HomeMy WebLinkAbout20210326_Geotechnical Investigation_3-18-2021I
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EGA Consultants, Inc.
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Fax #: Vi afax:() -Ph:714-71 7-7542
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Subject: PROJECT MEMORANDUM -PROPOSED SEA WALL/BULKHEAD Soil Parameters
RESIDENTIAL DOCKSIDE LOT:
630 VIA LIDO NORD
NEWPORT BEACH, CALIFORNIA
Date: March 18, 202 1
Pages: l , including thi s cover sheet.
Reference: "Geotechnical Investigation for Proposed Residential Development Located at 630 Via Lido Nord,
Newport Beach, California," by EGA Consultants, Inc. dated October 4, 2019.
Project Memo-
Please in corporate the fo llowing specifications for the new bulkhead and tiebacks (helical anchors or cables),
assuming a Safety Factor of 1.5:
Unit weight of soil (in situ moisture):
Unit weight of soil (saturated):
Active pressure (saturated sand):
Active pressure (submerged):
At-Rest Pressure (in situ moisture):
At-Rest Pressure (saturated):
At-Rest Pressure (submerged):
Seismic Earth Pressure (Kh):
Passive Pressure:
Passive Pressure (submerged):
Cohesion:
Angle of Internal Friction:
11 O pcf
125 pcf
40 psf/ft
90 psf/ft (includes 62.4 pcf water pressure)
50 pcf
100 pcf
35 psf/ft (includes 62.4 pcf water pressure)
22 pcf (rectangular soil pressure distribution)
300 psf/ft
200 psf/ft
60 psf
30.0 degrees
Hydrostatic loads (groundwater) should be added to these EFP values below the tidal high elevation of 7.0 ft
above MSL (NAVO 88).
A passive earth pressure increasing at a rate of 300 pounds per square foot per foot of width of a
bulkhead/seawall panels, per foot of depth, to a maximum value of 3,000 pounds per square foot may be
used to determine lateral resistance for seawall.
All future excavations and compaction backfill shall be inspected and
tested by the geotechnical consultant. From the desk of ...
This memo shall be considered an addendum to our Soils Report dated
October 4, 2019.
Thank You
cc. Ian Harrison, Architect
David A. Worthington, CEG 2124
EGA CONSULTANTS, Inc.
375-C Monte Vista Avenue
Costa Mesa, CA 92627
(949) 642-9309
Fax (949) 642-1290
375-C Mo n te Vist a Avenu e • Cos t a Mesa, CA 92 627 • (9 49) 64 2 -9309 • FAX (9 49) 64 2-1290
PA2021-069
£\TC Hazards by Location
Search Information
Address:
Coordinates:
Elevation:
Timestamp:
Hazard Type:
Reference
Document:
Risk Category:
Site Class:
630 Via Lido Nord, Newport Beach, CA 92663,
USA
33.6125061, -117.914701
11 ft
2021-03-18T22:14:04.311Z
Seismic
ASCE7-16
II
D-default
Basic Parameters
Name Value Description
Ss 1.385 MCER ground motion (period=0.2s)
S1 0.493 MCER ground motion (period=1.0s)
Google
SMs 1.662 Site-modified spectral acceleration value
SM1 * null Site-modified spectral acceleration value
Sos 1.108 Numeric seismic design value at 0.2s SA
So1 * null Numeric seismic design value at 1.0s SA
* See Section 11.4.8
•Additional Information
Name Value Description
SDC * null Seismic design category
Fa 1.2 Site amplification factor at 0.2s
Fv * null Site amplification factor at 1.0s
CRs 0.906 Coefficient of risk (0.2s)
CR1 0.919 Coefficient of risk (1.0s)
PGA 0.606 MCEG peak ground acceleration
FpGA 1.2 Site amplification factor at PGA
PGAM 0.727 Site modified peak ground acceleration
Catalina Island . · · Essential . ·
· Fish Habrtat.: :
PA2021-069
..
h 8
SsRT 1.385
SsUH 1.529
SsD 2.614
S1RT 0.493
S1UH 0.536
S1D 0.825
PGAd 1.056
* See Section 11.4.8
Long-period transition period (s)
Probabilistic risk-targeted ground motion (0.2s)
Factored uniform-hazard spectral acceleration (2% probability of
exceedance in 50 years)
Factored deterministic acceleration value (0.2s)
Probabilistic risk-targeted ground motion (1.0s)
Factored uniform-hazard spectral acceleration (2% probability of
exceedance in 50 years)
Factored deterministic acceleration value (1.0s)
Factored deterministic acceleration value (PGA)
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building
code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before
proceeding with design.
Disclaimer
Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility
or liability for its accuracy. The material presented in the report should not be used or relied upon _for any specific application without
competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does
not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge
in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the
report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of
this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the
building site described by latitude/longitude location in the report.
PA2021-069
I
EGA
consultants
GEOTECHNICAL INVESTIGATION
FOR PROPOSED SINGLE FAMILY DWELLING
LOCATED AT
630 VIA LIDO NORD (Lido Island)
NEWPORT BEACH, CALIFORNIA
Presented to:
Mr. Daniel Kruse
630 Via Lido Nord
Newport Beach, CA 92663
c/o:
Ian Harrison, AIA
3086 Country Club Drive
Costa Mesa, CA 92626
Prepared by:
EGA Consultants, Inc.
375-C Monte Vista Avenue
Costa Mesa, California 92627
ph (949) 642-9309
fax (949) 642-1290
October 4, 2019
Project No. IH207.1
mgi11eeri11g
geoteclmical
applications
375-C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290
PA2021-069
consultants
October 4, 2019
Project No. IH207.1
Site: Proposed 3-Story Single Family Dwelling: 630 Via Lido Nord
Newport Beach (Balboa Island), California
Executive Summary
engineering
geotechnical
applications
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 per City
policy CBC 1803.11 -12.
SUMMARY OF RECOMMENDATIONS
Design Item
Mat Slab Foundation:
Mat Slab Bearing Pressure:
Footing Bearing Pressure Conventional:
Passive Lateral Resistence:
Coefficient of Friction:
Building Pad Over-Excavation:
Soil Expansion:
Soil Sulfate Content:
Building Pad Over-Excavation:
Sandy Soil Max. Density:
Recommendations
min. 12 inches with thickened edges(+ 6 inches)
with no. 5 bars @ 12" o.c. each way, top and bottom
1,000 psf
1,750 psf -building, continuous; 2,250 psf -pad footings
250 psf per foot
0.30
min. 2½ ft. below existing grade, + scarify bottom 6 in.
Non-Expansive Silty Sands
Negligible
min. 2½ ft. below ex. grade, +6" scarify & treat bottom
114.0 pcf@ 13.0 % Opt. Moisture
* Concrete building slabs shall be underlain by 2" clean sand, underlain by a min. 15 mil thick
vapor barrier, with all laps sealed, underlain by 4" of ¾-inch gravel (capillary break).
Seismic Values (per CBC 2016, ASCE 7-10):
Site Class Definition (Table 1613.5.2)
Mapped Spectral Response Acceleration at 0.2s Period, s.
Mapped Spectral Response Acceleration at 1 s Period, S1
Short Period Site Coefficient at 0.2 Period, Fa
Long Period Site Coefficient at 1 s Period, F v
Adjusted Spectral Response Acceleration at 0.2s Period,· SMs
Adjusted Spectral Response Acceleration at 1s Period, SM1
Design Spectral Response Acceleration at 0.2s Period, S08
Design Spectral Response Acceleration at 1 s Period, S01
D
1.719 g
0.635 g
1.0
1.5
1.719g
0.952 g
1.146 g
0.635 g
PGAm = 0.709 g
375-C Mo nte V is ta Ave nu e • Costa M esa, CA 92627 • (949) 64 2 -9309 • FAX (949) 642-1290
PA2021-069
consultants
engineering
geotechnical
applications
October 4, 2019
Project No. IH207.1
MR. DANIEL KRUSE
630 Via Lido Nord
Newport Beach, CA 92663
c/o: Ian Harrison, AIA
Subject: GEOTECHNICAL INVESTIGATION
FOR PROPOSED RESIDENTIAL DEVELOPMENT
LOCATED AT
Dear Daniel,
630 VIA LIDO NORD (Lido Island)
NEWPORT BEACH, CALIFORNIA
In accordance with your request and with the 2016 CBC, 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 site.
It is our understanding that the proposed re-development shall include the demolition of
the existing residence and the construction of a new residential dwelling with associated
improvements.
This report presents the results of the investigation (including Liquefaction
Computations) along with grading and foundation recommendations pertaining to the
development of the proposed residential development.
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
Principal Engineering Geologist
cc: (3) Addressee
Staff Geologist
375-C Mon te Vi sta Avenu e• Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290
PA2021-069
GEOTECHNICAL INVESTIGATION
October 4, 2019
Project No. IH207.1
FOR PROPOSED RESIDENTIAL DEVELOPMENT
LOCATED AT
INTRODUCTION
630 VIA LIDO NORD (Lido Island)
NEWPORT BEACH, CALIFORNIA
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 630 Via Lido Nord, in the City of Newport Beach (Lido
Island), 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 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 borings to a total depth of
1 0½ feet below existing grade (b.g.);
• Continuous Cone Penetration Test (CPT) sounding to a depth of 50½ feet
below grade (results of the CPT sounding 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 117 A);
• Preparation of this report presenting our findings, conclusions, and
recommendations.
