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GEOTECHNICAL INVESTIGATION
FOR PROPOSED RESIDENTIAL
DEVELOPMENT
LOCATED AT 18 BALBOA COVES
NEWPORT BEACH, CALIFORNIA
Presented to:
GREG MARTIN
18 Balboa Coves
Newport Beach, CA 92663
c/o:
Brad Smith, AIA
425 301h Street, Suite #22
Newport Beach, CA 92663
Prepared by:
EGA Consultants, Inc.
375-C Monte Vista Avenue
Costa Mesa, California 92627
ph (949) 642-9309
fax (949) 642-1290
November 30, 2018
Project No. BS157.1
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375-C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290
engineering
geotechnical
applications
consultants November30, 2018
Project No. BS157.1
Site: Proposed 3-StoU_SFR: 18 Balboa Coves
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 residential 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.
SUMMARY OF RECOMMENDATIONS
Design Item Recommendations
Foundations:
Footing Bearing Pressure. 1,750 psf- building, continuous; 2,250 psf- pad footings
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 Beach Sands
Soil Sulfate Content: Negligible
Building Pad Removals: min. 2'% ft. overexcavation
Soil Maximum Density_ 106.0 pcf at 12.0% Optimum Moisture Content
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" clean sand, underlain by a min. 15 mil thick
moisture barrier, with all laps sealed, underlain by 4" of 1/4-inch gravel (capillary break).
Seismic Values (per CBC 2016,ASCE 7-10):
Site Class Definition (Table 1613.5.2) D
Mapped Spectral Response Acceleration at 0.2s Period, SS 1.709 g
Mapped Spectral Response Acceleration at 1 s Period, S, 0.632 g
Short Period Site Coefficient at 0.2 Period, Fa 1,00
Long Period Site Coefficient at 1 s Period, Fv 1.50
Adjusted Spectral Response Acceleration at 0.2s Period, SN,s 1.709 g
Adjusted Spectral Response Acceleration at 1 s Period, SM, 0.948 g
Design Spectral Response Acceleration at 0.2s Period, Sps 1.139 g
Design Spectral Response Acceleration at 1s Period, Sp, 0.632 g
PGAm= 0.703 g
375-C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290
engzneel•ing
geotechnical
applications
consultant
November 30, 2018
Project No. BS157.1
GREG MARTIN
c/o: Brad Smith, AIA
425 30" Street, Suite #22
Newport Beach, CA 92663
Subject: GEOTECHNICAL INVESTIGATION
FOR PROPOSED RESIDENTIAL DEVELOPMENT
LOCATED AT
18 BALBOA COVES
NEWPORT BEACH, CALIFORNIA
Dear Greg,
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 residential
development at the subject site.
Based on our discussions, the proposed development shall include the demolition of
the existing site structures, and the construction of a new residential dwelling with an
attached garage and associated improvements in its place.
This report presents the results of the investigation (including Liquefaction
Computations) along with grading and foundation recommendations pertaining to the
re-development of the subject lot.
This opportunity to be of service is appreciated. If you have any questions, please call.
Very truly yours,
EGA Consultants, Inc.
DAVID A. WORTHINGTON CEG 2124 J HN F. EGG S
Principal Engineering Geologist Staff Geologist
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Copies: (4) Addressee + `
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375-C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290
November 30, 2018
Project No. BS157.1
GEOTECHNICAL INVESTIGATION
FOR PROPOSED RESIDENTIAL
DEVELOPMENT
LOCATED AT
18 BALBOA COVES
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 18 Balboa Coves, near the western entrance of the Balboa
Peninsula, 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 two (2) exploratory boring to a total depth of 10
feet below existing grade (b.g.);
• Continuous Cone Penetration Test (CPT) sounding to a depth of 50'/z 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 roughly 29 to 60 ft. by 119 to 120 ft., wedge-shaped lot
located at 18 Balboa Coves within the City of Newport Beach, County of Orange. The
lot is located near the west entry of the Balboa Peninsular. For the purpose of clarity in
this report, the lot is bound by Balboa Coves to the north, by channel waters of the
Newport Bay to the south, and by similar single family dwellings to the east and west
(see Plot Plan, Figure 2).
The site is legally described as Lot 18 of Tract No. 1011 (APN 423-031-19).
The Pacific Ocean shoreline is located approximately 1,500 feet southwest of the
property (see Site Location Map, Figure 1).
The subject lot consists of a relatively flat, planar lot with no significant slopes on or
adjacent to the site.
Currently, the lot is occupied by a one-story residence situated on a graded level pad.
An attached two-car garage is located to the northwest of the residence and is
accessed from Balboa Coves. The existing site layout is shown in Figure 2, herein.
All structures are supported on continuous perimeter footings with a combination of
slab-on-grade and raised wood floors.
PROPOSED RESIDENTIAL RE-DEVELOPMENT
Based on our discussions with the project architect, Brad Smith, AIA, the proposed
residential development shall include the demolition of the existing structures, and the
construction of a new three-story residential in its place. An attached garage is
proposed, to be accessed by Balboa Coves.
