HomeMy WebLinkAboutPA2022-033_20220203_Geotechnical Investigation_5-19-21COAST GEOTECHNICAL, INC.
Geotechnical Engineering Investigation
of
Proposed New Residence
at
408 Via Lido Nord
Newport Beach, California
BY:
COAST GEOTECHNICAL, INC.
W. 0. 613421-01, dated May 19, 2021
FOR:
Mr. Michael Boone
C/o Mr. Virgil McDowell
24215 Lema Drive
Valencia, CA 91355
PA2022-033
COAST GEOTECHNICAL, INC.
1200 W. Commonwealth Avenue, Fullerton, CA 92833 • Ph: {714) 870-1211 • Fax: {714) 870-1222 • E-mail: coastgeotec@sbcglobal.net
May 19, 2021
Mr. Michael Boone
Clo Mr. Virgil McDowell
24215 Lema Drive
Valencia, CA 91355
Dear Mr. Boone:
Subject:
w.o. 613421-01
Geotechnical Engineering Investigation of
Proposed New Residence at 408 Via Lido
Nord, Newport Beach, California
Pursuant to your request, a geotechnical engineering investigation has been performed at the subject
site. The purposes of the investigation were to determine the general engineering characteristics of
the near surface soils on and underlying the site and to provide recommendations for the design of
foundations and underground improvements.
The conclusions and recommendations contained in this report are based upon the understanding of
the proposed development and the analyses of the data obtained from our field and laboratory
testing programs.
This report completes our scope of geotechnical engineering services authorized by you in the
March 10, 2021 proposal.
SITE DEVELOPMENT
It is our understanding that the existing residence will be demolished and that the site is to be
redeveloped with a new two-story residential structure over slab-on-grade. Structural loads are
anticipated to be light. Significant grade changes are not anticipated.
PURPOSE AND SCOPE OF SERVICES
The scope of the study was to obtain subsurface information within the project site area and to
provide recommendations pertaining to the proposed development and included the following:
1. A cursory reconnaissance of the site and surrounding areas.
2. Excavation of two exploratory borings to determine the near subsurface soil conditions and
groundwater conditions.
3. Collection of representative bulk and/or undisturbed soil samples for laboratory analysis.
4. Laboratory analyses of soil samples including determination of in-situ and maximum
density, in-situ and optimum moisture content, shear strength characteristics, consolidation,
expansion potential, and sulfate content.
PA2022-033
COAST GEOTECHNICAL, INC.
Mr. Michael Boone 2
Geotechnical Engineering Investigation
w. 0. 613421-01
May 19, 2021
5. Preparation of this report presenting results of our investigation and recommendations of
the proposed development.
SITE CONDITIONS
The project site is located at 408 Via Lido Nord in the City of Newport Beach, California, and is
shown on the attached Site Vicinity Map, Plate 1.
The parcel is rectangular in shape and is bordered by residential properties to the east and west, a
beach the north, and Via Lido Nord to the south.
The lot is currently developed with a single-family residence, hardscape, and landscape. Site
configuration is further shown on the Topographic Survey, Plate 2.
RECORD REVIEW
Records were researched at the City of Newport Beach under the project address. The subject lot is
identified as Lot 477 of Tract 907. No geotechnical records were found for the subject lot.
Readers of this report are advised that a record search is not an exact science; it is limited by time
and resource constraints, incomplete records, ability of custodian of records to locate files, and
where records are located is only a limited interpretation of other consultant's work. Readers of this
report should perform their own review of City records to arrive at their own interpretations and
conclusions.
EXPLORATORY PROGRAM
The field investigation was performed on April 8, 2021, consisting of the excavations of a boring
by a limited access drilling equipment (for Boring No. 1) and a boring by hand auger equipment
(for Boring No. 2) at the locations shown on the attached Topographic Survey, Plate 2. As
excavations progressed, a representative from this office visually classified the earth materials
encountered, and secured representative samples for laboratory testing.