2
PA2021-069
GENERAL SITE CONDITIONS
The subject property is an approximate 32 ft. wide by 90 ft. long, rectangular lot located
at 630 Via Lido Nord within the City of Newport Beach, County of Orange. The bayfront
lot is located on the northern edge of Lido Island (within the eastern third of the island).
For the purpose of clarity in this report, the lot is bound by Via Lido Nord to the south,
by the seawall bulkhead and the Newport Bay to the north, and by similar residences to
the east and west.
Channel waters of the Newport Bay are located adjacent to the property seawall. The
Pacific Ocean shoreline is located approximately ½-mile to the southwest of the
property, across the Balboa Peninsula (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. The lot size is roughly 2,880 sq . ft.
Currently, the lot is occupied by a two-story home situated on a graded level pad . All
structures are supported on continuous perimeter footings with slab-on-grade floors.
An attached two car garage is located to the south of the residence and accessed by
Via Lido Nord.
The site is legally described as Lot 61 of Tract 907 in the City of Newport Beach,
Orange County, California (APN 423-231 -08).
The property layout is shown in the Plot Plan, Figure 2, herein.
PROPOSED RESIDENTIAL DEVELOPMENT
Based on a review of the preliminary plans by the project architect, Ian Harrison, the
proposed residential development shall include the demolition of the existing structures,
and the construction of a new three-story, single family dwelling with an attached two-
car garage. The proposed square footage of the new residence are reported as
follows:
First Floor:
Second Floor:
Third Floor:
Garage:
Total:
980.54 sq ft.
1,433.12 sq ft.
35.90 sq ft.
450.12 sq ft.
2,899.68 sq ft.
No basement or retaining walls are planned.
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
630 Via Lido Nord, Newport Beach (Lido Island), CA
Soils Report -Kruse Residence
Project No. 11-1207.1
October 4. 20 I 9 3
PA2021-069
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.
Based on the digital elevation model by NOAA National Centers for Environmental
Information (NCEI -NAVD88, Last Modified September 23, 2016), the site elevation is
approximately 12 ft. above MSL (see reference No. 10). 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 proposed residence footprint and layout is shown herein (see Plot Plan, Figure 2).
SUBSURFACE EXPLORATION
Our subsurface exploration consisted of the excavation of two (2) exploratory borings
(B-1 and B-2) to a maximum depth of 1 0½ feet below grade (b.g.) and one CPT probe
(CPT-1) to a depth of 50½ 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.
A 192251130-00A.
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/s 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:
630 Via Lido Nord, Newport Beach (Lido Island), CA
Soi Is Report -Kruse Residence
Project No. II-1207. I
October 4, 20 I 9 4
PA2021-069
*
*
*
*
*
Dry Density and Moisture Content
(ASTM: D 2216)
Soil Classification
(ASTM: D 2487)
Maximum Dry Density and Optimum Moisture Content
(ASTM: D 1557)
Sulfate Content
(CA 417, ACI 318-14)
Direct Shear
(ASTM D 3080)
All laboratory testing was performed by our sub-contractor, G3SoiIWorks, 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
According to the Orange County Water District (OCWD), there are no water
wells located within the general vicinity of the subject property. Channel waters
of th e Newport Bay are located north and adjacent to the bayfront. The Pacific
Ocean shoreline is located approximately ½-mile to the southwest of the
property (across the Balboa Peninsula).
Seepage or surface water ponding was not noted on the subject site at the time
of our study. Our data indicates that the groundwater encountered is subject to
significant tidal fluctuations. Groundwater was encountered in our test
excavation at depth of approximately 8 feet b.g .. Based on our review, the
groundwater highs approach the tidal highs in the bay, and groundwater lows
drop slightly below mean sea level. From a construction standpoint, any
excavations advanced down to within the tidal zones should be expected to
experience severe caving.
A tidal chart typical for the week of August 27, 2019, is presented as Figure 4,
herein.
630 Via Lido Nord, Newport Beach (Lido Island), CA
Soi Is Report -Kruse Residence
Project No. IH207. I
October 4.2019 5
PA2021-069
Lido Island Topography and Bathymetry
Elevations across the Island range from 10 feet along the bulkhead lines at the
seawall perimeters; ascending to almost 16 feet near the central backbone of
the Island.
From the bulkhead shorelines, the near-shore bay floor slopes descends at an
inclination of approximately 10:1 (horizontal to vertical), down to approximate
elevations of -10 to -12 feet along the channel limit line (depending on tidal
fluctuations).
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
estuarine (Qes)/hydraulic sands and/or engineered fill. The shallow soil layer is
underlain by Quaternary-age old paralic deposits (Qop) which are described as
medium dense to very dense, oxidized, fine to medium grained, moderately to
well-cemented sand and silty sand (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 ½ kilometers northeast of the site (Dover Shores bluffs).
A Geologic Map is presented as Figure 3, herein (reference: Morton, D.M., and
Miller, F.K., 2006).
Based on th e geologic map (Figure 3) correlation with the on-site CPT probe
advanced on August 19, 2019, bedrock of the Monterey Formation (Tm) was
likely encountered approximately 26 feet below grade.
Faulting
A review of available geologic records indicates that no active faults cross the
subject property (reference No. 2, and Figure No. 3).
630 Via Lido Nord, Newport Beach (Lido Island), CA
Soils Report -Kruse Residence
Project No. 11-1207.1
October 4.2019 6
PA2021-069
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 7.2 0.69 g's
Inglewood (B)
San Joaquin 5 kilometers beneath 6.6 0.48 g's
Hills Blind the site
Thrust Fault (B)
Palos Verdes 16 kilometers 7.1 0.38 g's
(B) southwest
Chino-Cental 40 kilometers northeast 6.7 0.14 g's
Avenue (B)
Elsinore (B) 37 kilometers northeast 6.8 0.16 g's
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 primarily underlain by fill and beach sands with thin layers of silt/clay.
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/building specifications outlined in this
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 A,
there are no earthquake landslide zones on or adjacent to the site. The
630 Via Lido Nord. Newport Beach (Lido Island), CA
Soils Report -Kruse Residence
Project No. 11-1207. I
October 4.2019 7
PA2021-069
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:
2016 CBC Seismic Design Parameters
SITE ADDRESS 630 Y-L'd N d N h CA 1a I 0 or , ewpo1t Beac ,
Site Latitude (Decimal Degrees) 33.612506 1
Site Longitude (Decimal Degrees) -117.914701
Site Class Definition D
Mapped Spectral Response Acceleration at 0.2s Period, S5 1.719
Mapped Spectral Response Acceleration at Is Period, S 1 0.635
Short Period Site Coefficient at 0.2 Period, Fa 1.00
Long Period Site Coefficient at Is Period, Fv 1.50
Adjusted Spectral Response Acceleration at 0.2s Period, SMs 1.719
Adjusted Spectral Response Acceleration at Is Period, SM, 0.952
Design Spectral Response Acce leration at 0.2s Period, S05 1.146
Design Spectral Response Acceleration at Is Period S01 0.635
In accordance with the USGS Design Maps, and assuming Site Class "D", the
mean peak ground acceleration (PGAm) per USGS is 0.709 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
As encountered in our test borings, the site is underlain by hydraulic fill sands
and native materials as follows:
Fill (Af)
Fill soils were encountered in all test borings (B-1 , B-2, and CPT-1) to a
depth of approximately 2 ½ feet b.g . The fill soils consist generally of
grayish brown, moist, fine to medium grained silty sand. The expansion
potential of the fill soils was judged to be very low when exposed to an
increase in moisture content (Expansion Index of 0).
630 Via Lido Nord, Newport Beach (Lido Island), CA
Soi ls Report -Kruse Residence
Project No. 11-1207.1
October 4.2019 8
PA2021-069
Native (Qop -Old Paralic Deposits)
Underlying the fill materials are sedimentary native deposits consisting of
medium dense to dense, silty sand which becomes less weathered with
depth.
The old paralic (Qop) deposits are underlain by massive bedrock of the
Monterey Formation (Tm) which is visible on the along the roadside bluffs
of Upper Back Bay and East Pacific Coast Highway. 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]. to the
maximum depths explored (50½ ft. b.g.).
Based on the geologic map (Figure 3) correlation with the on-site CPT
probe advanced on August 19, 2019, bedrock of the Monterey Formation
(Tm) was likely encountered approximately 26 feet below grade.
Based on the laboratory results dated September 4, 2019, the site maximum
dry density is 114.0 pct at an optimum moisture content of 13.0% (per ASTM D
1557). A copy of the complete laboratory report is presented in Appendix B,
herein).
LIQUEFACTION ANALYSIS {Per SP117 A)
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/eolian 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 05778-16). 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.
630 Via Lido Nord, Newport Beach (Lido Island), CA
Soils Report -Kruse Residence
Project No. 11-1207.1
October 4, 2019 9
PA2021-069
The analysis was provided by one 10-feet deep 4" diameter hand-auger boring,
and a 50+ feet deep 1.7" diameter CPT probe advanced on August 19, 2019.
