HomeMy WebLinkAboutSDP 2021-0028; LEGOLAND PARKING STRUCTURE #2; GETOTECHNICAL INVESTIGATION FOR LEGOLAND PARKING STRUCTURE; 2021-11-24
4373 Viewridge Avenue Suite B San Diego, California 92123 858.292.7575 944 Calle Amanecer Suite F San Clemente, CA 92673 949.388.7710
www.usa-nova.com
LEGOLAND – New Parking Structure
One Legoland Drive, Carlsbad, CA
Merlin Entertainment Group
c/o LEGOLAND California, LLC
One Legoland Drive
Carlsbad, California 92008
NOVA Project No. 2021212
Revised November 24, 2021
GEOTECHNICAL INVESTIGATION
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NOVA
Services
DVBE ⬧ SBE ⬧ SDVOSB ⬧ SLBE
www.usa-nova.com
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite B
San Diego, CA 92123
P: 858.292.7575
944 Calle Amanecer, Suite F
San Clemente, CA 92673
P: 949.388.7710
Mr. Tom Storer, Senior Project Manager Revised November 24, 2021
Merlin Entertainment Group NOVA Project No. 2021212
c/o LEGOLAND California, LLC
One Legoland Drive
Carlsbad, California 92008
Subject: Geotechnical Investigation
LEGOLAND – New Parking Structure
One Legoland Drive, Carlsbad, CA 92008
Dear Mr. Storer:
NOVA Services, Inc. (NOVA) is pleased to present our report describing the geotechnical
investigation performed for the new parking structure proposed at LEGOLAND California. We
conducted the geotechnical investigation in general conformance with the scope of work
presented in our proposal dated September 3, 2021 as authorized on September 20, 2021.
This site is considered geotechnically suitable for the proposed development provided the
recommendations within this report are followed.
NOVA appreciates the opportunity to be of service to LEGOLAND on this project. If you have any
questions regarding this report, please do not hesitate to call us at 858.292.7575 x 413.
Sincerely,
NOVA Services, Inc.
_________________________ _________________________
Tom Canady, PE Melissa Stayner, PG, CEG
Principal Engineer Senior Engineering Geologist
_________________________
Allen Rekani, GIT
Staff Geologist
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
GEOTECHNICAL INVESTIGATION
LEGOLAND – New Parking Structure
One Legoland Drive, Carlsbad, CA
TABLE OF CONTENTS
1. INTRODUCTION ...................................................................................................... 1
2. SCOPE OF WORK .................................................................................................. 3
2.1. Field Investigation ........................................................................................................ 3
2.2. Laboratory Testing ....................................................................................................... 4
2.3. Analysis and Report Preparation ................................................................................. 4
3. SITE AND PROJECT DESCRIPTION ..................................................................... 5
3.1. Site Description ............................................................................................................ 5
3.2. Proposed Construction ................................................................................................ 6
4. GEOLOGY AND SUBSURFACE CONDITIONS ..................................................... 7
4.1. Site-Specific Geology .................................................................................................. 8
4.2. Groundwater ................................................................................................................ 8
5. GEOLOGIC HAZARDS ........................................................................................... 9
5.1. Faulting and Surface Rupture ...................................................................................... 9
5.1.1 Strong Ground Motion .................................................................................... 9
5.1.2 Faulting in the Site Vicinity ............................................................................. 9
5.2. Site Class ..................................................................................................................... 9
5.3. CBC Seismic Design Parameters .............................................................................. 10
5.4. Landslides and Slope Stability ................................................................................... 11
5.5. Liquefaction and Dynamic Settlement ....................................................................... 11
5.6. Flooding, Tsunamis, and Seiches .............................................................................. 11
5.7. Subsidence ................................................................................................................ 12
5.8. Hydro-Consolidation .................................................................................................. 12
6. CONCLUSIONS ..................................................................................................... 13
7. RECOMMENDATIONS .......................................................................................... 14
7.1. Earthwork ................................................................................................................... 14
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
7.1.1 Site Preparation ............................................................................................ 14
7.1.2 Remedial Grading – Building Pad ................................................................ 14
7.1.3 Remedial Grading – Pedestrian Hardscape ................................................. 15
7.1.4 Remedial Grading – Vehicular Pavements ................................................... 15
7.1.5 Remedial Grading – Site Walls and Retaining Walls .................................... 15
7.1.6 Expansive Soil .............................................................................................. 15
7.1.7 Compacted Fill .............................................................................................. 16
7.1.8 Imported Soil ................................................................................................ 16
7.1.9 Subgrade Stabilization .................................................................................. 16
7.1.10 Excavation Characteristics ......................................................................... 16
7.1.11 Oversized Material ...................................................................................... 16
7.1.12 Temporary Excavations .............................................................................. 16
7.1.13 Temporary Shoring ..................................................................................... 17
7.1.14 Groundwater Seepage ............................................................................... 17
7.1.15 Slopes ......................................................................................................... 17
7.1.16 Surface Drainage ........................................................................................ 18
7.1.17 Grading Plan Review .................................................................................. 18
7.2. Foundations ............................................................................................................... 18
7.2.1 Spread Footings ........................................................................................... 18
7.2.2 Aggregate Piers ............................................................................................ 19
7.2.3 CIDH Piles .................................................................................................... 19
7.2.4 Settlement Characteristics ............................................................................ 19
7.2.5 Foundation Plan Review ............................................................................... 20
7.2.6 Foundation Excavation Observations ........................................................... 20
7.3. Interior Slabs-On-Grade ............................................................................................ 20
7.4. Hardscape ................................................................................................................. 20
7.5. Conventional Retaining Walls .................................................................................... 20
7.6. Pipelines .................................................................................................................... 22
7.7. Pavement Section Recommendations ....................................................................... 23
7.8. Corrosivity .................................................................................................................. 24
8. CLOSURE .............................................................................................................. 25
9. REFERENCES ....................................................................................................... 26
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
List of Plates
Plate 1
Plate 2
Subsurface Investigation Map
Geologic Cross-Sections A-A’ and B-B’
List of Appendices
Appendix A Use of the Geotechnical Report
Appendix B Boring Logs
Appendix C Laboratory Testing
List of Figures
Figure 1-1. Site Vicinity Map
Figure 1-2. Site Location Map
Figure 2-1. Boring Locations
Figure 3-1. USGS 7½ Minute Quadrangle Map
Figure 4-1. Regional Geology Map
Figure 5-1. Fault Map
Figure 7-1. Typical Conventional Retaining Wall Backdrain Details
List of Tables
Table 5-1. 2019 CBC and ASCE 7-16 Seismic Design Parameters
Table 7-1. AC and PCC Pavement Sections
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
1. INTRODUCTION
This report presents the results of the geotechnical investigation NOVA performed for the new
parking structure proposed at LEGOLAND California. We understand the project will consist of
design and construction of a new four-level parking structure. The purpose of our work is to
provide conclusions and recommendations regarding the geotechnical aspects of the project.
Figure 1-1 presents a site vicinity map, and Figure 1-2 (following page) presents site location map.
Figure 1-1. Site Vicinity Map
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
Figure 1-2. Site Location Map
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
2. SCOPE OF WORK
The scope of work provided during this investigation was generally as described in the proposal
dated September 3, 2021. NOVA provided the following scope of work.
2.1. Field Investigation
NOVA’s field investigation consisted of a visual reconnaissance of the site and drilling five (5)
geotechnical borings (B-1 through B-5) to depths between about 11½ and 56 feet below the
existing ground surface (bgs) using a truck-mounted drill rig equipped with a hollow stem auger.
Figure 2-1 presents the approximate locations of the borings.
Figure 2-1. Boring Locations
A NOVA geologist logged the borings and collected samples of the materials encountered for
laboratory testing. Relatively undisturbed samples were obtained using a modified California
(CAL) sampler, a ring-lined split tube sampler with a 3-inch outer diameter and 2½-inch inner
diameter. Standard Penetration Tests (SPT) were performed in the borings using a 2-inch outer
diameter and 1⅜-inch inner diameter split tube sampler. The CAL and SPT samplers were driven
using an automatic hammer with a calibrated Energy Transfer Ratio (ETR) of about 74%. The
number of blows needed to drive the sampler the final 12 inches of an 18-inch drive is noted on
the logs. Sampler refusal was encountered when 50 blows were applied during any one of the
B-1 B-2
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KEY TO SYMBOLS
B-5 8 GEOTECHNICAL BORING
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
three 6-inch intervals, a total of 100 blows was applied, or there was no discernible sampler
advancement during the application of 10 successive blows. The field blow counts, N, were
corrected to a standard hammer (cathead and rope) with a 60% ETR. The corrected blow counts
are noted on the boring logs as N60. Disturbed bulk samples were obtained from the SPT sampler
and the drill cuttings. Logs of the borings are presented in Appendix B. Soils are classified
according to the Unified Soil Classification System.
2.2. Laboratory Testing
NOVA tested select samples to evaluate soil classification and engineering properties and
develop geotechnical conclusions and recommendations. The laboratory tests consisted of in situ
moisture and density, particle-size distribution, Atterberg limits, expansion index, R-value, and
corrosivity. The results of the laboratory tests and brief explanations of the test procedures are
presented in Appendix C.
2.3. Analysis and Report Preparation
The results of the field and laboratory testing were evaluated to develop conclusions and
recommendations regarding the geotechnical aspects of the proposed construction. This report
presents our findings, conclusions, and recommendations.
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
3. SITE AND PROJECT DESCRIPTION
3.1. Site Description
LEGOLAND California is located on a 128-acre lot at One Legoland Drive in the city of Carlsbad,
California. The proposed parking structure site is located in the southeastern portion of the park
within the existing asphalt-paved parking lot. The site slopes down gently to the south with
elevations of about +130 feet msl along the northern side of the site to about +122 feet msl along
the southern side.
Review of historic aerial photography indicates that from at least 1953, the date of the earliest
available imagery, until 1999, the site vicinity was used for agricultural purposes. Construction of
LEGOLAND began in 1999 and was completed around 2002. The existing park improvements
have been in place since the park opened. Review of historical topographic maps shows that prior
to park grading, a northwest-southeast flowing drainage existed below the eastern portion of the
site. It was a tributary drainage to east-west flowing Canyon de las Encinas located south of
Palomar Airport Road. Figure 3-1 presents the approximate site location on the USGS 7½ Minute
Quadrangle Map.
Figure 3-1. USGS 7½ Minute Quadrangle Map
It appears that fills up to about 40 feet deep were placed beneath the site to fill the tributary
drainage and create the existing parking lot. The grading resulted in a cut/fill transition at the
southwest portion of the site.
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
3.2. Proposed Construction
NOVA understands that the project will consist of design and construction of a four-level, at-grade
parking structure. The new parking structure will be similar in configuration and design to the
existing parking structure located immediately to the north. Earthwork is expected to consist of
remedial removals of the existing underlying soils.
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
4. GEOLOGY AND SUBSURFACE CONDITIONS
The site is located within the Peninsular Ranges Geomorphic Province of California, which
stretches from the Los Angeles basin to the tip of Baja California in Mexico. This province is
characterized as a series of northwest-trending mountain ranges separated by subparallel fault
zones and a coastal plain of subdued landforms.