We assume that the proposed building 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 2,250 and 1,750 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 site is not
expected to vary significantly, with maximum regrades consisting of approximately 1 to
2 feet in the building areas.
18 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No. BS157.1
November 30,2018
The proposed building footprint and site layout is shown in Figure 2, herein.
Based on the topographic and boundary survey, the site elevation is approximately 10
ft. 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. The site survey was not available at the time of this report issuance.
SUBSURFACE EXPLORATION
Our subsurface exploration consisted of the excavation of two (2) exploratory borings
(B-1 and B-2) to a depth of 10 feet below grade (b.g.) and one CPT probe (CPT-1) 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. Al82851054-OOA.
Representative bulk and relatively undisturbed soil samples were obtained for labora-
tory testing. Geologic/CPT logs of the soil boring/probe 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 location 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)
Soil Classification
(ASTM: D 2487)
18 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No.BS 157.1
November 30,2018
k Maximum Dry Density and Optimum Moisture Content
(ASTM: D 1557)
Sulfate Content
(CA 417, ACI 318-14)
Direct Shear
(ASTM D 3080)
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
According to the Orange County Water District (OCWD), there are no water
wells located within the general vicinity of the subject property. The Pacific
Ocean is located approximately 1,500 feet southwest of the property.
Our data indicates that the perched groundwater encountered is subject to
significant tidal fluctuations. Seepage or surface water ponding was not noted
on the subject site at the time of our study. Groundwater was encountered in
our test excavation at a depth of approximately 7Y2 feet b.g..
A tidal chart for the date of the subsurface investigation, October 17, 2018, is
presented as Figure 4, herein.
Geologic Sett ql
According to a United States Geological Survey (USGS) Map of the Newport
Beach Quadrangle the site is approximately 10 feet above Mean Sea Level
(MSL). 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
hydraulic fill soils and/or engineered fill. The shallow soil layer is underlain by
Quaternary-age marine deposits which are described as clean beach sands.
18 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No.BS157.1
November 30,2018
Below the artificial fill, the site is generally underlain by Eolian beach sands (Qe)
and old paralic deposits (Qop, see reference No. 2).
The old paralic deposits are underlain by massive bedrock of the Monterey
Formation (Tm). Roadside exposures of massive bedrock of the Monterey
Formation (Tm) are visible on the inland side of East Pacific Coast Highway
less than 1/2 kilometers northwest and northeast of the site (Banning Ranch and
Dover Shores bluffs).
A Geologic Map is presented as Figure 3, herein (reference: "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).
CPT-1 was advanced on October 26, 2018 by Kehoe Testing & Engineering,
under the supervision of a representative of EGA Consultants. The probe push
reached a total depth of 50Y2 feet below ground. Copies of the data output
results of the Liquefaction Analysis are found in Appendix E, Liquefaction
Analysis.
Based on the geologic map (Figure 3) correlation with the on-site CPT probe
advanced on October 26, 2018, bedrock of the Monterey Formation (Tm) was
likely encountered at approximately 12 feet below grade.
F..i�.,.I.(i.Li13
A review of available geologic records indicates that no active faults cross the
subject property (reference No. 2).
Seismicity+
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), San Joaquin Hills Blind Thrust, Whittier-Elsinore, or
Cucamonga Faults.
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 2 0.69 g
Inglewood (B)
18 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No.BS 157.1
November 30,2018
San Joaquin 5 kilometers beneath 6 (5 0.48 g
Hills Blind the site
Thrust Fault
(B)
Palos Verdes 16 kilometers r 1 0.38 g
(B) southwest
Chino-Cental 40 kilometers northeast 6 7 0.14 g
Avenue (B)
Elsinore (B) 37 kilometers northeast 6 0.16 g
Cucamonga 50 kilometers north- 7 0 0.14 g
(A) 1. 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 hydraulic sands (Qe), paralic deposits (Qop), and
bedrock (Tm). 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 117A,
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 7-10
Standard), the following parameters may be considered:
18 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No.BS157.1
November 30,2018
2016 CBC Seismic Design Parameters
SITE ADDRESS: 18 Balboa Coves,New ort Beach, CA
Site Latitude(Decimal Degrees) 33.6213
Site Longitude(Decimal Degrees) 117.93449
Site Class Definition I 1
Mapped Spectral Response Acceleration at 0.2s Period, SS 1.697 g
Mapped Spectral Response Acceleration at Is Period, S, 0.627 g
Short Period Site Coefficient at 0.2 Period, Fa 1.00
Long Period Site Coefficient at Is Period, Fv 1.50
f
Adjusted Spectral Response Acceleration at 0.2s Period, SMS 1.697 g
Adjusted Spectral Response Acceleration at Is Period, SM, 0.941 g
Design Spectral Response Acceleration at 0.2s Period, SDI 1.131 g
Design Spectral Response Acceleration at Is Period Sp, 0.627 g
In accordance with the USGS Design Maps, and assuming Site Class "D", the
mean peak ground acceleration (PGAm) per USGS is 0.695 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).