The exploratory borings 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 D, 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 in the upper 10 feet is less than 1.0 inch 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 and
dry sands:
a. Remedial Grading via Soil Cement in Upper 3 feet -See Page 12, below
b. Mat Slab Foundation -see Page 13, below
The soil densification via soil cement and the mat slab foundation specifications
outlined below will act to decrease the potential settlement due to liquefaction
and/or seismically induced lateral deformation to 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 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
630 Vi a Lido Nord, Newport 13each (Lido Island), CA
Soils Report -Kruse Residence
Project No. 11-1207.1
October 4, 2019 10
PA2021-069
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 2½ 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 3 foot 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
achieved by re-working (scarifying) the upper 12 inches of the existing grade.
Remedial Grading -Soil Cement
Due to in situ dry granular sands, we recommend approximately three (3)
pallets (35 bags dry mix, each weighing 94 pounds and approximately 1.33
cubic yards) of Portland cement be blended into the newly-placed fill. The first
application of the Portland Cement shall be placed on the bottom of th e
scarified over-excavation(s). This option may be eliminated or reduced if
suitable import fills are trucked-in .
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
630 Via Lido Nord, Newport Beach (Lido Island), CA
Soils Report -Kruse Residence
Project No. 11-1207.1
October 4, 2019 11
PA2021-069
then be disposed of off-site. A minimum of 2½ feet of the soils below existing
grade will require removal and recompaction in the areas to receive building pad
fill. Following removal and scarification of 6 inches, 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 four (4) 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 6 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 4 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 4 inches in dimension and organic matter. Trench backfill
should be compacted in uniform lifts (not exceeding 6 inches in compacted
thickness) by mechanical means to at least 90 percent relative compaction
(ASTM: D 1557).
Geotechnical Parameters
The following Geotechnical parameters may used in the design of the proposed
structure (also, see "Liquefaction Analysis" section, above):
630 Via Lido Nord. Newport Beach (Lido Island), CA
Soils Report -Kruse Rcsidcncc
Project No. IH207. I
October 4, 2019 12
PA2021-069
Mat Foundation Design
Mat slabs founded in compacted fill or competent native materials may be
designed for an allowable bearing value of 1,000 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
Mat foundations:
allowable bearing pressure:
passive lateral resistence:
mat slab thickness:
steel reinforcement:
coefficient of friction :
Modulus of Subgrade Reaction:
RECOMMENDATIONS
1,000 psf
250 psf per foot
min. 12 inches with thickened edges(+ 6 inches)
no. 5 bars@ 12" o.c. each way, top and bottom
0.30
k. = 90 lbs/in3
The mat slab shall be directly underlain by a min. 2-inch thick layer of washed
sand, underlain by min. 15-mil stego wrap (or equiv., lapped and sealed),
underlain by 4 inches of gravel (¾-inch crushed rock), underlain by competent
native materials (see "Capillary Break Section below).
For mat slabs, we do not recommend expansion or felt joints be used.
Reinforcement requirements may be increased if recommended by the project
structural engineer. In no case should they be decreased from the previous
recommendations.
Capillary 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 of¾ -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).
Conventional Foundations (outside the mat slab, if applicable)
For potential auxiliary structures outside the mat slab, if applicable, on properly
compacted fill: all continuous or isolated pad footings should be a minimum of
24 inches deep (measured in the field below lowest adjacent grade). Footing
630 Via Lido Nord, Newport Beach (Lido Island), CA
Soils Report -Kruse Residence
Project No. 11-1207.1
October 4, 2019 13
PA2021-069
widths shall me an minimum 15 inches.
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.
If applicable, 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.
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
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 2 inches of washed
sand, underlain by a min. 15 mil thick visqueen vapor barrier(e.g. puncture
resistant "Stego Wrap") with all laps sealed, underlain by 4 inches of ¾-inch
gravel. 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).
The above specification meets or exceeds the Section 4.505.2.1 requirement.
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 (in the event of soil import, soils shall be tested a specified
accordingly). Preliminary laboratory testing indicates the site soils possess
negligible sulfate exposure.
630 Via Lido Nord, Newport Beach (Lido Island), CA
Soils Report -Kruse Residence
Project No. 11-1207. I
October 4, 2019 14
PA2021-069
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 fc1,
Exposure sulfate (SO,) 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 s so.< 0.10 0 ~ so, <150 ----------------
[S1]
Moderate 0.10 <so,< 0.20 150 <so,< 1500 11,IP(MS), 0.50 4000
[S2] IS(MS),P(MS)
l(PM)(MS),
l(SM)(MS)
Severe 0.20 :;; so,< 2.00 1500 <so.< V 0.45 4500
[S3] 10,000
Very Severe SO,> 2.00 so,> 10,000 V plus 0.45 4500
[S4] pozzalan ..
As a conservative approach, and due to the marine environment, 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 40
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.
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.
630 Via Lido Nord, Newport Beach (Lido Island), CA
Soils Report -Kruse Residence
Project No. 11-1207.1
October 4.2019 15
PA2021-069
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.
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 if applicable. This office should review the Plans when available. If
approved, the geotechnical consultant shall sign/stamp the applicable Plans
from a geotechnical standpoint.
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.
630 Via Lido Nord, Newport Beach (Lido Island), CA
Soils Report -Kruse Residence
Project No. IH207. I
October 4, 2019 16
PA2021-069
• After excavations for footings (or thickened edges) and/or grade beams
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.
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.
630 Via Lido Nord, Newport Beach (Lido Island), CA
Soils Report -Kruse Residence
Project No. 11-1207.1
October 4, 20 I 9 17
PA2021-069
Associated References re: Liquefaction Analysis
a. "Special Publication 117 A: 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.
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, 8th 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
1. "USGS Topographic Map, 7.5 minute Quadrangle, Newport Beach OE S, California
Quadrangle," dated 2018.
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 197 4.
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. "Digital Elevation Model NAVD88 Mosaic," by NOAA National Centers for Environmental
Information (NCEI), Created August 20, 2015, last modified September 23, 2016.
630 Via Lido Nord, Newport Beach (Lido Island), CA
Soils Report -Kruse Residence
Project No. 11-1207. I
October 4, 20 I 9 18
PA2021-069
c,/;;. ~1/ J J ·~ •
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E GA SITE LOCATI ON M AP Project No: IH207.1
Consultants 630 VIA LIDO NORD
engineering geotechnical applications NEWPORT BEACH, CALIFORNIA
Date: OCT 2019
Figure No: 1
PA2021-069
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LEGEND
GEOTECHNICAL BORINGS
BY EGA CONSULTANTS
CONE PENETRATION TEST
BY KEHOE TESTING AND ENGIN EERING
"Survey, 630 Via Lido Nord, Newport Beach, CA," by Loren K. Toomey, P.L.S. 4599, dated August 2019.
EGA
Consultants
engineering geotechnical applications
PLOT PLAN
630 VIA LI DO NORD
NEWPORT BEACH, CALI FORNIA
Project No:
Date:
Figure No:
IH207.l
OCT 2019
2
PA2021-069
ch
• •
•
Sources:
• • • •
Eolian deposits (late Holocene)-Active or
recently active sand dune deposits;
unconsolidated.
Marine deposits {late Holocene)-Active or
recently active beach deposits; sand,
unconsolidated.
Estuarine deposits {late Holocene)-Sand, silt,
and clay; unconsolidated, contains variable
amounts of organic matter.
Old paralic deposits, Unit 4 (late to middle
Pleistocene)-Silt, sand and cobbles resting on
34-37 m Stuart Mesa terrace. Age about 200,000-
300,000 years.
•
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• • • •
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Old paralic deposits, Units 3-6, undivided (late
to middle Pleistocene)-Silt, sand and cobbles
on 45-55 m terraces.
Old paralic deposits {late to middle Pleistocene)
overlain by alluvial fan deposits-Old paralic
deposits capped by sandy alluvial-fan deposits.
Capistrano Formation (early Pliocene and Miocene)
Siltstone fades-Siltstone and mudstone; white to
pale gray, massive to crudely bedded, friable.
Monterey Formation (Miocene)-Marine
siltstone and sandstone; siliceous and
diatomaceous.