The mountain ranges are underlain primarily by Mesozoic metamorphic rocks that were intruded
by plutonic rocks of the southern California batholith, while the coastal plain is underlain by
subsequently deposited marine and nonmarine sedimentary formations. The site is located within
the coastal plain portion of the province, underlain by Old Paralic Deposits. Figure 4-1 presents
the regional geology in the vicinity of the site.
Figure 4-1. Regional Geology Map
(Source: Kennedy and Tan 2005)
KEY TO SYMBOLS
Tsa
OLD PARALIC DEPOSITS,
UNIT 2-4, UNDIVIDED
SANTIAGO FORMATION
Qya YOUNG ALLUVIAL
FLOOD-PLAIN DEPOSITS
METAMORPHOSED AND
UNMETAMORPHOSED VOLCANIC AND
SEDIMENTARY ROCKS, UNDIVIDED
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
4.1. Site-Specific Geology
The site is underlain by artificial fill, Old Paralic Deposits, and Santiago Formation. Descriptions
of the materials are presented below. Plate 1 following the text of the report presents the site-
specific geology, and Plate 2 presents geologic cross-sections.
Fill (afu): Fill was encountered in borings B-1 through B-3 and B-5. As encountered in the
borings, the fill depths varied from 0 feet at the southwest corner of the site up to about
39½ feet bgs and consists of medium dense to dense silty and clayey sand and stiff to
hard sandy clay and clay. We understand the fill was placed as an engineered, compacted
fill (Leighton and Associates, 1998).
Quaternary Alluvium (Qal): Within Boring B-5, moist, hard black clay alluvium was
encountered overlying the Old Paralic Deposits. This unit was not encountered in any
other borings.
Quaternary Old Paralic Deposits (Qop): Beneath the fill in borings B-1 through B-3 and
B-5 and just below the existing pavement in boring B-4, the site is underlain by Old Paralic
Deposits. As encountered in the borings, this formation consisted of medium to very dense
poorly graded sand, silty sand, and clayey sand, as well as very stiff to hard low and high
plasticity clay. The upper 10 feet of Boring B-4 was found to have highly plastic clay from
the surface to 11 feet below ground surface. This clay was tested and found to be highly
expansive (EI = 100).
Tertiary Santiago Formation (Tsa): The site is underlain at depth by Tertiary-aged
Santiago Formation. As encountered in borings B-2 and B-5, the Santiago Formation
consisted of light gray to orange brown dense to very dense silty sandstone.
4.2. Groundwater
Groundwater was encountered in borings B-2 and B-5 at depths of about 49 and 42½ feet bgs,
respectively. Suggesting there may be perched water at the contact between the Old Paralic
Deposits and the Santiago Formation. This water is not anticipated to be encountered during
construction; however, other perched water conditions not identified during this investigation may
be encountered during grading. These seeps can be difficult to predict, and recommendations
for mitigation can be provided during construction, if necessary.
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
5. GEOLOGIC HAZARDS
5.1. Faulting and Surface Rupture
5.1.1 Strong Ground Motion
The site is located in a seismically active area, as is the majority of southern California, and the
potential for strong ground motion is considered significant during the design life of the proposed
structure. Major known active faults in the region consist generally of en echelon, northwest
striking, right-lateral, strike-slip faults. These include the San Andreas, Elsinore, and San Jacinto
faults located northeast of the site, and the San Clemente, San Diego Trough, and Agua Blanca-
Coronado Bank faults located to the west of the site. The fault zone with the most potential for
strong ground motion in Carlsbad is the major north and northwest striking Newport-Inglewood-
Rose Canyon Fault Zone (NIRC). This fault zone is estimated to be able to generate earthquakes
of MW = 6.9.
The seismicity of the site was evaluated utilizing a web-based analytical tool provided by the
Structural Engineers Association of California (SEAOC). This evaluation shows the site-adjusted
Peak Ground Acceleration (PGAM) is 0.526g.
5.1.2 Faulting in the Site Vicinity
Earthquake Fault Zones (formerly known as special study zones) have been established along
known active faults in California in accordance with the Alquist-Priolo Earthquake Fault Zoning
Act. The site is not located in an Alquist-Priolo Earthquake Fault Zone. No active surface faults
are mapped across the site. The nearest mapped active fault is offshore about 4.9 miles to the
southwest, within the Oceanside section of the NIRC fault zone. Due to the lack of active faulting,
the probability of fault rupture at this site is considered very low. Figure 5-1 (following page)
presents faulting in the site vicinity.
5.2. Site Class
Site Class is determined by the weighted average of shear-wave velocity of the upper 100 feet of
the soils/rock underlying a site. Standard penetration resistances (N-values) may be used to
determine site class. Rock displaying blow counts between 15 and 50 blows per foot are
considered Site Class D. The blow counts NOVA encountered within the fill and Old Paralic
Deposits were generally observed to be between 15 and 50 blows per foot to the maximum depth
encountered. Therefore, the site is considered to be Site Class D per ASCE 7-16 (Table 20.3-1).
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
Figure 5-1. Fault Map
5.3. CBC Seismic Design Parameters
A geologic hazard likely to affect the project is ground shaking caused by movement along an
active fault in the vicinity of the subject site. The site coefficients and maximum considered
earthquake (MCER) spectral response acceleration parameters in accordance with the 2019 CBC
and ASCE 7-16 are presented in Table 5-1 (following page).
The parameters assume that Exception 2 contained in Section 11.4.8 of ASCE 7-16 will be used
by the project structural engineer, which is typical for structures with four to five stories or less,
and that a site-specific ground motion hazard analysis (GMHA) is not required. NOVA should be
contacted if the structural engineer does not use Exception 2 as anticipated, and a GMHA is
required to support the structural design.
KEY TO SYMBOLS
ACTIVE WITHIN 150 YEARS
ACTIVE <15,000 YEARS
LA TE QUATERNARY <130,000 YEARS
UNDIFFERENTIATED QUATERNARY <1.6 MILLION YEARS
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
Table 5-1. 2019 CBC and ASCE 7-16 Seismic Design Parameters
Site Coordinates
Latitude: 33.12500913° Longitude: -117.30748214°
Site Coefficients and Spectral Response Acceleration Parameters Value
Site Class D
Site Coefficients, Fa 1.08
Site Coefficients, Fv 1.92
Mapped Spectral Response Acceleration at Short Period, Ss 1.049g
Mapped Spectral Response Acceleration at 1-Second Period, S1 0.38g
Mapped Design Spectral Acceleration at Short Period, SDS 0.756g
Design Spectral Acceleration at 1-Second Period, SD1 0.486g
Site Peak Ground Acceleration, PGAM 0.526g
5.4. Landslides and Slope Stability
Evidence of landslides, deep-seated landslides, or slope instabilities were not observed at the
time of the field investigation. Additionally, there are no mapped landslides in the vicinity of the
project site. Due to the flat-lying geologic structure underlying the site, the potential for landslides
or slope instabilities to occur at the site is considered low.
5.5. Liquefaction and Dynamic Settlement
Liquefaction occurs when loose, saturated, generally fine sands and silts are subjected to strong
ground shaking. The soils lose shear strength and become liquid, resulting in large total and
differential ground surface settlements, as well as possible lateral spreading during an
earthquake. Due to the lack of shallow groundwater and the relatively cohesive nature of the
materials beneath the site, the potential for liquefaction and dynamic settlement is considered
low.
5.6. Flooding, Tsunamis, and Seiches
The site is mapped within an area of minimal flood hazard (FEMA, 2019). The site is not located
within a mapped inundation area on the State of California Tsunami Inundation Maps (Cal EMA,
2009); therefore, damage due to tsunamis is considered negligible. Seiches are periodic
oscillations in large bodies of water such as lakes, harbors, bays, or reservoirs. The site is not
located adjacent to any lakes or confined bodies of water; therefore, the potential for a seiche to
affect the site is considered negligible.
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
5.7. Subsidence
The site is not located in an area of known subsidence associated with fluid withdrawal
(groundwater or petroleum); therefore, the potential for subsidence due to the extraction of fluids
is considered negligible.
5.8. Hydro-Consolidation
Hydro-consolidation can occur in recently deposited sediments (less than 10,000 years old) that
were deposited in a semi-arid environment. Examples of such sediments are eolian sands, alluvial
fan deposits, and mudflow sediments deposited during flash floods. The pore spaces between
the particle grains can re-adjust when inundated by groundwater, causing the material to
consolidate. The existing upper fill may be considered susceptible to hydro-consolidation. The
potential for hydro-consolidation can be reduced by over-excavation and recompaction of these
susceptible materials. Remedial grading recommendations are provided in subsequent sections
of this report. The relatively dense materials underlying the site are not considered susceptible to
hydro-consolidation.
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
6. CONCLUSIONS
Based on the results of our investigation, we consider the proposed construction feasible from a
geotechnical standpoint provided the recommendations contained in this report are followed.
Geotechnical conditions exist that should be addressed prior to construction. Geotechnical design
and construction considerations include the following.
• There are no known active faults underlying the site. The primary seismic hazard at the
site is the potential for moderate to severe ground shaking in response to large-magnitude
earthquakes generated during the lifetime of the proposed construction. The risk of strong
ground motion is common to all construction in southern California and is typically
mitigated through building design in accordance with the CBC. While strong ground motion
could affect the site, the risk of liquefaction is considered negligible.
• A significant geotechnical consideration affecting the project is the new parking structure
spanning a cut/fill transition or a transition from formational materials (Old Paralic Deposits
and Santiago Formation) to fill. The cut/formational materials exist at the southwest corner
of the site. The fill exists throughout the remainder of the site. The fill varies in thickness,
increasing in thickness from west to east with the deepest fill existing beneath the
southeast corner of the site. Various options are available to mitigate the cut/fill transition
and reduce the potential for differential settlement. Options presented in this report consist
of 1) excavating the upper formational materials and replacing them with compacted fill,
then supporting the parking structure on footings bearing on a relatively uniform thickness
of compacted fill or 2) supporting the parking structure on footings bearing on formational
materials and aggregate piers. Recommendations for both options are provided herein.
• The on-site poorly graded sand, silty sand, and clayey sand are anticipated to have a low
to very low expansion potential The on-site sandy clay and clay are anticipated to have a
medium to high expansion potential. Expansive soils are not suitable for direct support of
heave-sensitive improvements. Expansive soils recommendations are provided herein.
• The fill, Old Paralic Deposits, and Santiago Formation are anticipated to be generally
excavatable using standard heavy earthmoving equipment in good-working order with
experienced operators. However, localized cemented formational materials and
concretions may require extra excavation effort.
• The proposed parking structure can be supported on shallow spread footings with bottom
levels bearing either on compacted fill or on formational materials and aggregate piers.
Foundation recommendations are provided herein.
• Groundwater was encountered in borings B-2 and B-5 at depths of about 49 and 42½ feet
bgs, respectively. The groundwater table is expected to be below a depth that will
influence the planned construction. However, groundwater levels may fluctuate in the
future due to rainfall, irrigation, broken pipes, or changes in site drainage. Because
groundwater rise or seepage is difficult to predict, such conditions are typically mitigated
if and when they occur.
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
7. RECOMMENDATIONS
The remainder of this report presents recommendations regarding earthwork construction as well
as preliminary geotechnical recommendations for the design of the proposed improvements.
These recommendations are based on empirical and analytical methods typical of the standard
of practice in southern California. If these recommendations appear not to address a specific
feature of the project, please contact our office for additions or revisions to the recommendations.
