unusual or unexpected Geotechnical conditions are encountered during any
phase of construction.
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Marbrisa Resorts -Phase III --Geotechnical Investigation
Carlsbad, California
5.00 LIMITATIONS
MTGL Project No. 1916All
MTGL Log No. 15-1063
The findings, conclusions, and recommendations contained in this report are based on the site
conditions as they existed at the time of our investigation, and further assume that the subsurface
conditions encountered during our investigation are representative of conditions throughout the site.
Should subsurface conditions be encountered during construction that are different from those
described in this report, this office should be notified immediately so that our recommendations
may be re-evaluated.
This report was prepared for the exclusive use and benefit of the owner, architect, and engineer for
evaluating the design of the project as it relates to geotechnical aspects. It should be made available
to prospective contractors for information on factual data only, and not as a warranty of subsurface
conditions included in this report.
Our investigation was performed using the standard of care and level of skill ordinarily exercised
under similar circumstances by reputable soil engineers and geologists currently practicing in this or
similar localities. No warranty, express or implied, is made as to the conclusions and professional
advice included in this report.
This firm does not practice or consult in the field of safety engineering. We do not direct the
Contractor's operations, and we are not responsible for their actions. The contractor will be solely
and completely responsible for working conditions on the job site, including the safety of all
persons and property during performance of the work. This responsibility will apply continuously
and will not be limited to our normal hours of operation.
The findings of this report are considered valid as of the present date. However, changes in the
conditions of a site can occur with the passage of time, whether they are due to natural events or to
human activities on this or adjacent sites. In addition, changes in applicable or appropriate codes
and standards may occur, whether they result from legislation or the broadening of knowledge.
Accordingly, this report may become invalidated wholly or partially by changes outside our control.
Therefore, this report is subject to review and revision as changed conditions are identified.
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FIGURES
I
D
I
I
I
B TP-3
B TP-4
REFERENCE: Preim Pl-f..4_pdf provided by Grand Pacific Resor1s.
B TP-6
B TP-8
#-9
B TP-14
~' ,':r~ _, ~-~·-(\
TP-" ~B:
TP-12 B
7)
' ..._J
B-13
·B-12
l ~v
CB-3
B TP-19
SCALE: 1. = 100'
a·
A'
KEY:
A Boring Number and T B-13 Approximate Location
IO::::Oiil Test Pit Number and ~ TP-19 Approximate Location
+
E E'
Borings From Previous
Investigations
I I Geologic Cross Section
6295 Ferris Square, SUite C
San Diego CA 92121
(858) 537-3999
PROPOSED DEVELOPMENT PLAN
PROJECT NO_ 1916A11
MTGL, INC I LOG NO_ 15-1
FIGURE 1
a
D
I
I
a SCALE: 1• = 1()(7'
REFERENCE: Grading Plans for: 'As-Built" Carlsbad Ranch Planning Area No.5, Sheets 11, 12, 13, 15. 17, and 18 (2006).
KEY:
_____.b_ Boring Number and T B-13 Approximate Location
~ Test Pit Number and ~ TP-l9 Approximate Location
+
E E'
Borings From Previous
Investigations
I I Geologic Cross Section
6295 Fems Square, Su1te C
San Diego. CA 92121
(858) 537·3999
ROUGH TOPO MAP
MTGL, INC
PROJECT NO. 1916A11
LOG N0.15-1
I
I
I
I
I
~
I
I
I
A A'
270' 270'
260'
250'
240'
230' -(j)
E
c
Q) 220'
~
z
0
;::: 210' ~ w ....I w
200'
190'
180'
170'
TP-18
(projected 32'S) B-13 B-12
(p«>joctod27N) J Qop~ f -~__!!"·~·-----FlU
1
Qop,... Tsa
? CH ------Tsa
?
T0=25'
lD=36W
TD=-51'
CH
--
LB-1-03
(projected 86' N)
?
?
11>=46'
"
260'
250'
240'
230' m r m <
I 220' ~
0 z -" I G)'
210' ~
::3
3 ~ -200'
190'
180'
170'
160' 160'
KEY:
Approximate location of geologic contad
---l (queried where uncertain)
Proposed Buiding location
E 5.8° N
ALL Previously placed Fil
Qop~ Od Paralic Deposits. UrWt 2-4. UndMded
Tsa Santiago Forma!lon
CH High Expansive Fat Cay
6295 Ferris Square, Suite C
San Diego. CA 92121
(858) 537-3999
SCALE: 1• = 30'
2:1 VERTICAL EXAGGERATION
GEOLOGIC CROSS..SECTIONS
PROJECT NO. 1916A11
MTGL, INC I LOG NO. 15-1
RGURE3
I
I
I
I
I
I
I
B B'
270' 270'
260' 260'
250' 250'
240' -4 I I CB-3 240'
-Cii E
B-10
£
(projected 14' S)
~(;adO
---
<D
-
~
FILL
T0=4'
-
Qop
z
Qopl-4
1 ...
0
QopM
I-210'
Tsa
7
m
~
CH Tsa CH
r
--
CH
m
-
<
-
)>
-------
::!
7
0 z -a>' (I) -::J w
....I w Tsa TD=21W
3 (/) ..::::::;
200'
TD=JO' 100 ~ .1.
TD=50' "-.... l-190'
180'1 I 'i--180'
1"0=51'
170' 170'
160' 160'
KEY:
---1 Approximate location of geologic contact
(queried where uncertain)
Proposed Buiking l..oca5on
FILL Previously placed RD
Qop~ Old Parnlic Deposits. Unit 24, Undivided
Tsa Santiago Formation
CH High Expansive Fat Clay
E2.3o N
6295 Ferns Square, SUite C
San Diego, CA 92121
(858) 537-3999
SCALE: 1• = 30'
2:1 VERTICAL EXAGGERATlON
GEOLOGIC CROSS-5ECT10NS
PROJECT NO_ 1916A11
MTGL, INC I LOG N0_1 5-1
I
I
I
I
I
I
I
I
c
Cii E
.s
270'
260'
250'
240'
230'
-
-
-
-
a; 220
~
'--z
0
B-10
"'--(projected 20' SW) ---
(projected 13' SW) TP-11 FILL
Qop:l-4
?-~
B-11
(projected 33' NEI
FlLL --------
Qop2-4
Tsa CH -----1-210 <(
'-ALL ~~-w ?-~ ---
?-QopJ-4 > w _.
w TD=10' ,_ 200'
,_ 190'
·-180'
'-170'
160'
KEY:
Approximate location of geologic contact
---l (queried where WlCertain)
Proposed Buiking Location
-
J
TD=21~·
1'0=51'
S 28.3° E
AU. Previously placed Fll
~ Old Paraic Deposits. Unil2-4, Urdvided
Tsa Santiago Fonnalion
CH High Expansive Fat Clay
-
c·
270'
I-260'
1-250'
f-240'
CB-7 TP-18 B-13
(projected 6' NE) (projected 42' NE) 230' m r m
TD=25'
"'-_FF•not~
Tsa --
T FILL
-.L--
TD=4' Qopa-~
CH
? --
-?
-~ 220' -;
0 z
af ---1-210' ~ ---?
f-200'
f-190'
J f-180"
TD=51'
f-170'
160'
SCALE: 1• = 30'
2:1 VERTICAL EXAGGERATION
5'
3
!'e. -
GEOLOGIC CROSS-8ECT10NS
6295 Ferris Square, Sutte C I MTGL, INC
San Otego, CA 92121
PROJECT NO. 1916A11
LOGN0.1 ~1
(858) 537-3999
D D'
240' 240'
I 230'-.--------------r230'
220' __}---------------. 1-220'
21 0' -I I I I I ~•207Jl5A l-210'
B-7
200'--(/)
CB-2 Jp .. s I
B-4 TP-6
E
(projected 19' NE) (projected 46' NE) PHc -FF•11111.5a I (projected 86' NE) (projected 8T NE)
(projected 14' NE)
r---B-2
~~
c: ---~IF-~
..... 190'-L---;::= FILL T
FILL
T FILL
? 200'
Cll
~ I~
T
m
-::1:""
r
T0=-4%'
TD=3'
m <
i= 180'-
190' ~
I I~ QopN QopN
Qopa..
0 z
_J
-
w
<D <D .....
::J
3
!!!.. -
I • 170' --l
I I 160'1 I ? I Tsa 1 1 l-160'
?
T0=46%'
Tsa T0=41%' Tsa 1~J -
T0=41%' 1
140'
TO=SJ'
[~
140"
130' 130'
KEY:
A 6295 Ferns Square. Surte C
~ San D1ego, CA 92121
llllli111. (858) 537-3999
ALL Previously placed Fil
~ Old Paralc Deposits. Unit 2-4. Urdvided
GEOLOGIC CROSS-sECTIONS
l Approximate location of geologic contact ---(queried where mcertain)
PROJECT NO_ 1916A11
SCAlE: 1. = 30'
2:1 VERTlCAL EXAGGERATION
Tsa Santiago Formation
CH High Expansive Fat Clay
MTGL, INC I LOG NO_ 1~1063
RGURE6
Proposed Building Location
I
KEY:
---1
24
23
220
210
200
(IJ
E
c
Q) 190
~ -
E
-
-
·-
,_
·-~1
(proiedted 24' SW\
TP-2
~A'. , .... (projected 12' SW) &fdb,-z
0 FILL (projected 53' NE) I FILL
~ 180
>
·-?-~
w
_J TD=6'R
w
170 -
·-? 160
150 -
140' -
TO=S1W
130'
Approximate location of geologic contact
(queried where uncertain)
Proposed Building location
Tsa
.L
T0=4%'
Qop~
S 24.4° E
ALL Previously placed Fil
~ Old Palalic Deposits, Unit 2-4, Unchided
Tsa
CH
Santiago Formation
t-igh Expansive Fat Clay
B-3 ~FF•1ea.at
15'"NE)
FILL
Qop~
T0=26'h'
Tsa
B-6
(projected 18' NE)
['---
...
T0=41%'
E'
?
1
-
,_
,_
f-
-
-
-
1-
~
240!
230'
220'
210'
200' m r m ~ 190' ~
0 z
~
180' 5!t
:::J
3 (IJ ..::::::
70'
60'
50'
40"
130"
SCALE: 1. = 30"
2:1 VERTICAL EXAGGERATION
GEOLOGIC CROSS-sECTIONS
PROJECT NO. 1916A11
6295 Ferris Square, Suite C I MTGL, INC
San Diego. CA 92121
LOG N0.1S-1
(858) 537-3999
Marbrisa Resorts -Phase III -Geotechnical Investigation
Carlsbad, California
Wall waterproofing
per architect's
specifications
Provide open cell head
joints or outlet drain at
50 feet on center to a ~
'""'"' drnioogo '"'" ~
//,
0
0 0
0
Compacted fill [,... .
~~~~A~~-/,~~A~~--a---0~R~~~~~~~~----~
Wall footing
SPECIFICATIONS FOR CLASS 2
PERMEABLE MATERIAL
(CAL TRANS SPECIFICATIONS)
Sieve Size %Passing
1" 100
3/4" 90-100
3/8" 40-100
No.4 25-40
No.8 '18-33
No.30 5-15
No.50 0-7
No.200 0-3
MTGL Project No. 1916A11
MTGL Log No. 15-1063
Soil backfill, compacted to
90% relative compaction*
Filter fabric envelope
(Mirafi 140N or approved
equivalent) **
Minimum of 1 cubic foot
per linear foot of 3/4"
crushed rock
3" diameter perforated
PVC pipe (schedule 40 or
equivalent) with perforations
oriented down as depicted
minimum 1% gradient to
suitable outlet.
* Based on ASTM 01557
** If class 2 permeable material (See
gradation to left) is used in place of
3/4" -1 1/2" gravel. Filter fabric may
be deleted. Class 2 permeable material
compacted to 90% relative compaction.*
RETAINING WALL DRAINAGE DETAIL
Figure 8
1•2'!'\ Fcnro Squ;~r,·. C,uiic (
S<m Dicg11. C .'\ I) 2121
I X'iX 1 'i 17-)')'l'l
APPENDIX A
REFERENCES
Marbrisa Resorts -Phase III -Geotechnical Investigation
Carlsbad, California
APPENDIX A
REFERENCES
MTGL Project No. 1916A11
MTGL Log No. 15-1063
Anderson, J.G., Rockwell, T.K., Agnew, D.C (1989). Past and Possible Future Earthquakes of
Significance to the San Diego Region, Earthquake Spectra, Vol. 4, No.2, pp 299-335.
California Building Standards Commission (2013). 2013 California Building Code, July 2013.
California Division of Mines and Geology, 1997, Fault-Rupture Hazard Zones in California,
Special Publication 42.
California Geological Survey, 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in
California, Special Publication 117.
Excel Engineering (2006). 'As-Built' Grading Plans for: Carlsbad Ranch, Planning Area No. 5,
Resort Site-Phase 1, Project No. CT 03-02, Drawing No. 428-9A, Sheets 11, 12, 13, 15, and
17.
Kennedy, Michael P. and Siang Tan (2005). Geologic Map of the Oceanside 30' x 60' Quadrangle,
California, USGS Digitally Prepared.
Leighton and Associates (2005). Geotechnical Investigation, Proposed 53-Acre Resort
Development-Phase 1, Carlsbad Ranch, Planning Area No. 5, Carlsbad, California, Project
No. 040575-003, Aprill 11.
Seed, H.B. and Whitman, R.V., 1970, Design of Earth Structures for Dynamic Loads in ASCE
Specialty Conference, Lateral Stresses in the Ground and Design of Earth-Retaining
Structures.
U.S. Geologic Survey (2010). Design Maps, http://geohazards.usgs.gov/designmpas/us.
Page A1 ll2'JS Ferri, Syuarc·. Suite' C
San Dicgr•. C/\ '12!2!
(X'iX) 5.17-.\'1'1'!
APPENDIXB
FIELD EXPLORATION PROGRAM
Marbrisa Resorts -Phase III -Geotechnical Investigation
Carlsbad, California
APPENDIXB
FIELD EXPLORATION PROGRAM
MTGL Project No. 1916A11
MTGL Log No. 15-1063
The subsurface conditions for this Geotechnical Investigation were explored by excavating 13
exploratory borings and 19 exploratory trenches. The exploratory borings were excavated using an
8-inch diameter hollow-stem-auger to a maximum depth of 51 Yz feet below existing grade. The
exploratory trenches were excavated using a track-mounted mini-excavator to a maximum depth of
10 below existing grade. The approximate locations of the borings and test pits are shown on the
Proposed Development Plan (Figure 1 ). The field exploration was performed under the supervision
of our engineer who maintained a continuous log of the subsurface soils encountered and obtained
samples for laboratory testing. All drive samples were obtained by SPT or California Tube
Sampler.
Subsurface conditions are summarized on the accompanying Logs of Borings and Logs ofTest Pits.
The logs contain factual information and interpretation of subsurface conditions between samples.
The stratum indicated on these logs represents the approximate boundary between earth units and
the transition may be gradlual. The logs show subsurface conditions at the dates and locations
indicated, and may not be representative of subsurface conditions at other locations and times.
Identification of the soils encountered during the subsurface exploration was made using the field
identification procedure of the Unified Soils Classification System (ASTM D2488). A legend
indicating the symbols and definitions used in this classification system and a legend defining the
terms used in describing the relative compaction, consistency or firmness of the soil are attached in
this appendix. Bag samples of the major earth units were obtained for laboratory inspection and
testing, and the in-place density of the various strata encountered in the exploration was determined
The exploratory borings were located in the field by using cultural features depicted on a
preliminary site plan provided by the client. Each location should be considered accurate only to
the scale and detail of the plan utilized.