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
Consultants
engineering geoteclmical applications
GEOLOGIC MAP
630 VIA LIDO NORD
NEWPORT BEACH, CALIFORNIA
Project No: IH207.1
Date: OCT 2019
Figure No: 3
PA2021-069
Newport Beach, Newport Bay Entrance, California Tide Chart
Requested time: 2019-08-27 Tue 12:00 AM PDT
~ewpor:. Be.!.Ch, !-ie:•.4pc::. Bl!:!ly Entrance , Corona del Y.ar, Cali~crnle
2019-0~.-2: Tue 2}13-::•t-2i Tue2~·1S-:':-2'; Tue 2•~:.;o--)3-27 Tu~ 20i9-oe-2e Wed. 2-:,1;-);-2c ",~~21)13-:i:.-2e Hect 20:9-03-2E
2:02 AH ?DT !:32 Ar-! ?JT 1:1~ ?}l ?CT 7:32 PH POT 2:41 AM PDT S:~.3 ~·! ?!JT 2:()~ PH P!l! '::20 PM P : ft----------------------------------------
2tc-----
:t t,,__ __ _
: ft
: ft
l 2 3 4 5 6 -! 9 l•: 1: 12 : 2 3 4 5 6 '1 ! 9 1•: 1: 12 1, 2 S 4 S 6 ; e 9 1~ 1: 1~ l .2 3 4 S 6 7 ! 9 I I I I I I l,~-~--s~l I I I I 1 ~-~~.~•-•-L-1 I I I I I ~-L-~~~t I I I I I
Newport Beach,.,Newport Bay Entrance, Corona del Mar, California
33.6033° N, 117.8830° W
2019-08-27 Tue 2:02 AM PDT -0.3 feet Low Tide
2019-08-27 Tue 3:02 AM PDT Moonrise
2019-08-27 Tue 6:22 AM PDT Sunrise
2019-08-27 Tue 8:32 AM PDT 4.1 feet High Tide
2019-08-27 Tue 1:19 PM PDT 2.2 feet Low Tide
2019-08-27 Tue 5:38 PM PDT Moonset
2019-08-27 Tue 7:23 PM PDT Sunset
2019-08-27 Tue 7:32 PM PDT 6.4 feet High Tide
2019-08-28 Wed 2:41 AM PDT -0.7 feet Low Tide
2019-08-28 Wed 4:09 AM PDT Moonrise
2019-08-28 Wed 6:22 AM PDT Sunrise
2019-08-28 Wed 9:05 AM PDT 4.4 feet High Tide
2019-08-28 Wed 2:08 PM PDT 1.8 feet Low Tide
2019-08-28 Wed 6:30 PM PDT Moonset
2019-08-28 Wed 7:22 PM PDT Sunset
• le» P.110, (h1ghwi1\· brktgeJ. Clllforn,3
5.llltl An,, Rl,•r en11.mce, iniide1, C;,llforni., .
lrvUx.
2019-08-28 Wed 8:20 PM PDT 6.8 feet High Tide
2019-08-29 Thu 3:19 AM PDT -1.0 feet Low Tide
2019-08-29 Thu 5:20 AM PDT Moonrise
2019-08-29 Thu 6:23 AM PDT Sunrise
Nr.,.port B~ Ent1;xic•. Co1on.l del .\\.lr, C.illfotnlo1 • • B.illx>., Pu.>r, Ne-.~poit Bftl.lCh. C.>l1fom1;,
2019-08-29 Thu 9:39 AM PDT 4.7 feet High Tide
2019-08-29 Thu 2:55 PM PDT 1.4 feet Low Tide
2019-08-29 Thu 7:16 PM PDT Moonset
2019-08-29 Thu 7:21 PM PDT Sunset
2019-08-29 Thu 9:07 PM PDT 6.9 feet High Tide
2019-08-30 Fri 3:38 AM PDT New Moon
2019-08-30 Fri 3:57 AM PDT -1.0 feet Low Tide
2019-08-30 Fri 6:24 AM PDT Sunrise
2019-08-30 Fri 6:33 AM PDT Moonrise
2019-08-30 Fri 10:14 AM PDT 5.0 feet High Tide
2019-08-30 Fri 3:43 PM PDT 1.0 feet Low Tide
2019-08-30 Fri 7:19 PM PDT Sunset
2019-08-30 Fri 7:59 PM PDT Moonset
2019-08-30 Fri 9:54 PM PDT 6.8 feet High Tide
TIDAL CHART EGA
Consultants
engineering geotechnical applications
626 VIA LIDO NORD
NEWPORT BEACH, CALIFORNIA
Project No:
Date:
Figure No:
IH207.2
OCT 2019
4
PA2021-069
APPENDIX A
GEOLOGIC LOGS
(B-1 and B-2)
and
CPT Data Report by Keyhoe Drilling & Testing
(CPT-1)
PA2021-069
LOG OF EXPLORATORY BORING Sheet 1 of 1
Job Number IH207.1 Boring No: B-1
Project 630 Via Lido Nord, Newport Beach, CA Boring Location: See Figure 2
Date Started: 8/27/2019 Rig: Mob. 4" augers
Date Completed: 8/27/2019 Grnd Elev. +/-12 ft. NAVD88
Sample '#-u Direct
Type X a. Shear
ai c u Q) ii-(/)
■ThinWall [:gj 2.5" Ring a. -0 I-
Q) Q) 2 ii-S: ·;;; (/)
LL a. -0 Tube Sample C: C: 't; w >, Q) 0 ·;;; C: Q) I-.S I--e 0 0 0 a.
-" 0 C: ·;;; .... a:: .c :, [Z] Bulk [D Standard Split Static Water Q) a. ·o iii :i g ~ 0 C: E 0 w
Q) (/) '6 co Sample Spoon Sample Table :, "' :, I
0 iii c:-a. E I-C: X
:) ·o 0 w ·x 0
~ "' C:()11 nl=C:r'RIPTl()f\l ~
I FILL: Grayish brown, silty fine to medium sand with
1 SM trace silty clay inclusions, shell fragments, trace Opt% x orqanics, loose to medium dense, drv. 4.5 97.1 114.0 30.0 114 13.0% -SM At 2.5 ft.: Becomes tan to gray brown, fine to med Sult
CZ sand with shell fragments, organics, dry, porous. 3.5 10 ppm
5 -At 4 ft.: Same, medium dense, no shells.
SP/SM CZ At 6 ft.: Same, medium dense. 3.6
At 7 ft.: More moist, becoming wet, medium dense.
SM ¥ L. At 8 ft.: Becomes fine-grained sand, trace silt, 26.6
micaceous, groundwater encountered.
10 -At 10 ft.: Saturated, med-dense to dense.
Total Depth: 10.5 ft.
Groundwater at 8 ft.
No Caving (casing)
15 -Backfilled and Compacted 8/27/2019
20 -
.
25 -
30 -
35 -
40
I EGA Consultants II ,:,:· I
PA2021-069
LOG OF EXPLORATORY BORING Sheet 1 of 1
Job Number: IH207.1 Boring No: 8-2
Project: 630 Via Lido Nord, Newport Beach, CA Boring Location: See Figure 2
Date Started: 8/27/2019 Rig: Mob. 4" augers
Date Completed: 8/27/2019 Grnd Elev. +/-12 ft. NAVD88
Sample :,g u Direct Type 0 X a. Shear ai 1: u Q) ii-en ■ThinWall [gj2.5"Ring a. -0 I-Q) Q) 2 ii-.E ·;;; en LL a. -0 Tube Sample C C 'ti w >, Q) 0 ·;;; C Q) I-.s I-.0 0 0 0 a. :; (.) C -e-a:'. .c ·5 :!, [Z] Bulk OJ standard Split 1 static Water ~ Q) ·;;; E (.) w a. in :, 0 C
Q) en '6 CD Sample Spoon Sample Table :, fll :, I in 2:-a. E I-0 C 0 X ·x 0 :::, ·5 w
~ fll
~OIi n~~rRIPTlnN ~
I FILL: Grayish brown, silty fine to medium sand with
1 SM trace silty clay inclusions, shell fragments, trace Opt.%
5<: orqanics, loose to medium dense, drv. 2.8 99.8 114.0 30.0 114 13.0% -SM At 2.5 ft.: Becomes tan to gray brown, fine to med Sult z sand with shell fragments, organics, dry. 3.4 I0ppm
5 -At 4 ft.: Same, medium dense, no shells.
SP/SM z At 6 ft.: Same, medium dense. 3.8
At 7 ft.: More moist, becoming wet, medium dense. ~ 7 At 8 ft.: Becomes dark gray fine-grained sand, 24.5
SM med-dense micaceous, groundwater encountered.
10
Total Depth: 10 ft.
Groundwater at 8 ft.
No Caving (casing)
Backfilled and Compacted 8/27/2019
15 -
20 -
25 -
30 -
35 -
40
I EGA Consultants II ':~· I
PA2021-069
SUMMARY
OF
CoNE PENETRATION TEST DATA
Project:
630 Via Lido Nord
Newport Beach, CA
August 19, 2019
Prepared for:
Mr. David Worthington
EGA Consultants, LLC
375 Monte Vista Avenue, Ste C
Costa Mesa, CA 92627
Office (949) 642-9309 / Fax (949) 642-1290
Prepared by:
K~
KEHOE TESTING & ENGINEERING
541 5 Industrial Drive
Huntington Beach, CA 92649-1 518
Office (714) 901-7270 / Fax (714) 901-7289
www.kehoetesting.com
PA2021-069
SUMMARY
OF
CoNE PENETRATION TEsT DATA
1. INTRODUCTION
This report presents the results of a Cone Penetration Test (CPT) program carried out for the
project located at 630 Via Lido Nord in Newport Beach, California. The work was performed by
Kehoe Testing & Engineering (KTE) on August 19, 2019. The scope of work was performed as
directed by EGA Consultants, LLC personnel.
2. SUMMARY OF FIELD WORK
The fieldwork consisted of performing CPT soundings at one location to determine the soi l
lithology. A summary is provided in TABLE 2.1.