The recommendations presented herein may need to be updated once final plans are developed.
7.1. Earthwork
Grading and earthwork should be conducted in accordance with the CBC and the
recommendations of this report. The following recommendations are provided regarding specific
aspects of the proposed earthwork construction. These recommendations should be considered
subject to revision based on field conditions observed by our offices during grading.
7.1.1 Site Preparation
Site preparation should begin with the removal of existing improvements, vegetation, and debris.
Subsurface improvements that are to be abandoned should be removed, and the resulting
excavations should be backfilled and compacted in accordance with the recommendations of this
report. Pipeline abandonment can consist of capping or rerouting at the project perimeter and
removal within the project perimeter. If appropriate, abandoned pipelines can be filled with grout
or slurry as recommended by and observed by the geotechnical consultant.
7.1.2 Remedial Grading – Building Pad
The proposed parking structure should not be underlain by a cut/fill transition or a transition from
shallow fill to deep fill. To mitigate such transitions and reduce the potential for differential
settlement, the parking structure can be supported on shallow spread footings with bottom levels
bearing entirely on a relatively uniform thickness of compacted fill. Alternatively, the parking
structure can be supported on shallow spread footings with bottom levels bearing on competent
formational materials in the cut portion and aggregate piers in the fill portion. Recommendations
for both options are provided below.
Footings Bearing on Compacted Fill:
Beneath the proposed parking structure, formational materials should be excavated to a
depth of at least 15 feet below the planned pad grade elevation or at least 13 feet below
the deepest planned footing bottom elevation, whichever is deeper. Existing fill should be
excavated to a depth of at least 5 feet below the planned pad grade elevation. Horizontally,
excavations should extend at least 5 feet outside the planned perimeter foundations or up
to existing improvements, whichever is less. NOVA should observe the conditions
exposed in the bottom of excavations to evaluate whether additional excavation is
recommended. The resulting excavation should then be filled with material suitable for
reuse as compacted fill.
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
Footings Bearing on Formational Materials and Aggregate Piers:
Beneath the proposed parking structure, the existing fill and formational materials should
be excavated to a depth of at least 2 feet below the planned pad grade elevation.
Horizontally, excavations should extend at least 5 feet outside the planned perimeter
foundations or up to existing improvements or the project boundary, whichever is less.
NOVA should observe conditions exposed in the bottom of the excavation to determine if
additional excavation is required. The resulting excavation should then be filled to the
finished pad grade with compacted fill having an expansion index (EI) of 50 or less.
7.1.3 Remedial Grading – Pedestrian Hardscape
Beneath proposed exterior hardscape areas, the on-site soils should be excavated to a depth of
at least 2 feet below planned subgrade elevation. Horizontally, excavations should extend at least
2 feet outside the planned hardscape or up to existing improvements, whichever is less. NOVA
should observe the conditions exposed at the bottom of excavations to evaluate whether
additional excavation is recommended. The resulting surface should then be scarified to a depth
of 6 to 8 inches, moisture conditioned to near optimum moisture content, and compacted to at
least 90% relative compaction. The excavation should be filled with compacted fill having an
expansion index (EI) of 50 or less.
7.1.4 Remedial Grading – Vehicular Pavements
Beneath proposed vehicular pavement areas, the existing soils should be excavated to a depth
of at least 1 foot below planned subgrade elevation. Horizontally, excavations should extend at
least 2 feet outside the planned pavement or up to existing improvements, whichever is less.
NOVA should observe the conditions exposed in the bottom of excavations to evaluate whether
additional excavation is recommended. The resulting surface should then be scarified to a depth
of 6 to 8 inches, moisture conditioned to near optimum moisture content, and compacted to at
least 90% relative compaction. If competent formational materials are exposed, scarification and
recompaction need not be performed. The excavation should be filled with material suitable for
reuse as compacted fill.
7.1.5 Remedial Grading – Site Walls and Retaining Walls
Beneath proposed site walls and retaining walls not connected to structures, the existing fill should
be excavated to a depth of at least 2 feet below bottom of footing. Horizontally, the excavations
should extend at least 2 feet outside the planned hardscape, wall footing, or up to existing
improvements, whichever is less. NOVA should observe the conditions exposed at the bottom of
excavations to evaluate whether additional excavation is recommended. Any required fill should
have an EI of 50 or less.
7.1.6 Expansive Soil
The on-site soils tested have EIs ranging from 41 to 100, classified as low to high expansion
potential. To reduce the potential for expansive heave, the top 2 feet of material beneath footings
and concrete slabs-on-grade should have an EI of 50 or less. Horizontally, the soils having an EI
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NOVA Project No. 2021212
Revised November 24, 2021
of 50 or less should extend at least 5 feet outside the planned perimeter building foundations, at
least 2 feet outside exterior hardscape and site/retaining wall footings, or up to existing
improvements, whichever is less. We expect that the on-site poorly graded sand, silty sand, and
clayey sand will meet the EI criteria. The on-site sandy clay and clay are not anticipated to meet
the EI criteria.
7.1.7 Compacted Fill
Fill and backfill beneath the structure should be placed in 6- to 8-inch-thick loose lifts, moisture
conditioned to near optimum moisture content, and compacted to at least 95% relative
compaction. The maximum density and optimum moisture content for the evaluation of relative
compaction should be determined in accordance with ASTM D1557. Outside the structures, utility
trench backfill and subgrade soils beneath pedestrian hardscape should be compacted to at least
90% relative compaction. The top 12 inches of subgrade soils beneath vehicular pavements
should be compacted to at least 95% relative compaction.
7.1.8 Imported Soil
Imported soil should consist of predominately granular soil, free of organic matter and rocks
greater than 6 inches. Imported soil should be observed and, if appropriate, tested by NOVA prior
to transport to the site to evaluate suitability for the intended use.
7.1.9 Subgrade Stabilization
Excavation bottoms should be firm and unyielding prior to placing fill. In areas of saturated or
yielding subgrade, a reinforcing geogrid such as Tensar® Triax® TX-5 or equivalent can be
placed on the excavation bottom, and then at least 12 inches of aggregate base placed and
compacted. Once the surface of the aggregate base is firm enough to achieve compaction, then
the remaining excavation should be filled to finished pad grade with suitable material.
7.1.10 Excavation Characteristics
It is anticipated that excavations can be achieved with conventional earthwork equipment in good
working order. Difficult excavation should be anticipated in cemented zones within the Old Paralic
Deposits. Gravel, cobbles, and potentially boulders should also be anticipated.
7.1.11 Oversized Material
Excavations may generate oversized material. Oversized material is defined as rocks or
cemented clasts greater than 6 inches in largest dimension. Oversized material should be broken
down to no greater than 6 inches in largest dimension for use in fill, use as landscape material,
or disposed of off-site.
7.1.12 Temporary Excavations
Temporary excavations 3 feet deep or less can be made vertically. Deeper temporary excavations
in fill or uncemented formational materials should be laid back no steeper than 1:1 (h:v). Deeper
temporary excavations in cemented formational materials should be laid back no steeper than
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Revised November 24, 2021
¾:1 (h:v). The faces of temporary slopes should be inspected daily by the contractor’s Competent
Person before personnel are allowed to enter the excavation. Any zones of potential instability,
sloughing, or raveling should be brought to the attention of the engineer and corrective action
implemented before personnel begin working in the excavation. Excavated soils should not be
stockpiled behind temporary excavations within a distance equal to the depth of the excavation.
NOVA should be notified if other surcharge loads are anticipated so that lateral load criteria can
be developed for the specific situation. If temporary slopes are to be maintained during the rainy
season, berms are recommended along the tops of slopes to prevent runoff water from entering
the excavation and eroding the slope faces.
Slopes steeper than those described above will require shoring. Additionally, temporary
excavations that extend below a plane inclined at 1½:1 (h:v) downward from the outside bottom
edge of existing structures or improvements will require shoring. Soldier piles and lagging,
internally braced shoring, or trench boxes could be used. If trench boxes are used, the soil
immediately adjacent to the trench box is not directly supported. Ground surface deformations
immediately adjacent to the pit or trench could be greater where trench boxes are used compared
to other methods of shoring.
7.1.13 Temporary Shoring
For design of cantilevered shoring with level backfill, an active earth pressure equal to a fluid
weighing 35 pounds per cubic foot (pcf) can be used. An additional 20 pcf should be added for
2:1 (h:v) sloping ground. The surcharge loads on shoring from traffic and construction equipment
working adjacent to the excavation can be modeled by assuming an additional 2 feet of soil behind
the shoring. For design of soldier piles, an allowable passive pressure of 350 pounds per square
foot (psf) per foot of embedment can be used, over two times the pile diameter up to a maximum
of 5,000 psf. Soldier piles should be spaced at least three pile diameters, center to center.
Continuous lagging will be required throughout. The soldier piles should be designed for the full
anticipated lateral pressure; however, the pressure on the lagging will be less due to arching in
the soils. For design of lagging, the earth pressure can be limited to a maximum of 400 psf.
7.1.14 Groundwater Seepage
Seepage from perched groundwater may occur locally in excavations due to conditions not
observed during our investigation. If dewatering is necessary, the dewatering method should be
evaluated and implemented by an experienced dewatering subcontractor.
7.1.15 Slopes
Permanent slopes should be constructed no steeper than 2:1 (h:v). Faces of fill slopes should be
compacted either by rolling with a sheepsfoot roller or other suitable equipment, or by overfilling
and cutting back to design grade. Fills should be benched into sloping ground inclined steeper
than 5:1 (h:v). In our opinion, slopes constructed no steeper than 2:1 (h:v) will possess an
adequate factor of safety. An engineering geologist should observe cut slopes during grading to
ascertain that no unforeseen adverse geologic conditions are encountered that require revised
recommendations. Slopes are susceptible to surficial slope failure and erosion. Water should not
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NOVA Project No. 2021212
Revised November 24, 2021
be allowed to flow over the top of slope. Additionally, slopes should be planted with vegetation
that will reduce the potential for erosion.
7.1.16 Surface Drainage
Final surface grades around structures should be designed to collect and direct surface water
away from structures, including retaining walls, and toward appropriate drainage facilities. The
ground around the structure should be graded so that surface water flows rapidly away from the
structure without ponding. In general, we recommend that the ground adjacent to the structure
slope away at a gradient of at least 2%. Densely vegetated areas where runoff can be impaired
should have a minimum gradient of at least 5% within the first 5 feet from the structure. Roof
gutters with downspouts that discharge directly into a closed drainage system are recommended
on structures. Drainage patterns established at the time of fine grading should be maintained
throughout the life of the proposed structures. Site irrigation should be limited to the minimum
necessary to sustain landscape growth. Should excessive irrigation, impaired drainage, or
unusually high rainfall occur, saturated zones of perched groundwater can develop.
7.1.17 Grading Plan Review
NOVA should review the grading plans and earthwork specifications to ascertain whether the
intent of the recommendations contained in this report have been implemented, and that no
revised recommendations are needed due to changes in the development scheme.
7.2. Foundations
The foundation recommendations provided herein are considered generally consistent with
methods typically used in southern California. Other alternatives may be available. Our
recommendations are only minimum criteria based on geotechnical factors and should not be
considered a structural design, or to preclude more restrictive criteria of governing agencies or by
the structural engineer. The design of the foundation system should be performed by the project
structural engineer, incorporating the geotechnical parameters described herein and the
requirements of applicable building codes.
