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GEOTECHNICAL INVESTIGATION
FOR PROPOSED
COMMERCIAL DEVELOPMENT
LOCATED AT
215 RIVERSIDE AVENUE
NEWPORT BEACH, CALIFORNIA
Presented to:
Laidlaw Schultz Architects
3111 Second Avenue
Corona Del Mar, CA 92625
Attention:
Scott Laidlaw, Principal
cc:
Mobilitie, LLC
Attention: Kathy Wongsatittham
Prepared by:
EGA CONSULTANTS, Inc.
375-C Monte Vista Avenue
Costa Mesa, California 92627
ph (949) 642-9309
fax (949) 642-1290
November 5, 2018
Project No. SL148.1
375-C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290
engineering
/ geotechnical
November 5, 2018 applications
consultants Project No. SL148.1
Site: Proposed Commercial Development at 215 Riverside Avenue
Newport Beach—California
Executive Summary
Based on our geotechnical study of the site, our review of available reports and literature and our
experience, it is our opinion that the proposed mixed-use development is feasible from a geotechnical
standpoint. There appear to be no significant geotechnical constraints on-site that cannot be mitigated by
proper planning, design, and utilization of sound construction practices. The engineering properties of the
soil and native materials, and surface drainage offer favorable conditions for site re-development.
The following key elements are conclusions confirmed from this investigation:
• A review of available geologic records indicates that no active faults cross the subject property.
• The site is located in the seismically active Southern California area, and within 2 kilometers of the
Type B Newport-Inglewood Fault. As such, the proposed development shall be designed in
accordance with seismic considerations specified in the 2016 California Building Code (CBC) and
the City of Newport Beach requirements.
• Foundation specifications herein include added provisions for potential liquefaction on-site per City
policy CBC 1803.11-12.
SUMMARY OF RECOMMENDATIONS
Design Item Recommendations
Foundations:
Footing Bearing Pressure: 2,000 psf- building, continuous; 2,500 psf-columns
Passive Lateral Resistence: 250 psf per foot
Perimeter Footing Widths: min. 15 inches with two No. 5 bars top and bottom
Perimeter Footing Depths: min. 24 inches below lowest adjacent grade
Coefficient of Friction: 0.30
Mat Slab (Optional): min. 12 inches with thickened edges (+ 6 inches)
with no. 5 bars @ 12" o.c. each way, top and bottom
Soil Expansion: Non-Expansive Terrace Deposits
Soil Sulfate Content: Negligible
Building Pad Removals: min. 3 ft. overexcavation, with 5 ft. envelope where feasible
Sandy Soil Max. Density: 119.0 pcf @ 10.5 % Opt. Moisture
Building Slab:
* Concrete slabs cast against properly compacted fill materials shall be a minimum of 5 inches
thick (actual) and reinforced with No. 4 rebar at 12 inches on center in both directions.
* Dowel all footings to slabs with No. 4 bars at 24 inches on center.
* Concrete building slabs shall be underlain by 2 inches clean sand, underlain by a min. 15 mil
Stego Wrap (visqueen vapor barrier), with all laps sealed, underlain by 4 inches of %-inch
gravel (capillary break).
Seismic Values :
Site Class Definition (Table 1613.5.2) D
Mapped Spectral Response Acceleration at 0.2s Period, SS 1.700 g
Mapped Spectral Response Acceleration at 1s Period, S, 0.627 g
Short Period Site Coefficient at 0.2 Period, Fa 1.00
Long Period Site Coefficient at 1s Period, F, 1.50
Adjusted Spectral Response Acceleration at 0.2s Period, SMs 1.700 g
Adjusted Spectral Response Acceleration at 1s Period, SM, 0.941 g
Design Spectral Response Acceleration at 0.2s Period, SpS 1.133 g
Design Spectral Response Acceleration at 1s Period, Sp, 0.627 g
PGAm = 0.696 g
3 7 5-C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290
engineering
geotechnical
applications
consultants
November 5, 2018
Project No. SL148.1
Laidlaw Schultz Architects
3111 Second Avenue
Corona Del Mar, CA 92625
Attention: Scott Laidlaw, Principal
Subject: GEOTECHNICAL INVESTIGATION
FOR PROPOSED COMMERCIAL DEVELOPMENT
LOCATED AT 215 RIVERSIDE AVENUE
NEWPORT BEACH, CALIFORNIA
Dear Scott,
In accordance with your request we have completed our Geotechnical Investigation of
the above referenced site. This investigation was performed to determine the site soil
conditions and to provide geotechnical parameters for the proposed re-grading and
construction at the subject lot.
It is our understanding that the proposed residential re-development shall include the
demolition of the existing structures, and the construction of a new commercial
development and associated improvements.
This opportunity to be of service is appreciated. If you have any questions, please call.
Very truly yours,
EGA Consultants, Inc. 1roFIR
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DAVID A. WORTHINGTON CEG 2124 PAUL DURAND RCE 58 64,11.
Principal Engineering Geologist Sr. Project Engineer '` Or
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Copies: (5) Addressee
375-C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290
November 5, 2018
Project No. SL148.1
GEOTECHNICAL INVESTIGATION
FOR PROPOSED
COMMERCIAL DEVELOPMENT
LOCATED AT
215 RIVERSIDE AVENUE
NEWPORT BEACH, CALIFORNIA
INTRODUCTION
In response to your request and in accordance with the City of Newport Beach Building
Department requirements, we have completed a preliminary geotechnical investigation
at the subject site located at 215 Riverside Avenue, in the City of Newport Beach, State
of California (see Site Location Map, Figure 1).
The purpose of our investigation was to evaluate the existing geotechnical conditions at
the subject site and provide recommendations and geotechnical parameters for site re-
development, earthwork, and foundation design for the proposed re-construction. We
were also requested to evaluate the potential for on-site geotechnical hazards. This
report presents the results of our findings, as well as our conclusions and
recommendations.
SCOPE OF STUDY
The scope of our investigation included the following tasks:
• Review of readily available published and unpublished reports;
• Geologic reconnaissance and mapping;
• Excavation and sampling of three (3) exploratory boring to a total depth of
17 feet below existing grade (b.g.);
• Advancement of four (4) continuous Cone Penetration Test (CPT)
soundings to a maximum depth of 50 feet below grade (results of the CPT
soundings are included herein);
• Laboratory testing of representative samples obtained from the exploratory
borings;
• Engineering and geologic analysis including seismicity coefficients in
accordance with the 2016 California Building Code (CBC);
• Seismic and Liquefaction analysis and settlement computations (in
accordance with California Geological Survey, SP 117A);
• Preparation of this report presenting our findings, conclusions, and
recommendations.
GENERAL SITE CONDITIONS
The subject property is a semi-rectangular shaped parcel located at 215 Riverside
Avenue in the City of Newport Beach, County of Orange, California (see Site Location
Map, Figure 1). The lot dimensions are provided on Plot Plan, Figure, 2, with
approximate lot area of 19,000 square feet. For the purpose of clarity in this report, the
lot is bound by Avon Street to the south, by Riverside Avenue to the east, by residential
homes to the north, and by Cliff Drive Park to the west. The nearest cross street is
Avon Street.
The lot is located on the mainland side of Pacific Coast Highway. Channel waters of
the Newport Bay are approximately 850 feet to the south, and the Pacific Ocean is
located approximately 4,350 feet southwest of the site (see Site Location Map, Figure
1).
The subject property consists of a relatively flat, terraced lot with a gradual 2.5:1 slope
in the north of the property, up to the adjacent residential homes.
Currently, the lot is occupied by a office-retail business situated on a graded level pad.
All structures are supported on continuous perimeter footings with slab-on-grade floors
(see Plot Plan, Figure 2).
The site is legally described as Parcels D and 3 of PMB 237/35-36, in the City of
Newport Beach, County of Orange, California (APN 049-103-17).
PROPOSED COMMERCIAL-OFFICE USE RE-DEVELOPMENT
The precise grading plan is not available at this time. However, based on our review of
the preliminary plans by Laidlaw Schultz Architects, the proposed scope of work
includes the demolition of the existing structures, and the construction of a two-story
2,500 sq. ft. commercial office building and a 50-space parking area with associated
improvements and retaining walls.
We assume that the proposed buildings will consist of wood-frame and masonry block
construction or building materials of similar type and load. The building foundations will
consist of a combination of isolated and continuous spread footings. Loads on the
footings are unknown, but are expected to be less than 2,500 and 2,000 pounds per
square foot on the isolated and continuous footings, respectively. If actual loads
exceed these assumed values, we should be contacted to evaluate whether revisions of
this report are necessary. It is our understanding that the grade of the sites are not
expected to vary significantly, with maximum regrades consisting of approximately 1 to
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No.S1_148.1
November 5,2018 3
2 feet in the building areas.
Based on NAVD88, the lowest site elevation is approximately 17 feet above MSL.
Based on the preliminary plans, the proposed finish floor elevation shall be 9+ ft. above
mean sea level (MSL) to conform with City and United States FEMA flood elevation
requirements.
Note: The precise determination, measuring, and documenting of the site elevations,
hub locations, property boundaries, etc., is the responsibility of the project licensed land
surveyor.
SUBSURFACE EXPLORATION
Our subsurface exploration consisted of the excavation of three (3) exploratory boring
(B-1, B-2, and B-3) to a maximum depth of 17 feet below grade (b.g.) and four (4) CPT
probes (CPT-1, CPT-2, CPT-3, and CPT-4) to a depth of 50 ft. b.g. (continuous soil
profile). Prior to drilling, the underground detection and markup service (Underground
Service Alert of Southern California) was ordered and completed under DigAlert
Confirmation No. A182531182-OOA.
Representative bulk and relatively undisturbed soil samples were obtained for labora-
tory testing. Geologic/CPT logs of the soil boring/probes are included in Appendix A.
The borings were continuously logged by a registered geologist from our firm who
obtained soil samples for geotechnical laboratory analysis. The approximate locations
of the borings are shown on Figure 2, Plot Plan.
Geotechnical soil samples were obtained using a modified California sampler filled with
2 3/8 inch diameter, 1-inch tall brass rings. Bulk samples were obtained by collecting
representative bore hole cuttings. Locations of geotechnical samples and other data
are presented on the boring logs in Appendix A.
The soils were visually classified according to the Unified Soil Classification System.
Classifications are shown on the boring logs included in Appendix A.
LABORATORY TESTING
Laboratory testing was performed on representative soil samples obtained during our
subsurface exploration. The following tests were performed:
Dry Density and Moisture Content
(ASTM: D 2216)
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No.SL148.1
November 5.2018 4
Maximum Dry Density and Optimum Moisture Content
(ASTM: D 1557)
Wet (Submerged) Density
(ASTM: D 1557)
Direct Shear
(ASTM D 3080)
Expansion Index
(ASTM D 4829)
Sulfate Content
(ACI 318-14, CA 417)
Soil Classification
(ASTM D 2487)
All laboratory testing was performed by our sub-contractor, G3SoilWorks, Inc., of Costa
Mesa, California.
Geotechnical test results are included in Appendix B, herein.
SOIL AND GEOLOGIC CONDITIONS
The site soil and geologic conditions are as follows.
Seepage and Groundwater
Seepage or surface water ponding was not noted on the subject site at the time
of our study. Groundwater was not encountered in our test excavations.
