HomeMy WebLinkAboutPD 15-06; PD - BUILDING 7710 SHELL + SITE; GEOTECHNICAL EVALUATION; 2015-04-17GEOTECIIISICAL EVALUATION
LA COSTA TOWNE CENTER
PROPOSED EQUINOX FITNESS CENTER
7710 ELCAMINO REAL
CARLSBAD, CALIFORNIA
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I
AUG 05 2015
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PREPARED FOR:
AG-CP La Costa Owner, LP
1640 5th Street, Suite 101
Santa Monica, California 90401
PREPARED BY:
Ninyo & Moore
Geotechnical and Environmental Sciences Consultants
5710 Ruffin Road
San Diego, California 92123
April 17, 2015
Project No. 107302005
5710 Ruffin Road San Diego, California 92123 Phone (858) 576-1000 Fax (858) 576-9600
San Diego a lMne Los Angeles ' Randio Cucarnonga Oakland San Francisco San Jose • Sacramento
Las Vegas Phoenix Tucson Pescottvaey Denver • Houston
&Moore 1Tr7.
Envronmcrn,it Snc.es C.ont
April 17, 2015
Project No. 107302005
Mr. Dave Heilman
AG-CP La Costa Owner, LP
1640 5" Street, Suite 101
Santa Monica, California 90401
Subject: Geotechnical Evaluation
La Costa Towne Center Proposed Equinox Fitness Center
7710 El Camino Real
Carlsbad, California
Dear Mr. Hellman:
In accordance with your authorization, we have prepared this geotechnical evaluation for the con-
struction, of the proposed Equinox Fitness Center at the existing La Costa Towne Center at 7710 El
Camino Real in Carlsbad, California. This report presents our geotechnical findings, conclusions,
and recommendations regarding the proposed renovation of the existing building. We appreciate the
opportunity to be of service on this project.
Respectfully submitted,
NINYO & MOORE
//1 -1f
Jeffrey T. Kent, PE, GE
Senior Engineer
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Ronald D. Hallum, P
Chief Geologist
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Distribution: (1) Addr
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ca co
Ronald S. Halbert, PE cc ( No. 042204
Principal Engineer
5710 Ruffin Road San Diego, C1ifornla 92123 a Phone (858) 576-1000 Fax (858) 576-9600
San Diego lMne Los Angeles ' Rancho Cucamonga - Oakland San Francisco San Jose Sacramento Las gas Phoenix • lurson escottVa1i# Denver • Houston
La Costa Towne Center Proposed Equinox Fitness Center April 17, 2015
7710 El Camino Real, Carlsbad, California Project No. 107302005
TABLE OF CONTENTS
Page
INTRODUCTION ......................................................................................
SCOPE OF SERVICES ............................................................................................................ I
SITE AND PROJECT DESCRIPTION ...................................................................................2
SUBSURFACE EXPLORATION AND LABORATORY TESTING....................................3
GEOLOGY AND SUBSURFACE CONDITIONS .................................................................3
5.1. Regional Geologic Setting............................................................................................3
5.2. Site Geology .................................................................................................................4
5.2.1. Fill .......................................................................................................................4
5.2.2. Possible Landslide Deposits................................................................................4
5.2.3. Delmar Formation...............................................................................................4
5.3. Groundwater.................................................................................................................5
GEOLOGIC HAZARDS..........................................................................................................5
6.1. Faulting and Seismicity ................................................................................................5
6.1.1. Ground Motion .................................................................................................... 6
6.1.2. Liquefaction Induced Settlement........................................................................7
6.2. Tsunamis.......................................................................................................................7
6.3. Landslides.....................................................................................................................7
CONCLUSIONS ......................................................................................................................7
RECOMMENDATIONS..........................................................................................................9
8.1. Underpinning................................................................................................................9
8.1.1. Concrete Cast-In-Drilled-Hole (CIDH) Piles .....................................................9
8.2. Spread Foundations ....................................................................................................11
8.2.1. Foundation Lateral Resistance..........................................................................11
8.3. Interior Slab-On-Grade Repair...................................................................................12
8.4. Site Drainage ..............................................................................................................12
8.5. Seismic Design Parameters.........................................................................................13
8.6. Concrete Flatwork......................................................................................................13
8.7. Corrosion ....................................................................................................................14
8.8. Concrete......................................................................................................................14
8.9. Pre-Construction Meeting...........................................................................................15
8.10. Plan Review and Construction Observation...............................................................15
LIMITATIONS.......................................................................................................................16
REFERENCES .......................................................................................................................18
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Tables
Table I - Lateral Load Capacity of 24-Inch Diameter CIDH Pile................................................10
Table 2 - Lateral Load Capacity of 36-Inch Diameter CIDH Pile................................................10
Table 3 —2013 California Building Code Seismic Design Criteria...............................................13
Figures
Figure 1 - Site Location
Figure 2 - Boring Locations
Figure 3 - Geology
Figure 4— Fault Locations
Figure 5 - Underpinning Plan
Appendices
Appendix A - Boring Logs
Appendix B - Laboratory Testing
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La Costa Towne Center Proposed Equinox Fitness Center April 17, 2015
7710 El Camino Real, Carlsbad, California Project No. 107302005
INTRODUCTION
In accordance with our proposal dated February 18, 2015, we have prepared this geotechnical
evaluation for the proposed Equinox Fitness Center at 7710 El Camino Real. The project site is part
of the existing La Costa Towne Center shopping center. The project is located at the southeast cor-
ner of El Camino Real and La Costa Avenue in the city of Carlsbad, California (Figure 1). This
report summarizes our geotechnical work at the site, presents conclusions regarding the geotechni-
cal conditions at the project site, and makes recommendations regarding design and construction of
the currently proposed project.
SCOPE OF SERVICES
Our scope of services included the following:
Reviewing background information including available geotechnical reports (including previ-
ous site geotechnical reports), as-built plans, geologic and fault maps, and aerial photographs.
Performing a geologic reconnaissance of the subject site.
Marking the exploratory boring locations for clearance by Underground Service Alert.
Coordinating with the County of San Diego Department of Environmental Health (DEM) to
obtain boring permits.
Performing a subsurface exploration consisting of the drilling and logging of three explora-
tory soil borings with a limited-access drill rig. The borings were advanced to depths up to
approximately 31 feet.
Collecting bulk and in-place soil samples at selected depths from the soil borings and trans-
porting them to our in-house geotechnical laboratory for analysis.
Performing geotechnical laboratory testing on representative samples to evaluate soil char-
acteristics and design parameters.
Compiling and analyzing the data obtained from our background research, subsurface explo-
ration, and geotechnical laboratory testing.
Preparing this report presenting our findings, conclusions, and recommendations regarding
geotechnical design and construction aspects of the project.
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3. SITE AND PROJECT DESCRIPTION
The project site is a vacant, former grocery store building located at 7710 El Camino Real in Carls-
bad, California (Figure 2). The building is located at the northern end of the La Costa Towne
Center shopping center. The building is bounded by an asphalt concrete (AC) paved parking lot and
drive lanes to the south and east. An approximately 25-foot high slope with an approximately 3-
foot high concrete masonry unit (CMU) retaining wall at its toe is approximately 35 feet west of
the building. There is also an approximately 8 foot high CMU retaining wall with sloping backfill
approximately 7 feet high less than 10 feet to the to the north of the subject building. Inclinations of
the slopes bounding the building are approximately 2:1 (horizontal to vertical). Elevations at the
site range from approximately 53 feet above mean sea level (MSL) at the building pad to approxi-
mately 30 feet at the bottom of the slope on the west side of the building.
The former grocery store building has been vacant for the last several years. During our fieldwork,
we observed the western wall of the building to exhibit several cracks and separations. The interior
slab-on-grade was also observed to be cracked in several areas. In addition, we observed the CMU
wall to the north of the building to be bowed out to the north.
A previous geotechnical investigation performed by Benton Engineering (1977) concluded that
an old landslide was present on the eastern slope descending towards the shopping center ap-
proximately 100 feet east of the subject building. Recommendations were also provided for
mitigation of the landslide in that report. Based on the reviewed as-built grading plans for the
site (Brian Smith Engineers, 1982), landslide remediation measures were implemented at the
time of the construction of the shopping center and included cast-in-place piers and buttress fills
placed along the hillside east of the shopping center. Based on our review of the data and our
subsurface exploration, the landslide does not extend into the area of the proposed building
renovation.