FINDINGS
Subsurface Soils
The site lithology is influenced by the bluff deposits adjacent to Pacific Coast
Highway. As encountered in our test borings, the site is underlain by sandy fill
and native materials as follows:
I- I I LL01
Fill soils were encountered in each of the borings to a depth of
approximately two and a half feet b.g. The fill soils consist generally of fine
to very fine, dry to damp, loose to medium dense, silty sands with trace
shell fragments and gravels. The expansion potential of the fill soils was
judged to be very low (E.I. = 0) when exposed to an increase in moisture
content.
Estuarine Sands Qes)
Underlying the fill materials are hydraulic and native sands as encountered
18 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No. BS157.1
November 30,2018
in each of the test borings (B-1, B-2, and CPT-1). The native sands are
approximately 7 to 8 feet thick and underlain by old paralic (Qop), and
Monterey Formation (Tm) bedrock consisting of stiff to very stiff, oxidized,
fine-grained, cohesive, moderately to well-cemented siltstone with clay,
sand and silty clay interbedding to the maximum depths explored.
Monterey Formation (Tm).
Though not encountered in any of the two hand-augered test borings,
the estuarine deposits on the subject site are underlain by deposits of
the Miocene age Monterey Formation. Bedrock exposures are visible
along the inland sides of the Pacific Coast Highway. Bedrock materials
consist generally of marine siltstone and sandstone, siliceous and
diatomaceous, and stiff to very stiff. The bedrock is moderately
weathered becoming less weathered with depth.
Based on the geologic map (Figure 3) correlation with the on-site CPT
probe advanced on October 26, 2018, bedrock of the Monterey Formation
(Tm) was likely encountered at approximately 12 feet below grade.
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.
Based on the laboratory results dated November 14, 2018, the site maximum
dry density is 106.0 pcf at an optimum moisture content of 12.0 % (per ASTM D
1557 — the complete laboratory reports are presented in Appendix B, herein).
LiQLJEFA TIQN ANALY. I (Per P117A).
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 sandy fill, 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
18 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No.BS 157.1
November 30,2018
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
I.M. Idriss and R.W. Boulanger, dated September 8, 2008.
The analysis was provided by one 10-feet deep 4 " diameter hand-auger
borings, and a 50'/z feet deep 17' diameter CPT probe advanced on October
26, 2018. The boring and probe locations are shown in the Plot Plan, Figure 2,
herein.
The soil boring was 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 50Y2 feet is less than 2.0
inches, and in the upper 10 feet less than 1.0 inch (post soil cement remedial
grading); and 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.
6 Additionally, for cohesion treatment of the site sand fills; soil-cement
shall be used in the upper 2% feet. To achieve this, during grading — dry
bags of Portland Cement shall be mixed in the scarified over-excavation
bottoms and into each of the overlying fill lifts. Water via a 2-inch hose
shall be vigorously induced during the pad grading operations.
The foundation specifications outlined above will act to decrease the potential
settlement due to liquefaction and/or seismically induced lateral deformation to
18 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No. BS157.1
November 30,2018
tolerable amounts. The above specifications eliminate the use of piles and
associated construction vibrations and groundwater displacement induced by
caisson drilling or pile-driving. 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.
Other Geoloaic 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 2Y2 feet (plus 6 inches of
scarification) 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 2'/z 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, parking and planter areas). The fill blanket will be
18 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No. BS 157.1
November 30,2018
achieved by re-working (scarifying) the upper 12 inches of the existing grade.
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 2'/2 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. Moles 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 low or 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.
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).
18 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No.BS157.1
November 30,2018
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 and 18 inches for interior beams and
perimeter footings respectively.
At this depth (24 inches) footings founded in fill materials may be designed for
an allowable bearing value of 1,750 and 2,250 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.
Continuous perimeter footings should be reinforced with No. 5 rebar (two at the
top and two at the bottom). 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 O tionalr
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 2,250 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: 2,250 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
coefficient of friction: 0.30
Modulus of Subgrade Reaction ks = 90 Ibs/in3
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
18 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No. BS157.1
November 30,2018
the 2016 CBC. Preliminary laboratory testing indicates the site soils possess
negligible sulfate exposure.
ACI 318-14 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 s SO4<150 ••—
I [S1]
Moderate 0.10<SO4<0.20 I 150<SO4< 1500 II,IP(MS), 0-50 4000
[S2] IS(MS),P(MS)
I(PM)(MS),
(SM)(MS)
Severe 0.20 _< SO4<2.00 1500<SO4< %' 0.45 4500
{S3] 10,000
Very Severe SO4>2.00 SO4> 10,000 V plus 0.45 — 4500
[S4] pozzalan
As a conservative approach, we recommend cement with a minimum concrete
strength f'c of 3,000 psi be used for concrete in contact with on-site earth
materials.
Slabs-on-grade
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 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
visqueen moisture barrier, with all laps sealed, over 4 inches 1/4 -inch crushed
rock (see "Capillary Break," 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.