According to the Orange County Water District (OCWD), there are no water
wells located within the general vicinity of the subject property. Our data
indicates that perched groundwater subject to tidal fluctuations is encountered
in the region, but was not present on site at the time of our test excavations.
Channel waters of the Newport Bay are approximately 850 feet to the south,
and the Pacific Ocean is located approximately 4,350 feet southwest of the site
(see Site Location Map, Figure 1).
A tidal chart during the week of September 28, 2018, presented as Figure 4,
herein.
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No.SL148.1
November 5,2018
Geologic Setting
Regionally, the site is located within the western boundary of the Coastal Plain
of Orange County. The Coastal Plain lies within the southwest portion of the
Los Angeles Basin and consists of semi-consolidated marine and non-marine
deposits ranging in age from Miocene to recent. The western boundary of the
Coastal Plain, in which the site is located, is referred to as the Tustin Plain. It is
bound by the Santa Ana Mountains to the northeast and the San Joaquin Hills
to the southeast.
Based on available geologic maps the site is underlain by a thin mantle of
residual soils and/or engineered fill. The shallow soil layer is underlain by older
terrace deposits (Qtm) which are described as silty sands and with trace clays
(see reference No. 2). The competent terrace deposits are underlain by
bedrock of the Monterey Formation (Tm).
Roadside exposures of massive bedrock of the Monterey Formation (Tm) are
visible on the inland side of the Pacific Coast Highway less than '/2 kilometers
northwest and southeast of the site (Banning Ranch and Dover Shores bluffs).
A Geologic Map is presented as Figure 3, herein (reference: Morton, D.M., and
Miller, F.K., 2006).
Faulting
A review of available geologic records indicates that no active faults cross the
subject property (Figure No. 3 and reference No. 2).
S isrnICIty
The seismic hazards most likely to impact the subject site is ground shaking
following a large earthquake on the Newport-Inglewood (onshore), Palos
Verdes (offshore), Whittier-Elsinore, or Cucamonga. The fault distances,
probable magnitudes, and horizontal accelerations are listed as follows:
FAULT DISTANCE FROM MAXIMUM CREDIBLE MAXIMUM
(Seismic SUBJECT SITE EARTHQUAKE HORIZONTAL
Source Type) (Kilometers) MAGNITUDE ROCK
ACCELERATION
Newport- 2 kilometers southwest 7.2 0.69 g's
Inglewood (B)
Palos Verdes 16 kilometers 7.1 0.38 g's
(B) southwest
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No.SL148.1
November 5,2018 6
Chino-Cental 40 kilometers northeast 6.7 0.14 g's
Avenue (B)
Elsinore (B) 37 kilometers northeast 6.8 0.16 g's
Cucamonga 50 kilometers north- 7.0 0.14 g's
(A) northeast
The maximum anticipated bedrock acceleration on the site is estimated to be
less than 0.69, based on a maximum probable earthquake on the Newport-
Inglewood Fault. The site is underlain by fill and estuarine sands. For design
purposes, two-thirds of the maximum anticipated bedrock acceleration may be
assumed for the repeatable ground acceleration. The effects of seismic
shaking can be mitigated by adhering to the 2016 California Building Code or
the standards of care established by the Structural Engineers Association of
California.
With respect to this hazard, the site is comparable to others in this general area
in similar geologic settings. The grading specifications and guidelines outlined
in Appendix C of the referenced report are in part, intended to mitigate seismic
shaking. These guidelines conform to the industry standard of care and from a
geotechnical standpoint, no additional measures are warranted.
Based on our review of the "Seismic Zone Map," published by the California
Department of Mines and Geology in conjunction with Special Publication 117,
there are no earthquake landslide zones on or adjacent to the site. The
proposed development shall be designed in accordance with seismic
considerations contained in the 2016 CBC and the City of Newport Beach
requirements.
Based on Chapter 16 of the 2016 CBC and on Maps of Known Active Near-
Source Zones in California and Adjacent Portions of Nevada (ASCE 7
Standard), the following parameters may be considered:
2016 CBC Seismic Design Parameters
SITE ADDRESS: 215 Riverside Avenue,Newport Beach, CA
Site Latitude(Decimal Degrees) 33.6219
Site Longitude(Decimal Degrees) -117.92365
Site Class Definition D
Mapped Spectral Response Acceleration at 0.2s Period, SS 1.700 g
Mapped Spectral Response Acceleration at is Period, S, 0.627 g
Short Period Site Coefficient at 0.2 Period,Fa 1,00
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No. SL148.1 _
November 5,2018
Long Period Site Coefficient at Is Period,Fv 1.50
Adjusted Spectral Response Acceleration at 0.2s Period, SMs 1.700 g
Adjusted Spectral Response Acceleration at is Period, S,, 0.941 g
Design Spectral Response Acceleration at 0.2s Period, SDS 1.133 g
Design Spectral Response Acceleration at Is Period SD, 0.627 g
In accordance with the USGS Design Maps, and assuming Site Class "D", the
mean peak ground acceleration (PGAm) per USGS is 0.696 g. The stated
PGAm is based on a 2% probability of exceedance in a 50 year span (see
copies of the USGS Design Maps Detailed Report, Appendix D, herein).
Other Geologic Hazards
Other geologic hazards such as landsliding, or expansive soils, do not appear to
be evident at the subject site.
FINDINGS
Subsurface Soils
As encountered in our test borings, the site is underlain by, fill and native
materials as follows:
Fill A
Fill soils were encountered in a depth of approximately 2'/2 to 3 feet b.g.
The fill soils consist generally of grayish brown, dry to damp, loose to
medium dense, silty sand with clay and gravel. The expansion potential of
the fill soils was tested (in accordance with ASTM D 4829) and is
determined to be non-expansive (E.I. = 0) when exposed to an increase in
moisture content.
Based on the laboratory results dated October 16, 2018, the site maximum
dry density is 119.0 pcf at an optimum moisture content of 10.5 % (per
ASTM D 1557). The sulfate content of the on site soils were determined to
be negligible, Class [SO]. The complete laboratory reports are presented in
Appendix B, herein.
Native - Terrace Deposits Qtm
Underlying the fill materials are Quaternary-age terrace deposits as
encountered in each of the test borings (B-1 through B-3 and CPT-1
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No.SL148.1
November 5,2018
through CPT-4) to the maximum depths explored (17 ft b.g.). The native
soils consist generally of gray brown, dry to moist, medium dense, non-
cemented, fine- to medium-grained, micaceous sand with silt layers which
becomes less weathered with depth.
Monterey Formation Tm
Though not encountered in any of the three hand-augered test borings,
the terrace deposits on the subject site are underlain by deposits of the
Miocene age Monterey Formation. Bedrock exposures are visible in
the rear yard and park of the natural slopes ascending to Cliff Drive.
This correlates with the high blow count data from our CPT probe
advanced on October 26, 2018 (see continuous log in Appendix A,
herein). Bedrock materials consist generally of marine siltstone and
sandstone, siliceous and diatomaceous, and dense to very dense. The
bedrock is moderately weathered becoming less weathered with depth.
Based on the extrapolation of data and geologic maps (Figure 3 of the soils
report), the geologic structure of the bedrock (bedding) dips at gentle
angles (horizontal to 10 degrees) to the north and west. This structural
orientation is considered to be neutral to favorable with respect to the gross
stability of the rear and surrounding slopes underlain with bedrock.
LIQUEFACTION ANALYSIS Per 5P1I AJ
Liquefaction of soils can be caused by strong vibratory motion in response to
earthquakes. Both research and historical data indicate that loose, granular
sandy soils are susceptible to liquefaction, while the stability of rock, gravels,
clays, and silts are not significantly affected by vibratory motion. Liquefaction
is generally known to occur only in saturated or near saturated granular soils.
The site is underlain by fill/estuarine sands, old paralic deposits, and bedrock of
the Monterey Formation.
It is our understanding that the current City policy, has assigned a seismic
settlement potential of one (1.0) inch in the upper ten feet, and three (3.0)
inches for soil depths of ten to fifty feet. In the event settlement values exceed
these threshold values, then additional analysis and/or additional mitigation is
required.
The CPT testing was performed in accordance with the "Standard Test Method
for Performing Electronic Friction Cone and Piezocone Penetration Testing of
Soils," (ASTM D5778-12). The seismically induced settlement for the proposed
structure was evaluated based on the "Soil Liquefaction During Earthquakes" by
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No,SL148.1
November 5,2018
I.M. Idriss and R.W. Boulanger, dated September 8, 2008.
The analysis was provided by the 10-feet deep 4 " diameter hand-auger
borings, and a 50+ feet deep 1.7" diameter CPT probe advanced on October
26, 2018. The exploratory boring and probe locations are shown in the Plot
Plan, Figure 2, herein.
The soil borings were continuously logged by a certified engineering geologist of
our firm.
The computations and results of our Liquefaction Analysis, based on CPT blow
counts of Boring CPT-1, are attached in Appendix E, herein. The seismically
induced settlement analysis was evaluated based on methods published in the
references Nos. "a" through "j" (see "Associated References", herein). The
liquefaction and seismic settlement calculations indicate seismic settlement
(includes dry and saturated sands) in the upper 50 feet is less than 2.0 inches
and less than 1.0 inch in the upper 10 feet. Hence, shallow mitigation methods
for liquefaction may be implemented per City Code Policy (No. CBC 1803.5.11-
2 last revised 7/3/2014).
Based on our liquefaction analysis, and in accordance with the City of Newport
Beach Policy No. CBC 1803.5.11-12 (NBMC, Chapter 15), we recommend the
following mitigative methods to minimize the effects of shallow liquefaction:
1. Tie all pad footings with grade beams.
2. All footings should be a minimum of 24 inches deep, below grade.
3. Continuous footings should be reinforced with two No. 5 rebar (two at the
top and two at the bottom).
4. Concrete slabs cast against properly compacted fill materials shall be a
minimum of 5 inches thick (actual) and reinforced with No. 4 rebar at 12
inches on center in both directions. The reinforcement shall be supported
on chairs to insure positioning of the reinforcement at mid-center in the
slab.
5. Dowel all footings to slabs with No. 4 bars at 24 inches on center.
The foundation specifications outlined above will act to decrease the potential
settlement due to liquefaction and/or seismically induced lateral deformation to
tolerable amounts. If the above specifications are incorporated, the proposed
structure shall be stable and adequate for the intended uses and the proposed
construction will not adversely impact the subject or adjacent properties.
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No.SL148.1
November 5,2018 10
Other Geologic Hazards
Other geologic hazards such as landsliding, or expansive soils, do not appear to
be evident at the subject site.
CONCLUSIONS
Based on our geotechnical study of the site, our review of available reports and
literature and our experience, it is our opinion that the proposed improvements at the
site are feasible from a geotechnical standpoint. There appear to be no significant
geotechnical constraints on-site that cannot be mitigated by proper planning, design,
and utilization of sound construction practices. The engineering properties of the soil
and native materials, and the surface drainage offer favorable conditions for site re-
development.
RECOMMENDATIONS
The following sections discuss the principle geotechnical concerns which should be
considered for proper site re-development.
Earthwork
Grading and earthwork should be performed in accordance with the following
recommendations and the General Earthwork and Grading Guidelines included
in Appendix C. It is our understanding that the majority of grading will be limited
to the re-grading of the building pad for the proposed construction. In general,
it is anticipated that the removal of the upper 3 feet within the building footprint
(slab-on-grade portion) will require removal and recompaction to prepare the
site for construction. The removals should be accomplished so that all fill and
backfill existing as part of the previous site use and demolition operations are
removed.