As previously mentioned, the parking structure can be supported on shallow spread footings with
bottom levels bearing on a relatively uniform thickness of compacted fill. Alternatively, the parking
structure can be supported on shallow spread footings with bottom levels bearing on competent
formational materials in cut areas and aggregate piers in the fill areas. Site walls and retaining
walls not connected to buildings can be supported on spread footings with bottom levels bearing
on compacted fill or formational materials. Shade structures, covered walkways, and other pole-
type structures can be supported on cast-in-drilled hole (CIDH) concrete piles.
7.2.1 Spread Footings
Footings should extend at least 24 inches below lowest adjacent finished grade. A minimum width
of 18 inches is recommended for continuous footings and 24 inches for isolated or wall footings.
An allowable bearing capacity of 2,500 psf can be used for footings supported on compacted fill.
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NOVA Project No. 2021212
Revised November 24, 2021
An allowable bearing capacity of 5,000 psf can be used for footings supported on formational
materials. The allowable bearing capacity can be increased by 500 psf for each foot of depth
below the minimum and 250 psf for each foot of width beyond the minimum up to a maximum of
5,000 psf on compacted fill or 8,000 psf on formational materials. We understand the aggregate
pier system will be designed to achieve an allowable bearing capacity of 8,000 psf. The bearing
value can be increased by ⅓ when considering the total of all loads, including wind or seismic
forces. Footings located adjacent to or within slopes should be extended to a depth such that a
minimum horizontal distance of 10 feet exists between the lower outside footing edge and the
face of the slope.
Lateral loads will be resisted by friction between the bottoms of footings and passive pressure on
the faces of footings and other structural elements below grade. An allowable coefficient of friction
of 0.35 can be used. An allowable passive pressure of 350 psf per foot of depth below the ground
surface can be used for level ground conditions. The allowable passive pressure should be
reduced for sloping ground conditions. The passive pressure can be increased by ⅓ when
considering the total of all loads, including wind or seismic forces. The upper 1 foot of soil should
not be relied on for passive support unless the ground is covered with pavements or slabs.
7.2.2 Aggregate Piers
Aggregate piers can be used to support the new parking structure in fill areas. A contractor
specializing in the design and installation of aggregate piers should be contacted to design the
aggregate pier system. The design should include the allowable bearing capacity that can be
achieved and the estimated settlements.
7.2.3 CIDH Piles
CIDH piles should be spaced at least three pile diameters, center to center, and be embedded in
compacted fill and/or formational materials. The axial downward capacity of piles can be obtained
from skin friction and end bearing. An allowable downward skin friction of 300 psf and an allowable
end bearing of 5,000 psf can be used. If end bearing is used, the bottom of drilled holes should
be cleaned of loose soil prior to placing concrete. The axial uplift capacity of piles can be obtained
from skin friction and the weight of the pile. An allowable uplift skin friction of 100 psf can be used.
Lateral loads can be resisted by passive pressure on the piles. An allowable passive pressure of
350 psf per foot of embedment acting on twice the pile diameter up to a maximum of 5,000 psf
can be used, based on a lateral deflection up to ½-inch at the ground surface and level ground
conditions. The uplift and passive pressure values can be increased by ⅓ when considering the
total of all loads, including wind or seismic forces. The upper 1 foot of soil should not be relied on
for passive support unless the ground is covered with pavements or slabs.
7.2.4 Settlement Characteristics
Foundation settlements are anticipated to be 1½ inches total and ¾ inch differential between
adjacent columns and across continuous footings over a distance of 40 feet. Settlements should
be completed shortly after structural loads are applied.
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NOVA Project No. 2021212
Revised November 24, 2021
7.2.5 Foundation Plan Review
NOVA should review the foundation plans to ascertain that the intent of the recommendations in
this report has been implemented and that revised recommendations are not necessary as a
result of changes after this report was completed.
7.2.6 Foundation Excavation Observations
A representative from NOVA should observe the foundation excavations prior to forming or
placing reinforcing steel.
7.3. Interior Slabs-On-Grade
Interior concrete slabs-on-grade should be underlain by at least 2 feet of material with an EI of 50
or less. We recommend that conventional concrete slab-on-grade floors be at least 5 inches thick
and reinforced with at least No. 4 bars at 18 inches on center each way. To reduce the potential
for excessive cracking, concrete slabs-on-grade should be provided with construction or
‘weakened plane’ joints at frequent intervals. The project structural engineer should design on-
grade building slabs and joint spacing.
Moisture protection should be installed beneath slabs where moisture-sensitive floor coverings
will be used. The project architect should review the tolerable moisture transmission rate of the
proposed floor covering and specify an appropriate moisture protection system. Typically, a
plastic vapor barrier is used. Minimum 15-mil plastic is recommended. The plastic should comply
with ASTM E1745. The vapor barrier installation should comply with ASTM E1643. The slab can
be placed directly on the vapor barrier.
7.4. Hardscape
Hardscape should be underlain by at least 2 feet of material with an EI of 50 or less. Exterior slabs
should be at least 4 inches in thickness and reinforced with at least No. 3 bars at 18 inches on
center each way. Slabs should be provided with weakened plane joints. Joints should be placed
in accordance with the American Concrete Institute (ACI) guidelines. The project architect should
select the final joint patterns. A 1-inch maximum size aggregate mix is recommended for concrete
for exterior slabs. The corrosion potential of on-site soils with respect to reinforced concrete will
need to be taken into account in concrete mix design. Coarse and fine aggregate in concrete
should conform to the “Greenbook” Standard Specifications for Public Works Construction.
7.5. Conventional Retaining Walls
Conventional retaining walls can be supported on spread footings. The recommendations for
spread footings provided in the foundation section of this report are also applicable to
conventional retaining walls.
The active earth pressure for the design of unrestrained retaining walls with level backfill can be
taken as equivalent to the pressure of a fluid weighing 35 pcf. The at-rest earth pressure for the
design of restrained retaining wall with level backfill can be taken as equivalent to the pressure of
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LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
a fluid weighing 55 pcf. These values assume a granular and drained backfill condition. Higher
lateral earth pressures would apply if walls retain clay soils. An additional 20 pcf should be added
to these values for walls with 2:1 (h:v) sloping backfill. An increase in earth pressure equivalent
to an additional 2 feet of retained soil can be used to account for surcharge loads from light traffic.
The above values do not include a factor of safety. Appropriate factors of safety should be
incorporated into the design. If any other surcharge loads are anticipated, NOVA should be
contacted for the necessary increase in soil pressure. If required, the seismic earth pressure can
be taken as equivalent to the pressure of a fluid pressure weighing 20 pcf. This value is for level
backfill and does not include a factor of safety. Appropriate factors of safety should be
incorporated into the design. This pressure is in addition to the un-factored, active earth pressure.
The total equivalent fluid pressure can be modeled as a triangular pressure distribution with the
resultant acting at a height of H/3 up from the base of the wall, where H is the retained height of
the wall. The passive pressure and bearing capacity can be increased by ⅓ in determining the
seismic stability of the wall.
Retaining walls should be provided with a backdrain to reduce the accumulation of hydrostatic
pressures or be designed to resist hydrostatic pressures. Backdrains can consist of a 2-foot-wide
zone of ¾-inch crushed rock. The crushed rock should be separated from the adjacent soils using
a non-woven filter fabric, such as Mirafi 140N or equivalent. A perforated pipe should be installed
at the base of the backdrain and sloped to discharge to a suitable storm drain facility, or weep
holes should be provided. As an alternative, a geocomposite drainage system such as Miradrain
6000 or equivalent placed behind the wall and connected to a suitable storm drain facility can be
used. The project architect should provide dampproofing/waterproofing specifications and details.
Figure 7-1 presents typical conventional retaining wall backdrain details. Note that the guidance
provided on Figure 7-1 is conceptual. Other options are available.
Wall backfill should consist of granular, free-draining material having an EI of 20 or less. The
backfill zone is defined by a 1:1 plane projected upward from the heel of the wall. Expansive or
clayey soil should not be used. Additionally, backfill within 3 feet from the back of the wall should
not contain rocks greater than 3 inches in dimension. Backfill should be compacted to at least
90% relative compaction. Backfill should not be placed until walls have achieved adequate
structural strength. Compaction of wall backfill will be necessary to minimize settlement of the
backfill and overlying settlement-sensitive improvements. However, some settlement should still
be anticipated. Provisions should be made for some settlement of concrete slabs and pavements
supported on backfill. Additionally, any utilities supported on backfill should be designed to
tolerate differential settlement.
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NOVA Project No. 2021212
Revised November 24, 2021
Figure 7-1. Typical Conventional Retaining Wall Backdrain Details
7.6. Pipelines
For level ground conditions, a passive earth pressure of 350 psf per foot of depth below the lowest
adjacent final grade can be used to compute allowable thrust block resistance. A value of 150 psf
per foot should be used below groundwater level, if encountered.
A modulus of soil reaction (E’) of 1,500 psi can be used to evaluate the deflection of buried flexible
pipelines. This value assumes that granular bedding material is placed adjacent to the pipe and
is compacted to at least 90% relative compaction.
Pipe bedding as specified in the “Greenbook” Standard Specifications for Public Works
Construction can be used. Bedding material should consist of clean sand having a sand
equivalent not less than 20 and should extend to at least 12 inches above the top of pipe.
Alternative materials meeting the intent of the bedding specifications are also acceptable.
Samples of materials proposed for use as bedding should be provided to the engineer for
RETAINING
WALL
FINISHED
GRADE
CONCRETE
BROWDITCH
12"
GROUND SURFAC E
FILTER FABRIC ENVELOPE
(MIRAFI 140N OR APPROVED
EQUIVALENT)
3/4" CRUSH ED ROCK
(1 CU.FT./FT.)
FILTER FABRIC
ENVELOPE
MIRAFI 140N OR
EQUIVAL ENT
4" DIA. SCHEDU LE 40
PERFORATED PVC PIPE
OR TOTAL DRAIN
1/s-..;_ ,'0/)-/~ EXTENDED TO
APPROVED OUTLET
COMPETENT BEDROCK
OR MATERIAL AS
EVALUATED BY THE
GEOTECHNICAL
CONSULTANT
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NOVA Project No. 2021212
Revised November 24, 2021
inspection and testing before the material is imported for use on the project. The on-site materials
are not expected to meet “Greenbook” bedding specifications. The pipe bedding material should
be placed over the full width of the trench. After placement of the pipe, the bedding should be
brought up uniformly on both sides of the pipe to reduce the potential for unbalanced loads. No
voids or uncompacted areas should be left beneath the pipe haunches. Ponding or jetting the
pipe bedding should not be allowed.
Where pipeline inclinations exceed 15%, cutoff walls are recommended in trench excavations.
Additionally, we do not recommend that open graded rock be used for pipe bedding or backfill
because of the potential for piping erosion. The recommended bedding is clean sand having a
sand equivalent not less than 20 or 2-sack sand/cement slurry. If sand/cement slurry is used for
pipe bedding to at least 1 foot over the top of the pipe, cutoff walls are not considered necessary.
The need for cutoff walls should be further evaluated by the project civil engineer designing the
pipeline.