DEPTH OF
LOCATION CPT (ft) COMMENTS/NOTES:
CPT-1 50
TABLE 2.1 -Summary of CPT Soundings
3. FIELD EQUIPMENT & PROCEDURES
The CPT soundings were carried out by KTE using an integrated electronic cone system
manufactured by Vertek. The CPT soundings were performed in accordance with ASTM
standards (05778). The cone penetrometers were pushed using a 30-ton CPT rig. The cone
used during the program was a 15 cm112 cone and recorded the following parameters at
approximately 2.5 cm depth intervals:
• Cone Resistance (qc) • Inclination
• Sleeve Friction (fs) • Penetration Speed
• Dynamic Pore Pressure (u)
The above parameters were recorded and viewed in real time using a laptop computer. Data is
stored at the KTE office for up to 2 years for future analysis and reference. A complete set of
baseline readings was taken prior to each sounding to determine temperature shifts and any
zero load offsets. Monitoring base line readings ensures that the cone electronics are
operating properly.
PA2021-069
Ky
Project: EGA Consultants
Kehoe Testing and Engineering
714-901-7270
steve@kehoetesting.com
www.kehoetesting.com
Location: 630 Via Lido Nord, Newport Beach, CA
I _-
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Cone resistance qt
1:.:.
lip resistance (tsf)
I.'.
I :
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t :::
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Friction (tsf)
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Q
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Pore pressure u
---I : I :.
Pressure (psi)
CPeT-IT v.2.3.1.8 -CPTU data presentation & interpretation software -Report created on: 8/20/2019, 1:25:31 PM
Project file: C:\CP-Project Data\EGA-NPBSite2-8-19\CPT Report\Plots.cpt
I .•
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1 !:
Rf(%)
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I. 0. : c-QI
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l:
CPT-1
Total depth: 50.67 ft, Date: 8/19/2019
Soil Behaviour Type
-·
S•nd
Sond ~ lilt ,and
.Silt ,and-J s,ndr ,ilt
Shnd S ~•~· Stin~f
SAnd
S•nd S ,ii~ "'"d
S•nd ·s.;,r
S•nd S iii~ '""'
S•nd
S•nd S liltf '""'
S•nd
··snnd .
'SllM S ;ii~: ~i14
S•nd S•nd
Sand~ ili;a·.-'ilnd
S•nd ,
S•nd S lilt.. "'"' SAnd ..
1 l 2 i 1 l :~
S BT (Robertson, 2010)
PA2021-069
In situ data
Depth (ft) qc (tsf)
132.42
2 149.18
3 124.66
4 132.14
5 115.07
6 84.81
7 60.21
8 53.35
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
90.48
85.69
109.69
142.66
140.84
165.28
154.72
227.74
249.26
189.3
158.03
176.93
181.84
197.37
228.55
282.4
307.97
306.5
189.36
196.65
201.76
213.5
225.21
235.83
227.92
285.34
300.83
339.55
334.05
284.9
224.37
259.93
290.28
334.34
318.3
358.51
335.86
312.63
325.52
312.31
324.64
313.74
ts (tsf)
0.72
0.3
0.49
0.66
0.6
0.48
0.3
0.3
0.56
0.47
0.66
0.98
0.54
0.41
0.35
0.67
0.99
0.72
. 0.52
0.5
0.57
0.68
0.74
1.2
1.24
1.54
1.41
0.82
1.06
0.85
0.85
0.98
0.9
1.28
1.22
1.3
1.22
2.03
1.44
1.26
1.53
2.13
1.65
2.01
2.23
2.01
1.68
1.69
1.72
1.62
SBTn Ksbt {ft/s) Cv {ft2/s)
7 6.26E·03 l.83E+02
7 5.06E-03 l.51E+02
7 4.15E-03 l.28E+02
6 l.98E-03 6.40E+Ol
6 l.16E-03 3.69E+01
6 6.27E-04 1.74E+Ol
6 3.0lE-04 7.28E+OO
6 2.65E-04 6. 72E+OO
6 2.90E-04 8.14E+OO
6 4.02E-04 1.33E+Ol
6 4.72E-04 1.79E+Ol
6 7.28E-04 2.97E+Ol
6 1.37E-03 5.68E+Ol
6 2.54E-03 9.69E+01
7 4.00E-03 l.67E+02
7 3.94E-03 1.91E+02
7 3.52E·03 1.83E+02
6 2.43E-03 1.21E+02
6 2.08E-03 9.38E+Ol
6 2.17E-03 9.55E+01
6 2.41E-03 1.12E+02
6 2.68E-03 1.33E+02
7 3.00E-03 1.71E+02
7 3.69E-03 2.34E+02
7 3.39E-03 2.39E+02
6 1.88E-03 l.32E+02
6 l.20E-03 7.89E+Ol
6 7.62E·04 4.60E+01
6 1.23E-03 7.09E+Ol
6 1.41E-03 8.28E+Ol
6 1.77E-03 1.05E+02
6 l.81E-03 1.10E+02
6 1.92E-03 1.25E+02
6 2.33E-03 1.59E+02
7 3.18E-03 2.34E+02
7 3.97E-03 2.95E+02
6 2.43E-03 1.94E+02
6 1.27E-03 1.00E+02
6 8.14E-04 6.35E+Ol
6 l.03E-03 7.73E+Ol
6 l.31E-03 1.08E+02
6 1.44E-03 1.24E+02
6 1.59E-03 1.45E+02
6 1.51E-03 1.39E+02
6 1.26E-03 1.19E+02
6 1.20E-03 1.l 1E+02
6 l.29E·03 1.15E+02
6 1.50E-03 l.31E+02
6 1.42E·03 1.24E+02
6 1.44E-03 1.25E+02
SPTN60
{blows/feet)
1 of 2
21
21
22
21
20
17
14
14
16
19
22
25
27
26
29
34
36
34
30
29
31
34
39
44
49
46
42
37
37
38
39
40
43
46
51
52
54
50
48
47
53
56
59
60
60
58
57
57
56
56
Constrained
Mod. {tsf)
914.29
931.94
964.71
1009.92
992.08
867.63
753.79
793.26
877.79
1031.11
1185.01
1275.04
1299.01
1192.26
1306.01
1510.39
1626.27
1555.3
1404.17
1373.46
1450.81
1555.64
1777.73
1980.13
2203.3
2194.5
2047.82
1884.87
1799.52
1839.08
1858.04
1889.86
2033.76
2135.48
2297.42
2322.71
2496.12
2466.62
2436.67
2352.93
2571.8
2696.36
2841.82
2873
2949.27
2877.79
2770.29
2730.19
2722.93
2721.12
Dr{%)
100
97
92
88
82
72
63
62
64
69
73
76
78
77
82
87
89
84
78
76
78
81
87
92
96
91
84
77
78
79
80
81
83
86
92
93
92
86
81
81
86
89
91
91
90
88
87
87
86
86
Friction
angle (0)
46.38
44.99
44.21
43.59
42.65
40.91
39
38.91
39.22
40.23
41.01
41.61
42.04
41.8
42.67
43.51
43.76
42.96
41.96
41.72
42.08
42.55
43.47
44.34
44.87
44.09
43
41.8
41.93
42.13
42.38
42.43
42.92
43.41
44.21
44.49
44.29
43.32
42.59
42.56
43.41
43.78
44.19
44.13
44
43.69
43.46
43.49
43.33
43.27
630 Via Lido Nord
Newport Beach, CA
EGA Consultants
Project No. IH207 .1
Es {tsf)
457.14
465.97
482.36
504.96
496.04
433.81
376.89
396.63
438.9
515.56
592.51
637.52
649.51
596.13
653
755.2
813.14
777.65
702.09
686.73
725.41
777.82
888.87
990.06
1101.65
1097.25
1023.91
942.44
899.76
919.54
929.02
944.93
1016.88
1067.74
1148.71
1161.36
1248.06
1233.31
1218.34
1176.47
1285.9
1348.18
1420.91
1436.5
1474.64
1438.89
1385.14
1365.1
1361.47
1360.56
Go {tsf)
572.95
584.02
604.55
632.88
621.7
543.71
472.37
497.11
550.08
646.16
742.61
799.03
814.05
747.15
818.43
946.51
1019.13
974.65
879.95
860.7
909.18
974.87
1114.05
1240.88
1380.73
1375.22
1283.3
1181.19
1127.7
1152.49
1164.37
1184.31
1274.49
1338.24
1439.71
1455.57
1564.24
1545.75
1526.98
1474.51
1611.66
1689.72
1780.87
1800.41
1848.21
1803.41
1736.05
1710.92
1706.37
1705.24
CPT-1 advanced by Kehoe Testing and Engineering
to 50.67 ft on 8/19/2019
PA2021-069
630 Via lido Nord
Newport Beach, CA
EGA Consultants
Project No. IH207.1
Estimations
Nkt Su (tsf) Su ratio Kocr OCR Vs (ft/s) State Ko Sensitivity Peak phi Shear strength
parameter c·i (tsf)
0 0 0 0.33 0 552.32 ·0.3 0 0 0 0.03
0 0 0 0.33 0 557.63 ·0.27 0 0 0 0.06
0 0 0 0.33 0 567.34 ·0.25 0 0 0 0.09
0 0 0 0.33 0 580.49 -0.24 0 0 0 0.11
0 0 0 0.33 0 575.34 -0.22 0 0 0 0.13
0 0 0 0.33 0 538.04 ·0.19 0 0 0 0.15