Where feasible, the limits of the pad fill shall be defined by a five (5) feet
envelope encompassing the building footprint. Care should be taken to protect
the adjacent property improvements.
A minimum one foot thick fill blanket should be placed throughout the exterior
improvements (approaches, hardscape, etc.). The fill blanket will be achieved
by re-working (scarifying) the upper 12 inches of the existing grade.
Water via a 2-inch hose shall be vigorously induced during the pad grading
operations.
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No.SL148.1
November 5,2018 11
Site Preparation
Prior to earthwork or construction operations, the site should be cleared of
surface structures and subsurface obstructions and stripped of any vegetation
in the areas proposed for development. Removed vegetation and debris should
then be disposed of off-site. A minimum of 3 feet of the soils below existing
grade will require removal and recompaction in the areas to receive building pad
fill. Following removal, the excavated surface should be inspected by the soils
engineer or his designated representative prior to the placement of any fill in
footing trenches. Holes or pockets of undocumented fill resulting from removal
of buried obstructions discovered during this inspection should be filled with
suitable compacted fill.
Fills
The on-site soils are suitable for reuse as compacted fill, provided they are free
of organic materials, debris, and materials larger than six (6) inches in diameter.
After removal of any loose, compressible soils, all areas to receive fill and/or
other surface improvements should be scarified to a minimum depth of 12
inches, brought to at least 2 percent over optimum moisture conditions and
compacted to at least 90 percent relative compaction (based on ASTM: D
1557). If necessary, import soils for near-surface fills should be predominately
granular, possess a very low expansion potential, and be approved by the
geotechnical engineer.
Lift thicknesses will be dependent on the size and type of equipment used. In
general, fill should be placed in uniform lifts not exceeding 8 inches. Placement
and compaction of fill should be in accordance with local grading ordinances
under the observation and testing of the geotechnical consultant. We
recommend that fill soils be placed at moisture contents at least 2 percent over
optimum (based on ASTM: D 1557).
We recommend that oversize materials (materials over 6 inches) should they be
encountered, be stockpiled and removed from the site.
Trench Backfill
The on-site soils may be used as trench backfill provided they are screened of
rock sizes over 6 inches in dimension and organic matter. Trench backfill
should be compacted in uniform lifts (not exceeding 8 inches in compacted
thickness) by mechanical means to at least 90 percent relative compaction
(ASTM: D 1557).
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No.SL148.1
November 5,2018
Geotechnical Parameters
The following Geotechnical parameters may used in the design of the proposed
structure (also, see "Liquefaction Analysis" section, above):
Foundation Design
Structures on properly compacted fill may be supported by conventional,
continuous or isolated spread footings. All footings should be a minimum of 24
inches deep (measured in the field below lowest adjacent grade). Footing
widths shall me an minimum 15 inches for interior cross beams and 18 inches
for perimeter footings.
As stated above, additionally, to further reduce the effects of the thin zones of
potentially liquefiable soils, the building slab shall include 15" wide by 24" deep
interior grade beams to be reinforced with two No. 5 rebars (two at the top and
two at the bottom). The cross beam locations shall be determined by the
structural engineer.
At this depth (24 inches) footings founded in fill materials may be designed for
an allowable bearing value of 2,000 and 2,500 psf (for dead-plus-live load) for
continuous wall and isolated spread footings, respectively. These values may
be increased by one-third for loads of short duration, including wind or seismic
forces.
Reinforcement requirements may be increased if recommended by the project
structural engineer. In no case should they be decreased from the previous
recommendations.
Mat Foundation Design (Optional)
Due to anticipated high tide waters and cohesionless sands during construction,
a mat slab foundation system is a recommended option. Mat slabs founded in
compacted fill or competent native materials may be designed for an allowable
bearing value of 2,500 psf (for dead-plus-live load). These values may be
increased by one-third for loads of short duration, including wind or seismic
forces. The actual design of the foundation and slabs should be completed by
the structural engineer.
MIN_. DESIGN ITEM RECOMMENDATIONS
Mat foundations:
allowable bearing pressure 2,500 psf
passive lateral resistence: 250 psf per foot
mat slab thickness: min. 12 inches with thickened edges (+ 6 inches)
steel reinforcement: no. 5 bars @ 12" o.c. each way, top and bottom
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No SL148.1
November 5,2018
coefficient of friction: 0.30
Modulus of Subgrade Reaction: ks = 100 1 Win 3
Interior Slabs-on-grade -conventional
Concrete slabs cast against properly compacted fill materials shall be a
minimum of 5 inches thick (actual) and reinforced with No. 4 rebar at 18 inches
on center in both directions. The slabs shall be doweled into the footings using
No. 4 bars at 24 inches on center. The reinforcement shall be supported on
chairs to insure positioning of the reinforcement at mid-center in the slab. ,
Interior slabs shall be underlain by 2 inches of clean sand over a min. 15 mil
thick, puncture-resistant plastic sheeting (e.g. "Stego Wrap"), with all laps
sealed, over 4 inches of% -inch gravel (see "Capillary Break" specifications,
below).
Some slab cracking due to shrinkage should be anticipated. The potential for
the slab cracking may be reduced by careful control of water/cement ratios.
The contractor should take appropriate curing precautions during the pouring of
concrete in hot weather to minimize cracking of slabs. We recommend that a
slipsheet (or equivalent) be utilized if crack-sensitive flooring is planned directly
on concrete slabs. All slabs should be designed in accordance with structural
considerations.
Cement Type for Concrete in Contact with On-Site Earth Materials
Concrete mix design should be based on sulfate testing with Section 1904.2 of
the 2016 CBC. Preliminary laboratory testing indicates the site soils possess
negligible sulfate exposure. In the event import soils are used, the soils shall be
tested for sulfate content and the associated recommendation shall be
implemented as follows:
ACI 318 BUILDING CODE -Table 19.3.1.1
REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS
Sulfate Water soluble Sulfate(SO4)in Cement Type Maximum water- Minimum fc',
Exposure sulfate(SO4)in soil water, ppm cementitious material normal-weight
[SO] percent by weight ratio, by weight, normal and light weight
weight concrete concrete,psi
Negligible 0.00 < SO4<0.10 0 < SO4<150
[Si]
Moderate 0.10<SO4<0.20 150<SO4<1500 II,IP(MS), 050 4000
[32] IS(MS),P(MS)
I(PM)(MS),
I(SM)(MS)
Severe 0 20 <_ SO4<2.00 1500<SO4< V 0.45 4500
[S3] 10,000
Very Severe SO4>2.00 SO4> 10,000 V plus 0.45 4500
[S4] I I pozzalan
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No.SL148.1
November 5,2018
As a conservative approach, we recommend cement with a minimum strength
f'c of 3,000 psi be used for concrete in contact with on-site earth materials.
Settlement
Utilizing the design recommendations presented herein, we anticipate that the
majority of any post-grading settlement will occur during construction activities.
We estimate that the total settlement for the proposed structure will be on the
order of 1 inch. Differential settlement is not expected to exceed 1 inch in 30
feet. These settlement values are expected to be within tolerable limits for
properly designed and constructed foundations.
Lateral Load Resistance
Footings founded in fill materials may be designed for a passive lateral bearing
pressure of 250 pounds per square foot per foot of depth. A coefficient of
friction against sliding between concrete and soil of 0.30 may be assumed.
Capillafy Break Below Interior Slabs
In accordance with the 2016 California Green Building Standards Code Section
4.505.2.1, we provide the following building specification for the subject site
(living area and garages slabs):
Concrete building slabs shall be directly underlain by a min. 2 inches of
clean/washed sand, underlain by a min.15 mil-thick moisture barrier (e.g.
"Stego Wrap"), with all laps sealed, underlain by 4 inches of% -inch gravel.
The above specification meets or exceeds the Section 4.505.2.1 requirement.
We do not advise placing sand directly on the gravel layer as this would reverse
the effects of vapor retardation (due to siltation of fines).
A/C Pavement Subbase
Asphaltic concrete (AC) and Class II rock base should conform to, and be
placed in accordance with the latest revision of the California Department of
Transportation Standard Specifications. We assume that Class II base with a
minimum R-value of 78 will be used; as follows:
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No S1_148.1
November 5,2018
RECOMMENDED MINIMUM DESIGN SECTIONS
LOCATION DESIGN TRAFFIC ASPHALTIC CLASS II
INDEX CONCRETE AGGREGATE BASE
Car Traffic, Parking 4.0-5.0 3 5' 4.0"
Areas
Heavy Truck Traffic 5.0-6.0 4.5" &0"
Aisles
Trash Pads 5.0-6.0 6.0" (Concrete) 6,0"
Truck Dock or 5.0-6.0 6.0" (Concrete) 6.0"
Truck Pads
The minimum section of 6 inches concrete over 6 inches Class II Base Material
applies to the site approaches. If off-site (surrounding roadways) work is
anticipated, the Minimum Design Section shall conform with either the County
or Caltrans specifications, depending on jurisdiction.
Prior to placing pavement sections, the subbase soil should have a relative
compaction of at least 90 percent, based on ASTM: D 1557. We also
recommend that the base course be compacted to a minimum of 95 percent
relative compaction (based on ASTM: D 1557-13).
If pavement areas are planned adjacent to landscaped areas, we recommend
that the amount of irrigation be kept to a minimum to reduce the possible
adverse effects of water on pavement subgrade.
Retaining Wall Design
Since the grading plan is not yet available, the limits of the retaining walls are
not known at this time. However, based on the preliminary architectural
renderings, all retaining and landscape wall footings will be embedded into
competent native materials.
The following equivalent fluid pressures may be used in the design of the site
retaining walls assuming free draining conditions (select granular backfill):
E uivalent Fluid Pressure
Condition Level
Active Pressures 40 pcf
At-Rest Pressures 55 pcf
For the soldier pile caisson locations along confined areas (side yards and slopes), the
following recommended equivalent fluid pressures may be used in the site retaining
wall design assuming backfill using on-site soils (based on triangular distribution):
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No. SL148.1
November 5.2018 16
Equivalent Fluid Pressure
Condition Level
Active Pressures 65 pcf
At-Rest Pressures 90 pcf
Depending on whether the wall is restrained (rigid) or unrestrained (free to
deflect), an additional uniform lateral pressure equal to 50 or 33 percent,
respectively, of the anticipated maximum surcharge load located within a
distance equal to the height of the wall should be used in design.
This office shall be contacted to provide additional recommendations if actual
conditions are different than those assumed above.
Lateral Pressure - New Retaining Walls founded in competent native materials
A passive earth pressure of 300 pounds per square foot per foot of depth, to a
maximum value of 3,000 pounds per square foot, may be used to determine
lateral bearing resistance for footings founded in terrace deposits or bedrock. A
coefficient of friction of 0.30 times the dead load forces may be used between
concrete and the supporting soils to determine lateral sliding resistance.
However, the lateral sliding resistance should not exceed one-half the dead
load. An increase of one-third of the above values may also be used when
designing for short duration wind and seismic forces.
The above lateral resistance values are based on footing placed directly against
competent native materials. In cases where footing sides are formed, all backfill
placed against the footings should be compacted to at least 90 percent of the
applicable maximum dry density value.