The exploratory borings were backfilled in accordance with State of California regulations which
incorporated compacting soil cuttings and bentonite chips.
We are also presenting select borings from the 2005 Geotechnical Investigation by Leighton and
Associates, Inc. The information from these borings were used for geologic interpretation and
engineering analysis.
Page B1 (,~,)~ Fc'IT" Scjuarc. \uik (
Sdn Dicgn. ( •\ 921 2 I
(S'iBI 'i1/-.19'l'l
Marbrisa Resorts -Phase III-Geotechnical Investigation
Carlsbad, California
MTGL Project No. 1916All
MTGL Log No. 15-1 063
UNIFIED SOIL CLASSIFICATION SYSTEM
0) GRAVELS Clean Gravels (less GW Well-graded gravels, gravel-sand mixtures,
~ rn > are more than half of than 5% fines) little or no fines ·-·-CJ 0 rJ:J ...... cr.-CF1 coarse fraction larger "0 .;::l 0 Gravels with tines GP Poorly-graded gravels, gravel-sand mixtures, 0) .... 0 ~ B N than #4 sieve little or no fines ·;a ~ 'It sn a c SANDS Clean Sands (less Silty Gravels, poorly-graded gravel-C) a) ti ~ GM ::0 cfl ..... are more than half of than 5% tines) sand-silt mixtures ·c;; .._. N .._. ~ ~ 0) ·;;: o~ on coarse fraction larger Clayey Gravels, poorly-graded gravel-u 1\ ....
C) ..::? Sands with fines GC u than #4 sieve sand-clay mixtures ·-e Well-graded sands, gravelly sands, ~ sw c. ..... little or no fines cfl 0)
=@ SP Poorly-graded sands, gravelly sands, a little or no fines cfl SilL TS AND CLAYS C) cfl Silty Sands, poorly-graded sands-£ -;a Liquid Limit SM .;!l ·c gravel-clay mixtures C) 0) Less than 50 0) <;; > > Clayey Sands, poorly-graded sand-CJ a 0) sc [/3 4-. ·c;; gravel-silt mixtures
"0 oo .... No Inorganic clays of low to med plasticity, ~ ~ N ML "0 ~'It gravelly, sandy, silty, or lean clays c 1\ c .;s cfl ~
VJ :-;:::..<1 Inorganic clays oflow to med plasticity, 0 ..... CL <Zi VJ .... gravelly, sandy, silty, or lean clays 0) ::::i "0;::: 0) ~ Organic silts and clays 0 t:: a 0 ·;a cr. OL oflow plasticity N .... . ;!l on SILTS AND CLAYS 0 ,) Inorganic silts, micaceous or diatomaceous ;z. t:: Liquid Limit MH r..;:; fine sands or silts Greater than 50 Inorganic clays of high plasticity, CH fat clays
OH Organic silts and clays of medium
to high plasticity
Highly Organic Soils PT Peat, humus swamp soils with
high organic content
GRAIN SIZE SIZE PROPORTION
Description Sieve Siz,~ Grain Size Approximate Size Trace~ Less than 5%
Boulders >12" >12" Larg_er than basketball-sized Few~ 5% to 10%
Cobbles 3"-12" 3"-12" Fist-sized to basketball-sized Little~ 15% to 20%
Gravel Coarse '%"-3" '%"-3" Thumb-sized Some~ 30% to 45%
Fine #4-'%" 0.19"-0.75" Peat-sized to thumb-sized Mostly~ 50% to I 00%
Coarse #10-#4 0.079"-0.19" Rock salt-sized to pea-sized MOISTURE CONTENT
Sand Medium #40-#10 0.01 T'-0.079" Sugar-sized to rock salt-sized Dry~ Absence of moisture
Fine #200-#40 0.0029"-0.01 T Flour -sized to sugar-sized Moist~ Damp but not visible
Fines Passing #200 <0.0029" Flour-sized or smaller Wet~ Visible free water
CONSISTENCY FINE GRAINED SOILS RELATIVE DENSITY COARSE GRAINED SOILS
Apparent SPT Mod CA Sampler Apparent
Density (Blows/Foot) (Blows/Foot) Density
Very Soft <2 <3 Very Loose
Soft 2-4 3-6 Loose
Firm 5-8 7-12 Medium Dense
Stiff 9-15 13-25 Dense
Very Stiff 16-30 26-50 Very Dense
Hard >30 >50
Page B-2
SPT
(Blows/Foot)
<4
4-10
11-30
31-50
<50
Mod CA Sampler
(Blows/Foot)
<5
5-12
13-35
36-60
<60
b2cJ:i Fcni:; <;quare. ')uik (
<;"n Dic:go. C\ 92 1.:' I
iS)X) :iJ7-.<'19'l
Logged by:
Method of Dril
1-w u.. ..J i=' Q. 0:: !:!:.. w :::!:
J: Q. <(
1-rn rn
Q. ;: w w > 0 c ..J ii2 ID c
2
3
4
5
6
7
8
9
10
11 78-8"
12
13
14
15
16 61
17
18
19
20
21 71
22
23
24
25
26 59
27
28
29
30
SEV
w ..J
Q.
:::!: <( rn
~ ..J :::J ID
BORING NO. B-1
Date Drilled: 3/9/2015
8-inch diameter hollow-stem auger Elevation: 185' msl
i:L ~ (.) 0
!!:.. w
1:: 0::
:::J
iii 1-rn z 0 w c :::!:
128 8.4
112 8.4
DESCRIPTION
FILL,: Silty Sand (SM), reddish brown, fine to coarse grained, moist, medium
dense, trace clay.
Some gravel.
SANTIAGO FORMATION (Tsa): Silty Sandstone 'SM', light reddish brown,
fine grained, moist, moderately cemented.
LAB TESTS
PROJECT NO. 1916A11
6295 Ferris Square, Suite C
San Diego. CA 92121
(858) 537-3999 LOG OF BORING FIGURE B-1a
Logged by: SEV
Method of Drill
1-w w i:L LL ...J ...J ;:::-0::: II.. II.. u !!:.. w ::!: ::!: ~
:I: II.. < < ~ 1-Ul Ul Ul II.. ~ w ~ iii w > 0 ...J z c ...J it: ::J w
10 c 10 c
31 59
32
33
34
35
36 50
37
38
39
40
41 68
42
43
44
45
46 58
47
48
49
50 1---·---·---
51 41
52
53
54
55
56
57
58
59
60
PROJECT NO. 1916A11
BORING NO. B-1 {continued)
Date Drilled: 3/9/2015
8-inch diameter hollow-stem auger Elevation: 185' msl
~ ~
w 0::: ::J 1-Ul 5 ::!:
DESCRIPTION
Silty Sandstone 'SM', light gray, fine grained, moist, moderately cemented.
(Non-Plastic)
Grayish brown, moist to wet.
(Non-Plastic)
Total Depth: 51 Y, feet
Groundwater encountered at 41 feet
Backfilled: 3/9/2015
6295 Ferris Square, Suite C
San Diego, CA 92121
(858) 537-3999 LOG OF BORING
LAB TESTS
Atterberg Limits
Atterberg Limits
FIGURE B-1b
Logged by: SEV
Method of Drilli
1-w w
i=" u.. ..J ..J 0:: a. a. !:!:. w :it: :it:
J: a. <C <C
1-!/) !/) !/) a. 3: w ~ w > 0 ..J c ..J it :::J
11:1 c 11:1
2
3
4 39
5
6 31
7
8
9
10
11 74
12
13
14
15
16 43
17
ii:' (.)
!:.
~ iii z w c
BORING NO. B-2
Date Drilled: 3/13/2015
8-inch diameter hollow-stem auger Elevation: 193' msl
~ !!... w 0:: :::J 1-!/)
0 :it:
DESCRIPTION
· Silty Sand (SM), reddish brown, fine to medium grained, moist, medium
I.!::!.!:~~~~!:!E~S!!...!.~:!!.!.!.L£:~!.!!.!:!!!..!.!.!~ (Q002-4): Silty Sandstone 'SM',
reddish brown, fine to medium grained, moist, moderately cemented.
Dark brown and reddish brown.
clay.
LAB TESTS
Maximum Density/
Optimum Moisture
18 ~--·---·---~----~-----·~--·---·+-·---·-~-·--.. ·---·---·---·---·---·---·---·-------------------------------
19
20
21 50
22
23
24
25
26 48
27
28
29
30
PROJECT NO. 1916A11
Poorly graded sandstone with silt 'SP-SM', reddish brown and brown, fine to
coarse grained, moist. moderately cemented.
6295 Ferris Square. Suite C
San Diego, CA 92121
(858) 537-3999 LOG OF BORING FIGURE B-2a
BORING NO. B-2 (continued)
Logged by: SEV Date Drilled: 3/13/2015
Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 193' msl
1-w w rL ~ i=' u. .J .J 0::: II.. II.. (.) !!...
!!:.. w ~ ~ ~ w
J: II.. <( <( ~ 0::: DESCRIPTION LAB TESTS 1-(/) (/) (/) :::1
II.. s: w l.il:: iii 1-
w > (/)
0 .J z 0 c .J 0:: :::1 w
Ill c Ill c ~
i [Continued]
f-31 62 Poorly graded sandstone with silt 'SP-SM', reddish brown and brown, fine to
f-32 coarse grained, moist, moderately cemented, rounded gravel.
f-33
f-34
f-35 I f-36 SANTIAGQ_f_ORMATION (Tsa): Silty Sandstone 'SM', light brown with orangish
70 brown, fine grained, moist. moderately cemented.
f-37
r-38
r-39
f-40 Jl f-41 53
f-42 Total Depth; 41Y:. feet
f-43 Groundwater not encountered
Backfilled: 3/13/2015
f-44
f-45
r-46
r-47
r-48
r-49
f-50
r-51
f-52
r-53
f-54
r-55
r-56
r-57
-58
r-59
r-60
~5 ''"'' Sq"'·· '""' c PROJECT NO. 1916A11 San Diego, CA 92121 LOG OF BORING FIGURE B-2b (858) 537-3999
Logged by: SEV
Method of Drillin
1-w w
t=" 11. ...J ...J
0::: D.. D.. !:!:. w ~ ~
J: D.. <( <(
1-en en en
D.. ~ w ~ w > 0 ...J c ...J 0:: :J m c m
2
3
4 58
5
6 32
7
8
9
10
11 40
12
13
14
15
16 70
17
18
19
20
21 55
22
23
24
25
26 51
27
28
29
30
BORING NO. B-3
Date Drilled: 3/10/2015
8-inch diameter hollow-stem auger Elevation: 186' msl
i:L ~ u ~ !!:. w
~ 0::: :J
iii 1-en z 0 w c ~
127 9.6
DESCRIPTION
FILl:: Silty Sand (SM), reddish brown, fine to coarse grained, moist, medium
dense to dense, some gravel, trace clay.
, dense.
Reddish brown and dark brown, fine to medium grained.
Total depth: 26Y. feet
Groundwater not encountered
Backfilled: 3/10/2015
LAB TESTS
PROJECT NO. 1916A11
6295 Ferris Square, Surte C
San Diego, CA 92121
(858) 537-3999 LOG OF BORING FIGURE B-3
BORING NO. B-4
Logged by: SEV Date Drilled: 3/13/2015
Method of Dril 8-inch diameter hollow-stem er Elevation: 195%' msl
1-w w u:::-~ j:' u.. ..J ..J Q.. (.) 0 0::: Q.. !!:.. w ::!: ::!: !!;. w
J: Q.. <( <( ~ 0::: DESCRIPTION LAB TESTS 1-rn rn rn ::::l
Q.. ~ w ~ iii 1-w > rn 0 ..J z 0 c ..J 0:: ::::l w
10 c 10 c ::!:
Silty Sand (SM), reddish brown, fine to medium grained, moist, medium
2
3
4 75-9" 118 10.4 Light brown with orang ish brown.
5
6 87
7
8
9
10
11 42 e to medium grained, trace clay.
12
13
14
15
16 71 Orangish brown with dark brown.
17
18
19
20
21 88-
22
23
24
25
26 55 Rounded gravel.
27
28
29
30
PROJECT NO. 1916A11
6295 Ferris Square, Suite C
San Diego. CA 92121
(858) 537-3999 LOG OF BORING FIGURE B-4a
Logged by: SEV
Method of Drill
1-w w iL LL ..J ..J i=' ~ a.. a.. u !:!:. w :E :E !!:..
:I: a.. <( <( ~ 1-(/) (/) (/) a.. ;: w ~ iii w 0 > ..J z c ..J [2 ::I w
III c III c
31 88-
32
33
34
35
36 50-3"
37
38
39
401---
41 54
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
PROJECT NO. 1916A11
BORING NO. B-4 (continued)
8-inch diameter hollow-stem auger
Date Drilled: 3/13/2015
Elevation: 195%' msl
~ L w ~ ::I 1-(/)
0 :E
DESCRIPTION
Poorly graded sandstone with silt 'SP-SM', orangish brown and dark brown,
to medium grained, moist, moderately cemented.
Gravel.
Total depth: 41'1. feet
Groundwater not encountered
Backfilled: 3/13/2015
6295 Ferris Square, Suite C
San Diego, CA 92121
(858) 537-3999 LOG OF BORING
LAB TESTS
FIGURE B-4b
Logged by:
Method of Drilli
1-w
i=' LL. ..J
~ ll. !!:.. w :iE
::t: ll. <(
1-1/) 1/)
ll. 3: w w > 0 c ..J ii2
III c
2
3
4
5
6
7
8
9
10
11 23
12
SEV
w i:L ..J ll. (.)
:iE ~
<( ~ 1/)
~ iii ..J z :::1 w III c
BORING NO. B-5
Date Drilled: 3/12/2015
8-inch diameter hollow-stem au
~ ~
w ~ :::1 1-1/)
6 :iE
DESCRIPTION
· Silty Sand (SM), brown, fine to coarse grained, moist, loose to
lium dense, trace clay.
Some gravel.
Elevation: --
LAB TESTS
R-Value
+----·-+---·--+---···--·---·---·---·---·---·---·---·---·---·---·---·---·---·----------------·------------·------1
14
16
17
PROJECT NO. 1916A11
Sandy Clay (CL), brown, medium plasticity, moist, hard.
6295 Ferris Square, Suite C
San Diego, CA 92121
(858) 537-3999 LOG OF BORING
Atterberg Limits
FIGURE B-5a
BORING NO. B-5 (continued)
Logged by: SEV Date Drilled: 3/12/2015
Method of Drilling: 8-inch diameter hollow-stem auger Elevation: --
1-w w u::-i=' u. ..J ..J ~ 0:: a.. a.. (.)
!::!:. w ::E ::E ~ w
:I: a.. <( <( ~ 0:: DESCRIPTION LAB TESTS 1-en en en ::I a.. 3: w X: iii 1-
w > en 0 ..J z 0 0 ..J ii2 ::I w
Ill 0 Ill 0 ::E
r-31 II Silty Sandstone 'SM', reddish brown, fine to medium grained, moist, moderately
54 cemented.
r-32
r-33
r-34
r-35 6 r-36 39 Trace clay.
r-37
r-38
r-39
r-40 a r-41 66
r-42 Gravels.
r-43
f-44
45 50-3" ~ ~
f-46
r-47 IBQRING REFUSAL ON GRAVEL LAYER AT 47 FEET)
48 Total depth: 47 feet
Groundwater not encountered
f-49 Backfilled: 3/12/2015
f-50
,... 51
52
r-53
r-54
55
56
57
58
59
60 &'"'' ''""'' '"" c PROJECT NO. 1916A11 an Diego, CA 92121
(858) 537-3999 LOG OF BORING FIGURE 8-Sb
Logged by: SEV
Method of Drilling:
... w w
i=' u.. ...J ...J a.. 0::: a.. !:!:.. w :iii: :iii:
J: a.. <( <( ... Ill Ill Ill a.. ~ w ~ w > 0 ...J c ...J ii: :::::1
a:l c a:l
2
3
4 37
5
6 31
7
8
9
10 1----
11 70
12
13
14
15
16 75
17
18
19
20
21 59
22
23
24
25
26 66
27
28
29
30
LL' (.)