Based on our review of the preliminary project plans (Mour, 2015), we understand that the pro-
posed project will include the renovation of the existing approximately 30,800 square-foot
grocery store building into an Equinox Fitness Center. The plans indicate that the west masonry
wall of the existing building will be removed and replaced with a glass wall. New foundations,
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columns, and brace frames will be installed to support the roof and structural loads. A new of-
fice/mezzanine area is planned for the southeastern portion of the building. Additional
improvements are anticipated to include the replacement of the existing concrete slab-on-grade
and portions of the exterior flatwork.
SUBSURFACE EXPLORATION AND LABORATORY TESTING
Our subsurface exploration was conducted on March 12 and March 16, 2015, and consisted of the
drilling of three exploratory borings (B-I through B-3). The borings were drilled using a track-
mounted limited-access drill rig to depths up to approximately 31 feet. The borings were logged by
representative from our firm. Representative disturbed and relatively undisturbed soil samples were
obtained at selected depths from each of the borings for laboratory testing. The approximate loca-
tions of the borings are presented on Figure 2. The boring logs are presented in Appendix A.
Relatively undisturbed and bulk samples were collected at selected depths from the borings and
were transported to our laboratory for geotechnical testing. Laboratory testing included an evalua-
tion of in-situ moisture content and dry density, gradation (sieve) analysis, Atterberg limits,
consolidation, shear strength, expansion index, and soil corrosivity. The results of the in-situ mois-
ture content and dry density tests are shown at the corresponding sample depths on the boring logs
in Appendix A. The results of the other laboratory tests performed are presented in Appendix B.
GEOLOGY AND SUBSURFACE CONDITIONS
Our findings regarding regional and site geology, including groundwater conditions, are pro-
vided in the following sections.
5.1. Regional Geologic Setting
The project area is located in the western San Diego County section of the Peninsular
Ranges Geomorphic Province. This geomorphic province encompasses an area that extends
approximately 900 miles from the Transverse Ranges and the Los Angeles Basin south to
the southern tip of Baja California (Norris and Webb, 1990). The province varies in width
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from approximately 30 to 100 miles. In general, the province consists of rugged mountains
underlain by Jurassic metavolcanic and metasedimentary rocks, and Cretaceous igneous
rocks of the southern California batholith. The portion of the province in San Diego County
that includes the project area consists generally of Quaternary-age surficial deposits, under-
lain by Tertiary- and Cretaceous-age sedimentary rocks.
5.2. Site Geology
As shown on Figure 3, the project site is generally underlain by the Tertiary-age Delmar
Formation. Surficial soils consisting of fill materials and possible landslide deposits are also
present in the project area. Generalized descriptions of the on-site materials are provided be-
low. Additional descriptions are provided on the boring logs (Appendix A).
5.2.1. Fill
Fill soils were encountered in each of our borings underlying the concrete floor slab or AC
pavements to depths ranging from approximately 3 to 19 feet. As encountered, the fill ma-
terials generally consisted of various shades of brown and gray, moist, medium dense,
clayey sand and firm to hard, silty clay.
5.2.2. Possible Landslide Deposits
As discussed in the Benton report (Benton, 1977), landslide deposits underlie portions
of the La Costa Towne Center site approximately 100 feet to the east of the subject
building. The possible landslide deposits generally consist of material derived from the
Delmar Formation. The landslide deposits were not encountered in our borings and are
not anticipated to underlie the area of the proposed building renovation.
5.2.3. Delmar Formation
Materials of the Tertiary-age Delmar Formation were encountered in our borings
underlying the fill materials and extending to the total depths explored. As encountered,
these materials consisted generally of various shades of olive and gray, moist, weakly to
moderately indurated, clayey siltstone and moderately cemented sandy siltstone and
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silty sandstone. Scattered concretions, or very strongly cemented zones, were encoun-
tered within the Delmar Formation.
5.3. Groundwater
Groundwater was not encountered in our exploratory borings. However, groundwater result-
ing from seepage of upslope irrigation has been measured at depths as shallow as 3 Y2 feet in
borings performed for previous evaluations in the project area. Fluctuations in the ground-
water level may occur due to variations in tidal fluctuations, ground surface topography,
subsurface geologic conditions and structure, rainfall, irrigation, and other factors. Existing
piezometers placed during previous geotechnical evaluations at the site should continue to
be monitored as the project moves towards construction.
6. GEOLOGIC HAZARDS
The following sections describe potential geologic hazards at the site, including faulting and
seismicity, landsliding, and liquefaction.
6.1. Faulting and Seismicity
The subject site is considered to be in a seismically active area. Our review of readily avail-
able published geological maps and literature indicate that the there are no known active or
potentially active faults (i.e., faults that exhibit evidence of ground displacement in the last
11,000 years and 2,000,000 years, respectively), underlying the proposed site. 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 Coronado Bank faults
located to the west of the site (Figure 4).
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The closest known active fault is the Rose Canyon Fault, which can generate an earthquake
magnitude of up to 7.2 (Cao et al., 2003), is located approximately 5 miles west of the site.
In general, hazards associated with seismic activity include strong ground motion, ground
surface rupture, liquefaction, and seismically induced settlement. Discussion of these con-
siderations is included in the following sections.
6.1.1. Ground Motion
The 2013 California Building Code (CBC) specifies that the Risk-Targeted, Maximum
Considered Earthquake (MCER) ground motion response accelerations be used to
evaluate seismic loads for design of buildings and other structures. The MCER ground
motion response accelerations are based on the spectral response accelerations for
5 percent damping in the direction of maximum horizontal response and incorporate a
target risk for structural collapse equivalent to 1 percent in 50 years with deterministic
limits for near-source effects. The horizontal peak ground acceleration (PGA) that
corresponds to the MCER for the site was calculated as 0.46g using the United States
Geological Survey (USGS, 2013) seismic design tool (web-based). Spectral response
acceleration parameters, consistent with the 2013 CBC, are also provided in Section 8.5
for the evaluation of seismic loads on buildings and other structures.
The 2013 CBC specifies that the potential for liquefaction and soil strength loss be
evaluated, where applicable, for the Maximum Considered Earthquake Geometric Mean
(MCEG) peak ground acceleration with adjustment for site class effects in accordance
with the American Society of Civil Engineers (ASCE) 7-10 Standard. The MCEG peak
ground acceleration is based on the geometric mean peak ground acceleration with a
2 percent probability of exceedance in 50 years. The MCEG peak ground acceleration
with adjustment for site class effects (PGAM) was calculated as 0.46g using the USGS
(USGS, 2013) seismic design tool that yielded a mapped MCEG peak ground
acceleration of 0.43g for the site and a site coefficient (FPGA) of 1.074 for Site Class D.
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6.1.2. Liquefaction Induced Settlement
Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earth-
quakes. Research and historical data indicate that loose, granular soils with clay contents
of less than 20 percent, which are saturated by a relatively shallow groundwater table, are
more susceptible to liquefaction. However, based on the generally dense nature of the
formational materials underlying the site, the potential for liquefaction at the site is not a
design consideration.
6.2. Tsunamis
Tsunamis are long wavelength seismic sea waves (long compared to the ocean depth) gener-
ated by sudden movements of the ocean bottom during submarine earthquakes, landslides,
or volcanic activity. Based on the elevations of the existing grade of the project site (i.e., ap-
proximately 40 to 80 feet MSL), and the distance from the ocean, the potential for tsunamis
to affect the site is not a design consideration.
6.3. Landslides
Based on our review of referenced geologic maps, there are no mapped landslides underlying
the subject site. However, the previous evaluation of the site performed by Benton (1977) indi-
cated that an ancient landslide was present approximately 35 feet to the east of the subject
building. Based on our review of background materials and the materials encountered during
our subsurface exploration, the ancient landslide is not anticipated to underlie the subject build-
ing.