Passive pressure is used to compute lateral soil resistance developed against
lateral soil movement. Further, for sliding resistance, a friction coefficient of
0.30 may be used at the concrete and soil interface. These lateral and frictional
resistance values represent ultimate values, so appropriate safety factors for
wall design should be applied by the structural engineer.
Settlement
Utilizing the design recommendations presented herein, the total settlement of
the building slabs/foundations is expected to be less than 1 inch. The
differential settlement between adjacent footings is expected to be less than 1/4
inch over a horizontal span of 40 feet. It is anticipated that the majority of the
footing settlements will occur during construction or shortly thereafter as
building loads are applied.
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No SL148.1
November 5,2018
Retaining_Wall Backfill Material
It is recommended that a minimum 2-foot thick layer of free-draining granular
material (less than 5 % passing the No. 200 sieve) be placed against the back
face of the retaining walls. This material should be approved by the
geotechnical engineer. This layer of granular material should be separated from
the adjacent soils using a suitable geotextile fabric. If the layer of free-draining
material is not covered by an impermeable surface, such as a structure or
pavement, a 12-inch thick layer of a low permeability soil should be placed over
the backfill to reduce surface water migration to the underlying soils.
All retaining wall backfill should be placed and compacted under engineering
controlled conditions in the necessary layer thickness to ensure a minimum in-
place density of 90 percent of the maximum dry density as determined by the
Modified Proctor test (ASTM D1557). Care should be taken to avoid over-
compaction of the soils behind the retaining walls, and the use of heavy
compaction equipment should be avoided.
Retaining Wall Back Drains
The retaining walls shall be provided with water proofing in accordance with the
architects recommendations and be free draining. Back drains shall be installed
to collect and divert migrating groundwater. As a minimum, the wall may be
drained by placing a 4-inch diameter pipe perforated (faced down) PVC
Schedule 40 pipe or approved equivalent, located behind the base of the wall.
The pipe shall be covered by 3/-inch crushed rock at a rate of not less than 2 sq.
ft. per linear ft. of pipe surrounded in turn by geofabric such as Supac 4NP or
equivalent.
All wall backfill shall be compacted to a minimum 90 percent relative compaction
in accordance with ASTM D-1557. Wall back drains shall outlet separately and
not be combined with area drains.
This office shall be contacted to provide additional recommendations if actual
conditions are different than those assumed above. During construction,
drainage devices shall be inspected by a representative of EGA Consultants.
SHORING INSTALLATION RECOMMENDATIONS
Since the grading plan is not yet available, the limits of the retaining walls and associate
shoring are not known at this time. However, based on our review of preliminary
architectural renderings, we understand that permanent and/or temporary shoring is
proposed along portions of the each side yard and the base of the ascending slope at
the rear of the property. The approximate limits of the recommended caisson layout
shall be presented when the building footprints and retaining walls have been
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No.SL148.1
November 5,2018 18
determined.
It is our understanding that the shoring will be designed having a combination of
temporary and permanent shoring segments, based on the project locations and
proposed elements.
It is our understanding that the shoring system will consist of steel "H" beam soldier
piles and either wood or steel sheet lagging. The steel "H" beam soldier piles should be
installed within pre-drilled holes. The soldier piles should not be driven or vibrated into
place due to the possible damage that could occur to nearby structures. Once a soldier
pile boring is advanced to its recommended depth, a steel soldier pile should be place
within the boring and the boring then backfilled.
The borings should be backfilled with concrete up to the elevation of the excavation
bottom. Above the excavation bottom, the borings may be filled with 2-sack slurry. Due
to the anticipated moderate exposure to sulfates, Type II cement should be used in the
concrete. In addition, the maximum water-cement ratio should not exceed 0.50 and the
minimum concrete compressive strength should not be less than 3,000 pounds per
square inch. The drill holes for the steel "H" piles should be sufficiently large to allow
concrete backfilling around piles to be performed as effectively as possible. Any voids
left between the "H" pile and the sides of the holes are expected to reduce the lateral
capacity of the soldier pile. In order to provide adequate space for concrete slurry
backfilling, we recommend that the web height of the steel "H" pile be at least 10 inches
from the diameter of the hole. The concrete and slurry should be placed into the soldier
pile excavation from the bottom up using a pump and tremie pipe. The bottom of the
tremie pipe should be kept at least 2 to 3 feet below the level of the rising concrete or
slurry. The concrete should be thoroughly vibrated to remove any entrapped air. The
soil and water mixture dispersed by the concrete and slurry should be pumped into a
suitable disposal container.
After the soldier piles have been placed, the excavation of the lower pads may begin. If
concrete and slurry is used for backfill, these materials should be allowed to cure prior
to lower excavations. Care should be taken to ensure that the lagging drops down as
the excavation advances. Any gaps in the lagging could cause undermining of the
adjacent structures. To prevent caving of the sidewalls, the lagging elements should be
forced down either behind the soldier piles or at an appropriate place within the flanges
of the "H" and through the existing soils. The slurry materials that were placed within the
soldier pile borings may be broken an removed during the lagging process. The lagging
elements should not be driven or vibrated into place due to the possible damage that
could occur to nearby structures.
It should be noted that the shoring should be designed for a minimum safety factor of
1.2 and that the lateral deformation of the ground surface should be controlled by
structural design in order to protect the adjacent structures. The shoring should be
designed to support the surcharge of any adjacent structures in addition to the earth
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No.SL148.1
November 5,2018
pressures exerted by the native backfill soils. Recommended design values with
respect to distribution of earth pressures on shoring elements are presented below.
The contractor shall verify the locations of all existing underground utilities prior to
commencing the drilling and excavating. Backfill shall be of compacted spoils or slurry,
No vibratory equipment or hammering shall be utilized in the shoring installation.
Each caisson boring shall be a min. 24-inches in diameter, embedded a min. 15 ft. into
competent bedrock material. Based on this we assume caissons shall be a minimum
15 feet length at the near-street elevations, and staggered up to 30 feet along the rear
row of caissons (all depths below lowest adjacent grade).
Caissons may be designated for both end bearing and friction.
Caissons may be designed for an allowable bearing capacity of 4,000 psf and a skin
friction of 400 psf (neglect the upper 2 feet of old fill). The bearing value may be
increased by 1/3 for wind and seismic forces. The point of fixity of 5 feet below finish
grade shall be applied.
Channel drains, miradrain, and bentonitic waterproofing shall be installed at each
shoring bay (between every caisson). All drains shall be gravity-fed to a suitable outlet.
The geotechnical consultant should be present during the excavation and shoring
phases of the project to observe the soil conditions and make additional
recommendations if necessary. Each borehole bottom shall be free of debris and
approved by the geotechnical consultant.
Active Earth Pressures
For cantilever shoring beams, an active earth pressure (equivalent fluid
pressure) of 40 pounds per cubic foot may be considered for the on-site fill and
the native soils. It should be noted that under this condition, the movement of
shoring H-beams are not restrained so that the soil internal strength can be fully
mobilized.
Active Pressure 40 pcf
The active pressure may be approximated by a rectangular soil pressure
distribution with the pressure per foot of width equal to 23H, where H is equal to
the depth of the excavation being shored.
At-Rest Earth Pressure
If movement of the shoring, H-beams are restrained at the top, then an at-rest
earth pressure of 55 pounds per cubic foot should be used in design.
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No.SU 48.1
November 5,2018
Passive Resistance
A passive earth pressure increasing at a rate of 400 pounds per square foot per
foot of width of a shoring H-beam, per foot of depth, to a maximum value of
4,000 pounds per square foot may be used to determine lateral resistance for H-
beams. The passive resistance should be ignored for the upper 2 feet of the H-
beams embedded below the lowest cut grade.
Active Pressure: 40 pcf
At-Rest Pressure: 55 pcf
Seismic Earth Pressure and Kh
In accordance with Section 1803.5.12 of the 2016 CBC, for design purposes, a
seismic earth pressure of 20 pcf (equivalent fluid pressure) may be used for the
retaining wall design. This pressure is additional to the static earth pressures
and should be considered as the resultant force acting at 1/3 height of the
retaining wall (reference: Mononobe-Okabe equation and Atik & Sitar). For a
complete listing of the resources used, please see Reference Nos. 12 through
15, herein.
Assuming level backfill conditions with density of backfill a minimum 110 pcf, the
seismic element coefficient Kh = 0.28 (reduction factor = 0.35).
Spacing and Depth of H-beams
The minimum clear spacing between the H-beams should be three effective H-
beam diameters, sidewall to sidewall. The maximum clear spacing between H-
beams should not exceed five effective H-beam diameters, sidewall to sidewall.
The embedment depths of the H-beams will likely vary depending on the
retained height of the proposed shoring system along its alignment. The
structural engineer should determine the final depths based on our
recommendations presented herein. However, the H-beams should be
embedded, at a minimum, five effective diameters into the underlying competent
native deposits.
The geotechnical consultant should be present during the excavation and
shoring phases of the project to observe the soil conditions and make additional
recommendations if necessary.
Waterproofing
If applicable, lower pad or basement wall/slabs shall be waterproofed in
accordance with the 2016 CBC.
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No.SL148.1
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The retaining/shotcrete walls shall be sealed and waterproofed using the
miradrain and miraclay (i.e. Grace 3000) waterproofing system, or equivalent.
Joint in the membrane shall be lapped and sealed in an approved manner.
Protection board shall be used to protect the membrane during and after
backfilling. Joints in walls and floors, and between the wall and floor, and
penetrations of the wall and floor shall be made watertight using suitable
methods and materials (i.e. bentonite "WaterStops", or "Mira-Stop").
Exterior Slabs-on-grade (Hardscape)
Concrete slabs cast against properly compacted fill materials shall be a minimum
of 4 inches thick (actual) and reinforced with No. 3 rebar at 18 inches on center
in both directions. The reinforcement shall be supported on chairs to insure
positioning of the reinforcement at mid-center in the slab.
Control joints should be provided at a maximum spacing of 8 feet on center in
two directions for slabs and at 6 feet on center for sidewalks. Control joints are
intended to direct cracking.
Expansion or felt joints should be used at the interface of exterior slabs on grade
and any fixed structures to permit relative movement.
Some slab cracking due to shrinkage should be anticipated. The potential for
the slab cracking may be reduced by careful control of water/cement ratios. The
contractor should take appropriate curing precautions during the pouring of
concrete in hot weather to minimize cracking of slabs.
New Fences/Garden Walls
New fences or garden wall footings, if any, should be founded a minimum of 18-
inches into approved firm materials. To reduce the potential for unsightly cracks
due to expansion forces, we recommend inclusion of construction joints at 8-ft to
15-ft intervals.
Surface Drainage
Surface drainage shall be controlled at all times. Positive surface drainage should
be provided to direct surface water away from structures and toward the street or
suitable drainage facilities. Ponding of water should be avoided adjacent to the
structures. Recommended minimum gradient is 2 percent for unpaved areas and
one percent for concrete/paved areas. Roof gutter discharge should be directed
away from the building areas through solid PVC pipes to suitable discharge points.
Area drains should be provided for planter areas and drainage shall be directed
away from the top of slopes.