!:!:.
~ iii z w c
BORING NO. B-6
8-inch diameter hollow-stem au
Date Drilled: 3/9/2015
Elevation: 189%' msl
~ 0
w 0:::
:::::1 ...
Ill 0 :iii:
DESCRIPTION
FILL: Silty Sand (SM), reddish brown, fine to coarse grained, moist, medium
dense.
nsion Index= 0)
LAB TESTS
Expansion Index
125 12.1 Dense.
Brown and dark gray, fine to medium grained, abundant organics.
I:!::!!:~~~:!.!:!....!::!.E~~~.!..!.!.!!!...£~!.!!.!:!~~ (Qoo2·4): Silty Sandstone 'SM',
brown, fine to medium grained, moist, moderately cemented.
Reddish brown and dark brown.
PROJECT NO. 1916A11
6295 Ferris Square, Suite C
San Diego, CA 92121
(858) 537-3999 LOG OF BORING FIGURE B-6a
BORING NO. B-6 (continued}
Logged by: SEV Date Drilled: 3/9/2015
Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 189%' msl
1-w w rL ~ i=' u.. ...J ...J 11. u 0
It 11. ~ w :::!: :::!: ~ w
:I: 11. <( <( ~ It DESCRIPTION LAB TESTS 1-Ill Ill Ill ::J
11. 3: w ::.::: u; 1-
w > Ill 0 ...J z 0 c ...J ~ ::J w
lXI c lXI c :::!:
• [Continued]
r 31 54 Silty Sandstone 'SM', light brown and orange, fine to coarse grained, moist,
r-32 moderately cemented, some gravels.
33
34
r-35
50-6" • 36
37
38
39 SANTIAGO FORMATION (Tsa): Silty Sandstone 'SM', light brown, fine grained,
moist to wet, moderately cemented.
40 Jl 41 67
f-42 Total depth: 41% feet
f-43 Groundwater not encountered
Backfilled: 3/9/2015
f-44
f-45
r 46
r 47
r 48
r 49
50
f-51
r 52
f-53
r 54
r-55
r-56
f-57
58
f-59
f-60 Alii.:'""' Sq""re, Soie C PROJECT NO. 1916A11 an Diego, CA 92121 LOG OF BORING FIGURE B-6b (858) 53 7-3999
Logged by: SEV
Method of Drilling:
1-w w u:-i=' u.. ..J ..J 0:: a. a. (.J
!:!::. w ::E ::E ~
J: a. < < >-1-en en en 1-a. !:: w X: iii w > 0 ..J z c ..J 0:: ::I w m c m c
2
3 114
4
5
6 50-6"
7
8
9
10
11 50-5)1,''
12
13 -------------------
14
15
16 19
17
18
19
20
21 42
22
23 -------------------
24
25
26 47
27
28
29
30
PROJECT NO. 1916A11
BORING NO. B-7
8-inch diameter hollow-stem auger
Date Drilled: 3/12/2015
Elevation: 202' msl
~ e... w 0:: ::I 1-en 0 ::E
13.4
DESCRIPTION
FILL,: Sandy Fat Clay (CH), brown, medium plasticity, moist, firm to hard.
OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Q002.4): Silty Sandstone 'SM',
brown and reddish brown, fine to medium grained, moist, moderately cemented.
Reddish and yellowish brown, fine grained.
Sandy Claystone 'CL', reddish brown with black, low plasticity, moist, moderately
indurated.
(55.9% Passing No. 200 Sieve; LL=27.0, PL=15.3, Pl=11.7)
Claystone 'CL', reddish brown, medium plasticity, moist, moderately indurated.
Silty Sandstone 'SM', reddish brown, fine to coarse grained, moist, moderately
cemented, trace clay.
Poorly Graded Sandstone with Silt 'SP-SM', yellowish brown and brown, fine to
medium grained, moist, moderately cemented.
(Non-Plastic)
6295 Ferris Square, Suite C
San Diego, CA 92121
(858) 537-3999 LOG OF BORING
LAB TESTS
pH, Resistivity,
Sulfate, Chloride
No. 200 Wash,
Atterberg Limits
Atterberg Limits
FIGURE B-7a
BORING NO. B-7 (continued)
Logged by: SEV Date Drilled: 3/12/2015
Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 202' msl
.... w w lL i=' u... ...J ...J ~
0::: II.. II.. (J ~ ~ w :::!: :::!: ~ w
J: II.. <C <C >-0::: DESCRIPTION LAB TESTS .... (/J (/J (/J .... ::J
II.. :;; w ~ iii ....
w > (/J
0 ...J z 0 c ...J ii2 ::J w
Ill c Ill c :::!:
~t'''" [Continued)
Poorly Graded Sandstone with Silt 'SP-SM', yellowish brown and brown, fine to 31 42 J~ medium grained, moist, moderately cemented.
r-32
r 33
r-34
r-35 ~ 1-36 50-5Y." Dark brown and black, abundant gravels.
r-37
r-38
r-39
40 50-5W' = .m. Yellowish brown.
r-41
42
1-43
r-44
r-45
46 ll SANTIAGO FORMATION (Tsa): Silty Sandstone 'SM', yellowish brown, fine
86 grained, moist, moderately cemented.
r-47 Total depth: 46Y. feet
48 Groundwater not encountered
Backfilled: 3/12/2015
49
50
51
52
53
54
55
56
57
58
59
60
&:''"' Sqw"'· '"'' C PROJECT NO. 1916A11 an Diego, CA 92121 LOG OF BORING FIGURE B-7b (858) 537-3999
BORING NO. B-8
Logged by: SEV Date Drilled: 3/12/2015
Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 213' msl
1-w w i:L ~ i=' u.. ...J ...J II.. (.) " a:: II.. !:!:. w :::!: :::!: ~ w
:I: II.. < < ~ a:: DESCRIPTION LAB TESTS 1-en en en ::J
II.. 3: w ~ u; 1-w > en 0 ...J z 5 0 ...J ii2 ::J w
III 0 III 0 :::!:
r-1 FILL: Silty Sand (SM), yellowish brown, fine to medium grained, moist, medium
dense, trace clay.
2
r-3
r-4
r-5
r-6
r-7
r-8
r-9 Some gravels.
r-10 [""7
11 14 ~
12
r-13
14
15 ~ 16 75-11" 105 9.4
SANTIAGO FORMATION (Tsa): Silty Sandstone 'SM', light brown and reddish
r-17 brown, fine grained, moist, moderately cemented.
r-18
r-19
f-20 i (16.0% Passing No. 200 Sieve) No. 200 Wash
r-21 72 Orangish brown.
f-22
r-23
r-24
25 i
Total depth: 29;1, feet
Groundwater not encountered
Backfilled: 3/12/2015 26 70
27 ------------------- --------·--------------------------------------------------------------------------28 ~ Poorly Graded Sandstone with Silt 'SP-SM', light brown and reddish brown, fine to
29 medium grained, moist, moderately cemented.
76
30
.4fij.:''"'' '""'"' '"" c PROJECT NO. 1916A11 an Diego, CA 92121
(858) 537-3999 LOG OF BORING FIGURE B-8
Logged by: SEV
Method of Dri
1-w w LL ...J ...J i=' II.. a:: II.. !:!:. w :::!: :::!:
J: II.. <( <(
1-en en en
II..
==
w ~ w > 0 ...J c ...J ii: :::J
Ill c Ill
2
3
4 47
5
6 28
7
8
9
11
12
13
14
15
16 85
17
18
19
20
21 60
22
23
24
25
26 55
27
28
29
30
u:-(.J
~
>-1-u; z w c
BORING NO. B-9
Date Drilled: 3/11/2015
8-inch diameter hollow-stem auger Elevation: 212' msl
-~ " w a:: :::J 1-en 5 :::!:
DESCRIPTION
· Poorly graded Sand (SP), light orangish brown, medium grained, moist,
medium dense.
LAB TESTS
125 8.0 Orangish brown.
Coarse grained.
OLD PARALIC DEPOSITS. Unit 2-4, Undivided (Q002.4): Poorly Graded
Sandstone 'SP', orangish brown, medium to coarse grained, moist, moderately
cemented.
Coarse grained, iron oxide staining.
Medium to coarse grained.
Coarse grained, trace clay.
PROJECT NO. 1916A11
6295 Ferris Square, Suite C
San Diego, CA 92121
(858) 537-3999 LOG OF BORING FIGURE B-9a
BORING NO. B-9 (continued)
Logged by: SEV Date Drilled: 3/11/2015
Method of Drilling:_ 8-inch diameter hollow-stem_aug_~ Elevation: 212' msl
1-w w u:-~ j:' u. ...J ...J II.. (.) 0 0:: II.. !:!:.. w :::':!: :::':!: !!:.. w
:I: II.. <( <( ~ 0:: DESCRIPTION LAB TESTS 1-1/) 1/) 1/) :::1
II.. ~ w lll:: u; 1-
w > 1/)
0 ...J z a c ...J 0:: :::1 w
Ill c Ill c :::':!:
31 ~~ SANTIAGO FORMATION (Tsa): Sandy Siltstone 'ML', light orangish brown,
51 non-plastic, moist, moderately cemented.
32
33
34
35 (I 36 38
37 Abundant gravels.
38
~ 39
40 Ji Light gray to orang ish brown.
r-41 50
r-42 Total depth: 41% feet
r-43 Groundwater not encountered
Backfilled: 3/11/2015
r-44
r-45
f-46
'-47
48
... 49
50
51
f-52
53
,... 54
55
56
57
58
59
60 &.,''";' ''""'· '""' c PROJECT NO. 1916A11 an Diego, CA 92121 LOG OF BORING FIGURE B-9b (858) 537-3999
Logged by: SEV
Method of Drillin
1-w w i:L i=' u.. ...J ...J II.. u It: II.. !!:.. w ::!!: ::!!: ~
:I: II.. < < ~ 1-CIJ CIJ CIJ
II.. 3: w ~ iii w > 0 ...J z c ...J ~ :::1 w
Ill c Ill c
2
3 50-5"
4
5
6 52
7
8
9
10
11
12
13
14
15
16 49
17
18
19
20
21
22
23
24
25
26
27
28
29
30
PROJECT NO. 1916A11
BORING NO. B-1 0
8-inch diameter hollow-stem
Date Drilled: 3/11/2015
Elevation: 225' msl
~ 0
w It: :::1 1-CIJ
0 ::!!:
DESCRIPTION
FILL: Poorly Graded Sand 'SP', orangish brown, medium to coarse grained,
moist, medium dense.
I~:!:LJ~~~...!:!.!:=n!.i!J.!S!...J!!lli~.J!!!.!!!.lill!.!!!! (Qoo2·4): Poorly Graded
ltstone 'SP', orangish and reddish brown, medium to coarse grained, moist,
moderately cemented.
brown, coarse grained.
Sandy Siltstone 'ML', gray, non-plastic, moist, moderately indurated.
Total depth: 21Y:. feet
Groundwater not encountered
Backfilled: 3/11/2015
6295 Ferris Square, Suite C
San Diego, CA 92121
(858) 537-3999 LOG OF BORING
LAB TESTS
FIGURE B-10
BORING NO. B-11
Logged by: SEV Date Drilled: 3/11/2015
Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 224' msl
1-w w u::-i=" u. ...J ...J :::!!
0:: II.. II.. (.) ~
!:!:. w ::!!: ::!!: ~ w
J: II.. <( <( ~ 0:: DESCRIPTION LAB TESTS 1-rn rn rn ::J
II.. ;: w ~ iii 1-
w > rn 0 ...J z 0 0 ...J a: ::J w
lXI 0 lXI 0 ::!!:
1 FILL: Poorly Graded Sand (SP), light yellowish brown, medium to coarse grained,
moist, medium dense.
r-2
1-3 50-5" ~ 120 7.8
1-4 OLD PARALIC DEPOSITS, Unit 2-4, Undivided (Q002.4): Poorly Graded
Sandstone 'SP', orangish brown, coarse grained, moist, moderately cemented.
1-5 II 1-6 26
1-7
1-8
1-9
1-10 ~ Orangish brown and reddish brown, trace clay.
1-11 11 m
1-12 ~ SANTIAGO FORMATION (Tsa}: Fat Claystone 'CH', gray, high plasticity, moist,
J::'' moderately indurated. Direct Shear
13 82 FQ#.L:
14
15 -------~~ ------------------·-------------------------------------------------------------------------
16 Silty Sandstone 'SM', light orangish brown, medium grained, moist, moderately
60 cemented.
17
1-18
19
20 I 21 63
22
1-23
r-24
r-25
1-26 48 Light gray.
1-27
1-28
1-29
1-30
~,'"'' Sq,,re, '"" C PROJECT NO. 1916A11 an Diego, CA 92121 LOG OF BORING FIGURE B-11 a (858) 537-3999
BORING NO. B-11 (continued)
Logged by: SEV Date Drilled: 3/11/2015
Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 224' msl
1-w w rL u. ...J ...J -::e. I=' D.. u 0 0:: D.. !:!:. w :::!: :::!: !:. w
:I: D.. <( <( ~ 0:: DESCRIPTION LAB TESTS 1-Ul Ul Ul ::l
D.. ;: w lll:: iii 1-w ~ Ul 0 ...J z 0 c ...J 0:: ::l w m c m c :::!:
. c?J [Continued]
r-31 ~ Silty Sandstone 'SM', light gray, fine grained, moist, moderately cemented, iron
77 oxide.
r-32
r-33 -----------------------------------------------------------------------------------------------------
34 Poorly Graded Sandstone 'SP', light orangish brown, medium grained, moist,
moderately cemented.
35 ~ 36 90-11"
37
38
39
40 !:---'!
41 50-6" ,i~1i Reddish brown, iron oxide.
,... 42
43
f-44
.... 45 ~
f-46 88 ~ Light gray.
47
48
49
r-50 ~ f-51 50-6" Orangish brown.
f-52 Total depth: 51 feet
Groundwater not encountered
53 Backfilled: 3/11/2015
f-54
55
56
57
58
59
60
&:''"' '""'·· '"'' c PROJECT NO. 1916A11 an Diego, CA 92121 LOG OF BORING FIGURE B-11 b (858) 537-3999
BORING NO. B-12
Logged by: SEV Date Drilled: 3/10/2015
Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 226' msl
1-w w IL i=' u.. ..J ..J ~
0::: a.. a.. (.) ~ !:!::. w ~ ~ ~ w
:I: a.. < < ~ 0::: DESCRIPTION LAB TESTS 1-en en en ::J a..
==
w ~ iii 1-w > en 0 ..J z 0 c ..J iii: ::J w
IXl c IXl c ~
1 t:ti: FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. Maximum Density/
Optimum Moisture,
2 L-..;..; Direct Shear
3 ~ 4 32 114 13.1
5 ,..__,. OLD PARALIC DEPOSITS, Unit 2-4, Undivided (Q002-4): Silty Sandstone 'SM',
~ orangish brown, fine to coarse grained, moist, moderately cemented, trace clay.
6 32 ...,;..;.._
7
-8
,... 9
f-10 ~ Direct Shear
r-11 45 116 15.3
r-12
r-13
r-14
15 ~ 16 32
17
18
19
20
21 ~ SANTIAGO FORMATION (Tsa): Silty Sandstone 'SM', light brown and reddish
18 brown, fine grained, moist, moderately cemented.