7. CONCLUSIONS
Based on the results of our background research, subsurface exploration, laboratory testing, and
data analysis, construction of the proposed renovations is feasible from a geotechnical stand-
point, provided the recommendations of this report are incorporated in the design and
construction of the project. Geotechnical considerations include the following:
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Based on our review of as-built plans (Brian Smith Engineers, 1982) and the findings from our
borings (B-I through B-3), the subject building is underlain by a cut-fill transition. The east-
erly and southerly portions of the building are anticipated to be underlain by formational
materials. The westerly portion of the building is underlain by 19 feet or more of fill materials.
As described, the existing building has various cracks and separations within the westerly
exterior building wall and potions of the interior slab-on-grade. These features are indicative
of soil movement. Since the laboratory consolidation tests indicate the fill soils beneath the
building are not considered prone to further settlement, the soil movement is considered to
be related to creep of the western slope.
Due to the presence of a cut-fill transition beneath the building and the noted soil movement
resulting in observed cracks and separations, recommendations to underpin the building are
presented in this report.
Based on the evidence presented herein, it is our opinion that active faults are not present on
or adjacent to the project site.
The subsurface conditions encountered at the site during our subsurface exploration corre-
spond to Site Class D.
The on-site materials are generally excavatable with conventional heavy-duty earth moving
construction equipment. However, strongly cemented zones within the formational materials
were encountered that may require additional effort in excavation. Additionally, existing fill
soils are susceptible to caving and sloughing. Zones of seepage will also exacerbate the cav-
ing of on-site soils.
Due to the presence of zones of seepage encountered nearby, the contractor should anticipate
encountering wet soils that will require additional moisture conditioning and aeration prior to
reuse as compacted fill.
As a result of the presence of wet soils and zones of seepage the contractor should anticipate en-
countering yielding subgrade conditions that will require additional processing and/or
stabilization.
Based on the laboratory data presented in the following sections and the Caltrans (2012)
corrosion criteria, the project site would be classified as a corrosive site. Additionally, the
laboratory testing indicates that the on-site soils possess a severe potential of sulfate expo-
sure for concrete.
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8. RECOMMENDATIONS
Ninyo & Moore has evaluated various alternatives to address the soil movement of the northern
and western portions of the building, including underpinning the foundation with drilled rein-
forced concrete cast-in-drilled-hole (CIDH) piles, pipe piles, and/or chance anchors. Based on
the results of our geotechnical evaluation, it is our opinion that underpinning of the northern and
western portions of the building using CIDH piles for remedial support of the structure is feasi-
ble from a geotechnical standpoint, provided that the recommendations presented in this report
are incorporated into the design and construction of the project.
8.1. Underpinning
We recommend that the portions of the exterior perimeter of the building be underpinned for
remedial support of the structure, as shown on Figure 5. Ninyo & Moore has evaluated vari-
ous alternatives to address the settlement of the northern and western end of the building,
including underpinning the foundation with drilled reinforced concrete CIDH piles, pipe
piles, and/or chance anchors. We do not recommend using pipe piles or chance anchors due
to the potential for buckling when the soils within the adjacent slopes continue to creep. The
design of the selected underpinning system should be performed in accordance with the rec-
ommendations of a structural engineer. Structural repairs to the building should be
performed in accordance with the recommendations of a qualified structural engineer.
8.1.1. Concrete Cast-In-Drilled-Hole (CIDH) Piles
The following recommendations are for the use of concrete (CIDH) piles for remedial
support of the areas of the building shown on Figure 5. The key design parameters and
considerations for the CIDH piles are presented below.
The CIDH piles should be 24 inches or 36 inches in diameter.
The spacing of piles should be evaluated by the project structural engineer based on
the estimated total service (dead and live) loads.
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The CIDH piles should extend through the existing fill materials and be embedded
5 feet or more into competent formational materials. As previously noted, the fill
thicknesses at the site vary. Accordingly, the length of piles will also vary based on
the existing fill thicknesses.
The 24-inch and 36-inch CIDH piles that are 25 feet or longer, which are also embedded
5 feet or more into competent formational materials may be designed for an allowable
axial capacity of 30 kips and 60 kips in downward compression, respectively. in addi-
tion, the CIDH piles can be designed for lateral capacities as shown on Tables I and 2.
CIDH pile excavations should be observed by Ninyo & Moore to check the design
pile embedment depths evaluated by the project structural engineer. The drilled
holes should be cleared of loose soil prior to pouring concrete.
Although groundwater was not present during our subsurface exploration, if encoun-
tered, groundwater will have an impact on construction of the CIDH piles. The
contractor should be prepared to case the excavations where caving occurs. Drilling mud
may be used in lieu of casing to aid in retaining the soils. Concrete should be tremied
into place with an adequate head to displace water or drilling mud. Concrete should not
be placed freefall or in such a manner as to hit the sidewalls of the excavation.
Table 1 - Lateral Load Capacity of 24-Inch Diameter CIDH Pile
Design condition Free-Head I Fixed Head
Pile Length* 25 feet or more*
Allowable Deflection 1/4-inch at Pile Head
Lateral Capacity, kips 14 36
Max. Positive Moment, ft-kip 50.5 45.2
Max. Negative Moment, ft-kip -2.5 -158.3
Depth to Max. Positive Moment, ft 6.1 9.8
Depth to Max. Negative Moment, ft 20.5 1 0
Depth to 1" Point of Zero Deflection, ft 10.4 18.4
[Note:
*Depth is measured from the bottom of pile cap (top of the pile) to the pile tip.
Table 2 - Lateral Load Capacity of 36-Inch Diameter CIDH Pile
Design condition Free-Head I Fixed Head
Pile Length* 25 feet or more*
Allowable Deflection 1/4-inch at Pile Head
Lateral Capacity, kips 29 76
Max. Positive Moment, ft-kip 142.5 120.0
Max. Negative Moment, ft-kip N/A -443.3
Depth to Max. Positive Moment, ft 8.3 12.9
Depth to Max. Negative Moment, ft N/A 0
Depth to 1St Point of Zero Deflection, ft 14.4 18.9
Note:
*Depth is measured from the bottom of pile cap (top of the pile) to the pile tip.
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8.2. Spread Foundations
Based on our review of the preliminary project plans (Mour, 2015), we understand that new
spread foundations will be constructed in the easterly portion of the building to provide ad-
ditional support to the roof and a new office/mezzanine area. Spread foundations may use an
allowable bearing capacity of 3,000 psf for foundations bearing on compacted fill or compe-
tent formational materials. This allowable bearing capacity may be increased by one-third
when considering loads of a short duration such as wind or seismic forces. From a geotech-
nical standpoint, spread footings should have an embedment depth of 18 inches. Thickness
and reinforcement of the foundations should be in accordance with the recommendations of
the project structural engineer.
8.2.1. Foundation Lateral Resistance
For resistance to lateral loads, an allowable passive pressure exerted by an equivalent
fluid weight of 300 pounds per cubic foot (pcf) may be used for foundations embedded
in compacted fill or competent formational materials. This value assumes that the
ground is horizontal for a distance of 10 feet or more, or three times the height generat-
ing the passive pressure, whichever is greater. For 2:1 descending slope conditions, an
allowable passive pressure exerted by an equivalent fluid weight of 140 pcf may be
used. We recommend that the upper 1 foot of soil not protected by pavement or a con-
crete slab be neglected when calculating passive resistance.
For frictional resistance to lateral loads, we recommend a coefficient of friction of 0.3
be used between soil and concrete. if passive pressure and frictional resistance are to be
used in combination, we recommend that the friction coefficient be reduced by two-
thirds. The passive pressure values may be increased by one-third when considering
loads of short duration such as wind or seismic forces.
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8.3. Interior Slab-On-Grade Repair
Due to the presence of cracks and tilt in the interior concrete slab-on-grade floor within the build-
ing, it is anticipated the slab-on-grade will be replaced. The replaced section of slab should be
dowelled into the existing foundation and adjacent storage area slab. The removed portion of the
slab should be replaced with a new slab 6 inches thick. The slab should be reinforced with No. 4
steel reinforcing bars placed at 12 inches on center, both ways. The reinforcement should be lo-
cated in the middle 1/3 of the slab height. We recommend that "chairs" be utilized to aid in the
appropriate placement of the reinforcement. The slab subgrade soils should be scarified to a
depth of approximately 8 inches and watered or dried, as needed, to achieve generally consis-
tent moisture contents at or near the optimum moisture content. The scarified materials should
then be compacted to 90 percent relative compaction as evaluated by the ASTM interna-
tional (ASTM) Test Method D 1557. The slab should be underlain by 2 inches of moist sand, a
10-mil visqueen vapor retarder, and 4 inches of clean sand or crushed rock. The slab should be
dowelled approximately 12 inches into the existing footings at an angle of about 45 degrees.