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No.SL148.1
November 5,2018
PRE-CONSTRUCTION MEETING
It is recommended that no clearing of the site or any grading operation be performed without the
presence of a representative of this office. An on site pre-grading meeting should be arranged
between the soils engineer and the grading contractor prior to any construction.
GEOTECHNICAL OBSERVATION AND TESTING DURING CONSTRUCTION
We recommend that a qualified geotechnical consultant be retained to provide geotechnical
engineering services,including geotechnical observation/testing,during the construction phase of the
project.This is to verify the compliance with the design, specifications and or recommendations, and
to allow design changes in the event that subsurface conditions differ from those anticipated.
Geotechnical observations/testing should be performed at the following stages:
• During ANY grading operations, including excavation, removal, filling, compaction,
and backfilling, etc.
• After excavations for footings/grade beams and/or drilling for soldier piles/caissons,
if any to verify the adequacy of underlying materials.
• After pre-soaking of new slab sub-grade earth materials and placement of capillary
break, plastic membrane, prior to pouring concrete.
• During backfill of drainage and utility line trenches, to verify proper compaction.
• When/if any unusual geotechnical conditions are encountered.
• Prior to slab pours to ensure proper subgrade compaction and moisture barriers.
During/after installation of water proofing for retaining/basement walls, if any prior to
installation of sub-drain/backfilling.
• During/after installation of retaining wall sub-drain, prior to backfilling.
• During compaction of retaining wall backfill materials to verify proper compaction.
• During backfill of drainage and utility line trenches, to verify proper compaction.
• When/if any unusual geotechnical conditions are encountered.
• Prior to slab pours to ensure proper subgrade compaction and moisture barriers
Please schedule an inspection with the geotechnical consultant prior to the
pouring of all interior and exterior slabs.
LIMITATIONS
The geotechnical services described herein have been conducted in a manner consistent with the
level of care and skill ordinarily exercised by members of the geotechnical engineering profession
practicing contemporaneously under similar conditions in the subject locality. Under no circumstance
is any warranty, expressed or implied, made in connection with the providing of services described
herein.Data,interpretations,and recommendations presented herein are based solely on information
available to this office at the time work was performed. EGA Consultants will not be responsible for
other parties' interpretations or use of the information developed in this report.
The interpolated subsurface conditions should be checked in the field during construction by a
representative of EGA Consultants. We recommend that all foundation excavations and grading
operations be observed by a representative of this firm to ensure that construction is performed in
accordance with the specifications outlined in this report.
We do not direct the contractor's operations, and we cannot be responsible for the safety of others.
The contractor should notify the owner if he considers any of the recommended actions presented
herein to be unsafe.
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No.SL148.1
November 5,2018
Associated References re. Liquefaction Arlalysis
a. "Special Publication 117A: Guidelines for Evaluating and Mitigating Seismic Hazards in
California,"bytheCalifornia Departmentof Conservation,California Geological Survey,dated
March 13, 1997; Revised September 11, 2008.
b. "Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines
for Analyzing and Mitigating Liquefaction Hazards in California," by G.R. Martin and M. Lew,
University of Southern California Earthquake Center dated March, 1999.
C. "Soil Liquefaction During Earthquakes"by I.M. Idriss and R.W. Boulanger,dated September
8, 2008.
d. "Soils and Foundations, 81h Edition," by Cheng Liu and Jack B. Evett, dated August 4, 2013.
e. "Evaluation of Settlement in Sands due to Earthquake Shaking" by Kahaji Tokimatsu and H
Bolton Seed, Dated August 1987.
f "Guidelines for Estimation of Shear Wave Velocity Profiles" By Bernard R. Wair, Jason T.
Jong,Thomas Shantz Pacific Earthquake Engineering Research Center, Dated December,
2012.
g "Subsurface Exploration Using the Standard Penetration Test and the Cone Penetrometer
Test," by J. David Rogers, Environmental & Engineering Geoscience, pp. 161-179, dated
May, 2006.
h "Handbook of Geotechnical Investigation and Design Tables" By Burt G. Look, Dated 2007.
I. "Use of SPT Blow Counts to Estimate Shear Strength Properties of Soils: Energy Balance
Approach," by Hiroshan Hettiarachi and Timothy Brown, Journal of Geotechnical and
Geoenvironmental Engineering, ASCE, pp. 830-834, dated June, 2009.
j. "Standard Test Method for Performing Electronic Friction Cone and Piezocone Penetration
Testing of Soils," (ASTM D5778-12), dated 2012.
REFERENCES
I. "USGS Topographic Map, 7.5 minute Quadrangle, Newport Beach OE S, California
Quadrangle," dated 2015.
2. "Geologic Map of the San Bernardino and Santa Ana 30' X 60' Quadrangles, California,"
Version 1.0, compiled by Douglas M. Morton and Fred K. Miller, dated 2006.
3. "Maximum Credible Rock Acceleration from Earthquakes in California," by Roger W.
Reensfelder, dated 1974.
4. Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of
Nevada,"prepared by California Department of Conservation Division of Mines and Geology,
published by International Conference of Building Officials, dated February, 1998.
5. "Guide for Concrete Floor and Slab Construction," by American Concrete Institute, ACI
302.1 R-04, dated 2004.
6. "California Building Code, California Code of Regulations, Title 24, Part 2," by California
Building Standards Commission, 2016.
7. "Seismic Hazard Zone Report for the Newport Beach 7.5-Minute Quadrangles, Orange
County, California," by the California Department of Conservation, 1997.
8. "2015 International Building Code," by the International Code Council, dated June 5, 2014.
9. "Geologic Map of California, Santa Ana Sheet," Compilation by Thomas H. Rogers, 1965,
fifth printing 1985.
10. "Geologic Map of the Newport Beach 7.5' Quadrangle, Orange and San Diego Counties,
California: A Digital Database, Version 1.0," by Siang S. Tan, CDMG, and USGS, dated
1999.
11. "International Building Code, 2015," by the International Code Council, dated June 5, 2014.
Proposed 2-Story Commercial Office Development
215 Rivvrside Avenue,Newport Beach,CA
Soils Report
Project No.SL148.1
November 5,2018 24
12. "Analysis of Active Blind Thrust and Fold Hazards in the Southern Los Angeles Basin from
Shallow Aquifers and Airborne Swath-Mapped DEM's, Final Technical Report, NEHRP," by
Karl Meuller, Dept. of Geological Sciences, University of Colorado, dated 2004.
13. Al Atik, L., Sitar, N. "Seismic Earth Pressures on Cantilever Retaining Structures"Journal of
Geotechnical and Geoenvironmental Engineering. ASCE, dated October 2010.
14. Lew, M., Sitar, N., Al Atik, L., Pourzanjani, M., Hudson, M.B. "Seismic Earth Pressures on
Deep Building Basements" SEAOC 2010 Convention Proceedings. Structural Engineers
Association, California, dated 2010.
15 Monobe, N. And Matsuo, M., "Experimental Investigation of Lateral Earth Pressure During
Earthquakes," 1932.
16. Monobe, N. And Matsuo, M., "On Determination of Earth Pressures During Earthquakes,"
1929.
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No SL148.1
November 5,2018 25
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LEGEND
GEOTECHNICAL BORINGS
BY EGA CONSULTANTS
CONE PENETRATION TEST
BY KEHOE TESTING AND ENGINEERING
EGA PLOT PLAN Project No: SL148.1
Consultants 215 RIVERSIDE AVENUE Date: NOV 2018
NEWPORT BEACH CALIFORNIA Figure No: 2
engineering geotechnical applications ,
- • .'Cop
J SITE
' LOCATION
ort .Beach ', e s!
F
M �
� f
i A
Eolian deposits(late Holocene)—Active or QoP3 6 Old paralic deposits, Units 3-6,undivided (late to
recently active sand dune deposits; middle Pleistocene)—Silt, sand and cobbles on 45-
unconsolidated. 55 m terraces.
Marine deposits(late Holocene)—Active or Old paralic deposits(late to middle Pleistocene)
Qm recently deposits;sand active beach de
Do f overlain by alluvial fan deposits—Old paralic
unconsolidated. deposits capped by sandy alluvial-fan deposits.
Estuarine deposits(late Holocene)—Sand, silt, Capistrano Formation (early Pliocene and
Cues. I and clay;unconsolidated, contains variable T0S Miocene)Siltstone facies—Siltstone and
amounts of organic matter, mudstone;white to pale gray,massive to crudely
f Old paralic deposits, Unit 4(late to middle bedded,friable.
r
C�op4 Tm
! Pleistocene)—Silt,sand and cobbles resting on 34- Monterey Formation (Miocene)—Marine siltstone 37 m Stuart Mesa terrace.Age about 200,000-
and sandstone;siliceous and diatomaceous.
300,000 years.
Sources:
Morton,D.M.,and Miller,F.K.Preliminary Geologic map of the San Bernardino and Santa Ana 30'x 60'quadrangles,California. U.S.Geological
Survey.Published 2006.1:100,000 scale.
EGA GEOLOGIC MAP Project No: SL148.1
Consultants 215 RIVERSIDE AVENUE Date: NOV 2018
engineering geotechnical applications NEWPORT BEACH, CALIFORNIA Figure No: 3
Balboa Pier, Newport Beach, California Tide Chart
Requested time: 2018-09-28 Fri 12:00 AM PDT
Balboa Pier, Newport Beach, California
09-27 Thu 09-28 Fri 09-28 Fri 09-28 Fri 09-29 Sat 09-29 Sat 09-29 Sat 09-29 Sat
.:25 PM PDT 5:15 AM PDT 11:22 AM PDT 6:16 PM PDT 12:17 AM PDT 5:46 AM PDT 12:00 PM PDT 7:17 PM PDT
7 ft
6 ft
5 ft
4 ft
S ft
2 ft
1 ft
0 ft
-1 ft
0 1! 12 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11 12:•:I =}`' Ti !.6 7 8 9 10 11 12 1 2 3 A 5 6 3 8 9 '1
! 1 I I r 1 I I I I I I I I ! S 1 I 1 l t ! I I l 1
Balboa Pier, Newport Beach, California
33.6000° N, 117.9000° W
2018-09-28 Fri 5:15 AM PDT 1.5 feet Low Tide
2018-09-28 Fri 6:43 AM PDT Sunrise
2018-09-28 Fri 11:22 AM PDT 5.2 feet High Tide
2018-09-28 Fri 6:16 PM PDT 0.8 feet Low Tide
2018-09-28 Fri 6:39 PM PDT Sunset
2018-09-29 Sat 12:17 AM PDT 3.9 feet High Tide snsrtnAnna
2018-09-29 Sat 5:46 AM PDT 1.9 feet Low Tide
2018-09-29 Sat 6:44 AM PDT Sunrise 'i-Pamslhlghwaybridip,,California
2018-09-29 Sat 12:00 PM PDT 5.2 feet High Tide xtuaingronaesclti coatahrenne
2018-09-29 Sat 6:38 PM PDT Sunset
2018-09-29 Sat 7:17 PM PDT 0.8feet Low Tide Santa Ana Riwr entrance kin side),California.