0 0 0 0.33 0 501.S ·0.15 0 0 0 0.17
0 0 0 0.33 0 514.47 -0.14 0 0 0 0.19
0 0 0 0.33 0 541.18 ·0.15 0 0 0 0.21
0 0 0 0.33 0 586.54 ·0.17 0 0 0 0.25
0 0 0 0.33 0 628.8 ·0.19 0 0 0 0.28
0 0 0 0.33 0 652.24 -0.2 0 0 0 0.31
0 0 0 0.33 0 658.35 ·0.21 0 0 0 0.34
0 0 0 0.33 0 630.72 -0.2 0 0 0 0.37
0 0 0 0.33 0 660.12 ·0.22 0 0 0 0.4
0 0 0 0.33 0 709.89 -0.24 0 0 0 0.44
0 0 0 0.33 0 736.62 -0.25 0 0 0 0.48
0 0 0 0.33 0 720.37 -0.23 0 0 0 0.49
0 0 0 0.33 0 684.48 ·0.21 0 0 0 0.5
0 0 0 0.33 0 676.95 ·0.2 0 0 0 0.52
0 0 0 0.33 0 695.75 ·0.21 0 0 0 0.55
0 0 0 0.33 0 720.45 ·0.22 0 0 0 0.59
0 0 0 0.33 0 770.16 -0.24 0 0 0 0.64
0 0 0 0.33 0 812.82 -0.26 0 0 0 0.69
0 0 0 0.33 0 857.4 ·0.27 0 0 0 0.73
0 0 0 0.33 0 855.69 -0.25 0 0 0 0.74
0 0 0 0.33 0 826.6 -0.23 0 0 0 0.74
0 0 0 0.33 0 793.03 -0.2 0 0 0 0.73
0 0 0 0.33 0 774.87 ·0.21 0 0 0 0.76
0 0 0 0.33 0 783.34 ·0.21 0 0 0 0.79
0 0 0 0.33 0 787.36 ·0.22 0 0 0 0.83
0 0 0 0.33 0 794.08 ·0.22 0 0 0 0.86
0 0 0 0.33 0 823.76 ·0.23 0 0 0 0.9
0 0 0 0.33 0 844.1 ·0.24 0 0 0 0.94
0 0 0 0.33 0 875.52 ·0.25 0 0 0
0 0 0 0.33 0 880.33 ·0.26 0 0 0 1.03
0 0 0 0.33 0 912.6 ·0.26 0 0 0 1.06
0 0 0 0.33 0 907.19 -0.24 0 0 0 I.OS
0 0 0 0.33 0 901.67 -0.22 0 0 0 I.OS
0 0 0 0.33 0 886.04 -0.22 0 0 0 1.07
0 0 0 0.33 0 926.33 -0.24 0 0 0 1.13
0 0 0 0.33 0 948.5 ·0.25 0 0 0 1.18
0 0 0 0.33 0 973.75 ·0.25 0 0 0 1.22
0 0 0 0.33 0 979.07 -0.25 0 0 0 1.25
0 0 0 0.33 0 991.99 ·0.25 0 0 0 1.27
0 0 0 0.33 0 979.89 ·0.24 0 0 0 1.28
0 0 0 0.33 0 961.41 ·0.24 0 0 0 1.3
0 0 0 0.33 0 954.43 ·0.24 0 0 0 1.33
0 0 0 0.33 0 953.16 -0.24 0 0 0 1.35
0 0 0 0.33 0 952.84 -0.23 0 0 0 1.38
2 of 2
CPT-1 advanced by Kehoe Testing and Engineering
to 50.67 ft on 8/19/2019
PA2021-069
APPENDIX B
LABORATORY RES UL TS
PA2021-069
C.:-01 OG( · Cf:OTlCH ·CROUNDWATCR
EGA Consultants
375-C Monte Vista Avenue
Costa Mesa, California 92627
Attention:
Subject:
Mr. David Worthington, C.E.G.
Laboratory Test Results
630 Via Lido Nord
Newport Beach, California
Dear Mr. Worthington:
September 4, 2019
Project No. 114-583-10
G_3SoiIWorks, Inc. performed the additional requested laboratory test on the soil specimen
delivered to our office for the subject project. The results of this test 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,
G3Soi1Works, Inc.
By: --1.--J.~~=::::::::-~t=\=::.fxJI-::!J:
, eg. e
Attachment: Laboratory Test Results
350 Fischer Ave. Front , Costa Mesa, CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com
PA2021-069
EGA Consultants
Laboratory Test Results
630 Via Lido Nord
Newport Beach, California
LABORATORY TEST RESULTS
September 4, 2019
Project No. 114-583-1 0
Page 2 of 3
Summarized below is the result of requested laboratory testing on the sample 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 pct %
B-1 @ 2.5' 97.1 4.5
B-1 @ 4.0' * 3.5
B-1 @ 6.0' * 3.6
B-1 @ 8.0' * 26.6
B-2@ 2.5' 99.8 2.8
B-2 @4.0' * 3.4
B-2@ 6.0' * 3.8
B-2@ 8.0' * 24.5
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
Light grayish-brown Silty fine -
B-1 @ 0-3' medium SAND with dark brown Clay SM
inclusions, shell fragments, organics
B-1@ 6' Light yellowish-brown fine -medium SP/SM SAND with trace Silt, shell fragments
350 Fischer Ave. Front • Costa Mesa, CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com
PA2021-069
EGA Consultants
Laboratory Test Results
630 Via Lido Nord
Newport Beach, California
Maximum Dry Density and Optimum Moisture Content
September 4, 2019
Project No. 114-583-10
Page 3 of 3
Maximum dry density and optimum moisture content test was performed on the submitted bulk
soil samples in accordance with ASTM: D 1557. The results are shown below:
Sample Identification Maximum Dry Density Optimum Moisture
(pcf) Content(%)
B-1 @ 0-3' 114.0 13.0
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 Water Soluble Sulfate In Soil Sulfate Exposure
(PPM) (ACI 318-08, Table 4.2.1)
-·· B-2@ 0-3' 10 so
Direct Shear
The results of direct shear testing (ASTM D3080) sample B-1 @ 2.5' 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.G3Soi1Works.com
PA2021-069
4,000
3,750
3,500
3,250
3,000
2,750
u.. 2,500
(/)
0...
Cf) 2,250
(/) w
0:: 2,000 I-(/)
0:: <( 1,750 w
I
(/) 1,500
1,250
1,000
750
500
250
0
0
symbol boring
• B-1
500 1,000
DIRECT SHEAR TEST
Undisturbed
: ··:··'··:
•·; , ................ .
1,500 2,000 2,500
NORMAL STRESS, PSF
.. . . .
3,000 3,500 4,000
630 Via Lido Nord, Newport Beach COHESION 11 4 psf.
depth (ft.) symbol boring depth (ft.)
2.5
FRICTION ANGLE 30.0 degrees
FIGURE S-1
DIRECT SHEAR TEST
PN: 114-538-10 REPORT DATE: 09/04/19
3SO F1~cher Ave Front
Costa M0!J,.l. Ct\ 9262G
Phone.•. <71-1 l f,f,8 Si,OC!
v-1vvw C,/,:"-011\Vnr-<') corr;
FIG. S-1
350 Fischer Ave. Front , Costa Mesa. CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com
PA2021-069
8/28/2019
630 Via Lido Nord, Newport Beach, CA -field log
John Eggers john.f.eggers@gmail.com
To worthy10 worthy1 O@aol.com
Cc jpdurand717 jpdurand717@yahoo.com
630 Via lido Nord, Newport Beach, CA
Ori 8-27-2019
B-1
H1cle v
AOL Mail
0-3' -fine to very fine sand, brown to tan, shells and shell fragments, rootlets, trace gravel, trace clayey silty clasts. Dry.
4' -fine to very fine tan to light brown sand, moist, micaceous, no shells.
6' -same
8' -saturated very fine to fine sand, dense, micaceous.
B-2
4, 6, and 8 are the same. Very trace silt in 8 but not significant.
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PA2021-069
APPENDIX C
GENERAL EARTHWORKS AND GRADING GU IDELINES
PA2021-069
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 recommendation_s 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 be
performed in accordance with the American Society for Testing and Materials Test
Method ASTM: D 1557.
630 Via Lido Nord, Newport Beach (Lido Island). CA
Soils Report -Kruse Residence
l'ro_1cct No 11 1207.1
October 4. 20 19
PA2021-069
111. 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 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
630 Via Lido Nord. Newport 13cach (Lido Island), Cl\
Soils Report -Kruse Residence
Project No. IH207. I
October 4. 20 19 2
PA2021-069
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 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
630 Via Lido Nord. Newport lleach (Lido Island), CA
Soils Report -Kruse Residence
l'rojccl No. 111207.1
October 4.2019 3
PA2021-069
VI.
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.
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.