8.4. Site Drainage
Roof, pad, and slope drainage should be diverted away from slopes and structures to suitable
discharge areas by nonerodible devices (e.g., gutters, downspouts, concrete swales, etc.). Posi-
tive drainage adjacent to structures should be established and maintained. Positive drainage may
be accomplished by providing drainage away from the foundations of the structure at a gradient
of 2 percent or steeper for a distance of 5 feet outside the building perimeter, and further main-
tamed by a graded swale leading to an appropriate outlet, in accordance with the
recommendations of the project civil engineer and/or landscape architect.
Surface drainage on the site should be provided so that water is not permitted to pond. A gradi-
ent of 2 percent or steeper should be maintained over the pad area and drainage patterns should
be established to divert and remove water from the site to appropriate outlets.
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Care should be taken by the contractor during grading to preserve any berms, drainage ter-
races, interceptor swales or other drainage devices on or adjacent to the property. Drainage
patterns established at the time of grading should be maintained for the life of the project.
The property operators should be made very clearly aware that altering drainage patterns
might be detrimental to slope stability and foundation performance.
8.5. Seismic Design Parameters
Design of the proposed improvements should be performed in accordance with the
requirements of governing jurisdictions and applicable building codes. Table 3 presents the
seismic design parameters for the site in accordance with the CBC (2013) guidelines and
adjusted NICER spectral response acceleration parameters (USGS, 2013).
Table 3 - 2013 California Building Code Seismic Design Criteria
Site Coefficients and Spectral Response Acceleration Parameters Values
Site Class D
Site Coefficient, Fa 1.068
Site Coefficient, F 1.583
Mapped Spectral Response Acceleration at 0.2-second Period, 5, 1.080 g
Mapped Spectral Response Acceleration at 1.0-second Period, S1 0.417 g
Spectral Response Acceleration at 0.2-second Period Adjusted for Site Class, SMS 1.153 g
Spectral Response Acceleration at 1.0-second Period Adjusted for Site Class, SMI 0.660 g
Design Spectral Response Acceleration at 0.2-second Period, SDS 0.769 g
Design Spectral Response Acceleration at 1.0-second Period, S01 0.440 g
8.6. Concrete Flatwork
Exterior concrete flatwork should be 4 inches in thickness and should be reinforced with
No. 3 reinforcing bars placed at 24 inches on-center both ways. Exterior slabs should be un-
derlain by 4 inches of clean sand. A vapor retarder is not needed for exterior flatwork. To
reduce the potential manifestation of distress to exterior concrete flatwork due to movement
of the underlying soil, we recommend that such flatwork be installed with crack-control
joints at appropriate spacing as designed by the structural engineer. Before placement of
concrete, the subgrade soils should be scarified to a depth of 8 inches, moisture conditioned
107302005 REquinox.doc 13
La Costa Towne Center Proposed Equinox Fitness Center April 17, 2015
7710 El Camino Real, Carlsbad, California Project No. 107302005
to generally above the laboratory optimum moisture content, and compacted to a relative
compaction of 90 percent as evaluated by ASTM D 1557. Positive drainage should be estab-
lished and maintained adjacent to fiatwork.
8.7. Corrosion
Laboratory testing was performed on representative samples of the on-site soils to evaluate
pH. and electrical resistivity, as well as chloride and sulfate contents. The pH and electrical
resistivity tests were performed in accordance with the California Test (CT) 643 and the sul-
fate and chloride tests were performed in accordance with CTs 417 and 422, respectively.
These laboratory test results are presented in Appendix B.
The results of the corrosivity testing indicated an electrical resistivity value of the sample
tested as 380 ohm-cm, a soil pH value of 6.7, a chloride content of 1,560 ppm, and a sulfate
content of 0.318 percent. Based on Caltrans criteria and American Concrete Institute
(AC!) 318 guideline, the on-site soils would be classified as corrosive, which is defined as
soil with more than 500 ppm chlorides, more than 0.1 percent sulfates, a pH less than 5.5, or
an electrical resistivity of less than 1,000 ohm-cm.
8.8. Concrete
Concrete in contact with soil or water that contains high concentrations of soluble sulfates
can be subject to chemical deterioration. Laboratory testing indicated that a sample of the
on-site soils had a sulfate content of 0.318 percent, which is considered to have a severe po-
tential for sulfate attack (ACT, 2014). Due to the severe potential for sulfate attack and in
accordance with AC! 318, we recommend that Type V cement be used for concrete struc-
tures in contact with soil. in addition, we recommend that concrete in contact with soil
possess a compressive strength of 4,500 psi and a water to cement ratio of no more
than 0.45.
107302005 R Equinox.doc 14
La Costa Towne Center Proposed Equinox Fitness Center April 17, 2015
7710 El Camino Real, Carlsbad, California Project No. 107302005
In order to reduce the potential for shrinkage cracks in the concrete during curing, we rec-
ommend that the concrete for proposed structures, be placed with a slump of 4 inches based
on ASTM, C 143. The slump should be checked periodically at the site prior to concrete
placement. We also recommend that crack control joints be provided in slabs in accordance
with the recommendations of the structural engineer to reduce the potential for distress due
to minor soil movement and concrete shrinkage. We further recommend that concrete cover
over reinforcing steel for foundations be provided in accordance with ACJ 318. The struc-
tural engineer should be consulted for additional concrete specifications.
8.9. Pre-Construction Meeting
We recommend that a pre-construction meeting be held prior to commencement of grading.
The owner or his representative, the agency representatives, the architect, the civil engineer,
Ninyo & Moore, and the contractor should be in attendance to discuss the plans, the project,
and the proposed construction schedule.
8.10. Plan Review and Construction Observation
Ninyo & Moore should review the final project drawings and specifications prior to the
commencement of construction. Our design recommendations may be modified depending
on our plan review details.
Ninyo & Moore should perform the needed observation and testing services during con-
struction operations. In the event that it is decided not to utilize the services of Ninyo &
Moore during construction, we request that the selected consultant provide the client with a
letter (with a copy to Ninyo & Moore) indicating that they fully understand Ninyo & Moore's
recommendations, and that they are in full agreement with the design parameters and recom-
mendations contained in this report. Construction of proposed improvements should be
performed by qualified contractors utilizing appropriate techniques and construction materials.
I0730200 R Equinox.doc 1.5
La Costa Towne Center Proposed Equinox Fitness Center April 17, 2015
7710 El Camino Real, Carlsbad, California Project No. 107302005
9. LIMITATIONS
The field evaluation, laboratory testing, and geotechnical analyses presented in this geotechnical
report have been conducted in general accordance with current practice and the standard of care
exercised by geotechnical consultants performing similar tasks in the project area. No warranty,
expressed or implied, is made regarding the conclusions, recommendations, and opinions pre-
sented in this report. There is no evaluation detailed enough to reveal every subsurface condition.
Variations may exist and conditions not observed or described in this report may be encountered
during construction. Uncertainties relative to subsurface conditions can be reduced through addi-
tional subsurface exploration. Additional subsurface evaluation will be performed upon request.
Please also note that our evaluation was limited to assessment of the geotechnical aspects of the
project, and did not include evaluation of structural issues.
This document is intended to be used only in its entirety. No portion of the document, by itself, is
designed to completely represent any aspect of the project described herein. Ninyo & Moore
should be contacted if the reader requires additional information or has questions regarding the
content, interpretations presented, or completeness of this document.
This report is intended for design purposes only. It does not provide sufficient data to prepare an
accurate bid by contractors. It is suggested that the bidders and their geotechnical consultant per-
form an independent evaluation of the subsurface conditions in the project areas. The independent
evaluations may include, but not be limited to, review of other geotechnical reports prepared for the
adjacent areas, site reconnaissance, and additional exploration and laboratory testing.