Capillary Break Below Interior Slabs
In accordance with the 2016 California Green Building Standards Code Section
18 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No.BS 157.1
November 30,2018
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 5.505.2.1 requirement.
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.
New Garage Grade_Beams
The grade beams, reinforced continuously with the garage footings, should be
constructed across the garage entrance, tying together the ends of the garage
footings. The grade beams should be embedded at the same depth as the
adjacent perimeter footings. The grade beams/thickened slab edges should
consist of a clean, cold joint (disregard for monolithic pours).
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 10 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.
18 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No.BS157.1
November 30,2018
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.
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.
Review of Plans
The specifications and parameters outlined in this report shall be considered
minimum requirements and incorporated into the Grading and Foundation
Plans. This office should review the Grading and Foundation Plans when
available.
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 (or thickened edges) and/or grade beams verify the
adequacy of underlying materials.
i 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.
18 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No.BS157.1
November 30,2018
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.
18 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No. BS157.1
November 30,2018 1
Associated References re: Liquefaction Anaivsis
"Dynamic Cone for Shallow In-Situ Penetration Testing, ASTM (D1586) Special Technical
Publication #399," George F. Sowers and Charles S. Hedges, 1966.
"Special Publication 117A: Guidelines for Evaluating and Mitigating Seismic Hazards in
California," by the California Department of Conservation, California Geological Survey, dated
March 13, 1997; Revised September 11, 2008
c "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.
"Soil Liquefaction During Earthquakes" by I.M. Idriss and R.W. Boulanger, dated September 8,
2008.
e "Soils and Foundations, 81h Edition," by Cheng Liu and Jack B. Evett, dated August 4, 2013.
f. "Evaluation of Settlement in Sands due to Earthquake Shaking" by Kahaji Tokimatsu and H
Bolton Seed, Dated August 1987.
"Guidelines for Estimation of Shear Wave Velocity Profiles" By Bernard R. Wair, Jason T
DeJong, Thomas Shantz Pacific Earthquake Engineering Research Center, Dated December,
2012.
11 "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.
1 "Handbook of Geotechnical Investigation and Design Tables" By Burt G. Look, Dated 2007.
"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.
REFERENCES
1, "USGS Topographic Map, 7.5 minute Newport Beach Quadrangles, California-Orange Co.," U.S.
Department of the Interior, U.S. Geological Survey, 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.
"Seismic Hazard Zone Report for the Newport Beach 7.5-Minute Quadrangles, Orange County,
California," by the California Department of Conservation, 1997.
'2015 International Building Code," by the International Code Council, dated June 5, 2014.
"Geologic Map of California, Santa Ana Sheet," Compilation by Thomas H. Rogers, 1965, fifth
printing 1985.
18 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No. BS157.1
November 30,2018
I PANLICt 10dl P L
■
r1E01C,7 sNrr r`
r-,raaniro tf— 1WLYAFYARD K ar
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3 DRAKE 5T 2y
OBTAINED FROM "THE THOMAS GUIDE"
THOMAS BROS. MAPS, ORANGE COUNTY
RAND MCNALLY& COMPANY, DATED 2008
EGA SITE LOCATION MAP Project No: BS157.1
Consultants 18 BALBOA COVES Date: NOV 2018
engineering geotechnical applications NEWPORT BEACH, CALIFORNIA Figure No: 1
NEWPORT BAY CHANNEL
29'
J
Q.
B-2
O
I�
r PROPOSED RESIDENCE
LEGEND
GEOTECHNICAL BORINGS
BY EGA CONSULTANTS
r CONE PENETRATION TEST
BY KEHOE TESTING AND
ENGINEERING
OIL
B-1
CPT-1 60~
BALBOA COVES
References:
"Site Plan, Martin Residence, 18 Balboa Coves,"by Bradford C.Smith,Architect,dated November 7,2018,
"Topographic Survey, 18 Balboa Coves,"by RdM Surveying, Inc.,dated August 29,2018.
EGA PLOT PLAN Project No: BS157.1
Consultants 18 BALBOA COVES Date: NOV 2019
engineering geotechnical applications NEWPORT BEACH, CALIFORNIA Figure No: 2-
Qe
QOP
0
SITE
LOCATION
rt -Beach es
- Qe .: Eolian deposits (late Holocene)—Active or Old paralic deposits, Units 3-6,undivided(late
recently active sand dune deposits; to middle Pleistocene)—Silt, sand and cobbles
unconsolidated. on 45-55 m terraces.
Marine deposits(late Holocene)—Active or �Qgpf�
C?m � �� Old paralic deposits (late to middle Pleistocene)
recently active beach deposits; sand, overlain by alluvial fan deposits—Old paralic
unconsolidated. deposits capped by sandy alluvial-fan deposits.
Estuarine deposits(late Holocene)—Sand, silt,
and clay;unconsolidated, contains variable Capistrano Formation (early Pliocene and Miocene)
amounts of organic matter. Siltstone facies—Siltstone and mudstone;white to
Old paralic deposits, Unit 4(late to middle pale gray,massive to crudely bedded,friable.