7.7. Pavement Section Recommendations
The pavement support characteristics of the soils encountered during NOVA’s investigation are
considered low to medium. An R-value of 25 was assumed for design of preliminary pavement
sections. The actual R-value of the subgrade soils should be determined after grading, and the
final pavement sections should be provided. Based on an R-value of 25, the following preliminary
pavement structural sections are provided for the assumed Traffic Indexes on Table 7-1.
Table 7-1. AC and PCC Pavement Sections
Traffic Type Traffic Index Asphalt Concrete
(inches)
Portland Cement Concrete
(inches)
Parking Stalls 4.5 3 AC / 5 AB 6½ AB
Driveways 6.0 4 AC / 8 AB 7 AB
Fire Lanes 7.5 5 AC / 11 AB 7½ PCC
AC: Asphalt Concrete
AB: Aggregate Base
PCC: Portland Cement Concrete
Subgrade preparation should be performed immediately prior to placement of the pavement
section. The upper 12 inches of subgrade should be scarified, moisture conditioned to near
optimum moisture content, and compacted to at least 95% relative compaction. All soft or yielding
areas should be stabilized or removed and replaced with compacted fill or aggregate base.
Aggregate base and asphalt concrete should conform to the Caltrans Standard Specifications or
the “Greenbook” and should be compacted to at least 95% relative compaction. Aggregate base
should have an R-value of not less than 78. All materials and methods of construction should
conform to good engineering practices and the minimum local standards.
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NOVA Project No. 2021212
Revised November 24, 2021
7.8. Corrosivity
Representative samples of the on-site soils were tested to evaluate corrosion potential. The test
results are presented in Appendix B. The project design engineer can use the sulfate results in
conjunction with ACI 318 to specify the water/cement ratio, compressive strength, and
cementitious material types for concrete exposed to soil. A corrosion engineer should be
contacted to provide specific corrosion control recommendations.
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Revised November 24, 2021
8. CLOSURE
NOVA should review project plans and specifications prior to bidding and construction to check
that the intent of the recommendations in this report has been incorporated. Observations and
tests should be performed during construction. If the conditions encountered during construction
differ from those anticipated based on the subsurface exploration program, the presence of
personnel from our offices during construction will enable an evaluation of the exposed conditions
and modifications of the recommendations in this report or development of additional
recommendations in a timely manner.
NOVA should be advised of changes in the project scope so that the recommendations contained
in this report can be evaluated with respect to the revised plans. Changes in recommendations
will be verified in writing. The findings in this report are valid as of the date of this report. Changes
in the condition of the site can, however, occur with the passage of time, whether they are due to
natural processes or work on this or adjacent areas. In addition, changes in the standards of
practice and government regulations can occur. Thus, the findings in this report may be
invalidated wholly or in part by changes beyond our control. This report should not be relied upon
after a period of two years without a review by us verifying the suitability of the conclusions and
recommendations to site conditions at that time.
In the performance of our professional services, we comply with that level of care and skill
ordinarily exercised by members of our profession currently practicing under similar conditions
and in the same locality. The client recognizes that subsurface conditions may vary from those
encountered at the boring locations and that our data, interpretations, and recommendations are
based solely on the information obtained by us. We will be responsible for those data,
interpretations, and recommendations, but shall not be responsible for interpretations by others
of the information developed. Our services consist of professional consultation and observation
only, and no warranty whatsoever, express or implied, is made or intended in connection with the
work performed or to be performed by us, or by our proposal for consulting or other services, or
by our furnishing of oral or written reports or findings.
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9. REFERENCES
American Concrete Institute, 2014, Building Code Requirements for Structural Concrete (ACI 318-
14) and Commentary, dated September.
California Emergency Management Agency (Cal EMA), California Geological Survey, University
of Southern California, 2009, Tsunami Inundation Map for Emergency Planning, San Luis Rey
Quadrangle, dated June 1.
California Department of Transportation (Caltrans), 2018, Standard Specifications.
Federal Emergency Management Agency, 2019, FIRM Flood Insurance Rate Map, San Diego
County, Firm Panel 06073C0764H, https://msc.fema.gov/portal/search, accessed in October.
International Code Council, 2018, 2019 California Building Code, California Code of Regulations,
Title 24, Part 2, Volume 2 of 2, Based on the 2018 International Building Code, Effective January
1, 2020.
Historic Aerials Website, https://www.historicaerials.com/, accessed September 2021.
Kennedy, M.P. and Tan, S.S., 2005, Geologic Map of the Oceanside 30’ x 60’ Quadrangle,
California, California Geological Survey, Scale 1:100,000.
Leighton and Associates, Inc., 1998, Final As-Graded Report of Rough-Grading, LEGOLAND,
Carlsbad, California, Project No. 4960151-003, February 10.
____________ 2015, Geotechnical Update Report, Proposed Parking Structure, LEGOLAND Theme
Park, Carlsbad, California, Project No. 10075.012, November 24.
Public Works Standards, Inc., 2018, “Greenbook” Standard Specifications for Public Works
Construction, 2018 Edition.
Structural Engineers Association of California (SEAOC), 2021, OSHPD Seismic Design Maps:
found at https://seismicmaps.org.
Tan, S.S., and Giffen, D.G., 1995, Landslide Hazards in the Northern Part of the San Diego
Metropolitan Area, San Diego County, California, Relative Landslide Susceptibility and Landslide
Distribution Map, Oceanside and San Luis Rey Quadrangles, Division of Mines and Geology OFR
95-04, Plate 35A.
United States Geological Survey (USGS), 2020, USGS Geologic Hazards Science Center, U.S.
Quaternary Faults, accessed October.
USGS Historical Topographic Map Explorer,
https://livingatlas.arcgis.com/topoexplorer/index.html, accessed October 2021.
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LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
PLATES
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4373 Viewridge Avenue, Suite B
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P: 858.292.7575
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P: 949.388.7710
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GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
SBEDVBE
www.usa-nova.com
PROJECT NO.:
DATE:
DRAWN BY:
REVIEWED BY:
2021212
NOV 2021
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Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
APPENDIX A
USE OF THE GEOTECHNICAL REPORT
Im ortant Information About Your
Geotechnical Engineering Report
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.
The following information is provided to help you manage your risks.
Geotechnical Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of
their clients. A geotechnical engineering study conducted for a civil engi-
neer may not fulfill the needs of a construction contractor or even another
civil engineer. Because each geotechnical engineering study is unique, each
geotechnical engineering report is unique, prepared solelyfor the client. No
one except you should rely on your geotechnical engineering report without
first conferring with the geotechnical engineer who prepared it. And no one
-not even you -should apply the report for any purpose or project
except the one originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical
engineering report did not read it all. Do not rely on an executive summary.
Do not read selected elements only.
A Geotechnical Engineering R~port Is Based on
A Unique Set of Project-Specific Factors
Geotechnical engineers consider a number of unique, project-specific fac-
tors when establishing the scope of a study. Typical factors include: the
client's goals, objectives, and risk management preferences: the general
nature of the structure involved, its size, and configuration: the location of
the structure on the site: and other planned or existing site improvements,
such as access roads, parking lots, and underground utilities. Unless the
geotechnical engineer who conducted the study specifically indicates oth-
erwise, do not rely on a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project.
• not prepared for the specific site explored, or
• completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical
engineering report include those that affect:
• the function of the proposed structure, as when it's changed from a
parking garage to an office building , or from a light industrial plant
to a refrigerated warehouse,
• elevation, configuration, location, orientation, or weight of the
proposed structure,
• composition of the design team, or
• project ownership.
As a general rule, always inform your geotechnical engineer of project
changes-even minor ones-and request an assessment of their impact.
Geotechnical engineers cannot accept responsibility or liability for problems
that occur because their reports do not consider developments of which
they were not informed
Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that existed at
the time the study was performed. Do not rely on a geotechnical engineer-
ing reportwhose adequacy may have been affected by: the passage of
time; by man-made events, such as construction on or adjacent to the site;
or by natural events, such as floods, earthquakes, or groundwater fluctua-
tions. Always contact the geotechnical engineer before applying the report
to determine if it is still reliable. A minor amount of additional testing or
analysis could prevent major problems.
Most Geotechnical Findings Are Professional
Opinions
Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. Geotechnical engi-
neers review field and laboratory data and then apply their professional
judgment to render an opinion about subsurface conditions throughout the
site. Actual subsurface conditions may differ-sometimes significantly-
from those indicated in your report. Retaining the geotechnical engineer
who developed your report to provide construction observation is the
most effective method of managing the risks associated with unanticipated
conditions.
A Report's Recommendations Are Not Final
Do not overrely on the construction recommendations included in your
report. Those recommendations are not final, because geotechnical engi-
neers develop them principally from judgment and opinion. Geotechnical
engineers can finalize their recommendations only by observing actual
subsurface conditions revealed during construction. The geotechnical
engineer who developed your report cannot assume responsibility or
liability for the report's recommendations if that engineer does not perform
construction observation.
A Geotechnical Engineering Report Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical engineering
reports has resulted in costly problems. Lower that risk by having your geo-
technical engineer confer with appropriate members of the design team after
submitting the report. Also retain your geotechnical engineer to review perti-
nent elements of the design team's plans and specifications. Contractors can
also misinterpret a geotechnical engineering report. Reduce that risk by
having your geotechnical engineer participate in prebid and preconstruction
conferences, and by providing construction observation.
Do Not Redraw the Engineer's Logs
Geotechnical engineers prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should
never be redrawn for inclusion in architectural or other design drawings.
Only photographic or electronic reproduction is acceptable, but recognize
that separating logs from the report can elevate risk.
Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
they provide for bid preparation. To help prevent costly problems, give con-
tractors the complete geotechnical engineering report, but preface it with a
clearly written letter of transmittal. In that letter, advise contractors that the
report was not prepared for purposes of bid development and that the
report's accuracy is limited; encourage them to confer with the geotechnical
engineer who prepared the report (a modest fee may be required) and/or to
conduct additional study to obtain the specific types of information they
need or prefer. A prebid conference can also be valuable. Be sure contrac-
tors have sumcient time to perform additional study. Only then might you
be in a position to give contractors the best information available to you,
while requiring them to at least share some of the financial responsibilities
stemming from unanticipated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that
geotechnical engineering is far less exact than other engineering disci-
plines. This lack of understanding has created unrealistic expectations that
have led to disappointments, claims, and disputes. To help reduce the risk
of such outcomes, geotechnical engineers commonly include a variety of
explanatory provisions in their reports. Sometimes labeled "limitations"
many of these provisions indicate where geotechnical engineers· responsi-
bilities begin and end, to help others recognize their own responsibilities
and risks. Read these provisions closely Ask questions. Your geotechnical
engineer should respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a geoenviron-
mental study differ significantly from those used to perform a geotechnical
study. For that reason, a geotechnical engineering report does not usually
relate any geoenvironmental findings, conclusions, or recommendations:
e.g., about the likelihood of encountering underground storage tanks or
regulated contaminants. Unanticipated environmental problems have led
to numerous project failures. If you have not yet obtained your own geoen-
vironmental information, ask your geotechnical consultant for risk man-
agement guidance. Do not rely on an environmental report prepared for
someone else.
Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction,
operation, and maintenance to prevent significant amounts of mold from
growing on indoor surfaces. To be effective, all such strategies should be
devised for the express purpose of mold prevention, integrated into a com-
prehensive plan, and executed with diligent oversight by a professional
mold prevention consultant. Because just a small amount of water or
moisture can lead to the development of severe mold infestations, a num-
ber of mold prevention strategies focus on keeping building surfaces dry.