Our conclusions, recommendations, and opinions are based on an analysis of the observed site
conditions. If geotechnical conditions different from those described in this report are encountered,
our office should be notified and additional recommendations, if warranted, will be provided upon
request. It should be understood that the conditions of a site could change with time as a result of
natural processes or the activities of man at the subject site or nearby sites. In addition, changes to
the applicable laws, regulations, codes, and standards of practice may occur due to government ac-
tion or the broadening of knowledge. The findings of this report may, therefore, be invalidated over
time, in part or in whole, by changes over which Ninyo & Moore has no control.
107302005 R Equinox.doc 16
La Costa Towne Center Proposed Equinox Fitness Center April 17, 2015
7710 El Camino Real, Carlsbad, California Project No. 107302005
This report is intended exclusively for use by the client. Any use or reuse of the findings, conclu-
sions, and/or recommendations of this report by parties other than the client is undertaken at said
parties' sole risk,.
I
107302005 R Equinox.doc 17
- La Costa Towne Center Proposed Equinox Fitness Center April 17, 2015
7710 El Camino Real, Carlsbad, California Project No. 107302005
10. REFERENCES
American Concrete Institute (AC!), 2014, ACT 318 Building Code Requirements for Structural
Concrete and Commentary.
American Society of Civil Engineers (ASCE), 2010, Minimum Design Loads for Buildings and
Other Structures, ASCE 7-10.
Anderson, J.G, Rockwell, T.K., and Agnew, D.C., 1989, Past and Possible Future Earthquakes of
Significance to the San Diego Region: Earthquake Engineering Research Institute
(EERI), Earthquake Spectra, Volume 5, No. 2.
Benton Engineering, Inc., 1977, Soils Investigation for Proposed Commercial Development,
Southeasterly Area of La Costa Avenue and El Camino Real Intersection, Carlsbad, Cali-
fornia: dated December 14.
Brian Smith Engineers, Inc., 1982, As-Built Grading Plans for Plaza de la Costa Real: dated February
24.
Building News, 2012, "Greenbook," Standard Specifications for Public Works Construction:
BNI Publications.
California Building Standards Commission, 2013, California Building Code, Title 24, Part 2,
Volumes 1 and 2.
California Department of Transportation (Caltrans), 2012, Corrosion Guidelines (Version 2.0), Divi-
sion of Engineering and Testing Services, Corrosion Technology Branch: dated November.
California Geological Survey, 2008a, Guidelines for Evaluating and Mitigating Seismic Hazards
in California, CDMG Special Publication 117A.
California Geological Survey, 2008b (revised), Earthquake Shaking Potential for California:
Map Sheet 48.
California Geological Survey (CGS), 1975, Character and Recency of Faulting, San Diego Met-
ropolitan Area, California, Special Report 123.
California Geological Survey, 2013, California Historical Earthquake Online Database,
http ://redirect.conservation.ca.gov/cgs/rghm/guakes/historical/index.htm.
Cao, T., Bryant, W. A., Rowshandel, B., Branum, D., and Willis, C. J., 2003, The Revised 2002
California Probabilistic Seismic Hazards Maps: California Geological Survey: dated June.
Civillech Software, 2009, AllPile (Version 7.1 ]a), A Computer Program for Liquefaction and
Settlement Analysis.
Geotracker, 2015, http://geotracker.swrcb.ca.gov/: accessed in March.
Google, Inc., 2015, http://www.googleearth.com: accessed in March.
107302005 REquinox.doc 18 dVill$f7444O'8r
La Costa Towne Center Proposed Equinox Fitness Center April 17, 2015
7710 El Camino Real, Carlsbad, California Project No. 107302005
Harden, D.R., 1998, California Geology: Prentice Hall, Inc.
Hartley, J.D., and Duncan. i.].., 1987, E' and Its Variation with Depth: American Society of Civil
Engineers (ASCE), Journal of Transportation Engineering, Vol. 113, No. 5: dated September.
Jennings, C.W., 2010, Fault Activity Map of California and Adjacent Areas: California Geologi-
cal Survey, California Geologic Data Map Series, Map No. 6, Scale 1:750,000
Kennedy, M.P., Tan, S.S, Bovard, K.R., Alvarez, R.M., Watson, M.J., and Gutierrez, C.l., 2007,
Geologic Map of the Oceanside 30'X 60' Quadrangle, California: California Geological
Survey, Regional Geologic Map No. 2, Scale 1:100,000.
Mour Group, 2015, Plans for La Costa Repositioning: dated January 30.
Ninyo & Moore, in-house proprietary information.
Norris, R.M., and Webb, R.W., 1990, Geology of California, Second Edition: John Wiley & Sons, Inc.
Tan, 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego
County, California, Landslide Hazard Identification Map No. 33, Open-File Report 95-03,
Scale 1:24,000.
Treiman, J. A., 1993, The Rose Canyon Fault Zone Southern California: California Geological
Survey Open-File Report 93-02.
United States Department of the Interior, Bureau of Reclamation, 1989, Engineering Geology
Field Manual.
United States Department of the interior, 2014, Circular Area Earthquake Search website
http://earthquake.usgs.gov/earthguakes/egarchives/epic/eøiccirc.php.: accessed April.
United States Geological Survey, 2008, National Seismic Hazard Maps - Fault Parameters,
World Wide Web, http://geohazards.uss.gov/cfusion/hazfaults search!.
United States Geological Survey, 2012, Encinitas Quadrangle, California-San Diego County,
7.5-Minute Series (Topographic): Scale 1:24,000.
United States Geological Survey (USGS), 2013, U.S. Seismic Design Maps website,
http://geohazards.usgs.gov/designmaps/us/application.j,hp.
AERIAL PHOTOGRAPHS
Source Date Flight Numbers Scale
USDA I March 30, 1953 I AXN-2M J 68 and 69 I 1:24,000
107302005 R Equinox.doc 1.9
San Diego
County SCALE IN FEET
0 1,200 2,400 4,800
NOTE DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE
Ifinf/o&iytow
PROJECT NO DATE
107302005 4/15
SITE LOCATION
LA COSTA TOWNE CENTER PROPOSED EQUINOX FITNESS CENTER
-- - 7710 EL CAMINO REAL
CARLSBAD, CALIFORNIA
FIGURE
I
4/15 ]U(jIJZUUO
4(/,,jp, &400re
PROJECT NO. DATE
N
SCALE IN FEET
0 30 60 120
BORING LOCATIONS
LA COSTA TOWNE CENTER PROPOSED EQUINOX FITNESS CENTER
7710 ELCAMINO REAL
CARLSBAD, CALIFORNIA
I
I
I
I
I
I
I
I
I
LEGEND
PROJECT AREA
4 B-3 BORING
TD=O8 TD=TOTAL DEPTH IN FEET
NOTE DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE
I
I" ILI
I
I
1
I
I
I
FIGURE
2
-
c( I\ilzli
\
Q o a -
! %? , ! , 1LI
SITE A
y
Td - IF
il r
TQya'
T . r I 'S-'S_ J _p'_• /_' ',
s N
I I
Qvop10
Q v 1
LEGEND
Qpe PARALIC ESTUARINE DEPOSITS ?rrn
Qya YOUNG ALLUVIAL FLOODPLAIN DEPOSITS
Qoa OLD ALLUVIAL FLOODPLAIN DEPOSITS ) jj
Qvop0 VERY OLD PARALIC DEPOSITS, UNIT 10
Ovop, VERY OLD PARALIC DEPOSITS, UNIT 10
Tt TORREY SANDSTONE
NEDY M P AND TANS S 2035 GEOLOGIC MAP OF THE OCEANS DE 30 X 60 QUADRANGLE CALIFORNIA
Id DELMAR FORMATION
Tsa SANTIAGO FORMATION