VII. 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.
630 Via l.ido Nord, Newport Beach (Lido Island), CA
Soils Report -Kruse Residence
l'rojccl No. 11-1207.1
October 4, 2019 4
PA2021-069
APPENDIX D
USGS Design Maps Detailed Report
PA2021-069
630 Via Lido Nord, Newport Beach, CA
630 Via Lido Nord, Newport Beach, CA 92663, USA
Latitude, Longitude: 33.6125061, -117 .91470099999998
Lido Isle
Go gle
Date
San Remo
Park
Q
Bayshore Marina Q
Design Code Reference Document
Risk Category
10/4/2019, 1 :36:44 PM
ASCE7-10
II
Site Class
Type
Ss
S1
SMs
SM1
Sos
So1
Type
soc
Fa
Fv
PGA
FPGA
PGAM
TL
SsRT
SsUH
SsD
S1RT
S1UH
S1D
PGAd
CRs
CR1
Value
1.719
0.635
1.719
0.952
1.146
0.635
Value
D
1.5
0.709
0.709
8
1.719
1.915
3.288
0.635
0.694
1.116
1.207
0.897
0.914
Description
MCER ground motion. (for 0.2 second period)
MCER ground motion. (for 1.0s period)
Site-modified spectral acceleration value
Site-modified spectral acceleration value
Numeric seismic design value at 0.2 second SA
Numeric seismic design value at 1.0 second SA
Description
Seismic design category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
MCEG peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
Long-period transition period in seconds
Probabilistic risk-targeted ground motion. (0.2 second)
D -Stiff Soil
Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
Factored deterministic acceleration value. (0.2 second)
Probabilistic risk-targeted ground motion. (1.0 second)
Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
Factored deterministic acceleration value. (1.0 second)
Factored deterministic acceleration value. (Peak Ground Acceleration)
Mapped value of the risk coefficient at short periods
Mapped value of the risk coefficient at a period of 1 s
OS HPD
Map data @2019
PA2021-069
2.0
1.5
1.0
0.5
0.0
1.5
1.0
0.5
0.0
MCER Response Spectrum
0.0 2.5 5.0
Period, T (sec)
-Sa(g)
Design Response Spectrum
0.0 2.5 5.0
Period, T (sec)
-Sa(g)
7.5
7.5
DISCLAIMER
While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability
for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and
verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information
replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required
of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability
arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and
interpretation for the building site described by latitude/longitude location in the search results of this webstie.
PA2021-069
APPENDIX E
LIQUEFACTION ANALYSES/SETTLEMENT COMPUTATIONS
PA2021-069
lnvut Parameters:
Peak Ground Acceleration: 0.709
Earthquake Magnitude: 7.2
Water Table Depth (m): 0.66
Average y above water table (kN/mA3): 16
Average y below water table (kN/mA3): 18
Borehole diameter (mm): 34.925
Requires correction for Sample Liners (YES/NO):
Sample Depth
Number (m)
1 0.30
2 0.61
3 0.91
4 1.22
5 1.52
6 1.83
7 2.13
8 2.44
9 2.74
10 3.05
11 3.35
12 3.66
13 3.96
14 4.27
15 4.57
16 4.88
17 5.18
18 5.49
19 5.79
20 6.10
21 6.40
22 6.71
23 7.01
24 7.32
consultants
Measured (N) Soil Type
(USCS)
21 SM
21 SM
22 SM
21 SM
20 SM
17 SM/ML
14 SM/ML
14 SM
16 SM
19 SM
22 SM
25 SM
27 SM/ML
26 SM
29 SM
34 SP
36 SM
34 SM
30 SM
29 SM
31 SM
34 SM
39 SM
44 SM
engineering
f!_eotechnical
applications
NO
Flag "'Clay .. Fines
"Unsaturated" Content
"Unreliable" (%)
16
16
16
16
16
so
so
8
16
16
16
16
so
16
16
8
16
16
16
16
16
16
16
16
Energy CE CB CR cs
Ratio
(ER)%
65 1.08 1 0.75 1
65 1.08 1 0.75 1
65 1.08 1 0.75 1
65 1.08 1 0.75 1
65 1.08 1 0.8 1
65 1.08 1 0.8 1
65 1.08 1 0.8 1
65 1.08 1 0.8 1
65 1.08 1 0.85 1
65 1.08 1 0.85 1
65 1.08 1 0.85 1
65 1.08 1 0.85 1
65 1.08 1 0.85 1
65 1.08 1 0.85 1
65 1.08 1 0.95 1
65 1.08 1 0.95 1
65 1.08 1 0.95 1
65 1.08 1 0.95 1
65 1.08 1 0.95 1
65 1.08 1 0.95 1
65 1.08 1 0.95 1
65 1.08 l 0.95 1
65 1.08 1 0.95 1
65 1.08 1 0.95 1
N60
17.06
17.06
17.88
17.06
17.33
14.73
12.13
12.13
14.73
17.50
20.26
23.02
24.86
23.94
29.85
34.99
37.05
34.99
30.88
29.85
31.90
34.99
40.14
45.28
crVC
4.88
9.75
15.14
20.63
26.11
31.60
37.08
42.57
48.06
53.54
59.03
64.52
70.00
75.49
80.98
86.46
91.95
97.44
102.92
108.41
113.89
119.38
124.87
130.35
630 Via lido Nord, Newport Beach, CA
IH207.1
October 2019
crVC' CN
4.88 1.70
9.75 1.70
12.64 1.70
15.14 1.70
17.64 1.70
20.13 1.70
22.63 1.70
25.13 1.70
27.62 1.70
30.12 1.70
32.61 1.70
35.11 1.70
37.61 1.64
40.10 1.59
42.60 1.54
45.10 1.50
47.59 1.46
50.09 1.42
52.58 1.39
55.08 1.36
57.58 1.33
60.07 1.30
62.57 1.27
65.07 1.25
PLATE A
CPT-1 advanced to 50.67 ft. on 8/19/19
Page 1
PA2021-069
25 7.62 49 SP 8 65 1.08 1 0.95 1
26 7.92 46 SP 8 65 1.08 1 0.95 1 27 8.23 42 SM 16 65 1.08 1 0.95 1
28 8.53 37 SM 16 65 1.08 1 1 1
29 8.84 37 SM 16 65 1.08 1 1 1 30 9.14 38 SM 16 65 1.08 1 1 1 31 9.45 39 SM 16 65 1.08 1 1 1
32 9.75 40 SM 16 65 1.08 1 1 1
33 10.06 43 SM 16 65 1.08 1 1 1
34 10.36 46 SP 8 65 1.08 1 1 1
35 10.67 51 SP 8 65 1.08 1 1 1
36 10.97 52 SP 8 65 1.08 1 1 1
37 11.28 54 SP 8 65 1.08 1 1 1
38 11.58 SO SM 16 65 1.08 1 1 1
39 11.89 48 SM 16 65 1.08 1 1 1
40 12.19 47 SM 16 65 1.08 1 1 1
41 12.50 53 SM 16 65 1.08 1 1 1
42 12.80 56 SM 16 65 1.08 1 1 1
43 13.11 59 SM 16 65 1.08 1 1 1
44 13.41 60 SM 16 65 1.08 1 1 1
45 13.72 60 SM 16 65 1.08 1 1 1
46 14.02 58 SM 16 65 1.08 1 1 1
47 14.33 57 SM 16 65 1.08 1 1 1
48 14.63 57 SM 16 65 1.08 1 1 1
49 14.94 56 SM 16 65 1.08 1 1 1 so 15.24 56 SM 16 65 1.08 1 1 1
Auger Diameter: 1.375 inches
Hammer Weight: n.a.
Drop: continuous push
CPT· l advanced to 50.67 ft by Kehoe Testing and Engineering on August 19, 2019 (CPT Data Logs attached herein)
References:
Idriss, t.M. and Boulanger, R.W. Soil Liquefocc,on During Earthquakes. Earthquake Engineering Research Institute. 8 s~pternber 2008.
Liu. C. and Even, J.B. Soils and Foundocions, 8th Edition. 4 August 2013.
Martin, G.R and Lew. M. Recommendodons for lmplemencacion of DMG Special Publication 117. University of Southern California Earthquake Center. March 1999.
California Department o( Conservation, CGS. Special PubUcacion 1 I 7A: Guidelines for Evalualing and Mitigating Seismic Hazards in California. Rev 11 Sept. 2008.