�
Pleistocene)—Silt, sand and cobbles resting on Monterey Formation (Miocene)—Marine
34-37 m Stuart Mesa terrace.Age about 200,000- siltstone and sandstone;siliceous and
300,000 years. diatomaceous.
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
i
Survey.Published 2006.1:100,000scale.
EGA GEOLOGIC MAP Project No: BS157.1
Consultants 18 BALBOA COVES Date: NOV 2018
engineeringgeotechnicalapplications NEWPORT BEACH, CALIFORNIA Figure No: 3
Balboa Pier, Newport Beach, California Tide Chart
Requested time: 2018-10-17 Wed 12:00 AM PDT
Balboa Pier, Newport Beach, California
10-16 Tue 10-17 Wed 10-17 Wed 10-17 Wed 10-18 Thu 10-18 Thu 10-18 Thu 10-18 Thu
:24 PM PDT 6:40 AM PDT 11:45 AN PDT 4 504 PM PDT 12:17 AM PDT 7:07 AN PDT 12:38 PM PDT 5:58 PM PDT
7 ft
6 ft
5 ft
4 ft
3 ft —
2 ft
L ft
0 ft
[} 11 12 1 2 3 4 5 6 7 8 9 10 11 iY i t .1 4 5F� 7 R 9 :p '.1 L2 1 2 .3 4 5 6 'i 9 9 1D U t2 3 4 5 h.
Balboa Pier, Newport Beach, California
33.6000° N, 117.9000° W
2018-10-17 Wed 6:40 AM PDT 3.9 feet High Tide
2018-10-17 Wed 6:58 AM PDT Sunrise
2018-10-17 Wed 11:45 AM PDT 3.0 feet Low Tide
2018-10-17 Wed 4:54 PM PDT 4.1 feet High Tide
2018-10-17 Wed 6:15 PM PDT Sunset
2018-10-18 Thu 12:17 AM PDT 0.8 feet Low Tide
2018-10-18 Thu 6:58 AM PDT Sunrise
2018-10-18 Thu 7:07 AM PDT 4.1 feet High Tide ��, ..h%ha brdp1.UAm.F
2018-10-18 Thu 12:38 PM PDT 2.6 feet Low Tide """ R' '' C..t"hf—'.
IR HY
2018-10-18 Thu 5:58 PM PDT 4.3 feet High Tide '
2018-10-18 Thu 6:14 PM PDT Sunset F'`prenh°oce,i is ,CAfdroj*
2018-10-19 Fri 12:57 AM PDT 0.6 feet Low Tide Ne po Bm En"nce.Comnadel.lMr.•C.ihforlua
2018-10-19 Fri 6:59 AM PDT Sunrise
2018-10-19 Fri 7:29 AM PDT 4.4 feet High Tide
2018-10-19 Fri 1:15 PM PDT 2.1 feet Low Tide
2018-10-19 Fri 6:12 PM PDT Sunset
2018-10-19 Fri 6:47 PM PDT 4.5 feet High Tide
2018-10-20 Sat 1:29 AM PDT 0.6 feet Low Tide
2018-10-20 Sat 7:00 AM PDT Sunrise
2018-10-20 Sat 7:49 AM PDT 4.6 feet High Tide
2018-10-20 Sat 1:48 PM PDT 1.6 feet Low Tide
2018-10-20 Sat 6:11 PM PDT Sunset
2018-10-20 Sat 7:27 PM PDT 4.7 feet High Tide
2018-10-21 Sun 1:56 AM PDT 0.6 feet Low Tide
TIDAL CHART Project No: BS157.1
Consultants 18 BALBOA COVES Date: NOV 2018
engineering geotechnical applications NEWPORT BEACH, CALIFORNIA Figure No: 4
APPENDIX A
GEOLOGIC LOGS
and
CPT Data Report by Kehoe Drilling &Testing
(B-1, B-2, and CPT-1)
i
UNIFIED SOIL CLASSIFICATION SYSTEM
ASTM D-2457
UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART LABORATORY CLASSIFICATION CRITERIA
COARSE-GRAINED SOILS
{more than 50%of material is larger than No 200 sieve size.)
i Clean Gravels(Less than 5%fines) D D
C _ 60 greater than 4.C 3 between 1 and A Well-graded gravels,gravel-sand Gi - 9 c
GW mixtures,little or no fines GW D10 Di zaw
GRAVELS **w
More than 50% I GP I Poorly-graded gravels.gravel-sand
of coarse -- mixtures,little or no fines GP Not meeting all gradation requirements for GW
fraction larger Gravels with fines(More than 12%fines)
IhEiri No.4 l ro
'`1e"TM qua GM Silty gravels,gravel-sand-sill mixtures GM Atterberg limits below"A" Above"A"line with P.I.between
+ line or P.I.less than 4
— - — 4 and 7 are borderline cases
GC Clayey gravels.gravel-sand-clay �,C Atterberg limits above"A" requiring use of dual symbols
I mixtures line with P.I.greater than 7
'r
Clean Sands(Less than 5°i finest D D
I' I • - SI] groalar thuri cl 30 between 1 and 3
yr, Ydall-radve,sands.gravelly sands. SW p xD
li111e or nu iir*s 10 i a 60
SANDS
50°4,or rnore .p l"14Soily ryada�d sands,gravelly sands.