M METASEDIMENTARY AND METAVOLCANIC
ROCKS UNDIVIDED N
65
U FAULT - SOLID WHERE ACCURATELY
" LOCATED, DASHED WHERE APPROXIMATE,
DOTTED WHERE CONCEALED. ARROW SCALE IN FEET AND NUMBER INDICATE DIRECTION AND
ANGLE OF DIP OF FAULT PLANE I
NOTES DIRECTIONS DIMENSIONS AND LOCATIONS ARE APPROXIMATE 0 2.000 4,000
I(Ingo&It'ionvI GEOLOGY FIGURE
PROJECT NO DATE LA COSTA TOWNE CENTER PROPOSED EQUINOX FITNESS CENTER
771OELCAMINOREAL 3 107302005 4/15 CARLSBAD, CALIFORNIA
N
CALIFORNIA
,,<O 0NT 44
F Baker
0 ol. (.1
Mojave 40 ek 0 S
Baratna
0 Kern County j
Los Angeles County 111,, 0
izz T4 o
40- 4E,1'/z- IiPATER Palmdale
VtoryB; SAN I • CAYETA '2 p
N° k 10 oA,,
jYo
S'X'..USANA :oL \.11
k44f •Blc2 Bear r,ti 5f 141( 'JAO
"S" C C
MONICA 0S 0UNTAIN iPOi1tnIne Pa/ms San 'ON \O
/ 'Si CREEK t
•
MALIBU COAST 8uito B ef"a'din. County
,t ', ' BA - RN/MG Pver'd County Dosed
Rjur;j
\ (.,J/i&,p/0Nd 41
"S'\ Santa 1 d
'.o •/4na ou, 1. 00 '0 0 S
-? ' - N lao/n
' 00
'+ "-'San Teinenula
----------- 16, Rversl .."- -'.'. ---'.-+- - 0,0 •'
N ' '"-------------------------- Sun Diego Coo Y 'N
'IVA 1OGE 0+;\ce;7 SITE
0'
Eseortdid', 0
tp
14,
C,,
7 4, -, 0
0 0 4, \0San 0
'p 0 t 0
U
Pa C/ f i c Chula S A
Ocean
County -----------------
nperoI County
1'O
1<1
EiCentro
SOURCE JENNINGS C W AND BRYANT WA. 2010. FAULT ACTIVITY MAP
OF CALIFORNIA CALIFORNIA GEOLOGICAL SURVEY
CALIFORNIA FAULT ACTIVITY
HISTORICALLY ACTIVE QUATERNARY
(POTENTIALLY ACTIVE) SCALE IN MILES
HOLOCENE ACTIVE I I LATE QUATERNARY ---- STATE/COUNTY BOUNDARY 0 30 60
(POTENTIALLY ACTIVE) NOTE DIRECTIONS. DIMENSIONS AND LOCATIONS ARE APPROXIMATE
/tin,qo&IpjorITe FAULT LOCATIONS FIGURE
PROJECT NO. DATE LA COSTA TOWNE CENTER PROPOSED EQUINOX FITNESS CENTER
7710 ELCAMINO REAL 4 107302005 4/15 CARLSBAD, CALIFORNIA
_ • we — — an — I — m am —
44f
NOTE t)IMENSI( NS DIRECTIONS AND LOCATIONS ARC APPROXIMATE SO RCL MOOR (,R01 IP EASEL 4 40, I
SCALE IN FEET
40 80
La Costa Towne Center Proposed Equinox Fitness Center April 17, 2015
7710 El Camino Real, Carlsbad, California Project No. 107302005
APPENDIX A
BORING LOGS
Field Procedure for the Collection of Disturbed Samples
Disturbed soil samples were obtained in the field using bulk samples. Bulk samples of represen-
tative earth materials were obtained from the exploratory borings. The samples were bagged and
transported to the laboratory for testing.
Field Procedure for the Collection of Relatively Undisturbed Samples
Relatively undisturbed soil samples were obtained in the field using the following method.
The Modified Split-Barrel Drive Sampler
The sampler, with an external diameter of 3 inches, was lined with 1-inch long, thin brass rings
with inside diameters of approximately 2.4 inches. The sample barrel was driven into the
ground with the weight of a hammer of the drill rig in general accordance with ASTM D 3550.
The driving weight was permitted to fall freely. The approximate length of the fall, the weight
of the hammer, and the number of blows per foot of driving are presented on the boring logs as
an index to the relative resistance of the materials sampled. The samples were removed from the
sample barrel in the brass rings, sealed, and transported to the laboratory for testing.
107302005 R Equinox.doc
U) W
b 0 Z
U)
BORING LOG EXPLANATION SHEET
9 75
Cl) w > co U)
M >- 0
Bulk sample.
I Modified split-barrel drive sampler.
2-inch inner diameter split-barrel drive sampler.
No recovery with modified split-barrel drive sampler, or 2-inch inner diameter split-barrel -
- drive sampler.
I Sample retained by others.
-
P Standard Penetration Test (SPT).
No recovery with a SPT.
XX/XX Shelby tube sample. Distance pushed in inches/length of sample recovered in inches.
No recovery with Shelby tube sampler.
Continuous Push Sample.
10__ Seepage.
Groundwater encountered during drilling. w
Groundwater measured after drilling. -
M SM MAJOR MATERIAL TYPE (SOIL): - - Solid line denotes unit change.
9 0
CL Dashed line denotes material change.
Attitudes: Strike/Dip
- - Bedding
Contact
15 - - - j: Joint
f: Fracture
F: Fault
- - cs: Clay Seam
s: Shear
- - bss: Basal Slide Surface
sf: Shear Fracture
sz: Shear Zone
- - sbs: Shear Bedding Surface
The total depth line is a solid line that is drawn at the bottom of the boring.
20 - - -
BORING LOG #07 U & Explanation of Boring Log Symbols
PROJECT NO. DATE FIGURE
SOIL CLASSIFICATION CHART PER ASTM D 248
PRIMARY SECONDARY DIVISIONS
DIVISIONS GROUP SYMBOL-. S1UJ2tLVI
CLEAN GRAVEL
g.g GW well-graded GRAVEL
less than 5% fines -e GP poorly graded GRAVEL
GW-GM well-graded GRAVEL with silt
GRAVEL GRAVEL with more than DUAL GP-GM poorly graded GRAVEL with silt
50% of CLASSIFICATIONS coarse
5% to 12% fines
GW-GC well-graded GRAVEL with day
fraction
GP-GC poorly graded GRAVEL with day retained on
No. 4 sieve
GRAVEL with GM silty GRAVEL
COARSE. FINES
GRAINED more than
GC clayey GRAVEL
__________
GC-GM silty, clayey GRAVEL SOILS 12% fines
more than
CLEAN SAND SW well-graded SAND 50% retained
on No. 200 less than 5% fines SP poorly graded SAND
sieve
SW-SM well-graded SAND with silt
SAND SAND with
50% or more DUAL SP-SM poorly graded SAND with silt
of coarse CLASSIFICATIONS SW-SC well-graded SAND with day fraction 5% to 12% fines ____________
SP-SC
No. 4 sieve
poorly graded SAND with day passes
SM silty SAND
SAND with FINES
SC clayey SAND more than
12% fines
SC-SM silty, clayey SAND
CL lean CLAY
SILT and INORGANIC ML SILT
CLAY
liquid limit
CL-ML silty CLAY
OL (P1 >4) organic CLAY FINE- less than 50%
GRAINED ORGANIC
SOILS OL (P1 <4) organic SILT
50% or CH fat CLAY more passes SILT and INORGANIC
No. 200 sieve CLAY I ____________
MH
__________
elastic SILT
liquid limit OH (plots on or organic CLAY 50% or more ORGANIC "A" above -line)
OH (plots below organic SILT "A" -line)
Highly Organic Soils PT Peat
GRAIN SIZE
'SIEVE, GRAIN
SIZE SIZE
APPROXIMATE:
SIZE
Boulders >12" >12" Larger than
basketball-sized
Cobbles 3- 12" 3- 12" Fist-sized to
basketball-sized
Coarse 3/4-3" 3/4-3" Thumb-sized to
fist-sized
Gravel
Fine #4 - 3/4" 0.19- 075" Pea-sized to
thumb-sized
Coarse #10 - #4 0.079 - 0.19" Rock-salt-sized to
pea-sized
Medium #40 - #10 0.017 - 0.079" Sugar-sized to Sand rock-salt-sized
Fine #200 - #40 0.0029- Flour-sized to
0.017" sugar-sized
Fines Passing #200 <0.0029 Flour-sized and
smaller
PLASTICITY CHART
8.
w
z
>. I-
U
I- U)
-1 a-
10 20 30 40 50 60 70 80 90 100
LIQUID IMIT (LL), %
.iHh•u.rI.I
-, •UIU4•UU I•la WE E
.urauuuua
APPARENT DENSITY - COARSE-GRAINED SOIL 1
SPOOLING CABLE OR CATHEA) j AUTOMATIC TRP HAMMER
iDENSIir MODIFIED MODIFIED SPT SPLIT BARREL _______
SPT SPLIT BARREL ________
Very Loose I 54 8 ! 3 C 5
Loose 5-10 9-21 4-7 6-14
Medium
Dense 11-30 22-63 8-20 15-42
Dense 31-50 64-105 21-33 43-70
Very Dense >50 >105 >33 >70
CONSISTENCY - FINE-GRAINED SOIL
SPOOLING CABLE OR CATHEAD AUTOMATIC TRIP HAMMER I.