While groundwater, water infiltration, and similar issues may have been
addressed as part of the geotechnical engineering study whose findings
are conveyed in this report, the geotechnical engineer in charge of this
project is not a mold prevention consultant; none of the services per-
formed in connection with the geotechnical engineer'S study
were designed or conducted for the purpose of mold preven-
tion. Proper implementation of the recommendations conveyed
in this report will not of itself be sufficient to prevent mold
from growing in or on the structure involved.
Rely, on Your ASFE-Member Geotechncial
Engineer for Additional Assistance
Membership in ASFE/The Best People on Earth exposes geotechnical
engineers to a wide array of risk management techniques that can be of
genuine benefit for everyone involved with a construction project. Confer
with you ASFE-member geotechnical engineer for more information.
ASFE
The Best People 1n farth
8811 Colesville Road/Suite G106, Silver Spring, MD 20910
Telephone: 301/565-2733 Facsimile: 301/589-2017
e-mail: info@asfe.org www.asfe.org
Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's
specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for
purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other
firm, individual, or other entity that so uses this document without being an ASFE member could be commiting negligent or intentional (fraudulent) misrepresentation.
IIGER06045.0M
Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
APPENDIX B
BORING LOGS
SUBSURFACE EXPLORATION LEGEND
BULK SAMPLE
SPT SAMPLE ( ASTM D1586)
MOD. CAL. SAMPLE (ASTM D3550)
NO SAMPLE RECOVERY
GEOLOGIC CONTACT
SOIL TYPE CHANGE
*
GROUNDWATER / STABILIZED
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
SBEDVBE SDVOSB
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
MAJOR DIVISIONS TYPICAL NAMES
GRAVEL
MORE THAN HALFCOARSE FRACTIONIS LARGER THANNO. 4 SIEVE GRAVEL WITH15% OR MOREFINES
CLEAN GRAVELWITH LESS THAN15% FINES
CLEAN SAND
SAND
MORE THAN HALFCOARSE FRACTIONIS FINER THAN NO.4 SIEVE SIZE
SAND WITH 15%OR MORE FINES
WITH LESS THAN15% FINES
SILTS AND CLAYS
LIQUID LIMIT 50% OR LESS
SILTS AND CLAYS
LIQUID LIMIT GREATER THAN 50%
HIGHLY ORGANIC SOILS
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT
WELL-GRADED GRAVEL WITH OR WITHOUTSAND
POORLY GRADED GRAVEL WITH ORWITHOUT SAND
SILTY GRAVEL WITH OR WITHOUT SAND
CLAYEY GRAVEL WITH OR WITHOUT SAND
WELL-GRADED SAND WITH OR WITHOUTGRAVEL
POORLY GRADED SAND WITH OR WITHOUTGRAVEL
SILTY SAND WITH OR WITHOUT GRAVEL
CLAYEY SAND WITH OR WITHOUT GRAVEL
SILT WITH OR WITHOUT SAND ORGRAVEL
ELASTIC SILT WITH OR WITHOUT SAND ORGRAVEL
FAT CLAY WITH OR WITHOUT SAND ORGRAVEL
ORGANIC SILT OR CLAY OF HIGHPLASTICITY WITH OR WITHOUT SAND ORGRAVEL
PEAT AND OTHER HIGHLY ORGANIC SOILS
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RELATIVE DENSITY OFCOHESIONLESS SOILS
RELATIVE DENSITY
VERY LOOSE
LOOSE
MEDIUM DENSE
DENSE
VERY DENSE
SPT N60BLOWS/FOOT
0 - 4
4 - 10
10 - 30
30 - 50
OVER 50
CONSISTENCY OF COHESIVE SOILS
CONSISTENCY
VERY SOFT
SOFT
MEDIUM STIFF
STIFF
VERY STIFF
HARD
SPT N60BLOWS/FOOT
0 - 2
2 - 4
4 - 8
8 - 15
15 - 30
OVER 30
NUMBER OF BLOWS OF 140 LB HAMMER FALLING 30 INCHES TO DRIVE A 2 INCH O.D.(1-3/8 INCH I.D.) SPLIT-BARREL SAMPLER THE LAST 12 INCHES OF AN 18-INCH DRIVE(ASTM-1586 STANDARD PENETRATION TEST).IF THE SEATING INTERVAL (1st 6 INCH INTERVAL) IS NOT ACHEIVED, N IS REPORTED ASREF.
POCKET PENETROMETER
MEASUREMENT (TSF)
0 - 0.25
0.25 - 0.50
0.50 - 1.0
1.0 - 2.0
2.0 - 4.0
OVER 4.0
DIRECT SHEAR
EXPANSION INDEX
ATTERBERG LIMITS
SIEVE ANALYSIS
RESISTANCE VALUE
CONSOLIDATIONSAND EQUIVALENT
CORROSIVITY
MAXIMUM DENSITYMD
DS
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SA
RV
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LAB TEST ABBREVIATIONS
CR
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ORGANIC SILT OR CLAY OF LOW TO
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SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
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SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
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(p
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LEGOLAND - NEW PARKING STRUCTURE
ONE LEGOLAND DRIVE
CARLSBAD, CA 92008NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
LOGGED BY:PROJECT NO.:REVIEWED BY:
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-1
OCTOBER 7, 2021
± 128 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
CME 75 NOT ENCOUNTERED
FIGURE B.1
DB MS 2021212
FILL (afu): SANDY CLAY; OLIVE BROWN WITH DARK GREENISH GRAY MOTTLING, MOIST, STIFFCL
ETR~73.9%, N60 ~ 73.960*N~1.23*N
12 15
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CLAY; YELLOWISH BROWN, MOIST, VERY STIFFCL
23 28
21 26
22 27
22 27
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SANDY CLAY; BLUE GRAY, TRACE IRON OXIDE STAINING
SLBE
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FINE TO MEDIUM GRAINED, YELLOW IRON OXIDE STAINING
SM
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GRAYISH BROWN TO ORANGE IRON OXIDE STAINING
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LEGOLAND - NEW PARKING STRUCTURE
ONE LEGOLAND DRIVE
CARLSBAD, CA 92008NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
LOGGED BY:PROJECT NO.:REVIEWED BY:
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-1 CONTINUED
OCTOBER 7, 2021
± 128 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
CME 75 NOT ENCOUNTERED
FIGURE B.1
DB MS 2021212
SP
ETR~73.9%, N60 ~ 73.960*N~1.23*N
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LEGOLAND - NEW PARKING STRUCTURE
ONE LEGOLAND DRIVE
CARLSBAD, CA 92008NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
LOGGED BY:PROJECT NO.:REVIEWED BY:
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-2
OCTOBER 7, 2021
± 131 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
CME 75 49 FEET
FIGURE B.2
DB MS 2021212
FILL (afu): SILTY SAND; ORANGE BROWN, DRY TO MOIST, MEDIUM DENSE, FINE TO MEDIUM
GRAINEDSM
ETR~73.9%, N60 ~ 73.960*N~1.23*N
14 17
DARK GRAY, VERY STIFF, IRON OXIDE STAINING
24 30
22 27
19 23
23 28
SLBE
RV
3½ INCHES OF ASPHALT CONCRETE OVER 3½ INCHES OF AGGREGATE BASE
LIGHT BROWN TO DARK GRAY, VERY STIFF
SANDY CLAY; GRAY, DRY TO MOIST, STIFF, FINE TO MEDIUM GRAINEDCL
OLIVE BROWN-GRAY, VERY STIFF TO HARD
CLAYEY SAND/SANDY CLAY; OLIVE BROWN-GRAY, MOIST, MEDIUM DENSE / VERY STIFF, FINE
GRAINED
SC/CL
-
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(
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35
40
45
50
55
60
30
BU
L
K
S
A
M
P
L
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SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
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SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
LEGOLAND - NEW PARKING STRUCTURE
ONE LEGOLAND DRIVE
CARLSBAD, CA 92008NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
LOGGED BY:PROJECT NO.:REVIEWED BY:
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-2 CONTINUED
OCTOBER 7, 2021
± 131 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
CME 75 49 FEET
FIGURE B.2
DB MS 2021212
CH
ETR~73.9%, N60 ~ 73.960*N~1.23*N
22 27
32 39
SILTY SAND; YELLOWISH BROWN, MOIST, DENSE, FINE TO MEDIUM GRAINED, TRACE GRAVEL
SILTY SAND; YELLOWISH BROWN, DRY TO MOIST, DENSE, FINE TO MEDIUM GRAINED, IRON
OXIDE STAINING
BORING TERMINATED AT 56 FT. GROUNDWATER ENCOUNTERED AT 49 FT.
33 41
60 74
SM
SLBE
OLD PARALIC DEPOSITS (Qop): SANDY FAT CLAY; YELLOWISH BROWN, MOIST, VERY STIFF,
FINE TO MEDIUM GRAINED SAND
51 63
50/6" 62/6"
SANDY CLAY; DARK BROWN, DRY TO MOIST, VERY STIFF, FINE TO MEDIUM GRAINED, TRACE
GRAVELCL
SP
SANTIAGO FORMATION (Tsa): SILTY SAND; LIGHT GRAY, MOIST, VERY DENSE, FINE TO
MEDIUM GRAINED, LENSES OF STRONG ORANGE STAININGSM
GROUNDWATER AT 49 FEET
POORLY GRADED SAND; ORANGE BROWN, MOIST, VERY DENSE, FINE TO MEDIUM
GRAINED
SM
I -
---------------~-------------------------------------~--
-----------------------------------------------------~--
-----------------------------------------------------~--
---------------~-------------------------------------~--
7
I I
DE
P
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(
F
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)
N60
BL
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S
P
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R
F
O
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T
N
5
10
15
20
25
30
0
BU
L
K
S
A
M
P
L
E
SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
E
SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
LEGOLAND - NEW PARKING STRUCTURE
ONE LEGOLAND DRIVE
CARLSBAD, CA 92008NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
LOGGED BY:PROJECT NO.:REVIEWED BY:
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-3
OCTOBER 7, 2021
± 126 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
CME 75 NOT ENCOUNTERED
FIGURE B.3
DB MS 2021212
FILL (afu): CLAYEY SAND; ORANGE BROWN TO GRAY, DRY TO MOIST, MEDIUM DENSE, FINE
TO MEDIUM GRAINEDSC
ETR~73.9%, N60 ~ 73.960*N~1.23*N
51 63
SANDY CLAY; GRAY, MOIST, HARD, FINE GRAINED SAND
25 31
28 34
15 18
78/8" 96/8"
SLBE
SA
AL
EI
CR
3½ INCHES OF ASPHALT CONCRETE OVER 3 INCHES OF AGGREGATE BASE
PURPLE DARK BROWN, LAYERS OF SAND PRESENT
CLAYEY SANDSTONE; LIGHT GRAYISH BROWN, MOIST, VERY DENSE, FINE TO MEDIUM
GRAINED, TRACE OXIDATION
SC
20 25
CL
OLD PARALIC DEPOSITS (Qop): SANDY CLAY; LIGHT BROWN, MOIST, VERY STIFF,
FINE GRAINED SAND
CL
HARD
-
-
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-
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-
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• • •
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P
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(
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BL
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N
35
40
45
50
55
60
30
BU
L
K
S
A
M
P
L
E
SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
E
SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
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DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
LEGOLAND - NEW PARKING STRUCTURE
ONE LEGOLAND DRIVE
CARLSBAD, CA 92008NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
LOGGED BY:PROJECT NO.:REVIEWED BY:
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-3 CONTINUED
OCTOBER 7, 2021
± 126 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
CME 75 NOT ENCOUNTERED
FIGURE B.3
DB MS 2021212
OLD PARALIC DEPOSITS (Qop) CONTINUED: CLAYEY SANDSTONE; LIGHT GRAYISH BROWN,
MOIST, VERY DENSE, FINE TO MEDIUM GRAINEDSC
ETR~73.9%, N60 ~ 73.960*N~1.23*N
SLBE
RV
78/8" 96/8"
BORING TERMINATED AT 31½ FT. NO GROUNDWATER ENCOUNTERED. NO CAVING.