of coarse I Ilillgrf Ni
]flrtC3 $p m Not meeting all gradation requireents for GW
fraction smaller Sands with fines(More than 12%o fines)_
than No.4 ., -- t,
siev+r size SM Silty sands,sand-silt mixtures SM Atterberg limits below"A" Limits plotting in shaded zone
line or P.I.less than 4 with P.I.between 4 and 7 are
F Atterberg lirrrits above"A" borderline cases requiring use
SC Clayey sands,sand-clay mixtures Sf� of dual symbols
line with P.I greater than 7
FINE-GRAINED SOILS
(50% of rnore of material is smaller than No.200 sieve size.) Determine percentages of sand and graver from grain-size curve Depending
on percentage of fines(fraction smaller than No.200 sieve size).
Inorganic sills and very fine sands.rock coarse-grained sods are Classified as follows.
I
SILTS ML flour,silty of clayey fine sands or clayey Less than 5 percent .......... . P OW.GP.SW.S
AND Sills with Slight plasticity More than 12 percent ............ ...... ... .. .. GM.GC,Srv1.SC
CLAYS I Inorganic clays of low to medium 5 to 12 percent...................Borderline cases requiring dual symbols
Liquid limit CL plasticity.gravelly clays,sandy clays,
Less than silty clays.lean clays PLASTICITY CHART
OL Organic silts and organic silty clays of 60
low plasticity :.
e
— 50
100rgafiic Sills,micaceous or a CH
bll I diatomaceous fine sandy or silty soils,
SILTS elastic silts i 1 4U AiINE
AND T PI-0.73(LL-20)
CLAYS Inorganic clays of high plasticity,fat 30
CH I CL t4H30H
Liquid limit � Clays
50�ti, � 20
or greaten
ON Organic clays of mediuni to high 10
plasticity,organic sillsHIGHLY g r ML80L
— - O+a 111 in 40 50 or) #0 84 5(s trhi
ORGANIC PT Peat and other highly organic soils LIQUID LIMIT(LL)(%)
SOILS
RELATIVE 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: BS157.1 Boring No: B-1
Project: 18 Balboa Coves, Newport Beach, CA Boring Location. See Figure 2
Martin Residence
Date Started'. 10/17/2018 Rig: Mob. 4" augers
Date Completed: 10/17/2018 Grnd Elev. +/- 10 ft. NAVD88
Sample Direct
Type c Shear
rn
Thin Wall 2.6"Ring V) _ v~i
LL a Tube �Sample � � C ( � �
~ Y C O 0 �
Q o ulk �"'�'�Standar ! split Static't+Water a) r E U w
to a m Sample ED Spoon Sample = Table �i M _
o O tj x O
FILL: Grayish brown, silty fine to medium sand with
1 sm shell fragments, trace gravel, organics, dry, loose to opt r
medium dense. a.3 8A.? 106.0 31.0 70 120%
sP At 2.5 ft.: Becomes yellow brown, fine to Sulf
SM Z med. grained silty sand, dry, medium dense. 3.4 53ppm
At 4 ft.: Yellow brown, fine to medium silty sand
micaceous, dry, med dense. 2.2
At 6 ft.: Same, more shells, less mica, dry to damp.
At 7 ft.: Groundwater at 7.5 ft. 27.1
CL At 8 ft. Becomes gray silty clay, non-plastic, stiff.
1�
Total Depth: 10.0 ft.
Groundwater at 7.5 ft.
No caving (borehole cased)
Backfilled and Compacted 10/17/2018
20
i
30
35
4Q
Figure
EGA Consultants A-1
LOG OF EXPLORATORY BORING Sheet 1 of 1
Job Number: BS157.1 Boring No: B-2
Project: 18 Balboa Coves, Newport Beach, CA Boring Location: See Figure 2
Martin Residence
Date Started: 10/17/2018 Rig. Mob. 4" augers
Date Completed: 10/17/2018 Grnd Elev. +/- 10 ft. NAVD88
Sample �, Direct
Type o x Shear
W
Thin Wall 2.5"Ring
9
U- CL Tube ®Sample — v w
Y U c .N ❑
Bulk. Standard Split Static Water w
oCO o ao z Sample m Spoon Sample = Table N ail-I ' T_
o0 w O
SOIL DESCRIPTIGN
FILL: Grayish brown, silty fine to medium sand with
I am shell fragments, trace gravel, organics, moist, loose ovi r
to medium dense. 8.5 92.8 106.0 131.0 70 12 0%
SID At 2.0 ft.: Becomes yellow brown, fine to suilf
med. grained silty sand, dry, medium dense. 40
5 At 4 ft.: Yellow brown, fine to medium silty sand
SM smicaceous, dry, med dense. 3 1
At 6 ft.: Same, more shells, less mica, dry to damp.