22
r-23
f-24
f-25 ~~ f-26 72 ~ Orangish brown.
f-27
r-28
.... 29
30
~'""' s, ... , so;re c PROJECT NO. 1916A11 an Diego, CA 92121
(858) 537-3999 LOG OF BORING FIGURE B-12a
BORING NO. B-12 (continued)
Logged by: SEV Date Drilled: 3/10/2015
Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 226' msl
1-w w u:::-u... ...J ...J ~ i=' 0:: D.. D.. u ~
!!::.. w ~ ~ f!:. w
:I: D.. < < ~ 0:: DESCRIPTION LAB TESTS 1-1/) 1/) 1/) ::J
D.. 3: w ~ iii 1-w > 1/)
0 ...J z 0 c ...J iii: ::J w
Ill c Ill c ~
""" 31
~~,:,0 Poorly Graded Sandstone 'SP', light brown, fine grained, moist, moderately
78 :m cemented.
'-32
33
r 34
r-35 11 r-36 86
r-37 Total depth; 36'12 feet
r-38 Groundwater not encountered
Backfilled: 3/10/2015
r-39
r-40
r-41
r-42
r-43
r-44
r-45
r-46
r-47
r-48
r-49
r-50
r-51
r-52
f-53
-54
55
56
57
r-58
r-59
r-60
4ii1/'"'' Sq"'re, '"" C PROJECT NO. 1916A11 an Diego, CA 92121
(858) 537-3999 LOG OF BORING FIGURE B-12b
BORING NO. B-13
Logged by: SEV Date Drilled: 3/10/2015
Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 230' msl
1-w w L.L u. ...J ...J ~ i=' 0::: ll.. ll.. u ~
!:!:.. w ::!: ::!: ~ w
::c: ll.. <( <( >-0::: DESCRIPTION LAB TESTS 1-CJ) CJ) CJ) 1-::I
ll.. s: w ~ iii 1-w > CJ) 0 ...J z 6 c ...J ~ ::I w
Ill c Ill c ::!:
1-1 ~ FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense, pH, Resistivity,
trace clay. Sulfate, Chloride
1-2
1-3 ' Dark brown with black, fine to medium grained, some gravel, some organics.
r-4 33 123 10.5
r-5 ~ OLD PARALIC DEPOSITS, Unit 2-4, Undivided (Q002_4): Silty Sandstone 'SM',
1-6 reddish brown and brown, fine to coarse grained, moist, moderately cemented,
22 trace clay.
1-7
1-8
r-9 50-5" ~ Gravel. =
1-10
1-11
1-12 ~
13 50-6" ~ Reddish brown, fine grained.
14
15 ~ SANTIAGO FORMATION (Tsa): Fat Claystone 'CH', gray, high plasticity, moist,
50-6" ~ moderately indurated.
1-16
1-17
1-18 ~ Direct Shear
1-19 28 92 26.2
~: (78.6% Passing No. 200 Sieve; LL=76.2, PL=20.5, Pl=55.7; No. 200 Wash,
1-20 Expansion Index= 233) Atterberg Limits,
---36·-1 Expansion Index
1-21 -----------------~·-------------------------------------------------------------------------
1-22 Sandy Claystone 'CL', gray, medium plasticity, moist, moderately indurated.
1-23
1-24
'--25 -------0"" -----------------··-------------------------------------------------------------------------
26 ~~ Poorly Graded Sandstone with Silt 'SP-SM', light brown, fine grained, moist,
53 moderately cemented.
27
28 ---------------------------·--------------------------------------------------------------------------
29 Silty Sandstone 'SM', yellow and light brown, fine grained, moist, moderately
cemented.
30 &/'"' ''""'' '"'' c PROJECT NO. 1916A11 an Diego, CA 92121
(858) 537-3999 LOG OF BORING FIGURE B-13a
BORING NO. B-13 (continued)
Logged by: SEV Date Drilled: 3/10/2015
Method of Drilling: 8-inch diameter hollow-stem auger Elevation: 230' msl
1-w w u:::-~ i=' u. ..J ..J n:: 0.. 0.. u ~
!:!:.. w :::!!: :::!!: ~ w
:I: 0.. <C <C > n:: DESCRIPTION LAB TESTS 1-rn rn rn 1-::J
0.. ~ w ~ iii 1-
w > rn 0 ..J z 0 0 ..J ii: ::J w
Ill 0 Ill 0 :::!!:
~ [Continued]
31 57 Silty Sandstone 'SM', yellow and light brown, fine grained, moist, moderately
32 cemented.
33 ------------------- -----
_____ , ________________________________________________________________________
34 Poorly Graded Sandstone 'SP', yellow and light brown, fine grained, moist,
moderately cemented.
35 ~ 36 50-6"
37
38
'-39
'-40 ~ ,... 41 50-6"
r-42
r-43
r-44
r-45 ~ r-46 50-6"
47
48
49
r-50 = 51 50-5"
52 Total depth: 51 feet
Groundwater not encountered
53 Backfilled: 3/10/2015
54
1-55
1-56
1-57
1-58
1-59
r-60
~5 '""' ''""'· '"'' c PROJECT NO. 1916A11 San Diego, CA 92121
(858) 537-3999 LOG OF BORING FIGURE B-13b
LOG OF EXPLORATION TEST PIT NO. 1
Logged by: SEV
Equipment Used:
Date Excavated: 3/10/2015
-1
- 2
- 3
- 4
- 5
- 6
- 7
- 8
- 9
Mini-Excavator with 18-inch bucket Elevation: 181' msl
DESCRIPTION
OLD PARALIC DEPOSITS, Unit 2-4, Undivided (0002.4): Silty Sandstone 'SM', reddish brown,
fine to coarse grained, moist, moderately cemented, trace clay.
Total depth 5Y2 feet
Groundwater not encountered
Backfilled: 3/10/2015
LAB TESTS
-10 L---~---------------------------------------------------------~~----------~
LOG OF EXPLORATION TEST PIT NO. 2
Logged by: SEV Date Excavated: 3/10/2015
Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 185' msl
w
j::' __.
a. !!::. ~
J: < DESCRIPTION 1-C/)
a. ::.::: w __. c ::I lXI
-1 Fill: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense, trace clay.
- 2
-3
- 4
OLD PARALIC DEPOSITS, Unit 2-4, Undivided (0002.4): Silty Sandstone 'SM', reddish brown,
fine to coarse grained, moist, moderately cemented, trace clay.
-5 Total depth: 4Y2 feet
-6 Groundwater not encountered
Backfilled: 3/10/2015
- 7
- 8
-9
-10
PROJECT NO. 1916A11 6295 Ferris Square Suite C
San Diego CA 92121
(858) 537-3999
LOG OF TEST PITS
LAB TESTS
FIGURE B-14
LOG OF EXPLORATION TEST PIT NO. 3
Logged by: SEV Date Excavated: 3/10/2015
Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 187' msl
w
i=' ..J
ll.. !:!:.. ::!!:
J: <( DESCRIPTION LAB TESTS 1-U)
ll.. ~ w ..J c ~ III
f-
1. FILL: Silty Sand (SM), brown, fine to medium grained, moist, medium dense. R-Value 1-
f-
1-2
f-
1-3
f-
1-4
f-
1-5
r-OLD PARALIC DEPOSITS, Unit 2-4, Undivided (Q0p2_4): Silty Sandstone 'SM', reddish brown, 1-6 fine to coarse grained, moist, moderately cemented, trace clay. r-
1-7 Total depth; 6 feet f-
r-8 Groundwater not encountered
f-Backfilled: 3/10/2015
1-9
f-
----10
LOG OF EXPLORATION TEST PIT NO.4
Logged by: SEV Date Excavated: 3/9/2015
Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 191' msl
w
i=' ..J ll.. !:!:.. ::!!:
J: <( DESCRIPTION 1-U)
ll.. ~ w ..J c ~ III
r-FILL: Clayey Sand (SC), reddish brown and brown, fine to coarse grained, moist, medium dense. 1-1
f-
1-2
f-
1-3
f-
1-4
f-
1-5
f-
1-6 OLD PARALIC DEPOSITS, Unit 2-4, Undivided (Q0p2•4): Clayey Sandstone 'SC', reddish r-
1-7 brown, fine to coarse grained, moist, moderately cemented, trace clay.
r-Total depth: 6% feet ~ 8
r-Groundwater not encountered
-9 Backfilled: 3/9/2015
f-
-10
PROJECT NO. 1916A11 6295 Ferris Square, Suite C
San Diego, CA 92121
(858) 537-3999
LOG OF TEST PITS
LAB TESTS
FIGURE B-15
LOG OF EXPLORATION TEST PIT NO. 5
Logged by: SEV Date Excavated: 3/10/2015
Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 194' msl
w
i=' ...J Q. !:!:. ::!:
J: < DESCRIPTION LAB TESTS 1-!/)
Q. ~ w ...J c ::I Ill
f-FILL: Silty Sand (SM) .. brown, fine to coarse grained, moist, medium dense. r---1
r-
f--2
r-
f--3
f-
1--4 OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Qop2•4): Silty Sandstone 'SM', light brown, f-
f--5 fine to coarse grained, moist, moderate!}' cemented.
f-Total depth: 4Y:z feet f--6 Groundwater not encountered f-Backfilled: 3/10/2015 f--7
t-
f--8
r-
f--9
f-
'---10
LOG OF EXPLORATION TEST PIT NO. 6
Logged by: SEV Date Excavated: 3/10/2015
Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 197' msl
w
i=' ...J Q. !:!:. ::!:
J: < DESCRIPTION 1-!/)
Q. ~ w ...J c ::I Ill
-1 FILL: Silty Sand (SM), brown, fine to coarse, moist, medium dense.
-
2.
OLD PARALIC DEPOSITS, Unit 2-4, Undivided (~p2-4): Silty Sandstone 'SM', light brown and
orangish brown, fine to coarse grained, moist, moderately cemented.
-3
-4 Total depth: 3 feet
Groundwater not encountered
- 5
Backfilled: 3/10/2015
- 6
f--7
r-
1--8
f-
f--9
f-
.___ 10
PROJECT NO. 1916A11 6295 Ferris Square, Suite C
San Diego, CA 92121
(858) 537-3999
LOG OF TEST PITS
LAB TESTS
Maximum Density/
Optimum Moisture
FIGURE B-16
LOG OF EXPLORATION TEST PIT NO. 7
Logged by: SEV Date Excavated: 3/10/2015
Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 214' msl
w
j::' ...J a.. !:!:.. ::!:
:I: <( DESCRIPTION LAB TESTS 1-1/) a.. ~ w ...J 0 :::J
Ill
-1 FILL: Silty Sand (SM), brown, fine to medium grained, loose to medium dense.
-2
-3
-4
-5 ·------~ayerat-cru-shedro-ck.------------------------------------------------------------------------
-6 """OLD PARALIC DEPOSITS, Unit 2-4, Undivided (Q0p2•4): Silty Sandstone 'SM', reddish
-7 brown, fine to coarse grained, moist, moderately cemented.
-8 Total depth: 6 feet
Groundwater not encountered
-9 Backfilled: 3/10/2015
1-
'--10
LOG OF EXPLORATION TEST PIT NO. 8
Logged by: SEV Date Excavated: 3/10/2015
Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 205' msl
w
j::' ...J a.. !:!:.. ::!:
:I: <( DESCRIPTION 1-1/) a.. ~ w ...J 0 :::J Ill
1-FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. ~ 1
1-
t-2
1-
t-3
1-OLD PARALIC DEPOSITS, Unit 2-4, Undivided (Q0p2•4): Silty Sandstone 'SM', reddish ~ 4 ..........._ brown, fine to coarse grained, moist, moderately cemented. 1-
~ 5 Total depth: 4 feet 1-
1-6 Groundwater not encountered
r-Backfilled: 3/10/2015
t-7
r-
~ 8
r-
1-9
r-
'-10
PROJECT NO. 1916A11 6295 Ferris Square, Suite C
San Diego, CA 92121
(858) 537-3999
LOG OF TEST PITS
LAB TESTS
FIGURE B-17
LOG OF EXPLORATION TEST PIT NO. 9
Logged by: SEV Date Excavated: 3/10/2015
Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 213' msl
w
i=' .J D.. !:!:.. :a:
J: <( DESCRIPTION LAB TESTS 1-II)
D.. ~ w .J 0 ::J Ill
f-FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. r---1
r-
r--2 Trace clay. r-
r--3
r-
r--4
r-
r--5
r-Total depth: 10 feet r--6 Groundwater not encountered
r-Backfilled: 3/10/2015
r--7
r-Gravels. r--8
r-
r--9 SANTIAGO FORMATION (Tsa}: Fat Claystone 'CH', olive gray, high plasticity, moist, f-
'--10 moderately indurated.
LOG OF EXPLORATION TEST PIT NO. 10
Logged by: SEV Date Excavated: 3/10/2015
Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 211' msl
w i=' .J D.. !:!:.. :a:
J: <( DESCRIPTION 1-II)
D.. ~ w .J 0 ::J Ill
r-FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense.
r--1
r-OLD PARALIC DEPOSITS, Unit 2-4, Undivided (Q0p2•4): Silty Sandstone 'SM', reddish r--2
r-brown to brown, fine to coarse grained, moist, moderately cemented.
r--3
r--4 Total depth: 3 feet
Groundwater not encountered
:--5 Backfilled: 3/10/2015
-6
- 7
-8
-9
-10
PROJECT NO. 1916A11 6295 Ferris Square, Suite C
San Diego, CA 92121
(858) 537-3999
LOG OF TEST PITS
LAB TESTS
FIGURE B-18
LOG OF EXPLORATION TEST PIT NO. 11
Logged by: SEV Date Excavated: 3/10/2015
Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 222' msl
w
I=' ...1 a.. !::!:.. ::!:
:I: <( DESCRIPTION LAB TESTS 1-1/) a.. :::.::: w ...1 c ::J Ill
1--1 FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense.
'-
-2
r--3
r-
'---4
1--5 !"'-OLD PARALIC DEPOSITS, Unit 2-4, Undivided (Qop2-4): Silty Sandstone 'SM', reddish
brown to brown, fine to coarse grained, moist, moderately cemented.
1--6 Total depth: 4Y:. teet
7 Groundwater not encountered ,___
Backfilled: 3/10/2015 1-
;-8
r-
-9 -
'---10
LOG OF EXPLORATION TEST PIT NO. 12
Logged by: SEV Date Excavated: 3/10/2015
E ment Used: Mini-Excavator with 18-inch bucket Elevation: 226' msl
I=' !::!:..
:I: 1-a.. w c
2
3
4
5
6
7
8
9
w ...1 a.. ::!: <(
1/)
:::.::: ...1 ::J Ill
DESCRIPTION LAB TESTS
FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense.
silty sand (SM). browri-ariCi-r'Eicici'(511iJrawri".-iirie-tcicoars'Ei9rairi"eCi~moi5t~me'dilimcierise~----------
some calcium carbonate. pH, Resistivity,
Total depth; 5 feet
Groundwater not encountered
Backfilled: 3/10/15
Sulfate, Chloride
10 ~--~--------------------------------------------------------~~-----------...1
PROJECT NO. 1916A11 6295 Ferris Square, Suite C
San Diego, CA 92121
(858) 537-3999
LOG OF TEST PITS FIGURE B-19
LOG OF EXPLORATION TEST PIT NO. 13
Logged by: SEV
Equipment Used:
Date Excavated: 3/10/2015
-1
- 2
- 3
'-4
i-5
- 6
'-7
i-8
- 9
r-
Mini-Excavator with 18-inch bucket Elevation: 215' msl
DESCRIPTION
OLD PARALIC DEPOSITS. Unit 2-4. Undivided (Qop2-4): Silty Sandstone 'SM', reddish
brown to brown, fine to coarse grained, moist, moderately cemented.