consultants
engineering
~eotechnical
applications
50.43
47.34
43.23
40.08
40.08
41.17
42.25
43.33
46.58
49.83
55.25
56.33
58.50
54.17
52.00
50.92
57.42
60.67
63.92
65.00
65.00
62.83
61.75
61.75
60.67
60.67
135.84
141.33
146.81
152.30
157.79
163.27
168.76
174.24
179.73
185.22
190.70
196.19
201.68
207.16
212.65
218.14
223.62
229.11
234.60
240.08
245.57
251.05
256.54
262.03
267.51
273.00
630 Via lido Nord, Newport Beach, CA
IH207.l
October 2019
67.56 1.22
70.06 1.20
72.56 1.18
75.05 1.16
77.55 1.14
80.04 1.13
82.54 1.11
85.04 1.09
87.53 1.08
90.03 1.06
92.53 1.05
95.02 1.03
97.52 1.02
100.01 1.01
102.51 0.99
105.01 0.98
107.50 0.97
110.00 0.96
112.50 0.95
114.99 0.94
117.49 0.93
119.98 0.92
122.48 0.91
124.98 0.90
127.47 0.89
129.97 0.88
PLATE A
CPT·l advanced to 50.67 ft. on 8/19/19
Page 2
PA2021-069
(N1)60 LIN for
Fines
Content
29.01 3.58
29.01 3.58
30.39 3.58
_29.01 3.58
29.47 3.58
25.05 5.61
20.63 5.61
20.63 0.37
25.05 3.58
29.74 3.58
34.44 3.58
39.11 3.58
40.81 5.61
38.06 3.58
46.03 3.58
52.45 0.37
54.06 3.58
49.77 3.58
42.86 3.58
40.48 3.58
42.32 3.58
45.44 3.58
51.08 3.58
56.51 3.58
consulta nts
(N 1)60-CS Stress
reduction
coeff, rd
32.58
32.58
33.96
32.58
33.04
30.66
26.24
20.99
28.62
33.32
38.02
42.68
46.43
41.63
49.61
52.82
57.64
53.34
46.43
44.06
45.90
49.02
54.65
60.09
engineering
geotechnical
applications
1.00
1.00
1.00
1.00
0.99
0.99
0.99
0.98
0.98
0.98
0.97
0.97
0.97
0.96
0.96
0.95
0.95
0.95
0.94
0.94
0.93
0.93
0.92
0.92
CSR
0.46
0.46
0.55
0.63
0.68
0.72
0.75
0.77
0.79
0.80
0.81
0.82
0.83
0.83
0.84
0.84
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
MSF for sand Ka for sand CRR for M=7.5 CRR
& aVC'= 1 atm
1.08 1.10 0.71 0.84
1.08 1.10 0.71 0.84
1.08 1.10 0.90 1.07
1.08 1.10 0.71 0.84
1.08 1.10 0.76 0.91
1.08 1.10 0.53 0.63
1.08 1.10 0.32 0.38
1.08 1.10 0.22 0.26
1.08 1.10 0.41 0.49
1.08 1.10 0.80 0.96
1.08 1.10 2.00 2.00
1.08 1.10 2.00 2.00
1.08 1.10 2.00 2.00
1.08 1.10 2.00 2.00
1.08 1.10 2.00 2.00
1.08 1.10 2.00 2.00
1.08 1.10 2.00 2.00
1.08 1.10 2.00 2.00
1.08 1.10 2.00 2.00
1.08 1.10 2.00 2.00
1.08 1.10 2.00 2.00
1.08 1.10 2.00 2.00
1.08 1.10 2.00 2.00
1.08 1.10 2.00 2.00
630 Via Lido Nord, Newport Beach, CA
IH207 .1
October 2019
Factor of Limiting shear
Safety strain ylim
1.82 0.03
1.82 0.03
1.95 0.03
1.35 0.03
1.34 0.03
0.88 0.04
0.52 0.08
0.34 0.14
0.62 0.06
1.19 0.03
2.00 0.01
2.00 0.00
2.00 0.00
2.00 0.01
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
PLATE A
CPT-1 advanced to 50.67 ~-on 8/19/19
Page 3
PA2021-069
61.76 0.37 62.12 0.91 0.85 1.08 1.10
56.93 0.37 57.30 0.91 0.85 1.08 1.10
51.08 3.58 54.66 0.90 0.84 1.08 1.10
46.57 3.58 50.15 0.90 0.84 1.08 1.09
45.82 3.58 49.39 0.89 0.84 1.08 1.08
46.32 3.58 49.89 0.89 0.84 1.08 1.07
46.81 3.58 50.39 0.88 0.83 1.08 1.06
47.30 3.58 50.88 0.88 0.83 1.08 1.05
50.12 3.58 53.70 0.87 0.83 1.08 1.04
52.87 0.37 53.23 0.87 0.82 1.08 1.03
57.82 0.37 58.19 0.86 0.82 1.08 1.03
58.17 0.37 58.54 0.86 0.82 1.08 1.02
59.63 0.37 60.00 0.85 0.81 1.08 1.01
54.52 3.58 58.10 0.85 0.81 1.08 LOO
51.70 3.58 55.27 0.84 0.81 1.08 1.00
50.02 3.58 53.59 0.84 0.80 1.08 0.99
55.74 3.58 59.32 0.83 0.80 1.08 0.98
58.23 3.58 61.80 0.83 0.80 1.08 0.97
60.66 3.58 64.24 0.82 0.79 1.08 0.97
61.02 3.58 64.59 0.82 0.79 1.08 0.96
60.36 3.58 63.94 0.81 0.78 1.08 0.96
57.74 3.58 61.32 0.81 0.78 1.08 0.95
56.16 3.58 59.74 0.80 0.77 1.08 0.94
55.60 3.58 59.18 0.80 0.77 1.08 0.94
54.09 3.58 57.66 0.79 0.77 1.08 0.93
53.57 3.58 57.14 0.79 0.76 1.08 0.93
References:
Idriss, J.M. and Boulanger, R.W. Soil L1quefaccion During Eanhquakes. Earthquake Engineering Research Institute. 8 September 2008.
Liu. C. and Even. J.B. Soils and Poundalions, 8th Edicio11. 4 August 2013.
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
2.00 2.00
Martin. G.R. and Lew, M. Recommendations for Implementation of DMC SpecioJ Publicocion 117. University of Southern Ca.lifomia Earthquake Center. March 1999.
California Department of Conservn.tion. CGS. Special PublicaUon 117A: Guidelines for Evoluoring and Mitigating Seismic Hazards in California . Rev 11 Sept. 2008.
consultants
enginet'ring
g eo1echnica/
applications
630 Via lido Nord, Newport Beach, CA
IH207.l
October 2019
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
2.00 0.00
PLATE A
CPT-1 advanced to 50.67 ft. on 8/19/19
Page 4
PA2021-069
Parameter Fa
-0.27
-0.27
-0.36
-0.27
-0.30
-0.13
0.16
0.46
0.00
-0.32
-0.66
-1.01
-1.30
-0.93
-1.56
-1.82
-2.22
-1.86
-1.30
-1.12
-1.26
-1.51
-1.97
-2.43
Maximum LIHi (m)
shear strain
ymax
0.00
0.00
0.00
0.02
0.02
0.04
0.08
0.14
0.06
0.02
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
engineering
geo1echnicul
applicalions
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
consultants
LILDli (m)
0.00
0.00
0.00
0.01
0.01
0.01
0.02
0.04
0.02
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Vertical LISi (m)
reconsol.
Strain tv
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.01 0.00
0.02 0.01
0.02 0.01
0.01 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
LISi (ft)
0.00
0.00
0.00
0.00
0.00
0.01
0.02
0.02
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
LISi (inches)
O.Ql
0.01
0.00
0.04
0.04
0.10
0.21
0.27
0.14
0.05
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
630 Via lido Nord, Newport Beach, CA
IH207.l
October 2019
PLATE A
CPT-1 advanced to 50.67 ft. on 8/19/19
Page 5
PA2021-069
-2.61 0.00 0.30 0.00 0.00 0.00
-2.19 0.00 0.30 0.00 0.00 0.00
-1.97 0.00 0.30 0.00 0.00 0.00
-1.60 0.00 0.30 0.00 0.00 0.00
-1.54 0.00 0.30 0.00 0.00 0.00
-1.58 0.00 0.30 0.00 0.00 0.00
-1.62 0.00 0.30 0.00 0.00 0.00
-1.66 0.00 0.30 0.00 0.00 0.00
-1.89 0.00 0.30 0.00 0.00 0.00
-1.85 0.00 0.30 0.00 0.00 0.00
-2.27 0.00 0.30 0.00 0.00 0.00
-2.30 0.00 0.30 0.00 0.00 0.00
-2.42 0.00 0.30 0.00 0.00 0.00
-2.26 0.00 0.30 0.00 0.00 0.00
-2.02 0.00 0.30 0.00 0.00 0.00
-1.88 0.00 0.30 0.00 0.00 0.00
-2.37 0.00 0.30 0.00 0.00 0.00
-2.58 0.00 0.30 0.00 0.00 0.00
-2.79 0.00 0.30 0.00 0.00 0.00
-2.82 0.00 0.30 0.00 0.00 0.00
-2.76 0.00 0.30 0.00 0.00 0.00
-2.54 0.00 0.30 0.00 0.00 0.00
-2.40 0.00 0.30 0.00 0.00 0.00
-2.35 0.00 0.30 0.00 0.00 0.00
-2.22 0.00 0.30 0.00 0.00 0.00
-2.18 0.00 0.30 0.00 0.00 0.00
Total Settlement: I 0.021
References:
Idriss, J.M. and Boulanger. R.W. Soil liquefaccion During Earthquakes. Earthquake Engineering Research Institute. 8 September 2008.
Liu, C. and Even. J.B. Soi/sand Foundations, 8th Edition. 4 August 2013.
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
om! 0.861
Martin. G.R. and Lew, M. Recommendocions for lmplemenuwon of DMG Special Pubficacion 117. University of Southern California Eanhquake Center. March 1999.
California Department of Conservation, CGS. Special Publication 117A: Guidelines for £voluocin9 and Miugating Seismic Hazards in California. Rev 11 Stpt. 2008.
consultants
engineering
::;eotechnical
applications
630 Via Lido Nord, Newport Beach, CA
IH207 .1
October 2019
PLATE A
CPT-1 advanced to 50.67 ft. on 8/19/19
Page 6
PA2021-069