Very Soft <2 <3 <1 <2
Soft 2-4 3-5 1-3 2-3
Firm 5-8 6-10 4-5 4-6
Stiff 9-15 11-20 6-10 7-13
Very Stiff 16-30 21-39 11-20 14-26
Hard >30 >39 >20 >26
lfh 7 .Vg&ffinur USCS METHOD OF SOIL CLASSIFICATION
Explanation of USCS Method of Soil Classification
PROJECO. I DATE I FIGURE
I
Cl, W -j
b 0 LI.
l5
-J
. w
0
C.)
-
U)
Z
,,
Z
c,i
C.)
DATE DRILLED 3/16/15 BORING NO. B-i
GROUND ELEVATION 53'± (MSL) SHEET I OF
METHOD OF DRILLING 6" Diameter Solid-Stem Auger (Mini Mole) (Pacific)
DRIVE WEIGHT 140 Lbs. (Cathead) DROP 30"
SAMPLED BY CKV LOGGED BY CKV REVIEWED BY RDH
-
a,1?3
DESCRIPTION/INTERPRETATION
___
= _____ ONCRETE:
pproximately 4 inches thick. SP
SC EDDING SAND:
rown, moist, loose, poorly graded SAND; approximately i-inch thick; vapor retarder
t1below
-
sand.
FILL: -
Light brown, moist, medium dense, clayey fine to medium SAND with silt.
I
29_ - - CL Géfff,siliCLAYwithfhesan
10 -
!
35 35 16.9 108.5 Brown.
Hard.
w iTf flfT -SC Lijhi T&brwTii,iTs TI€
CL Gi,haii1ryrAYwiihTnesanc --- _______________
DELMAR FORMATION: 20- Grayish olive, moist, weakly indurated, clayey SILTSTONE.
I 48 20.2 103.0
67 21.2 95.8
-
50/6' Moderately indurated. 30--M,
Total Depth = 30.5 feet.
- Groundwater not encountered.
Backfilled with approximately 6.0 cubic feet of bentonite grout and capped with concrete
shortly after drilling on 3/16/15.
- I4QtL Groundwater, though not encountered at the time of drilling, may rise to a higher
-
level, due to seasonal variations in precipitation and several other factors as discussed in
- the report. -
The ground elevation shown above is an estimation only. it is based on our
interpretations of published maps and other documents reviewed for the purposes of this -
- evaluation. It is not sufficiently accurate for preparing construction bids and design
40 documents.
BORING LOG 1
LA COSTA TOWNE CENTER PROPOSED EQUINOX FITNESS CENTER &4 OTt 1tIIqo 7710 EL CAMINO REAL, CARLSBAD, CALIFORNIA IF PROJECT NO. I DATE I FIGURE
107302005 I 4/15 I A-i
W
co
0.
LL
0)0
CO M ca
!.
LL 0
0 ca
co DRIVE
Z
co
DATE DRILLED 3/16/15 BORING NO. B-2
GROUND ELEVATION 53' ± (MSL) SHEET I OF
METHOD OF DRILLING 6" Diameter Solid-Stem Auger (Mini Mole) (Pacific)
WEIGHT 140 Lbs. (Cathead) DROP 30"
SAMPLED BY CKV LOGGED BY CKV REVIEWED BY RDH,
DESCRIPTION/INTERPRETATION
0 - - ____ ____ - _____ SP CONCRETE:
kpproxirnately 4.5 inches thick.
CL BEDDING SAND:
Brown, moist, loose, poorly graded SAND; approximately i-inch thick; vapor retarder
below sand.
FILL: -
Brown, moist, stiff, silty CLAY with fine sand.
- 26 Very stiff.
- DELMAR FORMATION: -
Light grayish olive, moist, weakly indurated, clayey SILTSTONE.
10 50/5' 14.0 110.5 -
50/3" Moderately indurated.
-
'
Difficult drilling. -
-
20-- -- - - - - - - - - - LToi tJ lnèd siid rFDffE - -
Total Depth = 20.3 feet (Refusal).
- Groundwater not encountered. -
Backfilled with approximately 4.0 cubic feet of bentonite grout and capped with concrete
- -
shortly after drilling on 3/16/15.
Groundwater, though not encountered at the time of drilling, may rise to a higher
level due to seasonal variations in precipitation and several other factors as discussed in - -
the report.
-
The ground elevation shown above is an estimation only. It is based on our -
interpretations of published maps and other documents reviewed for the purposes of this
30- evaluation. It is not sufficiently accurate for preparing construction bids and design - -
40
documents.
BORING LOG Al/DUD & LA COSTA TOWNE CENTER PROPOSED EQUINOX FITNESS CENTER
7710 EL CAMINO REAL, CARLSBAD, CALIFORNIA
V — — PROJECT NO. DATE FIGURE
107302005 4/15 A-2
Co
CL DATE DRILLED 3/12/15 BORING NO. B-3
-
.
LL. C.)
-
Z
GROUND ELEVATION 53'± (MSL) SHEET I OF
2 CO
w
METHOD OF DRILLING 6" Diameter Hollow-Stem Auger (L-10-T Trackmounted) (CaiPac)
IL c
CO
C/)
0
W >- °
DRIVE WEIGHT 140 Lbs. (Auto-Trip Hammer) DROP 30"
C-)
SAMPLED BY AQP/GS LOGGED BY AQP/GS REVIEWED BY RDH
DESCRIPTION/INTERPRETATION
0 ASPHALT CONCRETE:
\Approximately CL 4 inches thick.
FILL:
Olive gray, moist, firm, silty CLAY; little sand.
DELMAR FORMATION:
- Olive gray, moist, moderately indurated, clayey SILTSTONE.
78 19.4 110.1
- - - - - - - - Oil iiied ThrS1iN TrinU -
10
50/6 16.4 108.3 SANDSTONE.
50/6
20 - - - -
- - or ________
50/6'
Concretionary layer from 26' to 29'.
30 50/3"- — - — - - Yi1 Ttndre e - - —
\SANDSTONE.
Total Depth = 30.8 feet (Refusal). Groundwater not encountered.
Backfiuled with approximately 6.0 cubic feet of bentonite grout and capped with concrete
shortly after drilling on 3/12/15.
Groundwater, though not encountered at the time of drilling, may rise to a higher
level, due to seasonal variations in precipitation and several other factors as discussed in
the report.
The ground elevation shown above is an estimation only. It is based on our
interpretations of published maps and other documents reviewed for the purposes of this
evaluation. It is not sufficiently accurate for preparing construction bids and design
41)
documents.
BORING LOG
Nlnuo& LA COSTA TOWNE CENTER PROPOSED EQUINOX FITNESS CENTER
7710 EL CANGNO REAL, CARLSBAD, CALIFORNIA
— V - PROJECT NO. DATE FIGURE
107302005 4/15 A-3
La Costa Towne Center Proposed Equinox Fitness Center April 17, 2015
7710 El Camino Real, Carlsbad, California Project No. 107302005
APPENDIX B
LABORATORY TESTING
Classification
Soils were visually and texturally classified in accordance with the Unified Soil Classification
System (USCS) in general accordance with ASTM D 2488. Soil classifications are indicated on
the logs of the exploratory borings in Appendix A.
In-Place Moisture and Density Tests
The moisture content and dry density of relatively undisturbed samples obtained from the ex-
ploratory borings were evaluated in general accordance with ASTM D 2937. The test results are
presented on the logs in Appendix A.