Total depth: 7 feet
Groundwater not encountered
Backfilled: 3/10/2015
LAB TESTS
'-10 ~--~--------------------------------------------------------~~----------~
LOG OF EXPLORATION TEST PIT NO. 14
Logged by: SEV Date Excavated: 3/10/2015
Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 219' msl
w
j::' .J 11. !:!::. ::E
J: c( DESCRIPTION ..... (/)
11. ::.::: w .J 0 ::I III
r-
1. FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. 1-
r-(Expansion Index = 0)
i-2
r-
i-3
r-
- 4
r-
i-5
~ 6
r-OLD PARALIC DEPOSITS, Unit 2-4, Undivided (Qop2-4): Silty Sandstone 'SM', reddish
- 7
brown to brown, fine to coarse grained, moist, moderately_ cemented.
1-8 Total depth: 6Y:z feet
Groundwater not encountered
-9 Backfilled: 3/1012015
-10
PROJECT NO. 1916A11 6295 Ferris Square, Suite C
San Diego, CA 92121
(858) 537-3999
LOG OF TEST PITS
LAB TESTS
Expansion Index
FIGURE B-20
LOG OF EXPLORATION TEST PIT NO. 15
Logged by: SEV Date Excavated: 3/10/2015
Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 221' msl
w i=' ...J D.. !::. ::!:
:I: <C DESCRIPTION LAB TESTS 1-en
D.. ~ w ...J c ::J m
-1 FILL: Silty Sand (SM), brown, fine to medium grained, moist. medium dense.
- 2
-3
- 4
-5
Total depth: 8 feet
-6 Groundwater not encountered
Backfilled: 3/10/2015
- 7
1-
t-8 """OLD PARALIC DEPOSITS, Unit 2-4. Undivided (Qop2-4): Silty Sandstone 'SM', orangish 1-
t-9 brown, fine to coarse grained, moist, moderately cemented.
1-
'---10
LOG OF EXPLORATION TEST PIT NO. 16
Logged by: SEV Date Excavated: 3/10/2015
Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 232' msl
w
i=' ...J D.. !::. ::!:
:I: <C DESCRIPTION 1-en D.. ~ w ...J c ::J m
1-FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. t-1
1-OLD PARALIC DEPOSITS. Unit 2-4, Undivided (Qop2-4): Silty Sandstone 'SM', reddish brown t-2
t-and brown, fine to coarse grained, moist, moderately cemented.
t-3
t-
t-4
r-Total depth: 4 feet t-5
1-Groundwater not encountered
t-6 Backfilled: 3/10/2015
1-
1-7
1-
1-8
~
- 9
r-
-10
PROJECT NO. 1916A11 6295 Ferris Square, Suite C
San Diego, CA 92121
(858) 537-3999
LOG OF TEST PITS
LAB TESTS
FIGURE B-21
LOG OF EXPLORATION TEST PIT NO. 17
Logged by: SEV Date Excavated: 3/1 0/2015
Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 223' msl
w
I=' .J ll. !:. ::!:
:I: < DESCRIPTION LAB TESTS ..... C/)
ll. ~ w .J c ~ m
""" 1. FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. R-Value r-
r-
1-2
r-
1-3
""" r-4
r-
1-5 OLD PARALIC DEPOSITS, Unit 2-4, Undivided (Qop2-4): Silty Sandstone 'SM', reddish brown r-
1-6 and brown, fine to coarse grained, moist. moderately cemented.
r-Total depth: 5'h feet 1-7
r-Groundwater not encountered
r-8 Backfilled: 3/10/2015
r-
r-9
r-
10
LOG OF EXPLORATION TEST PIT NO. 18
Logged by: SEV Date Excavated: 3/10/2015
Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 227%' msl
w
I=' .J ll. !:. ::!:
:I: < DESCRIPTION ..... C/)
ll. ~ w .J c ~ m
f--1 FILL: Silty Sand (SM), brown, fine to coarse grained, moist. medium dense.
""" r-2
f--3 OLD PARALIC DEPOSITS, Unit 2-4, Undivided (Qop2-4): Silty Sandstone 'SM', reddish brown
- 4
fine to coarse grained, moist. moderately cemented.
r-5 Total depth: 3'h feet
Groundwater not encountered
6 Backfilled: 3/10/2015 -
- 7
-8
-9
-10
PROJECT NO. 1916A11 6295 Ferris Square, Suite C
San Diego, CA 92121
(858) 537-3999
LOG OF TEST PITS
LAB TESTS
FIGURE B-22
LOG OF EXPLORATION TEST PIT NO. 19
Logged by: SEV Date Excavated: 3/10/2015
Equipment Used: Mini-Excavator with 18-inch bucket Elevation: 233' msl
w
i=' ...J
D.. !:!:.. ::!:
J: <( DESCRIPTION 1-(/)
D.. X: w ...J 0 :::l Ill
r-FILL: Silty Sand (SM), brown, fine to coarse grained, moist, medium dense. I-1
- 2
-3
- 4
OLD PARALIC DEPOSITS, Unit 2-4, Undivided (Qop2-4): Silty Sandstone 'SM', reddish brown
fine to coarse grained, moist, moderately cemented.
- 5 Total depth: 4 feet
- 6
Groundwater not encountered
Backfilled: 3/10/2015
-7
!-8
f-
!-9
r-
'----10
PROJECT NO. 1916A11
6295 Ferris Square SUite C
San Diego CA 92121
(858) 537-3999
LOG OF TEST PITS
LAB TESTS
FIGURE B-23
I
I
I
I
I
l
I
I
I
I
I
' t
Date
Project
Drilling Co.
2-16-05
GI:OTECHNICAL BORING LOG B-7
Sheet 1 of
Grand Pactfic Resorts Project No. 040575-003
West Hazmat Type of Rig Hollow-Stem Au:;er
Hole Diameter 8' Drive Weight _________ 1_:!_Q_p()U(1si__ha'!l_/11t;r ___________ Drop 30"
Elevation Top of Elevation 186' Location _________ _______ ________ See Map
180
175
170
165
160
SMIPLE TYPES:
S SPLIT SPOON
R RING SMIPLE
B BULK SAMPLE
T TUBE SAMPLE
L
d -z CllO
<ll 30 a. ou.
E
!!:! en
H
R-1 IIi 89
B-1
0'4-&'. ' , ......... ! i
' ~-~
i R-2
R-3
!!
~ I j
r
l e-l I'
60
G GRAB SAMPLE
SH SHELBY TUBE
1163 96
107.8 l L9
DESCRIPTION
GJM
GJM
@ 5': Silty fine to medicm SAND: Orange-brow11. d1111p to mo1st, very
dense
@ 10': Silty fine to medium SAND: Dark orange-tlmwn. damp to
moist, dense to very dense
@ 15': Silty fine to medium SA'\'D: Dark orange-brown. damp to
moist, dense to very dense
Total Depth= 165 Feet
No ground water encountered at time of drilling Backfilled with bentonite grout on 2/16/05
TYPE OF TESTS:
OS DIRECT SHEAR
MD MAXIMUM DENSITY
CN CONSOUOATION
CR CORROSION
SA SIEVE ANALYSIS
AT ATTERBURG LIMITS
El EXPANSION INDEX
RV R-VALUE
LEIGHTON AND ASSOCIATES, INC.
----------------------------------
(fJ -(f)
<ll 1--0
<ll c.. >. 1-
Date 2-19-03
l -i
--
15-3
-
-
10~ i
l
-
-J be generally
-horizontal
25-
-
-T -l
-I 10
505A(11/77)
GEOTECHNICAL BORING LOG CB-1
~ 98
1 I
~ 1
I
I
I I
' !
i
I SP-SM
I SP
~-u SM
i
Sheet 1 of 4
Project No. 040575-002
140 pounds
Type of Rig HS <:;()re Rig CME 2.5 95
_ Drop _lQ_ in. I.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
I
I I "3 ,. '''" fi~ SANDSTONE. o"'''·b•~o. dmp. '" ''"''
I , 10 B·oo~· '"'"
@ 15' _ Becomes very dense
@ 15'-20': Run Ill, RecoveryiRQD=80/72
@ 15'-16': No recoverv
@ 16'·17.8': Silty fmi SANDSTONE, Or.nge-brown, damp, dense
@ 17 .8' -20': Well cementeG SANDSTONE: Orange-brawn, damp. very
dense
@ 20'-25': Run 112, Recovery/RQD= 100/95
@ 20-23.7': Silty medium SANDSTONE: Orange-brownlo red-brown, damp,
very dense
@ 23'-23.5'. \\'ell indurated blocky SANDSTONE.· Interbedded li8" thick
light brown beds, generally horizontal
@ 23.5' -25': Very fine SANDSTONE with silt. Orange-brown, damp, very
dense, micaceous
@ 25'-30': Run /13, Recovery/RQD=96/90
@ 15'-25.5': Very fine SANDSTONE with silt· Orange-brown, damp, dense;
massive
@ 25.5'-26.4': Fine SANDSTONE: Orange-brown. dry to damp, dense;
friable
@ 26.4': Silty fme SANDSTONE: Orange brown, damp, very dense
[ .
LEIGHTON & ASSOCIATES
I
i
I
I
I
I
I
I
I
I
I
I
I
I
Date -----=1'--=1~:1!3 __ _
Project
Drilling Co.
Hole Diameter ---"1'-"0 in.
Elevation Top of Hole 188
I I 1/'1 l () IV ..c"'
I
·-I "0 +-+-..COl ::1 o..W 0..0 i +-wW Ill ....I ·-o'~-i L 1 +-'-' I (.1) ! +-i i <I:
i
40--~ .
-
45--
-
-
-
50-6 degrees nor_fJ dip
-.
-
-
-
55--
-
-
-
-
__60
so5A<11tn>
l
ft
0 z
w
0.. E Ill
U)
Bag-"i
5
GEOTECHNICAL BORING LOG CB-1
Sheet 2 of 4
Grand JJacific Resort Project ~o 040575-002
j ·•
I ~
1
1 ~ I
' I
Tri-County Dr-.::.:il-.::.:Ii_ng"'---
Drive \Veight ___ .140 pounds
Type of Rig HS Core Rig C~1E 9:
Drop 30 in.
Ref or Datum
i
72
:Jl L 0
Mean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By --------~'-'1_D_'Jf._BJ_O ________ _
Sampled By l\IDJ/BJO --
SM ! QUATERNARY TERRACE DEPOSITS rQtl
SP
SM
@ 30'-35': Run #4, Recovery/RQD= 100!70
@ 30'-31.2'· Silty medium SANDSTONE· Orange-brown. l!lOisr, dense.
micaceous
@ 322'-33.1': Fme SAt-.DSTONE: L1glu gray/orange-brown. damp to dry,
dense; mottled, cross-bedded, tron-oxide stained bedding
@ 33.1' -35': Silty fme SANDSTONE 0.-a.'lge·hmwn, damp, dense; poss:ble
rross~bedding; tnicaceous
@ 35'40': Run /15, Rewvery/RQD= 100180
@ 35'-36 7': Sihy fine SANDSTONE· Orange-brown, dens•
-.sr--· I.fJin~R.r sANTlf\ooFORI-1Al'foN-----------------_
SP
@ 36.T-4D': Fine SAl'<DSTONE: Yellow-brown, damp, dense; micaceous;
fnable
@ 40'45': Run 1#6, R!'coverjiRQD = 1001100 I Fine SANDSTONE: Yellow-brawn. damp to dry, dense; micaceous; friable
I @ 45'-50: Run #7, Recovery1RQD=95i90
@ 45'-50': Fir.e to very fine SANDSTONE: Pale gray, dry to damp, very
dense; micaceous, friable
@ 50'-55': Run /18, Recovert/RQD= 100/100
@50' -52.2': Very fme SANDSTONE: Light gray, damp, very de!.5e; friable,
iron-oxide blebs
@ 52.2'-55': Fine to very frne SANDSTONE: Orange-brown, moist, vel)
dense; faint bedding
@ 52.5': Perched ground water
SP·SM @ 55'-60': Run 119, Recovery/RQD=90i80
@53' -60': Fine SANDSTONE wiLIJ silt Orange-brown, light gray. moist to
wet, very dense
LEIGHTON & ASSOCIATES
I
I
I
Date 2-19,_c-0::.:3c_ __
Project ________ .
Drilling Co. __ __
Hole Diameter
Eleva'ion Top of Ho!e
I .c~l
.... w I (l_fli Q.l'+-0.._,,
I
!
-·
o I .c m I ~_13 i ~ l
505A(11/77l
10 in.
188 ft.
-r
I
I
GEOTECfll\tiCAL BORING LOG CB-1
I
'-
!
I i
u !
Grand Pacific Resort
Tri-~ou_E!y DriHing
Drive Weight
Ref or Datum
J1 "' .,;,-, +-+-IJJ~ ·-t..'"' til • Ulo Ulr-(!jl/) 30 C<r :l..._ -t_) all. (1}0 .... c I u • CIQ.. .~Ill cot.. '-' o+-i -(/)
Ql :n ·-:::) 11. I: C I L I 8 g'-' Cl
SP
I I
I l
I
'
sc
'
I CL
ML
I
Cl
I I CL I 1
I ' sc
Sl\1
sc
SM
CH
140 pounds
Sheet _3_ of _4_
Project No. 040575-002
Type of Rig HS Core Rig ClYlE 9_:
________ Drop .lQ_ in.
l\'Iean Sea Level
GEOTECHNICAL DESCRIPTION
Logged By -----------"-l\-"ID"-J'"'"/=B-'-JO..;_. ________ _
Sampled By_ MDJ/BJO
. TERTL~Y SANTIAGO FQR.\i!ATION II&___
@ 60'-{;5': Run#lO. Recn'lery/RQD=90JS5
I Fin~ SANDSTONE: Orange-brown, moist to wet. dense; iron-ox.ide sui.niLg I
!I @ 65'-7{) : Run /Ill, RecnveryiRQD= 100140
1 : :::;;gc::a:~e:::n~::~:::T:::~:N:,::~.g::i:~Wtl
I laminated with clayey SlLT to SAND layers !18'-112' thick; 6 to 10
!
I degree dip; orange {imn·D.t!de) stained friable fine grained sand
laminatioll.~
@ 68" -69' C!ayey sandy SILTSTONE: Gray, moist, medium ;tiff l...
@ 69' 7')': Same as above 67'-68": Solid gray CLAY atti9.5'. Cme sample t rest~d in !ab from 69.5'-70'
@ 70'-75': Run #lZ, Recovery/RQD=!OOJ40
@ 70' -715": CLAYSTONE: Gray, moist, stiff -
@ 71 5 -73.4': _Cl~YSTONE: Gra~-bmwn ~vitl\ !e~ticu!ar SAND/SILT
b!ebsflamlll.JtlOns; mottletl With 110!1-{):\lde SuHflm~ r·
, @ 73 4'-75': Claye_;: fine SANDSTONE· Orange-brown to yellow brown.
mo1st, dense, tnable
@ 75'·80': Run 113, Recovery/RQD=S6/86
@ 75'-77'· Clay w silty SANDSTONE: Orange-brown. moi>t, dcn.re; friable;
increasing or decreasing coarsens with depth
@ 77'-80": SA."'DSTONE with silt and day: Gray, moist, dense; vety flne to
medium gninerl, friable, massive; rare p~bbles
@ 80'-85': Run #14. Recovery/RQD= 100/100
@ 80'-85': Silty clayey SANDSTONE: Gray, moist, dense; friable, generally
tine to medium grained, massive. iron-stain«! with depth
@ 85'-90': Run 1/15, Recovecy/RQD=90/86
@ 85'-86.6': Silty clayey SANDSTONE: Gray, moist, dense
@ 86.6'-86.8': CLAYSTONE: Blue-gray, moist, stiff; wavy, irregular contact!'
bentonitic, subhorizontal
@ 86.8'-90': Clayey silty SANDSTONE: Grny with iron oxide in diffuse
layers, moist. dense, fme to medium grnined with scattered coarse
grains
LEIGHTON & ASSOCIATES
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Date
Project
Drilling Co.