-
-I
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
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-
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-
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j,a~I ~--
• • •
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N
5
10
15
20
25
30
0
BU
L
K
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A
M
P
L
E
SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
E
SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
LEGOLAND - NEW PARKING STRUCTURE
ONE LEGOLAND DRIVE
CARLSBAD, CA 92008NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
LOGGED BY:PROJECT NO.:REVIEWED BY:
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-4
OCTOBER 7, 2021
± 122 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
CME 75 NOT ENCOUNTERED
FIGURE B.4
DB MS 2021212
ETR~73.9%, N60 ~ 73.960*N~1.23*N
50/3" 62/3"
STRONGLY CEMENTED
50/2" 62/2"
SLBE
SA
AL
EI
CR
MD
3 INCHES OF ASPHALT CONCRETE OVER 3 INCHES OF AGGREGATE BASE
81/9" 100/9"
OLD PARALIC DEPOSITS (Qop): CLAYSTONE; LIGHT BROWNISH GRAY, DRY TO MOIST,
HARD
CH
BORING TERMINATED AT 11.5 FT. NO GROUNDWATER ENCOUNTERED. NO CAVING
PURPLE GRAY, RED OXIDATION
LIGHT YELLOWISH BROWN
11.5 126.5
-
-
-J
-,z -
-
-
-
-
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-
-
-
-
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-
-
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j,a~I ~--
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BL
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N
5
10
15
20
25
30
0
BU
L
K
S
A
M
P
L
E
SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
E
SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
LEGOLAND - NEW PARKING STRUCTURE
ONE LEGOLAND DRIVE
CARLSBAD, CA 92008NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
LOGGED BY:PROJECT NO.:REVIEWED BY:
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-5
OCTOBER 7, 2021
± 122 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
CME 75 42½ FEET
FIGURE B.5
DB MS 2021212
FILL (afu): SANDY CLAY; YELLOWISH BROWN, DRY TO MOIST, STIFFCL
ETR~73.9%, N60 ~ 73.960*N~1.23*N
17 21
LIGHT BROWN TO DARK BROWN, DENSE, ORANGE STAINING
20 25
29 36
30 37
37 46
SLBE
4 INCHES OF ASPHALT CONCRETE OVER 3½ INCHES OF AGGREGATE BASE
OLIVE GRAY
SILTY SAND; ORANGE BROWN, DRY TO MOIST, MEDIUM DENSE, FINE TO MEDIUM GRAINEDSM
CLAYEY SAND/SILTY SAND; DARK GRAY, DRY TO MOIST, MEDIUM DENSE, FINE TO MEDIUM
GRAINED
CLAYEY SAND; BROWN OLIVE-GRAY, MOIST, DENSE, FINE TO MEDIUM GRAINEDSC
40 49
LIGHT GRAY, MOIST
SC/SM
CLAYEY SAND; DARK GRAY, MOIST, DENSE, FINE TO MEDIUM GRAINEDSC
SILTY SAND; ORANGE BROWN, DRY TO MOIST, DENSE, FINE TO MEDIUM GRAINEDSM
---------------~-------------------------------------~--
/__
-----------------------------------------------------~--
-----------------------------------------------------~--
-z
---------------~-------------------------------------~--
-----------------------------------------------------~--
I I
DE
P
T
H
(
F
T
)
N60
BL
O
W
S
P
E
R
F
O
O
T
N
35
40
45
50
55
60
30
BU
L
K
S
A
M
P
L
E
SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
E
SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
LEGOLAND - NEW PARKING STRUCTURE
ONE LEGOLAND DRIVE
CARLSBAD, CA 92008NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
LOGGED BY:PROJECT NO.:REVIEWED BY:
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-5 CONTINUED
OCTOBER 7, 2021
± 122 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
CME 75 42½ FEET
FIGURE B.5
DB MS 2021212
SC/SM
ETR~73.9%, N60 ~ 73.960*N~1.23*N
26 32
28 34
ORANGE BROWN
ORANGE BROWN, DENSE
BORING TERMINATED AT 51 FT. GROUNDWATER ENCOUNTERED AT 40 FT.
23 28
26 32
SLBE
FILL (afu) CONTINUED: CLAYEY SAND/SILTY SAND; OLIVE BROWN, MOIST, DENSE, FINE TO
MEDIUM GRAINED
50/5"62/5"
ALLUVIUM (Qal): CLAY; BLACK, MOIST, HARDCL
YELLOW TO LIGHT GRAY, MOIST, VERY DENSE, FINE TO MEDIUM GRAINED
OLD PARALIC DEPOSITS (Qop): SILTY SANDSTONE; LIGHT BROWN, WET, MEDIUM
DENSE, FINE TO MEDIUM GRAINED WITH TRACE COARSE GRAINS, RED AND WHITE
BLEBS, DARK GRAY SILT LENSES
SANTIAGO FORMATION (Tsa): SILTY SANDSTONE; LIGHT GRAY, WET, DENSE, FINE TO
MEDIUM GRAINED
GROUNDWATER AT 42½ FEET
-
-I --
-
-
-7
L..
-
-
-
-(_
"II"
-
-
-7
L..
-
-
-
-7
-
-
-
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-
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-
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j,a~I ~--
• • •
I I I
Geotechnical Investigation
LEGOLAND – New Parking Structure, One Legoland Drive, Carlsbad, CA
NOVA Project No. 2021212
Revised November 24, 2021
APPENDIX C
LABORATORY TESTING
Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested
procedures. Brief descriptions of the tests performed are presented below:
LAB TEST SUMMARY
·CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the
Unified Soils Classification System and are presented on the exploration logs in Appendix B.
·DENSITY OF SOIL IN PLACE (ASTM D2937): In-place moisture contents and dry densities were determined for representative soil samples. This
information was an aid to classification and permitted recognition of variations in material consistency with depth. The dry unit weight is determined in
pounds per cubic foot, and the in-place moisture content is determined as a percentage of the soil's dry weight. The results are summarized in the
exploration logs presented in Appendix B.
·GRADATION ANALYSIS (ASTM D6913 and/or ASTM D7928): Tests were performed on selected representative soil samples in general accordance
with ASTM D6913. The grain size distributions of selected samples were determined in accordance with ASTM D6913 and/or ASTM D7928. The results
of the tests are summarized on Appendix C.2 through Appendix C.3.
· ATTERBERG LIMITS (ASTM D 4318): Tests were performed on selected representative fine-grained soil samples to evaluate the liquid limit, plastic
limit, and plasticity index in general accordance with ASTM D 4318. These test results were utilized to evaluate the soil classification in accordance with
the Unified Soil Classification System.
·EXPANSION INDEX (ASTM D 4829): The expansion index of selected materials was evaluated in general accordance with ASTM D 4829. Specimens
were molded under a specified compactive energy at approximately 50 percent saturation (plus or minus 1 percent). The prepared 1-inch thick by 4-inch
diameter specimens were loaded with a surcharge of 144 pounds per square foot and were inundated with tap water. Readings of volumetric swell were
made for a period of 24 hours.
·R-VALUE (ASTM D 2844): The resistance Value, or R-Value, for near-surface site soils were evaluated in general accordance with California Test (CT)
301 and ASTM D 2844. Samples were prepared and evaluated for exudation pressure and expansion pressure. The equilibrium R-value is reported as
the lesser or more conservative of the two calculated results.
·CORROSIVITY (CAL. TEST METHOD 417, 422, 643): Soil PH, and minimum resistivity tests were performed on a representative soil sample in general
accordance with test method CT 643. The sulfate and chloride content of the selected sample were evaluated in general accordance with CT 417 and CT
422, respectively.
FIGURE: C.14373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
www.usa-nova.com
SBEDVBE SDVOSB
BY: AR DATE: NOV 2021
LEGOLAND - NEW PARKING STRUCTURE
ONE LEGOLAND DRIVE
CARLSBAD, CA 92008
PROJECT: 2021212
SLBE
A4~1 ~--. . •
Gravel
CLASSIFICATION TEST RESULTS
Sand
Coarse FineMediumCoarseFine
Silt or Clay
Sample Location:
Depth (ft):
USCS Soil Type:
Passing No. 200 (%):
B - 1
½ - 5
CL
56
FIGURE: C.2
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DATE: NOV 2021BY: AR
Atterberg Limits (ASTM D4318):
Liquid Limit, LL:
Plastic Limit, PL:
Plasticity Index, PI:
43
18
25
LEGOLAND - NEW PARKING STRUCTURE
ONE LEGOLAND DRIVE
CARLSBAD, CA 92008
PROJECT: 2021212
SLBE
C)
C: 'iii
1/) ca a. c
Q) 0 I,,, Q) a.
100.0
~ Size (Inches) ~~~-----
............