At 7 ft.: Groundwater at 7.5 ft., dense. 3 9
L At 8 ft. Becomes gray silty clay, non-plastic, stiff.
10 -
Total Depth: 10.0 ft.
Groundwater at 7.5 ft.
No caving (borehole cased)
Backfilled and Compacted 10/17/2018
�a
75
I
30
3s
4a
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APPENDIX B
LABORATORY RESULTS
G3SOI [Works
GFOLOGY•GEOTECH-GROUND WATER
EGA Consultants November 14, 2018
375-C Monte Vista Avenue Project No. 114-534-10
Costa Mesa, California 92627
Attention: Mr. David Worthington, C.E.G.
Subject: Laboratory Test Results
18 Balboa Coves
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,
G3SoilWorks, Inc. woeC.
C 85642
By:
Adam C. Rich, P. 1P crO.
RCE 85642, Reg. e
Attachment: Laboratory Test Results
t
350 Fischer Ave. Front - Costa Mesa, CA 92626 P: 714 668 5600 www.G�SoilWorks.com
I
EGA Consultants November 14, 2018
Laboratory Test Results Project No. 114-534-10
18 Balboa Coves Page 2 of 3
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-1 @ 2.5' 84.7 3.3
B-1 @ 4.0' 3.4
B-1 @ 6.0' 2.2
B-1 @ 8.0' 27.1
B-2 @ 2.5' 92.8 8.5
B-2 @ 4.0' 4.0
B-2 @ 6.0' 3.1
B-2 @ 8.0' 37.9
Notes: (*) Denotes small bulk sample for moisture content testing only.
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 fine to medium sand with gravel
B-1 @ 0-3' and shell fragments—gray brown, SM
copious organics
B-2 @ 2.5' Fine to medium sand with trace silt— Sp
yellow brown, shell fragments
B-2 @ 4.0' Fine to medium sand with trace silt— P
yellow brown, micaceous
Fine to medium sand with trace silt—
B-2 @ 6.0' yellow brown, shell fragments, SP
slightly micaceous
350 Fischer Ave. Front Costa Mesa, CA 92626 •- P: 714 668 5600 www.G3$oilWorks.com
EGA Consultants November 14, 2018
Laboratory Test Results Project No. 114-534-10
18 Balboa Coves Page 3 of 3
Newport Beach, California
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 I Maximum Dry Density Optimum Moisture
(pcf) Content (/o)
B-1 @ 0-3' 106.0 12.0
Sulfate Content
A selected bulk sample was tested for soluble sulfate content in accordance with Hach
procedure. The test result is shown below:
Sample Identification j Water Soluble Sulfate in Soil Sulfate Exposure Class
(Percentage by weight (/o)) (ACI 318-14, Table 19.3.1.1)
B-1 @ 0-3' 0.0053 sc
Wet Dena ty
A composite of samples identified as B-1 @ 4.0, 6.0 and 8.0 feet was remolded to the dry
density obtained from B-1 @ 2.5' feet. This soil specimen was then soaked and reweighed and
the resulting wet density of this sample was determined to be 125.7 pcf
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 - Costa Mesa. CA 92626 . P_ 714 668 5600 - www,G3SoilWorks.com
DIRECT SHEAR TEST
Undisturbed
4,000
3,750
3,500
3,250 . . ' .
3,000
2,750
ILL 2,500
2,250 .
w .. .. ... .. . ... .. .. .... .
2,000 —. . -
IY
Q 1,750
w '.
1,500 - -
1,250 : : . .
1,000 �..t,.
75 :- . . : - . . : . . . . .
500 -- —
250
0
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000
NORMAL STRESS,PSF
18 Balboa Coves, Newport Beach COHESION 70 psf.
FRICTION ANGLE 31-0 degrees
symbol boring depth(ft.) SyerkW boring depth(ft.)
FIGURE S.-
0-1 ZP.5 DIRECT SHEAR TEST
PN: 114-534-10 REPORT DATE: 1 1/1 41201 8
350 Fischer Av, Front
aC) '.Works thou fin14 -j. iiS600
Phone:(%14) .',.. F;OO
" wwvv.G?�,oilV�'nrks.corn
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.
tl. 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 be
performed in accordance with the American Society for Testing and Materials Test
Method ASTM: D 1557.
18 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No. BS157.1
November 30.2018
III PREPARATION OF AREAS TO BE FILLED
1. Clearing and Grubbing: All brush, vegetation, and debris should be removed and
otherwise disposed of.
2. Processinq: 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 Conditioninq: 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 benches should be excavated
in firm material for a minimum width of 4 feet. Ground sloping flatter than 5:1
1 should be benched or otherwise over excavated when considered necessary by
I
the consultant.
18 Balboa Coves,Newport Beach,CA
I Soils Report-Martin Residence
Project No BS 157.1
November 30.2018
t
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.