2-19-03
Hole Diameter 10 in.
Elevation Top of Hole 188
VI 0 Ql .cr. u ..,+-.em ;j o.lll 0.0 +-wW ~_j 0~ L +-(!) +-
([
90
95
100
I llO
I I 15 ---•
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505A ( 11 /77)
I "
ft.
c :z
w
0. E Ill (J)
GEOTECHNICAL BORING LOG CB-1
Grand Pacific Resort
Tri-County Drilling
Drive Weight
Ref. or Dat'Jm
+-
VIo 30 oLL
i
J\ I " • :: I w.:::; 1!1..-.
VIr. L ~u~
C'+-] ,2+--
Sheet 4 of 4
Project No 040575-002
Type of Rig HS Core Rig CME 95
_::..14..:c0=----c:P.:::.Ol::::l::.nds=""------------Drop 30 in.
Mean Se.a Le\·el
GEOTECHNICAL DESCRIPTION
~~~If~ u~
£0 ~ ~'-'I ~E ~~ Logged By . ___________ _!.:IDJ[!!!_Q ___ ~-----------------
0 1 u UJ '-" . Sampled By 1\IDJ/BJO
-_____ -: _____ L_~ ~1---~-----+~~---------------I 1 i I TERTIARY SA!Ii'TIAGQ FORMATIQ~ontinuedl
I
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j I • @90'-95': Run/tl6,Recovery/RQD~J00/90
1 i : @ 90' -95': Gray silty ro clayey SANDSTONE: Moist, dense. very ftne to fine
' grained with scattered medium to ccnrse grains; sandy CLAY
laminatio.-.s, l/4"-112" thick, gray, horizonU!@ 92' and 92.6', otl1erw1s
massive
@ 95'-lC{J': Run #!7, Recovery1RQOo=95/88
@ 95'-100': Gray 5ilty to clayey SANDSTONE: Moist, dense,; very fir-e to
fine grained with scattered medium to coarse grains; evidence of gray
rip-t:ps dasts between 96'-97' disturbed sample
@ l00'-!05': Run #18, Recovery/RQD=92192
@ !CO -105': Gray silty to clayey SANDSTONE: Moist, dense, vel) fmc to
fine grained with scattered medinm ro coarse graim
@ 102'-[03': Gray clay rip-up clasts, rare roumied gravel
4 80 .... I ·--------·----··----·----·-------------------·-·------
Total Depth = !05 Feet
Perched grour.<l water encountered at 56 feet to 66 feet
Bar:kfi.lted with 59.3 cubic feet of bentonite grolll on 2119/03
LEIGHTON & ASSOCIATES
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Date
~roject
5-7-03
Drilling Co.
Hole Diameter
Elevation Top of Hole
oJ1
_c?"> 0 w ·-'U . +-.em ::1 .... Q) a.w a.o +-Gl'+-nl.J ·-o...,. c... +-(!I +-<!:
8 in.
195
1
ft
0 z
w -a. E
IG Ui
GEOTECHNICAL BORING LOG CB-2
Grand Pacific Resm.i.s ------------------------------
Tri-Countv Drilli_!!!L _______ .. _ _ ____ _
N/A
Sheet l of 2
Project No 040575-002
Type of Rtg HS Core Rig Cl\'IE 95
_____ Drop N/~!:1 Drive Weight
Ref or Datum Mean Sea Level
+-
\110 30 aLL
;n~
0.
GEOTECHNICAL DESCRIPTION ~~~ ~811
C4-='+-~li ~~.
Jl"" gi: ·-::3 Logged By -------------=-MD=-J"---·-·-· __________ _
_(J)
I
=r·· !
DL uo .~'-' ~ID·J w Sampled By '" ~1==t~~=t============~====•~====t====·t·===:·-T-sc=.=d~A;R~_I_;IF;_I;C~IA~I=~=F=!L=L=-=u=-=nd=o=cu=m=e=n=tro==f=A=fu~1~~-~-============·=--=--=--·=--=--~i 0 1'l/£
1
! 1 @ 0-5': Run 51 Recov!ryiRQD=7G/55 L I I
i 1
1 I @ 0-2 5' Clayey SAND: Brown. m•liSl, !nc-se; flowers and outs j
SM @ 2 5' S · St!ty fine SAND WHll clay Orwge-kov.n d1mp :o moist lucse
5 ~-. -~ 1-SM-J -oUATERNARY tERRM;gj)ErQStT><Oi•~. . --. ---.
• @ 'i'-10'· Run 112. Recovery/RQD=70/62 _ i I @ 5': Silty fl1le SANDSTONE: Orange-brown. damp, dense; recovered 3.5' l
• 1 l @ 6'-65': Laminated bedding
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@ !()': Srlty fme SANDSTONE: Orangeired-brown. damp, dtnse; gra) sand
infllled. near vertical joint 11'-!2.8', lwo parallel40-45 degree dipping :
joints, possibly mechanical breaks, massive !
!
sc
SM
I @ 15'-20'. Run/14, Recovery/RQD=80/80
;
1
; @ 15': Srlcy SANDSTONE with clay: Red-brown, damp to mm.,t, dense,
massive, recovered 4' out 5' ~
L ' @ 16 5'-!7.2': Clayey SANDSTONE: Red-brown, moist, dense
r l
@ 20'-25': Run #5, RecoveryJRQD=78/65 I
@ 20'-20.7': Silty me<iium SANDSTONE with clay: Red-brown, muist deo.se~
slight! y friable 1 •
@ 20.7': Silty flne SANDSTONE with clay: Orange/red-brown, damp to I ~~~~ t
@ 25'-30': Run #6, Recovery/RQD 40/30
@ 25'-29': Silty fme to medium SANDSTONE: Red-brown, moist, dense;
massive, recovered I sample using sand catcher, pmsible wat~r seepage
a: 22'
<1!29.5': Stltv verv fme SANDSTONE: Brown. damo ro moist dense
~~-
1-
f-·
LEIGHTON & ASSOCIATES
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Date
Project
Drilling Co.
5-7-03
Hole Diarneter
Elevation Top of Hole
I Ul u OJ .c""' --o .;-+-r.m ;:I o...Gl 0.0 +-IUQJ 11l.J ·-0~ (_ +-(.!) +-
(1:
-
-.
40-
--
-
-
-.
-45--I--: u.genera!ly
· horizontal -
-
' -
I -
50 .I
-
-
i
-'
-
55-
-
-
-
fo()
505A( 11/77)
GEOTECHNICAl, BORING LOG CB-2
Sheet 2 of 2
Grand Pacific Resorts
Tri-County Drilling
Project No. 040575-002 _
Type of Rig HS Core Rig CME ~5
H I
Drive Weight
Ref. or Dacum
____ .:..N~/~A,___ ____________________ Drop N/ A in.
Mean Sea Level
+-Ulo 30 ou.
GEOTEC~l:CAL DESCRIPTION
--
1
_1@_33 ~·:_ <2ra_v~lt s~l~ ~A_:'l!?S_:T91'.!.E.:. ~e~-l~_ro_w~, _91_!!1£. ~e_l_l-'_:: ___ _
JCJIT!A.B.Y .. SANTIAGQ FORMA TlON _IT sal
@ 31'· Silty fme SANDSTONE with gravel and cobbie Or.;ng~--lw.Jwn,
damp, dense; micaceous
@ 35'-40': Run #8, Recovery/RQD==62/ti?.
@ 35': Fine SANDSTONE with sill, and gravel and cobble-Light brown,
moist, decse; friable; massive; rec<JYered 1.2' of this sarr.ple. logged
cuttings. po,sible seepage
@ }8'· Silry very fine SANDSTONE. Orange-tmwn damp, dense; b!3,ck
b!ebs (1116"): mica~eous: moderately bedded
I f---1 [ __
L @ 40'-45': Run #9. Recov~rytRQD= 100/91 i
@ 40'-43.2': Silrj very fme to fine SANDSTONE: Light orange-brown, damp I
; to mnist, deme; micaceous; ctoss-bedding dipping 4 w 10 degree> l~
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1 @ 432'-44.7': Silty very fine ro fme SANDSTONE Lighr orange brown, wer
micaceous. cross-beddmg (4-lO,>, seepage ar sill>:oae .:omact _
!\-tL
SM
@ 44.7'-45.3': Very fme sa01dy SILTSTONE: Brow:~, d1mp (,) motst, sttff
@ 45'-50': Run #10, Recovery/RQD=I0\}195
@ 45.3': Silty fme SANDSTONE: Gray to light brown, motsti;J wet. dense;
rnicaceou5
I l sz :
I 1 I · -~---r----~ ---~1s~:~~~:\;i~t~~·;:t~-an_d_4_3-.2-Fe_e_t ________________ _
Ground water at 48; measured wiL1 tape
I. Ground water encountered at 48 Feet
Backftlled with bentonite/cement grout on 517/03 I I I
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LEIGHTON & ASSOCIATES
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Date _____ 5-7-03
Project
Drilling Co.
Hole Diameter
Elevation Top of Hole
U1
,;;:;"' u QJ u +-+ .em ::J o.«~ a. o· +-I» (!.I ra.J D~ L +-(!) +-a::
l'
505AC11/77}
8 in.
240 Ft.
.
l::l :;2;:
Ill
!l. !E
•1.1 {/)
GEOTECHNICAL BORING LOG CB-3
Grand Pacific Resorts
Sheet _l ____ of _2_
Project No. 040575-002
Tri-County Dril~!t:::'n:.e::g'----------
Drive Weight
Ref. or Datum
NIA
Type of Rig HS Core Rig CME _
_____ Drop NJ A in
Mean Sea Le" el
GEOTECHNJCAL DESCRIPTION
Logged By _______ _::.:l'viD:::-_:::J ______ _
MDJ
---------~·--' ~--·------S\-1
@ 0' -3': Run #l, Recovery/RQD= !001100
QUA TERNARY TERRACE DEPOSITS tot) ---· ----··. -,,
@ 0'· Silty fine to medium SANDSTONE: Red bcowo, moist, medium
dens~; routkt5 tcp 3 5", 0-3 · undisturbed
@ 3.5' -5': Did not cere sample. logged cuttings
@ 5' -10': Run #2, Recovery/RQD=78!70
@ 5': Silly medium SANDSTONE with clay: Red brown, damp. dense;
moderately mtJttled
@ 10' -15': Run #3, Re~overy/RQD =30/25
@ 10': Silty fme to medium SANDSTONE: Red-brown, damp, dense;
recovered I .5' of sample, logged cuttings
@ 15': No recovery
@ 15': Silty gravelly SANDSTONE: Red-brown. damp. dense: hit cobble at
17' -19'. logged cutting
""CH-·-7ERTfARYSANTL~(fo--F0R)lATiO~f_~ --·-----
@ 19': Fine sandy CLAYSTONE to CLAYSTONE, gray-green, moi.st, stiff;
at 19' -25' logged cuttings
Drilled out claystone plugging auger at 24'-25'
@25'-30': Run#6, Recovery/RQD=I00190
@ 25'-27.5': CLAYSTONE: Gray-green, moist, stiff to very suff; fat clay;
highly plastic. discontinuous rnndorrJy-oriented parting surfaces
@ 27 .5': Sandy CLAYSTONE: Olive-gray. damp to moist. very stiff
SC @ 28.5': Clayey SANDSTONE: Gny-brown. damp. dense
J _ ..... _ L .. SM ____ @ 2~ .. J:; __ .S..i!!L.!!A<.'iQ.STQ]'I£: kight b~_!L_Ql\!ll.!U'_t!r_y_q"~~--
LEIGHTON & ASSOCIATES
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• • • • • • • • •
Date _________ 5-7-03 _____ _
Project ___________________ _
Drilling Co. ________________ _
Hole Diarnetcr 8 in.
Elevation Top cf Hole 240 t
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GEOTECHNICAL BORING LOG CB-3
Grand Pacific Resorts
Tri-County Drilling
Drive Weight
Ref or Datum
SheeL _2_ of ___1__ __
Project No. 040575-002
Type of Rig -HSC~~~ruiaffi 9
N!A ___________________ Drop ~LA in.
Mean Sea Level
GEOTECHNICAL DESCRIPTION
@ 35'-40': Run#8, Recovery/RQD=<i0i35
@ 40': Very fine to fme SANDSTONE with silt Off-wh1te, dry to ca:np,
dense; extremely fnable. loggerl cuttings
@ 40'-45': Run!i'9, Recov::ryiRQD=9DI74
@ 40' Very fme to fme SANDSTONE with silt: O!f-wlue to pale brown,
dry t" damp, d~r,se
@ 45'-50': Run #lO, RecoveryiRQD=72158
@ 45': Very fme SANDSTONE with silt: Off-whtre, dry to damp, dense;
S!veral gene:-ally horizontal iron-Mide stainerl beds
50 _,
-t-----"--'L..L..f---------------------------++--+----l----l-----1----------------------------------------'------------;-
-
-
--
-
55-
-
-
-
-
"'"
505A( 11/77)
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Total Depth= 50 Feet
No ground water encountered at time of dnlling
Backfilled with bentonirefcement slurry on Sn/03
LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING LOG CB-7
Date -~-----~ 5-9-03 ___ _ Sheet _1_ of _1_
Project -~ ~------·----Grand Pacific Resorts -~ _______ _ Project No. 040575-002
Drilling Co. -----·-Tri-County Drilling _ -~-------Type of Rig HS Core Rig CME ~5
Hole Diameter 8 in_ Drive Weight -~----~~·-~-~------·'-'N-'-'/A"'---~ Drop N/A in.
Elevation Top of Hole 225 ft. Ref or Datum Mean Sea Level_
! Ill
.c ...... u G) ·-"0 +-+-.COl ! :1 a_ Ill 0..0 +-aJ~, nLJ ·-0.._,.• L .;....
(,!) +-<I:.
-
-
20-l
-
-
f ~ ~ ~ ~~ ~8 1 ~~ I 3 o c~ .2 +---u·
GEOTECHNICAL DESCRIPTION
IIJJ ott.. Q.IO U)C·o.
1 ~ ai ~ ~E: ~~) =~ Logged By ----------~-.,.;;l\:..:..ro=-:J=------~------
r (J) B I 0 ~ '-" Sampled By 1\IDJ =~=rn ·~·
i I I !