2018-09-30 Sun 1:30 AM PDT 3.4 feet High Tide Newport Bay Entrance,Coronadel,Nar..Collfornla
2018-09-30 Sun 6:23 AM PDT 2.4 feet Low Tide •alhepPier,Ne Fort Beach,California
2018-09-30 Sun 6:45 AM PDT Sunrise
2018-09-30 Sun 12:49 PM PDT 5.0 feet High Tide
2018-09-30 Sun 6:37 PM PDT Sunset
2018-09-30 Sun 8:36 PM PDT 0.9 feet Low Tide
2018-10-01 Mon 3:21 AM PDT 3.2 feet High Tide
2018-10-01 Mon 6:46 AM PDT Sunrise
2018-10-01 Mon 7:24 AM PDT 2.8 feet Low Tide
2018-10-01 Mon 1:59 PM PDT 4.9 feet High Tide
2018-10-01 Mon 6:35 PM PDT Sunset
2018-10-01 Mon 10:07 PM PDT 0.7 feet Low Tide
2018-10-02 Tue 2:47 AM PDT Last Quarter
EGA TIDAL CHART Project No: SL148.1
Consultants 215 RIVERSIDE AVENUE Date: NOV 2018
engineering geotechnicalapplications NEWPORT BEACH, CALIFORNIA Figure No: 4
APPENDIX A
GEOLOGIC LOGS
and
CPT Data Report by Kehoe Drilling &Testing
(B-1, B-2, B-3, CPT-1, CPT-2, CPT-3, and CPT-4)
UNIFIED SOIL CLASSIFICATION SYSTEM
ASTM D-2457
UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART LABORATORY CLASSIFICATION CRITERIA
COARSE-GRAINED SOILS T
(more than 501%of material is largw than No.200 sieve size.)
Clean Gravels(Leas than 5%fines). D p
r'� C - 60 greater than 4;C = 30 between 1 and 3
R,1 Well-graded gravels,).ravel-sand GW u D c D x D
GW mixtwes,little or no fines 10 10 60
GRAVELS ��
More than 50% GP Poorly-graded gravels,gravel-sand
of coarse mixtures.little or no fines GP Not meeliny all gradation requirements for GW
fraclion larger Gravels with fines(More than 12%fines)
than No.4 f
eve size I GMSilly gravels,gravel-sand-silt mixtures GM Alterberg limits below"A"
f. line or P.I.less than 4 Above"A"line with P.I.between
4 and 7 are borderline cases
" GC Clayey gravels•gravel-sand-clay GC Alterberg limits above"A" requiring use of dual symbols
mixtures line with P.I.greater than 7
Clean 5s rids Lass Ihan D96 fines) D gn D30
Well-graded sands,gravelly sands, SW Du= D greater than 4;Cc= D ■D between 1 and 3
SW little or no fines 16 10 fiU
SANDS
50%of more SP Poorly graded sands,gravelly sands,
of coarse little or no fines Sp Not meeting all gradation requirements for GW
Ll
fraction smaller Semis n_tlti lfnss.(Mnre than 12%fines),__
than No.4 Atterber limits below"A"
sieve size Sh1 Silly sands,sand-sill mixtures SM g Limits plotting In shaded zone
ine or P.I.less than 4 with P.I.between 4 anti 7 are
Alterberg limits above"A" borderline cases requiring use
SC Clayey sands,sand-clay mixtures SC line with P.I.greater than 7 of dual symbols.
FINE-GRAINED SOILS
(50% or more of material is smaller than No 200 sieve size.) Determine pet'oentages of sand and gravel from graln-size curve Depending
on percentage of fines(fraction smaller than No 200 Slave size),
Inorganic silts and very fine sands,rock coarse-grained soils are classified as follows'
SILTS ML flour,silty of clayey fine sands or clayey Less than 5 percent ....................................GW,GP.SW,SP
sills with slight plasticity More then 12 percent ... GM.GC.SM..SC
AND ]. .—. 5 to 12 percent...................Borderline cases requiring dual symbols
CLAYS Inorganic clays of low to medium
Liquid limit CL plasticity,gravelly clays,sandy clays,
less than silty clays,lean clays PLASTICITY CHART
50°in —
OL Organic silts and organic silly clays of 60
low plasticity e
50
Inorganic silts,micaceous or a CH
MH diatornaceous fine sandy or silly soils, x 40
SILTS elastic silts u3 A LINE:
AND a F'I=0 73 LL-20
CLAYS CH Inorganic clays of high plasticity..fat 30 CL MH1
Liquid limit clays 2D
50% —
or greater rn
OH Organic clays of medium la high g 1 p '1Z-
Plasticity,organic sills a ML&OL
HIGHLY 00 10 20 30 40 50 60 70 80 90 100
ORGANIC Pr Peat and other highly organic soils LIQUID LIMIT(ILL)I%)
SOILS
RELATtVIF DENSITY CONSISTENCY
Cohesionless Blows/ft* Blows/ft** Cohesive Soils Blows/ft* Blows/ft**
Sands and Silts
Very loose 0-4 0-30 Very soft 0-4 0-4
Loose 4-10 30-60 Soft 2-4 4-11
Medium dense 10-30 80-200 Firm 4-8 11-50
Dense 30-50 200-400 Stiff 8-16 50-110
Very dense Over 50 Over 400 Very stiff 16-32 110-220
Hard Over 32 Over 220
* Blows/foot for a 140-pound hammer falling 30 inches to drive a 2-inch O.D.,1-3/8 inch I.D.Split Spoon sampler
(Standard Penetration Test).
** Blows/foot for a 36-pound hammer falling 24 inches to drive a 3.25 O,D„2.41 I.D.Sampler(Hand Sampling).Blow
count convergence to standard penetration test was done in accordance with Fig.1.24 of Foundation Engineering
Handbook by H.Y.Fang,Von Nostrand Reinhold,1991.
LOG OF EXPLORATORY BORING Sheet 1 of 1
.Job Number: SL148.1 Boring No: B-1
'Project: 215 Riverside Avenue, Newport Beach, CA Boring Location: See Figure 2
Commercial Site
Date Started: 9/28/2018 Rig: Mob. 4" augers
Date Com feted: 9/28/2018 Grnd Elev. +/-22 ft. NAVD88
Sample 'E Direct
TCL
ype axi
Shear
Thin Wall 2.5"Ring �`� a c c~
LL Tube ®Sample o w y n
a o N
w a
H �12 Y U c
L c Z Bulk m Standard Split Static Water o c E U w
cn m Sample Spoon Sample = Tahte o ' _
y Z x E H
0 o o w O
FILL: Gray brown, silty sand with clay and gravel,
1 SM abundant organics, loose to medium dense.
I/ Encountered rock/clasts, unable to advace
auger beyon 4 ft.
5 Total Depth: 4 ft. at Refusal.
No Groundwater.
No Caving.
Backfilled and Compacted 9/28/2018.
10
15
20
25 -
30 -
35 -
40
Figure
EGA Consultants A-1
LOG OF EXPLORATORY BORING Sheet 1 of 1
Job Number: SL148.1 Boring No: B-2
Project: 215 Riverside Avenue, Newport Beach, CA Boring Location: See Figure 2
Commercial Site
Date Started: 9/28/2018 Rig: Mob. 4" augers
Date Completed: 9/28/2018 Grnd Elev. +/- 17 ft. NAVD88
Sample Direct
Type n Shear U
CL
w
Thin Ofall 2.5"Ring w c in u~i
U- T Tube ®Sample o N � � L a LU
H a Y U c o $ �
L o ' Bulk m Standard SpIiE Static Water o j U =
U) m Sample Spoon Sample = Table � � a B T-
o j o o w x O
FILL: Brownish gray, silty fine to medium sand with opt r
1 sM trace clay, loose to medium dense, moist. 0 119.0 30 185 10.5%
At 2.5 ft.: Becomes gray brown, silty fine to medium 15.3 107.5 Sulf
sm sand, medium dense, moist to very moist. 12ppm
5 At 4.0 ft. becomes micaceous silty sand, med. 20.0
SM dense to dense, low to med. porosity.
At 6 ft.: Same, moist to very moist, medium dense. 17.6
At 8 ft.: Becomes brown, silty sand with gravel
very moist, dense. 25.2
10 At 10 ft.: Becomes very dense, very moist.
Total Depth: 11 ft.
No Groundwater.
No Caving.
15 Backfilled and Compacted 9/28/2018.
20
25
30 -
35
40 -
[IA-2
ure
EGA Consultants
LOG OF EXPLORATORY BORING Sheet 1 of 1
Job Number. SL148A Boring No: B-3
Project: 215 Riverside Avenue, Newport Beach, CA Boring Location: See Figure 2
Commercial Site
Date Started: 9/2$/2018 Rig: Mob. 4" augers
(Date Completed: 9/28/2018 Grnd Elev. +/-24 ft. NAVD88
Sample t Direct
Type X n Shear U)
Thin Wall 2.5"Ring a n Z
LL T Tube Sample c c �, w
c a�
Y U c o 0 a H
L o ' Bulk Standard Split � Static Water o 7 $ v
Q U) o CO 0 Sample m Spoon Sample = Table z a E T
o j o o w X O
FILL: Yellowish grown,fine to medium sand with ap+
1 sM trace silt, loose to medium dense, dry. 2.6 96.3 0 1190 30 185 10.5%
Sulf
SM At 3 ft-: Becomes brownish gray, fine to medium 4.7 12 ppm
5 sand with trace sift, medium dense, dry to damp.
sMi At 4 ft.: Becomes mixed clay and silty sand. 3.7
Sc At 7 ft.: Becomes yellowish gray, fine to medium
sM sand with silt, medium dense to dense, dry. 3.2
At 10 ft.: 'Transitions to very fine silty sand, moist,
10 medium dense to dense. 13.4
At 11 ft.:Yellowish brown,fine to medium sand with
trace silt, dense, damp, low porosity. 4.9
At 14 ft,: Becomes medium to coarse sand with
SIB Z trace silt, dense to very dense, dry to damp. 3.2
15 At 16 ft.: Becoming difficult to drill,very dense,
medium to coarse sand with trace silt, damp. 4.0
Total Depth: 17 ft.
20 - No Groundwater.
No Caving.
Backfilled and Compacted 9/28/2018.