-st
0 z
U.S. Standard Sieve Sizes
~
0 z
0 N
0 z
0 -st
0 z
0 CD
0 z
0 0
0 z
0 0 N
0 z
' ---► -... ; ; ; •----.. _ I I I
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Hydrometer Analysis
1 •"1-._ I I I
90 .0 tt-t-t-++-+--+--+'---++++-+--+'-+--+--'-+---'-++'1+-++-+-"""-,..1 --+_-+----'-1--+1-+'-1l--l---l---l---l----1-----1-1--1--+--l---1---l----1---: ~~ : :
I '-. I I
I '\ I I 80.0 ttt++-+-+-+--1+---+f-+-t-+--fl-f-----f----t-+--+-Htl-, +4-+-t+, -----1e--+..:.-l.>---++--1-i,l-l---l---l--l--l----l-----l--l--l-l--l--l----+----1---1---
I\ I : : \ : 70. 0 tt--H-++-+--+--ti1,,-------++++-+--h11-+---t-.1r+---,1-+h1+-++-+--.1+--+--+--~1--'\.-+-l-h-l--l---l---l---l----l-----l-l--l--+--l---1---l---+--____j
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60 .0 tt-t-t-+-+-+--+---t'---++++-+-+'-+--+--'-+---'-+-+-':+-++-+--':+--+--l----'-----1-111\-•,µ_: l--l---l---l---l----1-----l-l--l-j-+--1--+---l---+--____j
: : ' I I I
50 .0 ttt++-+-+-+--1+---+f-+-t-+--tH-f----t--l---1-Htl-+t-+--t+-+----+-1--+++t-1---l---l---l----l---l-----l--l-l-+-l--l--l--l----+--__J
I I I
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40. 0 tt--H-+-+-+--+--+.----+++-+-+-+.--+---+---.----l----.----+-+.-:+-++-+--.:+--+--1---~-f-H~: 1-1---l---l---l---+-----l-l--l-j_j_--i---l--1---+--____j
I I I
I I I
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30 .0 ++++-+-+-+--+--+'1---++++-+---+'1-+--+__J'-+-__J'-+µ'+-++-J---L'l---+--I---_J_'_--1-1_µ_'1--1---1---1---l----l-----l-l--l-j-l---i--+--+--+--____j I
I
I
I 20 .0 ttt-t--t--t-t--t--tt---H-t-H-tt-t--t--t-t--t-++t+-+-+--+-i+--t----+--1--++-+t+-+-+--l-f------+---++--1-+--+-1--l----l---l---
I I I
I I I
I I I
1 0. 0 tt--H-+-+-+--+--+.----++++-+-+.-+--+---c-+----c-++.:+-++-~:+--+--+--...:_-1-+-i-:-: l--l---l---l---l----l-----1-1--1--+--l--1---l---+--____j
I I I
I I I
I I I 0 .0 +-'-_L__L_L__l__L__L_ _ _,_,1.L-_-+J__j__L_l_JJI I__L__J__JIL.J_ _ __J,-+-U'L.L-L-J_J'L_-L-_L__J_'_--1-LJ.L'L..L_L__L__J_ _ _j_ __ _j_J_j__L_l__j___j___.l_ _ _J_ _ __J
100 10 0.1 0.01 0.0(
Grain Size (mm)
Gravel
CLASSIFICATION TEST RESULTS
Sand
Coarse FineMediumCoarseFine
Silt or Clay
Sample Location:
Depth (ft):
USCS Soil Type:
Passing No. 200 (%):
B - 3
½ - 5
SC
44
FIGURE: C.3
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DATE: NOV 2021BY: AR
Atterberg Limits (ASTM D4318):
Liquid Limit, LL:
Plastic Limit, PL:
Plasticity Index, PI:
31
13
18
LEGOLAND - NEW PARKING STRUCTURE
ONE LEGOLAND DRIVE
CARLSBAD, CA 92008
PROJECT: 2021212
SLBE
C)
C: ·;;;
II) ca a.
1: Q) 0 I,,. Q) a.
~ Size (Inches) ~+::::----U.S. Standard Sieve Sizes
0 0 ~ ~ ~ e2 ~ ~ ~ ~ g O ~
T""" T""" C"') T""" CV) ci ci ci ci ci ci ci
Hydrometer Analysis
100.0 ,T,,-,---,--,---,------1:...-~--:..-....--;;.~;;c-.~.,------,~-z~,__-_-r,......,T>:,,-,z-y---,--r:,---z...--~---=~;:----,~z~,~~~---,-~--~~~~-~~---
... ~ I
1, I
90.0 tt-t-t-+-+-t-+----t-'----++++-t---+'-+--+--'-+---'-++14-+-'lll l•l-+-'-lt--+----l--'----+++'+-+--l---l---+---1-----1-1--l--l----1--_j__L__i._----1----
80. 0 ++t-+-t-+-+--+----t-1----+++++---H>-+--+~f------t--++11-++-+---1-J----\-l---+---1---++-+1-1---t--1---1----1---l-----l-l--l-l----+-l--l----l----l---
: 1~
I \
70.0 tt-t-t-+-+-t--+------i1r-1 ---++++-t--+,1,-+-+---.-. +---.-+,+.:.+-++-+--.1+--+--+-'~-+++.1 ,+-+--l---l---+---l-----l-l--l--l---l---_j__L__j.._----i---_j I \ I
: ' 60. 0 tt-t-t+-+-t--+----t-'----++++-+---+'--+--+-'-+-----'-++':4-++-+--'-t--+----+-L.-\--+++':+-+--1---1---1---1------l-l--l--l---+-j____ll---l------l---_j
I \ I
I , I
I I
50.0 ++t-+-t-+-+-+-tt---+f-+-t-+--#---1-f----t-+---+-1-+ti-+-t-+-tl---l-----+---1----Wl-lt-l---l---1---i----J----t-----J--l-1-+-+--l--l--i-----l--____j
I 11 : ~
40. 0 tt-t-t-+-+-t--+------t..------++++-+-+.-+--+----.-l------.+h:H--l-l-.t---l---+-~-+++.:+-+--1---1---1---1------l-l--l-l--l---j____l--l-__j_--_j
I
I
I
30.0 ++-t-t+-+-t--+----t-'---1 --++++-+---+'-1-+--+-'-1 +---1L++'14-++-J---L't--+---+-'L__-1-.J.-l.l'+-+--l---1----l---+----1-1--l-l-_j__j____l _ _j____j_ __ _j
20. 0 ttt-t--t-t-t--t--tt---H-t--H-tt-t--t---t-t--t-+--+tt-+-+-l-l-l--+--+---1--H--tt+--l---l-1-l---l----l-l-1-l--+-l---l----l---l---
I
I
I
10.0 tt-t-t-+-+-+-+------i.-------++++-t-+.-+-+----c-+----c-++:+++-~t--+----+-:_--++++-+--l---l--l----1-----1-1--l--l---+-_j__l---l------1---_j
I
I
I o. o -t--'--'---L_L_.l.._.L_..L____ll.J__ '---+_L_j_...L....(__[J_I I_J____L_J_I _J_ __ L...J-'.1J'LLJ__J_.L...J.'L__.J_____l_L__'--+.LUI '_J_J__l__j__J_ _ _l_ __ _J_l_.LL_L_L.....L_.L____l __ _J
100 10 0.1 0.01 0.0(
Grain Size (mm)
Gravel
CLASSIFICATION TEST RESULTS
Sand
Coarse FineMediumCoarseFine
Silt or Clay
Sample Location:
Depth (ft):
USCS Soil Type:
Passing No. 200 (%):
B - 4
½ - 5
CH
71
FIGURE: C.4
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DATE: NOV 2021BY: AR
Atterberg Limits (ASTM D4318):
Liquid Limit, LL:
Plastic Limit, PL:
Plasticity Index, PI:
51
19
32
LEGOLAND - NEW PARKING STRUCTURE
ONE LEGOLAND DRIVE
CARLSBAD, CA 92008
PROJECT: 2021212
SLBE
C)
C: 'in 11' m D.
~ Q) c., ... Q)
D.
~ Size (Inches) ~-.~-----U.S. Standard Sieve Sizes
0 0
'Q" ~ ~ ~ ~ 0 ~
ci ci ci ci ci ci ci
Hydrometer Analysis
100.0 TTTT--,---,---,-----,----111;t-----;;;;a-.c-..,,1,,_,,_,_----,.,t-----.-----.;----.------.;-.TT;,--,z--.---,--y;,----z--.----.----2~;-~~z~;~~~~-~--~~--~~-.-~--
-1~ .. -.. W : I
90. 0 tt+-+-+-+-+--+---t'---++++-+--+'-+--+--'''--+---'-++-''+-1 '+t-.._,,, .. .,,,,_~•+-+--+-----'-:--+l---l--'-:+-+-+--l----1----1------1-1--1-1----+---l-_J__j_ _ _j_ __ : : i ..,., : :
I I I 1' I I
... , I
80. 0 ++t-+-t-+-+--+-----t-1----+++++---H4--+~f-------l--++1-H-+-+---lJ--+-+-~-++--+i-l--l-l-l--l--+-----l-l--l--l---+-1---1------l----1---
1 I I \ I
I I I I\ I
I I I ,1
70. 0 tt+-+-++-+--+--h1,,------++++-t--h1,-l----t-.:r-+--.,-1-+.:+-++-+--.:+-+--+-~,--+1--J-::;:~+-+--l---l----l----l-----l---l-+-l----+---l-_J__j_ _ _J_ _ _____j
I I I
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I I I
60. 0 tt+-t-+-+-+--+---t'---++++-+--JL-+--+--''-+---'-+µl+-++-+--'l+-+--+-_!_-l---1--µ.j_--l----l--l----l-------l-----l--l---l--l-.)____j_J_L__J __ _J I I I
I I I
I I I
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50. 0 ++t-+-t-+-+--+--tt---t+-H--Hl-+--+--H1--+--++ili++-l--H--+--+-t--++-++J...-l-l-l--l--+------W--l--l---l-ll---l--l----l--___j
I I I
I I I
I I I
40. 0 +++-+-+-+-+--+--+.---+++++-+.-+-+----.:-+-----.-+h-:H-+-+----.:+-+--+--;.,--+-11-+.-+-+--l---l---l----+-----l---l__j_j-+---l----l-_)_ _ _j_ _ _____j
I I I
I I I
I I I
30. 0 +++-t-+-+-+--+--+'11---l-+++-t-+11-+---t-'1-+--'1-+µ'H--l-+----111----l--l---'-1----l-ll-+L1l----+---l---l---l------l-----1---l__j_j_j_---l----l-_)_ _ _j_ _ _____j I
I
I
I 20. 0 +++++-+-+-+--tt---+l-+-1-+--+t-f----f-----1--+-----t-++tf+-i-+--t+---1-----l------il--++-++l--l-ll---l----l---l-------l---l-l--l-l---+-+---l--1---
I I I
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I I I
10. 0 tt+-+-+-+-+--+--+.----++++-+-+.-+--+---;:-1-----;-++;:+-++-+---;:+-+--+-...;---1-+-i-;.+---l----l--l----l-------ll------l--l---l--l--l-1--I-L---I--_J
I I I
I I I
I I I 0. 0 -t--'---'----L---'---..L_..L___J__...ul 'L----f-.L.L..J.......l__J_JI IL__L__J__JIL..J_ _ __j,-+il'.L.LJ_.L...J'L_J__L_...J.'_---1-LJ.J.I 'L..l__[__[___j_ _ _[_ __ _j_J_J_Ll__[__j__j_ _ _j_ _ _____j
100 10 0.1 0.01 0.001
Grain Size (mm)
LAB TEST RESULTS
FIGURE: C.5
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673
P: 949.388.7710
SBEDVBE SDVOSB
Corrosivity (Cal. Test Method 417,422,643)
Sample
Location Sample Depth
pH
Resistivity Sulfate Content Chloride Content
B - 3 ½ - 5
(ppm)(%)(Ohm-cm)(ft.)(ppm)(%)
BY: AR
Sample
Location
Expansion
Index
B - 1 69
Expansion Index (ASTM D4829)
½ - 5
Sample Depth
(ft.)
Expansion
Potential
Medium
7.8 350 450 540 0.0540.045
PROJECT: 2021212
LEGOLAND - NEW PARKING STRUCTURE
ONE LEGOLAND DRIVE
CARLSBAD, CA 92008
Sample
Location R-Value
B - 2
Sample
Depth
(ft.)
½ - 1½25
Resistance Value (Cal. Test Method 301 & ASTM D2844)
Sample
Location Soil Description
Dry Density
(pcf)
B-4 Light Brownish Gray Clay
Sample
Depth
(ft)
4.0 126.5
DENSITY OF SOIL IN PLACE (ASTM D2937)
Moisture
(%)
11.5
B - 3 41½ - 5 Low
DATE: NOV 2021
SLBE
B - 4 ½ - 5 7.8 510 69 200 0.0200.007
B - 4 100½ - 5 High
j,a~I ~--. . .