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QUATERNARY TERRACE DEPOS!TS
r @ 0'· Silty medium SANDSTONE Red-brown, r.Joist. medium dense,
logged cu:tings to 5'
ISM/GI\1 I @ 4 5' -9': Silrj mdium SANDSTONE. Orange brown, mcio;t, dense; I gravelly, hit cobble, no core sample, logged cuttings
I I : I I
1. C.i .f TI\RTIAin' SANfl.Mi<fFOR.;tAriON {r.,) .. ~ .... ~ . . . .. ~'
1 I @ 9': CLAYSTONE: Oitve-green, m;:~1st. slltf
I 1 @10'-15'· Run#I,Recovery/RQD=l00!78
~ @ 10'-!2.8': CLAYSTONE: Olive~greer,, moist stiff; f3tclay; discon:i.nuous
I SC I @ 118°00~:::~::::: 00
::"'" '"• d<~ . I
SP @ t4.3' F:ne SA1'->DSTONE. Light gray, damp, d~nse; friable, micaceous
@ 15'-20': Run #1, Recovery!RQD=92/54
@ 15': Fine SANDSTONE· Light gray, damp, dense; friable. micaceous
SP-SM @ 10'-25': Rlln 13, RecoveryiRQD= 100186
@ 20'-22.7': Fine SANDSTONE witil silt: Orange~brown, moist. dense;
slightly friable, possible slight seepage, iron-<lldde stained
@ 22.7: Fine SANDSTONE witil silt Pale gray, moist. dense; slightly
friable. possible s1igh! seepage, iron-oxide stained
25 ---+--'----'--'-'--t-------J·---t-t---t----t-.. -~--~-+---+-_-fo_tai_D-ep_lh_= ·;-5 -Fe-e;--------~------·------·--I Seepage a! 23 Feet
Backfilled with bentonite/c~ment slurry on 5/9103
Jl
S05A<11!n> LEIGHTON & ASSOCIATES
I
GEOTECHNICAL BORlNG I"OG LB1-03
Date ______ 2_-1_7_-0_3 ____ _ Sl).eet 1 of __ 2_
Pr~_?ject ________ _
Drillir.g Co. _____ _
Hole Diameter
Elevation Top of Hole
30 in.
f ...... :
15-., / ~'
-.
. . .
-": • .,, j:NlOW, 44NE ::r--7--.. ~. -.
241
lO __ ~ ••• , . ' fr:N20W, 60NE ~ ... ~~-. ' -.;:;;~ gc. N30-N45W. 3SW
~~£ -~
--(:1
2l -=~~" N44E 2H5SE
-\:\ lrr:N55E, S!SE
-~
~\--fr:N45W, 40NE
·u1 -~· · !__.lgj::N20-60W 5-6NE
505A(1 1/77)
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Grand Pacific Rr_<;ort
Morrison Drilling (San Diego Drilling)
Project No.
Type of Rig
---040575-002
Bucket Auger
ft
I 0 z ru -Q_
E Ill (/)
]
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Drive Weight
Ref or Datum
ruxf L"'
:::l +-I +-c ' ~w a+ Ec 0 0
I
I l
I I I I I l I 9 . 1!5 2 I 7 4 I
I
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2 push 1 82.0 39.3
Bag-3
@25'
I
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,f,r.
til • !!l~
u'-:
(/) -(j:::J
Ul"'
--' SM I I
I
I
_____ Drop R i;-
Mean Sea Level
GEOTECHJ\1CAL DESCRIPTION
Logged By ____ ----------"MDJ-'=-----·------
Sampled By l\IDJ
QUATEF • .l'fARY TERRACE DEPOSITS fOtL ..
@ o· Silty line tv medium SANDSTONE: Orange-brown, damp, dense 10
~~ery rle:--.se~ inJn·-{JXid~ sui..t1ing, massive
@ 17.2'-17.8': Two light gray SAND infilledjoints, sand is slightly less
cememed than orange-brown sandstone surrounding feature
@ 18': Three 1.5' to 3" !hick beds of dark brown moderately cemented
'andston<: that are offset by light gtay sand inftlled fracture; beds are
ituetbedded with orange-brown sandstone; gravel and cobble rare;
fracture very slightly open at 19'
SP-SM 1 @ 20'-20.5': Fme SANDSTONE: Orange-brown, wet, dense; cobble at tl1e -CH--'1 base of sandstone; moderate to heavy seepage within the layer, general
l __ ~~c~ '!ll~Y _e~s_!_o~a~ C£n!A~ _ _ _ _ _ _ _ _ _ _ _ _ __ _ .. _ _
r
CH
SM
TERTI.AR.Y.SANTIAGQ FORMATION CTsal
@ 20.5': CLAYSTONE: Olive, moist to wet. stiff; discontinuous
randomly-oriented parting surfaces, moderately plastic layers that
inlelkd with highly plastic CLAYSTONE !ayers
@ 2! ': Discontinuous wavy randomly -oriented fractures throughout
CLAYSTONE
Plastic (fat) layers interbedded between blocky ClAYSTONE; closely spaced
tight fracrures; randomly oriented plastic parting surfaces
@ 26'· 114" thick plastic clayseam along striated polished surface; continuous
@ 26.2 ·: Fra~ture below it connects with clay seam on north side of boring
-
@ 29': Discontinuous plastic clay-lined fracwre /
@ 29.6': Silty f.me SANDSTONE: Light gray, damp, dense; slightly friable; r
gradational upper con-:act _
LEIGHTON & ASSOCIATES
GEOTECHNICAL BORING LOG l81-03
hte 2-17-03, ___ _
lroject ______________ _ Shee~ __ 2_ of _2_
Grand Pacific Resot:L_. ________________ _ 04057 5-002
)rilling Co. _ ·----... Morrison Drilling (San Diego Drilling}
Project No.
Type of Rig _ __ Bucket Auger
____ Drop _ll_in. -!ole Diarneter
2:kvation Top of Hole
30
+-+-<I:
~ :• b:genernliy \\ ·fr-: horizontal -'Yi!:· . 'o.: ··.
40 --~ •. •• .. ·:: -~·:
A J
45-
30 in.
241 ft.
Drive Weight
Ref or Datum l\1ean Sea I .eve!
GEOTECHNICAL DESCRIPTION
--
~
Paie gray to off-wh'te. damp, dense, vert fnabk ~-
@ 38'4\l' Silty fine SANDSTONE to fme SANDSTONE: Pale J;ray, damp
very dense. iwn-oxidized sll!iP.ed bd at 38 ·, iron-oxid~ suuned
kr01nvina: less friable than abov~
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l
-------r-·-------+--++-------------~------~~logtcall~~ug-g::t:~2 feet------------~-. ------
-I
Gmund water encountered at 20 feet at ume of drilltng
Total Depth = 46 feet 1 i Boring caved to 20 feet on 2118/03
Bad:fil!ed with 4 i cttbic feet of benDnito grout and naltve soil on 2118/0J -
I 50 --j
-
-
-
-
55-
!
-
--4 ! !
-
-
m L
505A( 1 1/77) LEIGHTON & ASSOCIATES
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GEOTECHi~ICAL BORING LOG LB-6
Date
Project
9-27-95 Sheet _1_ of 2
Drilling Co.
Hole Diameter
Elevation Top of Hole
c or. .!::..,..... u :.;:+ ·-++-.J:..ID ru<V ll.(!l 0.0 ><!) mw nl_l w4-0~ I '-_ .....
(.!) Ll.l
0
2251
,.J I -I
I --l I :
220
lO
2'51
! 15 I
210
20
205
25
200
505A(11/77)
iLegoland/Carlsbad Ranch Project No. 4950294-001
Daves Driliing Type of Rig Bucket Auger
24 in. Drive \Veight ____ _:0~-!:!.2"7.:...· .:.:=..:!41.::.5::::.0~0!!..#,_; 2~7:....-.:::5"=---=-.:::3-"-'7~0~0.::...# _____ Drop .1L in
li'l IV + 0 z
+/-22~--ft. Ref. or Datum Mean Sea Level
0 + z li!o
Cl) 30 olL
a. ;l)L E w Ill ll. (J')
Bag-!
push
j
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3 4
:J1 ,..,
+ IIJ;-..; c'-" li'lr. C't-::lr IVO +-c
0 ll.l .~ Q; '-'.o+-~ E§
0 u
(f~~ Ill • lllu:
ut.;
Ul
·-::J g'J
I"
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GEOTECHNICAL DESCRIPTION
Logged By
Sampled By
TERRA.CE DEPOSITS
MLF
Yellowish red, moist, fine to medium SAND, trace of SILT; mica~eous. l.l~per 1 tJ
2 f,er ctistumed by fanning
~---J 10' ..,. . I -~ CH , .@ · ,,ltght amount of seepage JUSt above the clay a:.er l I 'SA~TiAOO F0~\1~~TION------~ ---------·------.
' 1 @ lO'· Light olive-gray, moist, CLAY; tarrunatrom; randomly oriented
SP
shears/parting surfaces
@ 18': Driller illdicated dnl!ir.g became hard
@ 20': Light gray, micaceous, damp, medium dense, rme t<J medium SAND;
slightly
@ 26': Becomes damp, driller having trouble keeping sand in bucket, friable
SAND
LEIGHTON & ASSOCIATES
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GEOTECHNICAL BORING lOG LB-6
Date ____ 9~·~21,_-~~5..._ __
ProJect 1.egoland(Cadsbad Ranch
DriUing Co. Daves Drilling
Hote Diameter 24 ln. Ddvc Weight
Elevation Top of Hole 228 ft Ref or Datum
Sheet 2 of l ProJect~ ~94.001
1)-pe o! Rig Bucket Ag,er
0-27=4,500#; 27-52=3,700# Drop _y_n;
Mean Sta Level
. :n ,... ut"' lSI 0 + +-mX GEOTECHNICAl DESCRIPTION 0 Gl z lllo -c._"" Ill • ..C"' ·-"'0 lit'"' :2+-'lf~ .......... ..em :2 Gl 30 C:<t-uf.! a.OI 0-0 +-olL Q.l() +-c QJQI !UJ ·--a a. 11101 a. -c._ _C.Il 0~ t. +-met '-" -..... Logged By MLF CJ) +-E :Jl ,i?_c -::) i <I: I'll a... t. ' 0 gv (f) 0 u Sampled By MLF
30
-Total Depth ~ 30 Peet Due to No Recovety
Seepage at 10 Feet ! Bac>WI!ed on September 27, 1995 -
-
-
35-
-I I I
I
-
l -l -
-I
40---j I I !
I -I
-I -
' -I I
I I I 45-
-
-
-
-
50-
-
-t
-I
-
55-
-
-
-
-
_I\(]
LEIGHTON & ASSOCIATES
GI:OTECHNICAL BORING LOG SD-3
Date 9·11·95 --------~~~------Pro~----------------~~~-:~~d~/~C~ar~b~oo=d~Rn~n~ch~-------------
Drilling Co. Barge's Dn'lli.ng Company
Hole Diameter S ln. Drive Weight
Elevation Top of Hole +/ lS2 ft. Ref or Datum -.
. ;:) ,.... ~'"' c .... -~ GEOTECHNICAl DESCRIPTION o,... u Q +--111 • .s::.---lA 2 "'o Ul ..... t."' roC~! :;::..-,._+-.co a Gl 30 c .... :1+ -u tUG! n.GI Q.Q +-ott.. Q.lO +-c u. ;:.GI e~• IU...J 0 -OQ. lila .!::; 0~ t. z ll. -c.. .,_, -... _m
SCB (.!) e £CCI :Jl Oc ·-::) Logged By w ra. 0.. (.. t:o g~ (J) 0 0 Sampled By SCB
0 -.. . SM ~ -: .. @ 0-2': tight reddish. br0\1<-n, dry, loose silty :s.Attn .. I tro -t-:< -s;,x --------------------------------------TERRACE DEPOSITS . -1 Jt 12-tS 10.7 @ 2': Orange-brown, moist, medium dens.e to dense, fine silty SAl"'U with iron ...
oxide staining and mang11n= staining -. I -
5-I
2 41> 1240 111
-. . .
@ 6': Same as ahm..:: ..
H
_____ .__. --·--175 -
Total Depth "' 6.5 feet I ! No Ground Water Encountered at T!lllc c( DrHling: -~ j
Hole Back.lilled on September 11, 1995
I I 10~ ~ I -I
170 --
-h -t
15-
-! 165 -
-
-
20-
-
' 16(} -
--
-
25-' -
I 155 -
i -
I -
""-
I 50S A( 11/77) lEIGHTON & ASSOCIATES
APPENDIXC
LABORATORY TEST PROCEDURES
APPENDIXC
LABORATORY TESTING PROCEDURES
1. Classification
Soils were classified visually, generally according to the Unified Soil Classification System.
Classification tests were also completed on representative samples in accordance with
ASTM D422 for Grain Size. The test resultant soil classifications are shown on the Boring
Logs and Test Pit Logs in Appendix B.
2. In-Situ Moisture/Density
The in-place moisture content and dry unit weight of selected soil samples were determined
using relatively undisturbed samples from the Cal Tube Sampler. The dry unit weights and
moisture contents are shown on the Boring Logs in Appendix B.
3. Percent Passing No. 200 Sieve
Particle size determinations for the percentage of sample passing the No. 200 sieve were
performed in general accordance with the laboratory procedures outlined in ASTM test
Method D 1140. The results are shown on the Boring Logs in Appendix B.
4. Atterberg Limits
The liquid limit, plastic limit, and plasticity index of selected soil samples were estimated in
general accordance with the laboratory procedures outlined in ASTM D 4318. The results
are shown on the Boring Logs in Appendix B.
5. Maximum Density
Maximum density tests were performed on a representative bag sample of the near surface
soils in accordance with ASTM D1557. Test results are presented on the table below.
Page C-1
62'1) Fe-rri' Square·. Suite C
San Diq!o. c·.\ 92121
I X'iX! :i.\7-~'N'I
Marbrisa Resorts -Phase III-Geotechnical Investigation
Carlsbad, California
Sample Description Location
B-2 at 2' to 4' Silty Sand (SM) -Reddish brown
B-12 at 0 to 2' Silty Sand (SM) -Brown
TP-6 at 2' to 3' Silty Sandstone 'SM' -Light brown
6. Direct Shear
MTGLProjectNo. 1916A11
MTGL Log No. 15-1063
Maximum Dry Optimum Moisture
Density (pet) Content(%)
132.5 7.5
129.9 9.9
128.8 7.7
Direct Shear Tests were performed on in-place samples of site soils in accordance with
ASTM D3080. The test results are presented in Figures C-1 thru C-4.
7. Expansion Index
Expansion Index testing was completed in accordance with the standard test method ASTM
04829. Test results are presented below.
Sample Description Expansion Index Expansion
Location (EI) Index
B-6 at 0 to 2' Silty Sand (SM)-Reddish brown 0 Very Low
B-13 at 19' to 20' Fat Claystone 'CH'-Gray 233 Very High
TP -14 at 0 to 1 ' Silty Sand (SM) -Brown 0 Very Low
8. Corrosion
Chemical testing was performed on representative samples to determine the corrosion
potential of the onsite soils. Testing consisted of pH, chlorides (CTM 422), soluble sulfates
(CTM 417), and resistivity (CTM 643). Test results are as follows:
Sample pH Chlorides
Location (ppm)
B-7 at 3' to 5' 8.3 77
B-13 at 0 to 2' 7.2 74
TP-12 at 2' to 4' 8.5 40
Page C-2
Sulfates
(ppm)
128
181
Ill
Resistivity
(ohm-em
3280
2300
2400
629) F~tTi, SyuarL'-Sutk C
San Diego. C!\ l)2J21
{X5SI :-'J7-39t>lJ
Marbrisa Resorts -Phase III-Geotechnical Investigation
Carlsbad, California
9. R-Value
MTGL Project No. 1916A11
MTGL Log No. 15-1063
R-value test was performed on samples of the upper soils in general accordance with the
laboratory procedun~s outlined in ASTM D 2844. Test results are presented below.