Gradation Analysis
A gradation analysis test was performed on a selected representative soil sample in general ac-
cordance with ASTM D 422. The grain-size distribution curve is shown on Figure B-i. These
test results were utilized in evaluating the soil classifications in accordance with the USCS.
Afterbere Limits
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 re-
sults were utilized to evaluate the soil classification in accordance with USCS. The test results
and classifications are shown on Figure B-2.
Consolidation Tests
Consolidation tests were performed on selected relatively undisturbed soil samples in general
accordance with ASTM D 2435. The samples were inundated Auring testing to represent adverse
field conditions. The percent of consolidation for each load cycle was recorded as a ratio of the
amount of vertical compression to the original height of the sample. The results of the tests are
summarized on Figures B-3 and B-4.
Direct Shear Test
A direct shear test was performed on a relatively undisturbed sample in general accordance with
ASTM D 3080 to evaluate the shear strength characteristics of the selected material. The sample
was inundated during shearing to represent adverse field conditions. The results are shown on
Figure B-5.
107302005 R Equinox.doc
Soil Corrosivity Tests
Soil p1., and resistivity tests were performed on a representative sample in general accordance
I nm a ml i • . i P l I I I I • ' LCcordance
iccordance
La Costa Towne Center Proposed Equinox Fitness Center April 17, 2015
7710 El Camino Real, Carlsbad, California Project No. 107302005
Expansion Index Test
The expansion index of a selected material was evaluated in general accordance with ASTM
D 4829. A specimen was molded under a specified compactive energy at approximately 50 percent
saturation. The prepared i-inch thick by 4-inch diameter specimen was loaded with a surcharge of
144 pounds per square foot and was inundated with tap water. Readings of volumetric swell were
made for a period of 24 hours. The results of the test are presented on Figure B-6.
70.0
I
LU
0
60.0
>.
600
w z
LL 40.0 I— z
aoo
a.
200
1000
800
10.0
00
100 10 1 0.1 0.01 0.001 0.0001
GRAVEL I SAND FINES
Coarse Fine Coarsel Medium 1 Fine ISILT CLAY
U.S. STANDARD SIEVE NUMBERS HYDROMETER
GRAIN SIZE IN MILLIMETERS
Symbol Sample Depth Liquid Plastic Plasticity D10 D D6o C C
Passing
USC Location (It) Limit Limit Index No. 200
(%)
S B-i 1.0-6.0 - -- -- - - - 38 Sc
PERFORMED IN GENERAL ACCORDANCE WITH ASTM 0422
/.fI11o&4fvMwe
PROJECT NO. DATE
107302005 4/15
I07302005SIEVE B-i Q I O-6OiK
GRADATION TEST RESULTS
LA COSTA TOWNE CENTER PROPOSED EQUINOX FITNESS CENTER
7710 EL CAMINO REAL
CARLSBAD, CALIFORNIA
FIGURE
L1
SYMBOL LOCATION DEPTH
(FT)
LIQUID
LIMIT, LL
PLASTIC
LIMIT, PL
PLASTICITY
INDEX, P1
UsCS
CLASSIFICATION
(Fraction Finer Than
No. 40Sieve)
USCS
(Entire Sample)
• B-i 17.0-19.0 44 21 23 CL CL
• B-2 1.0-5.0 41 20 21 CL CL
NI - INUIA I 1.S NON-FLASTIC
60
50
CH or OH
a.
40
C z
30
0
I— C') 20
0.
10
CL or OL
MHor
ML or OL
041
0 10 20 30 40 50 80 70 80 90 100
LIQUID LIMIT, LL
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4318
F.f1fliO4hlunv ATTERBERG LIMITS TEST RESULTS FIGURE
PROJECT NO. DATE LA COSTA TOWNE CENTER PROPOSED EQUINOX FITNESS CENTER
107302005 4(15 7710 EL CAMINO REAL B-2
10702005 A1TERBRG pUo 1 (BUifl)
0.1
-4.0
-
, -3.0 z 0
-2.0 a.
-1.0
0.0
1.0
2.0
2 3.0 w
C)
4.0
a.
5.0 Cl) LL
6.0
a.
7.0
8.0
9.0
10.0
STRESS IN KIPS PER SQUARE FOOT
1.0 10.0
- Seating Cycle Sample Location B-I
S Loading Prior to Inundation Depth (ft.) 10.0-11.5
Loading After Inundation Soil Type CL
-"+- Rebound Cycle
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435
FfIno&Aftoure CONSOLIDATION TEST RESULTS
PROJECT NO, DATE LA COSTA TOWNE CENTER PROPOSED EQUINOX FITNESS CENTER
7710 EL CAMINO REAL 107302005 4/15 CARLSBAD, CALIFORNIA
FIGURE
B-3
101302005 CONSOUDATION 8-10 10.0-11
STRESS IN KIPS PER SQUARE FOOT
0.1 1.0 10.0 100.0
-4.0
-3O.
2 - 0 -
U)
-2.0
-to
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
- Seating Cycle Sample Location B-i
Loading Prior to Inundation Depth (ft.) 15.5-16.5
a Loading After Inundation Soil Type SC
-. Rebound Cycle
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435
IfIiio&I,1tuir CONSOLIDATION TEST RESULTS
PROJECT NO, DATE LA COSTA TOWNE CENTER PROPOSED EQUINOX FITNESS CENTER
rno EL CAMINO REAL
107302005 4/15 CARLSBAD, CALIFORNIA
FIGURE
B-4
1072005 CONSOLIDATION B-i 0 IS B-IS Szlt
5000
- - _*•_i_ -
4000 - - - - - -
LL
3000-
co
w too
--
a: -
CO) .
2000.7__
1000.-
;;Woo
0±xxiiiI_
0 1000 2000 3000 4000 5000
NORMAL STRESS (PS F)
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080
4Ino&Iytuwc DIRECT SHEAR TEST RESULTS FIGURE
LA COSTA TOWNE CENTER PROPOSED EQUINOX FITNESS CENTER PROJECT NO. DATE 7110 EL CAMINO REAL B-5 107302005 4/15 CARLSBAD, CALIFORNIA
Description Symbol Sample
Location
Depth
(ft)
Shear
Strength
Cohesion, c
(psf)
Friction Angle 4
' (degrees)
Soil Type
Sandy CLAY B-I 10.0-11.5 Peak 220 30 CL
Sandy CLAY - - X - B-I 10.0-11.5 Ultimate 220 28 CL
10730209 SHEAR B-i @ IQO-IlSids
SAMPLE
LOCATION
SAMPLE
DEPTH
(FT)
INITIAL
MOISTURE
(%)
COMPACTED
DRY DENSITY
(PCF)
FINAL
MOISTURE
(%)
VOLUMETRIC
SWELL
(IN)
EXPANSION
INDEX
POTENTIAL
EXPANSION
B-2 1.0-5.0 12.5 99.1 24.9 0.041 41 Low
PERFORMED IN GENERAL ACCORDANCE WITH 0 UBC STANDARD 18-2 ASTM D 4829
tPlay, a & *8 or P.
PROJECT NO, I DATE
107302Q5 El PlO? lJd
EXPANSION INDEX TEST RESULTS
LA COSTA TOWNE CENTER PROPOSED EQUINOX FITNESS CENTER
7710 EL CAMINO REAL
CARLSBAD, CALIFORNIA
FIGURE
SAMPLE
LOCATION
SAMPLE DEPTH
(FT) p H' RESISTIVITY'
(Ohm-cm)
SULFATE CONTENT' CHLORIDE
CONTENT 3
(ppm) (ppm) N
8-2 1.0-5.0 6.7 380 3.180 0.318 1.560
PERFORMED IN GENERAL ACCORDANCE WiTH CALIFORNIA TEST METHOD 643
2 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 417
PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 422
tf,ljlrv&*ulmrp- CORROSIVITY TEST RESULTS FIGURE
PROJECT NO. DATE LA COSTA TOWNE CENTER PROPOSED EQUINOX FITNESS CENTER
7710 EL CAMINO REAL B-7 107302005 4/15 CARLSBAD, CALIFORNIA
107302005 CORROSIMY Page l,d3