25 -
30 -
35
40
Figure
EGA Consultants A-3
Y 4
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215 Riverside Ave., NB, CA
SL148.1
CPT-1
In situ data
No Depth(ft) qc(tsf) fs(tsf) SBTn Ksbt(ft/s) Cv(ft2/s) SPT N1(60) Constrained
(blows/feet) Mod.(tsf)
1 0 1.06 0.45 0 0.00E+00 0.00E+00 0 58.25
2 1 119.54 1.25 6 9.39E-05 1.88E+00 69 625.65
3 2 12.02 0.82 6 8.97E-05 2.03E+00 54 705.66
4 3 16.95 0.33 5 3.66E-06 2.66E-02 30 227.3
5 4 20.26 0.33 5 5.16E-06 3.38E-02 21 204.82
6 5 7.4 0.15 5 1.81E-06 8.58E-03 16 148.24
7 6 5.01 0.17 4 1.28E-07 2.68E-04 10 65.57
8 7 2.73 0.17 3 3.48E-08 4.97E-05 8 44.58
9 8 3.08 0.06 3 3.43E-08 4.32E-05 6 39.26
10 9 4.86 0.08 5 1.25E-05 1.59E-01 13 396.77
11 10 52.06 0.26 5 1.10E-05 2.00E-01 18 566.57
12 11 26.33 0.57 6 1.20E-04 3.18E+00 26 828.8
13 12 107 0.4 6 2.13E-04 6.41E+00 29 938.46
14 13 99.3 0.41 6 9.00E-04 2.83E+01 30 983.42
15 14 109.42 0.25 6 2.56E-04 7.56E+00 26 920.79
16 15 27.6 0.48 6 4.16E-05 1.13E+00 22 846.35
17 16 20.35 0.55 5 9.26E-07 8.46E-03 14 285.29
18 17 16.07 0.36 4 4.28E-07 3.15E-03 12 229.91
19 18 15.92 0.35 4 3.96E-07 2.70E-03 11 212.96
20 19 16.9 0.33 4 5.05E-07 3.63E-03 10 224.69
21 20 18.76 0.28 5 8.22E-07 6.67E-03 10 253.46
22 21 22.27 0.29 5 9.70E-07 8.45E-03 11 272.02
23 22 21.06 0.35 5 2.39E-06 3.20E-02 14 419.1
24 23 50.45 0.78 5 6.36E-06 2.16E-01 19 1063.2
25 24 70.93 0.95 5 1.60E-05 7.12E-01 25 1393.05
26 25 96.95 1.43 6 2.51E-05 1.16E+00 26 1441.71
27 26 77.07 0.73 6 2.24E-05 1.03E+00 25 1434.16
28 27 64.92 0.88 6 2.26E-05 9.86E-01 23 1359.21
29 28 85.36 1.02 5 1.55E-05 7.69E-01 25 1548.09
30 29 91.37 1.65 5 7.59E-06 4.12E-01 26 1694.4
31 30 56.06 1.86 5 7.30E-06 4.34E-01 27 1854.05
32 31 105.24 1.81 5 1.51E-05 9.08E-01 29 1881.83
33 32 130.39 1.27 5 1.78E-05 1.09E+00 29 1918.2
34 33 70.58 1.86 6 2.44E-05 1.51E+00 29 1934.53
35 34 125.88 1.62 5 6.25E-06 3.67E-01 24 1834.5
36 35 47.54 1.36 5 5.30E-06 1.64E-01 21 968.62
37 36 40.43 0.88 4 6.64E-07 1.11E-02 13 519.88
38 37 29.92 0.56 4 7.60E-07 1.29E-02 13 530.66
39 38 50.03 1.22 5 7.36E-06 3.76E-01 20 1594.31
40 39 139.86 1.45 6 5.16E-05 3.14E+00 28 1899.1
1
215 Riverside Ave., NB, CA
SL148.1
CPT-1
41 40 178.01 1.07 6 5.79E-05 3.80E+00 30 2048.24
42 41 86.63 1,74 6 1.38E-04 9.14E+00 32 2068.04
43 42 212.21 1.09 6 7.24E-05 4.85E+00 30 2092.39
44 43 131.39 1.38 6 1.09E-04 7.21E+00 31 2071.88
45 44 114.6 1.42 6 7.06E-05 5.24E+00 32 2318.34
46 45 228.06 2.28 6 1.59E-04 1.17E+01 34 2296.31
47 46 200.45 0.83 6 4.61E-04 3.35E+01 37 2269.8
48 47 220.65 0.81 6 9.04E-04 5.87E+01 35 2025.7
49 48 233.51 1.12 6 4.89E-04 3.20E+01 33 2042.17
50 49 137.24 1.04 6 3.99E-04 2.77E+O1 34 2165.53
51 50 233.7 1.27 6 3.58E-04 2.53E+01 34 2208.12
2
APPENDIX B
LABORATORY RESULTS
G3SOI [Works
GEOLOGY.GEOTECH .GROUNDWATER
EGA Consultants October 16, 2018
375-C Monte Vista Avenue Project No. 114-523-10
Costa Mesa, California 92627
Attention: Mr. David Worthington, C.E.G.
Subject: Laboratory Test Results
215 Riverside Avenue
Newport Beach, California
Dear Mr. Worthington:
G3SoilWorks, Inc. performed the requested laboratory tests on soil specimens delivered to our
office for the subject project. The results of these tests are included as an attachment to this
report.
We appreciate the opportunity of providing our services to you on this project. Should you have
any questions, please contact the undersigned.
Sincerely,
G3SQiIWorks, Inc. ti J.
No.GE2726
By:
niel J,'Ylorilkawa, ti
RGE 2726, Reg. expiry
Attachment: Laboratory Test Results
350 Fischer Ave. Front 4 Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com
EGA Consultants October 16, 2018
Laboratory Test Results Project No. 114-523-10
215 Riverside Avenue Page 2 of 4
Newport Beach, California
LABORATORY TEST RESULTS
Summarized below are the results of requested laboratory testing on samples submitted to our
office.
Dry Density and Moisture Content
Tabulated below are the requested results of field dry density and moisture contents of
undisturbed soils samples retained in 2.42 — inch inside diameter by one-inch height rings.
Moisture only results were obtained from small bulk samples.
Sample Dry Density, Moisture Content,
Identification pcf %
B-2 @ 2.5' 107.5 15.3
B-2 @ 4.0' 20.0
B-2 @ 6.0' 17.6
B-2 @ 8.0' 25.2
B-3 @ 2.5' 96.3 2.6
B-3 @ 4.0' 4.7
B-3 @ 6.0' 3.7
B-3 @ 8.0' 3.2
B-3 @ 10.0' 13.4
B-3 @ 12.0' 4.9
B-3 @ 14.0' 3.2
B-3 @ 16.0' 4.0
Notes: (*) Denotes small bulk sample for moisture content testing only.
350 Fischer Ave. Front * Costa Mesa, CA 92626 4 P: 714 668 5600 ® www.G3SoilWorks.com
EGA Consultants October 16, 2018
Laboratory Test Results Project No. 114-523-10
215 Riverside Avenue Page 3 of 4
Newport Beach, California
Soil Classification
Requested soil samples were classified using ASTM D2487 as a guideline and are based on
visual and textural methods only. These classifications are shown below:
Sample Identification Soil Description Group Symbol
Silty sand with clay— gray brown,
B-1 @ 0-3 SM
gravel, abundant organics
Silty fine to medium sand with trace
B-2 @ 0-3, SM
clay— brownish gray
B-2 @ 4.0' Silty fine to medium sand —gray SM
brown, micaceous
B-2 @ 8 0' Silty sand with gravel SM
B-3 @ 0-3' Fine to medium sand with trace silt— SP
yellow brown
B-3 @ 4.0' Fine to medium sand with trace silt— SP
brownish gray
B-3 @ 8.0' Fine to medium sand with trace silt— SP
yellowish gray -
B-3 @ 14.0' Medium to coarse sand with trace silt SP
—yellowish brown
Maximum Dry Density and Optimum Moisture Content
Maximum dry density and optimum moisture content test was performed in accordance with
ASTM: D 1557, The results are shown below:
Sample Identification Maximum Dry Density Optimum Moisture
(pcf) Content (%)
B-2 @ 0-3' 119.0 10.5
Expansion Index
A bulk soil sample was tested for expansion potential following the ASTM D-4829 Test
Procedure. Test results are presented below:
Sample Identification Expansion Index Expansion Potential
(UBC 18-1-13)
L7B-3@ 0-3' 0 Very Low
350 Fischer Ave. Front . Costa Mesa, CA 92626 ® P: 714 668 5600 a www.G3SoilWorks.com
EGA Consultants October 16, 2018
Laboratory Test Results Project No. 114-523-10
215 Riverside Avenue Page 4 of 4
Newport Beach, California
Sulfate Content
A selected bulk sample was tested for soluble sulfate content in accordance with Hach
procedure. The test result is shown below:
Water Soluble Sulfate in Soil Sulfate Exposure Class
Sample Identification (percentage by weight (%)) (ACI 318-14, Table 19.3.1.1)
I
B-3 @ 0-3' 0.0012 SO
Direct Shear
The results of direct shear testing (ASTM D3080) are plotted on Figure S-1. Soil specimens
were soaked in a confined state and sheared under varied loads ranging from 1.0 ksf to 4.0 ksf
with a direct shear machine set at a controlled rate of strain of 0.005 inch per minute.
350 Fischer Ave. Front a Costa Mesa, CA 92626 . P: 714 668 5600 - www.G3SoilWorks.com
DIRECT SHEAR TEST
4,000
i.;.
3,750
4.
3,500
i
•r• -
3 250 -
- T T -
.�.y. .t. .}• 4 i 1 .F.
3,000
2,75
0
- - .�. .}.i.
i•f
•1-
2,500
� _
d
2,250
U)
w
2,000
U)
Q 1.750
w
_ - -
1.500 ;.
1,250 0 -
4
.. }.
1,000 1. ,.
750 -- -
500
4. z
250 -
i '
f-
0 -
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000
NORMAL STRESS, PSF
215 Riverside Avenue, Newport Beach COHESION 185 psf.
FRICTION ANGLE 30.0 degrees
symbol boring depth(ft.) symbol boring depth(ft.)
FIGURE S-1
• B-2 2.5 DIRECT SHEAR TEST
PN: 114-523-10 REPORT DATE: 10/16/18
350 Fischer Ave. Fio3it
�^ Costa Mesa,CA 92626
3 '-.; ®1 S Phone:(714)668 5600
— www.(33S01lwoPks coin
FIG. S-1
APPENDIX C
GENERAL EARTHWORKS AND GRADING GUIDELINES
GENERAL EARTHWORK AND GRADING GUIDELINES
I. GENERAL
These guidelines present general procedures and requirements for grading and
earthwork including preparation of areas to be filled, placement of fill, installation
of subdrains, and excavations. The recommendations contained in the
geotechnical report are a part of the earthwork and grading specifications and
should supersede the provisions contained herein in the case of conflict.
Evaluations performed by the consultant during the course of grading may result
in new recommendations which could supersede these specifications or the
recommendations of the geotechnical report.
II. EARTHWORK OBSERVATION AND TESTING
Prior to commencement of grading, a qualified geotechnical consultant should be
employed for the purpose of observing earthwork procedures and testing the fills
for conformance with the recommendations of the geotechnical report and these
specifications. The consultant is to provide adequate testing and observation so
that he may determine that the work was accomplished as specified. It should
be the responsibility of the contractor to assist the consultant and keep him
apprised of work schedules and changes so that the consultant may schedule
his personnel accordingly.
The contractor is to provide adequate equipment and methods to accomplish the
work in accordance with applicable grading codes or agency ordinances, and
these specifications. If in the opinion of the consultant, unsatisfactory conditions
are resulting in a quality of work less than required in these specifications, the
consultant may reject the work and recommend that construction be stopped
until the conditions are rectified.
Maximum dry density tests used to determine the degree of compaction should
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No. SL148 1
November 5,2018
be performed in accordance with the American Society for Testing and Materials
Test Method ASTM: D 1557.
III. PREPARATION OF AREAS TO BE FILLED
1. Clearing and Grubbing: All brush, vegetation, and debris should be
removed and otherwise disposed of.
2. Processing: The existing ground which is evaluated to be satisfactory for
support of fill should be scarified to a minimum depth of 6 inches.
Existing ground which is not satisfactory should be overexcavated as
specified in the following section. Scarification should continue until the
soils are broken down and free of large clay lumps or clods and until the
working surface is reasonably uniform and free of uneven features which
would inhibit uniform compaction.
3. Overexcavation: Soft, dry, spongy, or otherwise unsuitable ground,
extending to such a depth that surface processing cannot adequately
improve the condition, should be over excavated down to firm ground,
approved by the consultant.