Sample
Location
B-5at0to2'
TP-3 at 0 to 1'
TP -1 7 at 0 to 1 '
Description
Silty Sand (SM)-Brown
Silty Sand (SM)-Brown
Silty Sand (MS)-Brown
Page C-3
R-Value
20
26
64
1>295 h~nb Syu.H\>, Suik C
S;m Dicg< '· C.·\ 9:2121
(X5t\) 537-~qq~;
0 2COJ 4000 GCJOO 8JOO 1 OCOO 12000
,_
<1l <ll ..c:: (f)
6000 ·++--H~-
!-tr H-
5000 -~j~ [\=
4000 " lj
I
3000 -1 rl _! r \
~·-~t ffV ;:>OOO (f+--
j
h--
1000
!V[ c: v·-! : ' t o I . t
0 5
H rr:++ !~ I{ _::-±
f--· -:+±~ t
-----
!----
;±;;-H±
:+t • -j-~·:
! i f=P-
--H i : i r ·-
10 F• 20
Str::~in.%
Sample Type:
Description:
Specific Gravity= 2_6')
Remarks:
Figure C-1
3
2
Normal Stress
~-------------------------1
Sample No.
15.3
1022
6'\ 6
0.11186
2.42
j Void Ratio
1 Diameter, in
HeightJD.:..__ _______ _ l . ()()
1 Water Content,%
i Dry Density, pel ~ I Saturation,";;,
-< I Void Ratio
! Diameter, in i
i Height. in
Normal Stress, psf
FaiL Stress, psf
Strain,%
Ult Stress, psf
Strain,%
Strain rate, in.!min_
22.7
103 I
99.5
0.6041
242
0.99
1000
X/I :I
9.5
R42
I 3
0.01
2 3
14 2 14.9
99.1 100.8
'\f, 3 f>l.'i
0.61187 0.64!3
2.42 2.42
I .00 UK_l __
24.2 2l0
100.5 102.6
99.5 l)lj. 7
0.6"153 0.6117
'1-1'/ ..;.."-t ... 2.42
0.99 0.98 --------
5000 5000
2649 3982
:tr. 6.9
2116 3538
14.0 15.2
0.01 0.01
Client: --------------l
Project: M/\RBRISA-PHASE III
Sample Number: R-11 Depth: 11'
Proj. No.: 1916 All Date Sampled: 3/9/15
DIRECT SHEAR TEST REPORT
MTGL, Inc.
San Diego. CA
i
i
I
Tested By: JH __ _ Checked By: SV ___________ _
6295 Ferris Square. Suite C
San Diego, CA 92121
(858) 537-3999
Strai<1,%
Sample Type:
Description:
Specific Gravity= 2.65
Remarks: REMOLDED AT 90% RELATIVE
COMPACTION.
Figure C-2
Tested By: =JH_,___
Normal Stress, psf
Samp\e No.
Water Content, %
i Dry Density, pcf
-I 2 ; Saturation, %
·c: Void Ratio
Diameter, in.
Hei ht, in. I Water Content, %
Dry Density, pel iii w Saturation, % f-
~ Void Ratio
Diameter, in.
Height, in.
Normal Stress, psf
Fail. Stress. psf
Strain,%
Ult. Stress, psf
Strain,%
Strain rate, in./min.
Client:
9.2
116.5
57.9
2 3
9.3
i 16.4
58.6
9.3
116.4
58.6
04196 0.4116 0.4216
2.42
1.00
15.3
117.6
99.5
2.42
1.00
lS.l
1!8.1
99.9
2.42
1.00
14.9
118.5
100.0
0.4068 0 4003 0.3961
2.42
0.99
I ODO
842
2.3
573
12.4
0.01
2.42
0.98
2000
!841
3.2
1656
12.5
0.01
2.42
0.98
4000
2908
8.8
2877
12.7
001
Project: MARBRISA ·· PHASE m
Sample Number: B-12 Depth: 0-2·
Proj. No.: 1916-All Date Sampled:
Checked By: SV
DIRECT SHEAR TEST REPORT
MTGL, Inc.
San Die o CA
6295 Ferris Square. Su1te C
San D1ego CA 92121
( 858) 537-3999
0 2i 06 4C 0 6COO BOOC 16006 12000
60CO JJf L ~1. _L r
50 CO ----+ .... it ·r+ ~--p::
40CO
i-_L
~~\ i l
!/ t·
ui r.n E: 3JOO Ui
'-ro (j) .c
:~ tn
! -+
r\ r· --;-\ I
{/} 2000 ; ! iff p;·
r~ ++~{:I i··t-· r .fi ~It--
~ i·-j
1000 ll; i ' li' I iT 0
0 5
Sample Type:
Description:
Specific Gravity= 2.65
Remarks:
Figure C-3
' , ___ ~-;-l
I H !-· . -
10 15 20
Strain, c;:,
.,
2
Normal Stress, psf
Sample No. 2 3
Water Content Sc 15.1 15.::: 15.3
Dry 1!6.0 114.9 117.2
~ Saturation, 9:1 6 9!.6 983
c Void 1-la!IO [},.:!.26 ·; 0.4cl0i UAi lb
Diameter. in. 2.42 2.42 2.42
15.6 16 () 14 7
Dry Density, 117.1 116.2 1!9.0
Vi Saturation,% I 00.0 100.0 99.R QJ
1-
4: Void Ratio D4\2'i 0 c124~ () .190-i
Diameter, in. 2.42 242 2.42
0.99 0.99 0.98
Norma: Stress. psf 1000 2000 4000
Fail Stress psl 1249 2655 4245
Strain,% .<.9 .\.6 3.4
Ult Stress. 767 !50-\ 2946
Strain,% 13.6 \5.0 13.3
Strain rate, in./rnin. ().()! 0.01 001
---~------------------
Client:
Project: l\L\RBRISA PHASE IH
Sample Number: B L~ Depth: 10'
t j. No.:_!91b ~~~~cT sHEAR rO:~; ~~~~~i' 319115
MTGL, Inc
San Diego, CA _ _
Tested By: ~~-~------~---Checked By: ""--"--~--------~ -~-~~-~---------~--------6295 Ferris Square Suite C
San Diego, CA 92121
(858) 537-3999
Fail. Ult. -+~-i+ r C psf --f---+ _j_
1587 997 t-t-
3000
--1 ----------------l ~T l' 1++.1 ::-: I ..... ';.<
I
o,dea_ 10 5 14.8
Tan(o) (Jig I 0.26 fL~ ]...~
T k--'-.;.
::t:tn :..---:-t ._, ·r-
T '--< .L i.-<--7 ~t 2000 ·; ---'-
i _,
'-L-u ... !:r.:~ ,;;;.;--
l ~ r=r .! ~ ...
mlil o.O.
vi co
"' (f)
E: ~ ustn 1000
5;~
'---'-!
rr::· J.
--f ·-'-'"· ___ [_ ·-r t'· ~r ""'~"1
~ :-: .Li
:~,=1-.t~' T ---·----~ T
Tl f
';T. TT 1
"' H:~-I: i ·ir -• f ~Tj·--)·;•.:J:j--ITT1 0
0 1000 2000
3000 -f + ti.)~ i+ ' i .i T -f~
'!JCO '-"-r ' -
i
! ... l l-'"-
J ! i\rr ; '000
"""' I
" v t/ f/ "'-l:;' 10
ljjVT ;"'"' 1-'-.. .L
1800:
h
i-
500
00 ·:
5
Sample Type:
Description:
Specific Gravity= 2.65
Remarks:
Figure C-4
1~1~ !
;i + Ji_ , _____ , __ i
; i i
j I I
1\ d 1--.. ; -I
10 15 20
]
2
i j + + ----
,, ·; H
+--~+t +
++:E~ T + H'"-i ---T r··
L T ., ..•
----~---H-+ :---
+: T ·--;
~'+-lr f-------1-: ~-~H i:T; __ i ,J i -·r+::-:~ :---r----
i ! !:l f -1 .. , .. i r • IC..T
\ •[) 4> ooc 5000 6000
Normal Stress. ps!
Sample No. 2 3
Water Content% 26 7 25 7 H.?.
Dry 912 91.7 94.3
:§ Saturation '% 86.9 84.8 91.9
'2: ilK 1-1/ !J Xil41 I)
241 2A1 2.-12
1.00 --------··---------···
~n I _/9 2 ,.., ') •· I .,
92.0 Y:l.3 96.1
99.9 99.9 99.7
() 7979 0 7737 07218
2.42 2.41 242
-----~------------<):'t_L ____ J).98 ___ Jl,~L __
1000 2000 4000
Strain.
Ult Stress,
Strain,
Strain rate. in./rnin
1662
3.9
1083
I 'i.>'\
0.01
2126 2276
5.2 3.7
1791 1963
15 9 lU
001 001
I client:
---·------~
I Project: MARBRIS,\. PHASE Ill
·sample Number: B-13 Depth: lR'
Proj. No.: 1916 All Date Sampled:
DIRECT SHEAR TEST REPORT
MTGL, Inc.
____________ San Dieg_o,Q_~
Tested By: JtL_ Checked By: 6295 Ferris Square. Suite C
San D1ego. CA 92121
(858) 537-3999
Marbrisa Resorts -Phase III -Geotechnical Investigation
Carlsbad, California
APPENDIXD
MTGL Project No. 1916All
MTGL Log No. 15-1063
STANDARD GRADING SPECIFICATIONS
Page C-4
(>'9) [·,·m, SquJt\', SUlk (
San !Jictc''· ( ·\ 'l2121
! X5S l -;3 7 )'JlJtJ
Marbrisa Resorts -Phase III-Geotechnical Investigation
Carlsbad, California
APPENDIXD
MTGL Project No. 1916A11
MTGL Log No. 15-1063
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
GENERAL
These specifications present general procedures and requirements for grading and earthwork as
shown on the approved grading plans, including preparation of areas to be filled, placement of fill,
installation of subdrains, and excavations. The recommendations contained in the attached
geotechnical report are a part of the earthwork and grading specifications and shall supersede the
provisions contained herein in the case of conflict. Evaluations performed by the Consultant during
the course of grading may result in new recommendations, which could supersede these
specifications, or the recommendations of the geotechnical report.
EARTHWORK OBSERVATION AND TESTING
Prior to the start of grading, a qualified Geotechnical Consultant (Geotechnical Engineer) shall be
employed for the purpose of observing earthwork procedures and testing the fills for conformance
with the recommendations of the geotechnical report and these specifications. It will be necessary
that the Consultant provide adequate testing and observation so that he may determine that the work
was accomplished as specified. It shall be the responsibility of the Contractor to assist the
Consultant and keep them apprised of work schedules and changes so that he may schedule his
personnel accordingly.
It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to
accomplish the work in accordance with applicable grading codes or agency ordinances, these
specifications and the approved grading plans.
Maximum dry density tests used to determine the degree of compaction will be performed in
accordance with the American Society for Testing and Materials Test Method (ASTM) Dl557.
PREPARATION OF AREAS TO BE FILLED
Clearing and Grubbing: All brush, vegetation and debris shall be removed or piled and otherwise
disposed of.
Page D1
629) I CJTh Seju<~~c·. SuiiL' ('
Sclll D1cg". C.\ 92121
1 S:iX I 'i,\'7-.'\'J'J'I
Marbrisa Resorts -Phase III~· Geotechnical Investigation
Carlsbad, California
MTGL Project No. 1916A11
MTGL Log No. 15-1063
Processing: The existing ground which is determined to be satisfactory for support of fill shall be
scarified to a minimum depth of 12 inches. Existing ground, which is not satisfactory, shall be
overexcavated as specified in the following section.
Overexcavation: Soft, dry, spongy, highly fractured or otherwise unsuitable ground, extending to
such a depth that surface processing cannot adequately improve the condition, shall be
overexcavated down to fim1 ground, approved by the Consultant.
Moisture conditioning: Overexcavated and processed soils shall be watered, dried-back, blended,
and mixed as required to have a relatively uniform moisture content near the optimum moisture
content as determined by ASTM D1557.
Recompaction: Overexcavated and processed soils, which have been mixed, and moisture
conditioned uniformly shall be recompacted to a minimum relative compaction of 90 percent of
ASTMD1557.
Benching: Where soils are placed on ground with slopes steeper than 5:1 (horizontal to vertical),
the ground shall be stepped or benched. Benches shall be excavated in firm material for a
minimum width of 4 feet.
FILL MATERIAL
General: Material to be placed as fill shall be free of organic matter and other deleterious
substances, and shall be approved by the Consultant.
Oversize: Oversized material defined as rock, or other irreducible material with a maximum
dimension greater than 12 inches, shall not be buried or placed in fill, unless the location, material,
and disposal methods are specifically approved by the Consultant. Oversize disposal operations
shall be such that nesting of oversized material does not occur, and such that the oversize material
is completely surrounded by compacted or densified fill. Oversize material shall not be placed
within 10 feet vertically of finish grade or within the range of future utilities or underground
construction, unless specifically approved by the Consultant.
Import: If importing of fill material is required for grading, the import material shall meet the
general requirements.
Page 02
b2'J:i Fc-n·i, Square. Sulk (
San Di<et!<>. C ·\ 92121
(."\58) 537-~l)'-Jl)
Marbrisa Resorts -Phase III -Geotechnical Investigation
Carlsbad, California
FILL PLACEMENT AND COMPACTION
MTGLProjectNo.1916A11
MTGL Log No. 15-1063
Fill Lifts: Approved fill material shall be placed in areas prepared to receive fill in near-horizontal
layers not exceeding 6 inches in compacted thickness. The Consultant may approve thicker lifts if
testing indicates the grading procedures are such that adequate compaction is being achieved with
lifts of greater thickness. Each layer shall be spread evenly and shall be thoroughly mixed during
spreading to attain uniformity of material and moisture in each layer.
Fill Moisture: Fill layers at a moisture content less than optimum shall be watered and mixed, and
wet fill layers shall be aerated by scarification or shall be blended with drier material. Moisture
conditioning and mixing of fill layers shall continue until the fill material is at uniform moisture
content at or near optimum.
Compaction of Fill: After each layer has been evenly spread, moisture conditioned, and mixed, it
shall be uniformly compacted to not less that 90 percent of maximum dry density in accordance
with ASTM Dl557. Compaction equipment shall be adequately sized and shall be either
specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified
degree of compaction.
Fill Slopes: Compacting on slopes shall be accomplished, in addition to normal compacting
procedures, by backrolling of slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet as
the fill is placed, or by other methods producing satisfactory results. At the completion of grading,
the relative compaction of the slope out to the slope face shall be at least 90 percent in accordance
with ASTM Dl557.
Compaction Testing: Field tests to check the fill moisture and degree of compaction will be
performed by the consultant. The location and frequency of tests shall be at the consultant's
discretion. In general, these tests will be taking at an interval not exceeding 2 feet in vertical rise,
and/or 1,000 cubic yards of fill placed. In addition, on slope faces, at least one test shall be taken
for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope.
SUBDRAIN INSTALLATION
Subdrain systems, if required, shall be installed in approved ground to conform to the approximate
alignment and details shown on the plans or herein. The subdrain location or materials shall not be
changed or modified without the approval of the Consultant. The Consultant, however, may
recommend and, upon approval, direct changes in subdrain line, grade or materials. All subdrains
should be surveyed for line and grade after installation and sufficient time shall be allowed for the
surveys, prior to commencement of fill over the subdrain.
Page D3
f>2'J'i F~ITh '>quare. 'lUik C
'>an Diq!n. (,\ lJ21?1
{X"Kl );7-YJ9{J
Marbrisa Resorts -Phase III-Geotechnical Investigation
Carlsbad, California
EXCAVATION
MTGL Project No. 1916All
MTGL Log No. 15-1063
Excavations and cut slopes will be examined during grading. If directed by the Consultant, further
excavation or overexcavation and refilling of cut areas, and/or remedial grading of cut slopes shall
be performed. Where fill over cut slopes are to be graded, unless otherwise approved, the cut
portion of the slope shall be made and approved by the Consultant prior to placement of materials
for construction of the fill portion of the slope.
Page D4
62lJ~ feni, Square. SUlk (
San Dicg, •. CA lJ2121
(X:'X) ~37-i'l'J'!