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 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
13 Balboa Coves,Newport Beach,CA
Soils Report-Martin Residence
Project No.BS 15T]
November 30.2018
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
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
IS Balboa Coves.Newport Beach,CA
Soils Report-Martin Residence
Project No. BS 157.1
November 30.2018
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.
i
i
18 Balboa Coves, Newport Beach,CA
Soils Report-Martin Residence
Project No. BS157.1
November 30,2018
APPENDIX D
USGS DESIGN MAPS DETAILED REPORT
USGS Design Maps Summary Report
User—Specified Input
Report Title 18 Balboa Coves, Newport Beach, CA
Fri November 30, 2018 23:39:10 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 33,62130N, 117,93449°W
Site Soil Classification Site Class D — "Stiff Soil"
Risk Category I/II/III
t:5.M cfAo tot
nf,RP 5A.R
'Fountain Valley s.a��Nr_ras5a
If41_jj C-)A.tNott SfA7fORtt't•
°a .Huntington Beach Irvine
Costa Mesa.
NewportBelgh � I.at�uiiawoncl3Mi5sion Vie
r
Lake F.
# = Lpgtpna l
�►fisoViejs+ '.
Laguna Dead -
f
USGS—Provided Output
S, = 1.697g SM, = 1.697g SP = 1.131g
St 0.627 g SMt = 0.9.41 g S131 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.
NIC E,, Response Sptvfruni D�slgrn Response Sp-LT(runl
r ' h4
,* '4
4 I
_tom - I I
Pi'I'H1{j,'1 IiIO �t'1'rHH�,'1'IsiY•I
For PGA,,,, T„ C,;S, and C,t, values, please view the detailed report.
Aithouoh th,e. Information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
oc:..a duta contained therein. This tool is not a substitute for technical subject-matter knowledge
t
ZUSGS Design Maps Detailed Report
ASCE 7-10 Standard (33.62130N, 117.93449°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
r 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 S,). Maps in the 2010 ASCE-7 Standard are provided for Site Class B.
r
Adjustments for other Site Classes are made, as needed, in Section 11.4.3.
From Figure 22-11'] Ss = 1.697 g
From Figure 22-2 E21 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 j9,, s
A. Hard Rock >5,000 ft/s N/A N/A
B. Rock 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 s < 500 psf
F. Soils requiring site response See Section 20.3.1
analysis in accordance with Section
21.1
For SI: lft/s = 0.3048 m/s 11b/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 F,
f 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
See Section 11.4.7 of ASCE 7
I Note: Use straight-line interpolation for intermediate values of SS
For Site Class = D and SS = 1.697 g, F� = 1.000
Table 11.4-2. Site Coefficient F,
Site Class Mapped MCE a Spectral Response Acceleration Parameter at 1-s Period
S, <_ 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
a 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 S1 = 0.627 g, F = 1.500
Equation (11.4-1): SN,, = F,,S, = 1.000 x 1.697 = 1.697 g
Equation (11.4-2): SN = FS1 = 1.500 x 0.627 = 0.941 g
Section 11.4.4 — Design Spectral Acceleration Parameters
Equation (11.4-3): Sos = % SN,s = Z/a x 1.697 = 1.131 g
Equation (11.4-4): Sol = % Sr,l = z/a x 0.941 = 0.627 g
Section 11.4.5 — Design Response Spectrum
From Figure 22-12[31 T! = 8 seconds
Figure 11.4-1: Design Response Spectrum
T<T3 S,=SC9(0.4+MT/To
To S T 5 T5,Sa SAS
Tq<TsTL:S.=SDI/T
T}T�:So=S"T,/T2
t
b ;
2
I' = III I = +
1`leUd. K isLV;
Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum
The MCE Response Spectrum is determined by multiplying the design response spectrum above by
1.5.
I
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7
C
y
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Y '
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C
C
1:
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Section 11.8.3 — Additional Geotechnical Investigation Report Requirements for Seismic
Design Categories D through F
From Figure 22-7 Ell PGA = 0.695
Equation (11.8-1): PGA, = F11APGA = 1.000 x 0.695 = 0.695 g
Table 11,8-1: Site Coefficient FPGA
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 0.8 0.8 0.8
a 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 = 0.695 g, Fpc = 1.000
Section 21.2.1.1 — Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for
Seismic Design)
From Figure 22-17 CR5 = 0.904
From Figure 22-18 Ceti = 0.921
Section 11.6 — Seismic Design Category
Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter
RISK CATEGORY
VALUE OF SDs
I or II III IV
SDI < 0.167g A A
0.167g <_ SDI < 0.339 9 $ C
0.33g <_ SDI < 0.509 C C D
0.50g <_ SDI D D D
For Risk Category = I and Sps = 1.131 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 5 SDI < 0.133g B B
0.133g 5 SDI < 0.209 C `: D
0.20g 5 SDI
For Risk Category = I and Sol = 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-
I.pdf
2. Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure422-
2.pdf
3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-
12.pdf
4. Figure 22-1: https://earthquake.usgs,gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7—Figure_22-
7.pdf
S. 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
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