4. Moisture Conditioning: Over excavated and processed soils should be
watered, dried-back, blended, and/or mixed, as necessary to attain a
uniform moisture content near optimum.
5. Recompaction: Over excavated and processed soils which have been
properly mixed and moisture-conditioned should be recompacted to a
minimum relative compaction of 90 percent.
6. Benching: Where fills are to be placed on ground with slopes steeper
than 5:1 (horizontal to vertical units), the ground should be benched. The
lowest bench should be a minimum of 15 feet wide, and at least 2 feet
deep, expose firm material, and be approved by the consultant. Other
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No. SL148.1
November 5,2018 2
benches should be excavated in firm material for a minimum width of 4
feet. Ground sloping flatter than 5:1 should be benched or otherwise
over excavated when considered necessary by the consultant.
7. Approval: All areas to receive fill, including processed areas, removal
areas, and toe-of-fill benches should be approved by the consultant prior
to fill placement.
IV. FILL MATERIAL
1. General: Material to be placed as fill should be free of organic matter
and other deleterious substances, and should be approved by the
consultant. Soils of poor gradation, expansion, or strength characteristics
should be placed in areas designated by the consultant or mixed with
other soils until suitable to serve as satisfactory fill material.
2. Oversize: Oversize material defined as rock, or other irreducible material
with a maximum dimension greater than 12 inches, should not be buried
or placed in fill, unless the location, materials, and disposal methods are
specifically approved by the consultant. Oversize disposal operations
should be such that nesting of oversize material does not occur, and such
that the oversize material is completely surrounded by compacted or
densified fill. Oversize material should not be placed within 10 feet
vertically of finish grade or within the range of future utilities or
underground construction, unless specifically approved by the consultant.
3. Import: If importing of fill material is necessary for grading, the import
material should be approved by the geotechnical consultant.
V. FILL PLACEMENT AND COMPACTION
1. Fill Lifts: Approved fill material should be placed in areas prepared to
receive fill in near-horizontal layers not exceeding 6 inches in compacted
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No.SL148.1
November 5,2018 3
thickness. The consultant may approve thicker lifts if testing indicates the
grading procedures are such that adequate compaction is being achieved
with lifts of greater thickness. Each layer shall be spread evenly and
should be thoroughly mixed during spreading to attain uniformity of
material and moisture in each layer.
2. Fill Moisture: Fill layers at a moisture content less than optimum should
be watered and mixed, and wet fill layers should be aerated by
scarification or blended with drier material. Moisture-conditioning and
mixing of fill layers should continue until the fill material is at a uniform
moisture content at or near optimum.
3. Compaction of Fill: After each layer has been evenly spread, moisture-
conditioned, and mixed, it should be uniformly compacted to not less than
90 percent of maximum dry density. Compaction equipment should be
adequately sized and either specifically designed for soil compaction or of
proven reliability, to efficiently achieve the specified degree of
compaction.
4. Fill Slopes: Compacting of slopes should be accomplished, in addition to
normal compacting procedures, by backrolling of slopes with sheepsfoot
rollers at frequent increments of 2 to 3 feet in fill elevation gain, or by
other methods producing satisfactory results. At the completion of
grading, the relative compaction of the slope out to the slope face shall
be at least 90 percent.
5. Compaction Testing: Field tests to check the fill moisture and degree of
compaction will be performed by the consultant. The location and
frequency of tests should be at the consultant's discretion. In general,
the tests should be taken at an interval not exceeding 2 feet in vertical
rise and/or 1,000 cubic yards of embankment.
VI. SUBDRAIN INSTALLATION
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No SL148.1
November 5,2018 4
Subdrain systems, if required, should be installed in approved ground and should
not be changed or modified without the approval of the consultant. The
consultant, however, may recommend and upon approval, direct changes in
subdrain line, grade, or material.
VI I. EXCAVATION
Excavations and cut slopes should be examined during grading. If directed by
the consultant, further excavation or overexcavation and refilling of cut areas
should be performed, and/or remedial grading of cut slopes performed. Where
fill-over-cut slopes are to be graded, unless otherwise approved, the cut portion
of the slope should be made and approved by the consultant prior to placement
of materials for construction of the fill portion of the slope.
Proposed 2-Story Commercial Office Development
215 Riverside Avenue,Newport Beach,CA
Soils Report
Project No.SL148.1
November 5,2018 5
APPENDIX D
USGS Design Maps Detailed Report
USGS Design Maps Summary Report
User—Specified Input
Report Title 215 Riverside Avenue, Newport Beach, CA
Thu October 18, 2.018 04:43:26 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 33.62190N, 117.92365°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
•�5 yA>�t. 'i'
'Fountain Valley s-APOrIk,rlE�'P� �
sr';
.K
•..�.. I_r.+:JShm 4±iaye+a A ryl
.Huntington Beach Ile� irvil4
Costa M esa�' `
,r
7 •.
M ISslon Viejo
Newport Bea k Lagunawoods. Lake For
75 t�guna Hill
Aliso Viej o
• 1
Laguna Beach - vim`
USGS—Provided Output
SS = 1.700 g SMS = 1.700 g Sus = 1.133 g
S1 = 0.627 g SM1 = 0.941 g Spl = 0.627 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
IN[CI:H RoiponseSpe+rtrum Nslign ReipmiiseSpedrum
I.+r .lid,
L Ir
� 137T4 f fiPel
14 1
it I fl-I?
Ilivi .li.l
Inn u,�l u,pi iIN li}yi U<I I,A I.k Ifri I;v �,u -. n-7 n,p nirl u l Inl I Y 14, If" 1.251 -,u
Pcripld,T fu. v) PL-rhkd,T(er)
For PGA,„ T1, CRs, and CR, values, please view the detailed report.
Ait.hough this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein.This tool is not a substitute for technical Subject-rnatte.r knowledge.
ZUSGS Design Maps Detailed Report
ASCE 7-10 Standard (33.6219°N, 117.92365°W)
Site Class D - "Stiff Soil", Risk Category I/II/III
Section 11.4.1 — Mapped Acceleration Parameters
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and
1.3 (to obtain SJ. Maps in the 2010 ASCE-7 Standard are provided for Site Class B.
Adjustments for other Site Classes are made, as needed, in Section 11.4.3.
From Figure 22-1 Ss = 1.700 g
From Figure 22-2[21 S1 = 0.627 g
Section 11.4.2 — Site Class
The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or
the default has classified the site as Site Class D, based on the site soil properties in
accordance with Chapter 20.
Table 20.3-1 Site Classification
Site Class VS N or W,, S.
A. Hard Rock >5,000 ft/s N/A N/A
B. Rock T 2,500 to 5,000 ft/s N/A N/A
C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf
D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf
E. Soft clay soil <600 ft/s <15 <1,000 psf
Any profile with more than 10 ft of soil having the
characteristics:
• Plasticity index PI > 20,
• Moisture content w >_ 40%, and
• Undrained shear strength su < 500 psf
F. Soils requiring site response See Section 20.3.1
analysis in accordance with Section
21.1
For SI: 1ft/s = 0,3048 m/s 1lb/ft2 = 0.0479 kN/m2
Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake
Spectral Response Acceleration Parameters
Table 11.4-1: Site Coefficient Fa
Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period
Ss <_ 0,25 SS = 0.50 SS = 0.75 SS = 1.00 SS >- 1.25
A 0.8 0.8 0.8 0.8 0.8
B 1,0 1.0 1.0 1,0 1.0
C 1.2 1.2 1.1 1,0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of SS
For Site Class = D and SS = 1.700 g, Fa = 1.000
Table 11.4-2: Site Coefficient F,
w
Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period
S, 5 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, ? 0.50
A 0.8 0.8 0,8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.7 1.6 1.5 1.4 1.3
D 2.4 2.0 1.8 1.6 1.5
E 3.5 3.2 2.8 2.4 2.4
F See Section 11,4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S,
For Site Class = D and Sl = 0.627 g, F = 1.500
Equation (11.4-1): SMs = F,,Ss = 1.000 x 1.700 = 1.700 g
Equation (11.4-2): SM1 = F,S1 = 1.500 x 0.627 = 0.941 g
Section 11.4.4 — Design Spectral Acceleration Parameters
Equation (11.4-3): SoS = % SMS = 2/3 x 1.700 = 1.133 g
Equation (11.4-4): Spl = z/3 SMi = 2/3x 0.941 = 0.627 g
Section 11.4.5 — Design Response Spectrum
From Figure 22-12 E31 TL = 8 seconds
Figure 11,4-1: Design Response Spectrum
T<Tfl:S.=SEm(fl.4+OATITo)
TosT5T,:S,=S05
' T>TL:S,-%IT�IT'
e '
T,I=0,1 1 1 Ps=b 5153 1000
")d,7'fAoe9
Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response
Spectrum
The MCER Response Spectrum is determined by multiplying the design response spectrum above by
1.5.
SACS 1 700 --
i
i
i
1
S il,z3�}I
!II a
' I
0 1 1 1 'I's=0 554 1.000
PaW,T(w)
Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic
Design Categories D through F
From Figure 22-7141 PGA = 0.696
Equation (11.8-1): PGA, = FPGAPGA = 1.000 x 0.696 = 0.696 g
Table 11.8-1: Site Coefficient F,GA
Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA
Class
PGA << PGA = PGA = PGA = PGA >_
0.10 0.20 0.30 0.40 0.50
A 0.8 0.8 0.6 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of PGA
For Site Class = D and PGA = 0.696 g, FPGA = 1.000
Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures
for Seismic Design)
From Figure 22-17151 CRs = 0.904
From Figure 22-1.8161 CRl = 0.922
Section 11.6 — Seismic Design Category
Table 11.6-1 Seismic Design Category Based on Short Period f�t�sponse Acceleration Parameter
RISK CATEGORY
VALUE OF Sos
I or II III IV
SDS < 0.167g A A A
0.167g <_ Sos < 0.33g B B C
0.33g S SDS < 0.50g C C D
0.50g 6 Sos D D D
For Risk Category = I and SD, = 1.133 g, Seismic Design Category = D
Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter
RISK CATEGORY
VALUE OF SDI
I or II III IV
SDI < 0.067g A A A
0.067g <_ SDI < 0.133g B B C
0.133g <_ SDI < 0.20g C C D
0.20g <_ SDI D D D
For Risk Category = I and SDI = 0.627 g, Seismic Design Category = D
Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective
of the above.
Seismic Design Category = "the more severe design category in accordance with
Table 11.6-1 or 11.6-2" = D
Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category.
References
1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010._ASCE-
7_Figure_22-1.pdf
2. Figure 22-2: https://earthquake.usgs,gov/hazards/designmaps/downloads/pdfs/2010_ASCE-
7_Figure_22-2.pdf
3. Figure 22-12: https://earthquake.usgs,gov/hazards/designmaps/downloads/pdfs/2010_ASCE-
7_Fi g u re_22-12.pdf
4. Figure 22-7: https://earthquake.usgs,gov/hazards/designmaps/downloads/pdfs/2010_ASCE-
7_Figure_22-7.pdf
5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-
7_Figure_22-17,pdf
6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-
7_Figure_22-18.pdf
APPENDIX E
LIQUEFACTION ANALYSES/SETTLEMENT COMPUTATIONS
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