Geotechnical characteristics of subsurface conditions were assessed by either driving a split spoon
ring sampler or an SPT sampler into the earth material. Undisturbed samples for detailed testing in
our laboratory were obtained from Boring No. 2 by pushing or driving a sampling spoon into the
earth material. A solid-barrel type spoon was used having an inside diameter of 2.5 inches with a
tapered cutting tip at the lower end and a ball valve at the upper end. The barrel is lined with thin
brass rings, each one inch in length. The spoon penetrated into the earth materials below the
depth of borings approximately six inches. The central portion of this sample was retained for
testing. All samples in their natural field condition were sealed in airtight containers and
transported to the laboratory.
Standard Penetration Test (SPT) was performed for Boring No. 1, based on ASTM D1586. The
number of blows required for driving the sampler through three six-inch intervals is recorded. The
PA2022-033
COAST GEOTECHNICAL, INC.
Mr. Michael Boone 3
Geotechnical Engineering Investigation
w. 0. 613421-01
May 19, 2021
sum of the number of blows required for driving the last two six-inch intervals is referred to as the
standard penetration number "N".
Samplers from Boring No. 1 were driven into the soil at the bottom of the borehole by means of
hammer blows. The hammer blows are given at the top of the drilling rod. The blows are by a
hammer weighing 140 pounds dropped a distance of 30 inches. Drive sampling was obtained at two
feet intervals for the upper level foundations in accordance with City guidelines. Considering that
the upper three feet of the pad area will be recompacted, SPT sampling commenced at three feet
below grade.
For liquefaction analysis, CE of 1.0 (for safety hammer), CB of 1.05 (for seven inch borehole
diameter), and Cs of 1.2 ( for sampler without liners) are used to calculate corrected N values.
EARTH MATERIALS
Earth materials encountered within the exploratory borings were visually logged by a representative
of COAST GEOTECHNICAL, Inc. The earth materials encountered were classified as artificial fill
underlain by native soils to the maximum depth explored.
Artificial fills encountered consisted of tan and brown, slightly silty, fine to medium grained sand,
with shells, damp and generally loose to medium dense. The fills were encountered to a depth of
about 2 feet below existing grade in the borings.
Native soils encountered consisted of gray tan and tan, clean to slightly silty, fine to medium
grained sand, damp to wet, and generally medium dense, to a maximum depth explored of 12.5
feet.
Logs of the exploratory borings are presented on the appended Plates B and C.
GROUNDWATER
Groundwater was encountered at 8 to 9 feet below existing ground surface during the field
investigation. This groundwater level is subject to minor fluctuation due to tidal changes. Plate 1.2
in Appendix B shows the subject site area to have a historic high groundwater depth ofless than ten
feet below existing ground surface. In our liquefaction and seismic settlement analyses, a
groundwater elevation of 6 feet below ground surface is used for more conservative calculations in
accordance with City policy.
SEISMICITY
Southern California is located in an active seismic region. Moderate to strong earthquakes can
occur on numerous faults. The United States Geological Survey, California Division of Mines and
Geology, private consultants, and universities have been studying earthquakes in
Southern California for several decades. Early studies were directed toward earthquake prediction
estimation of the effects of strong ground shaking. Studies indicate that earthquake prediction is not
practical and not sufficiently accurate to benefit the general public. Governmental agencies are
PA2022-033
COAST GEOTECHNICAL, INC.
Mr. Michael Boone 4
Geotechnical Engineering Investigation
w. 0. 613421-01
May 19, 2021
shifting their focus to earthquake resistant structures as opposed to prediction. The purpose of the
code seismic design parameters is to prevent collapse during strong ground shaking.
Cosmetic damage should be expected.
Within the past 50 years, Southern California and vicinity have experienced an increase in seismic
activity beginning with the San Fernando earthquake in 1971. In 1987, a moderate earthquake
struck the Whittier area and was located on a previously unknown fault. Ground shaking from this
event caused substantial damage to the City of Whittier, and surrounding cities. The
January 17, 1994, Northridge earthquake was initiated along a previously unrecognized fault below
the San Fernando Valley. The energy released by the earthquake propagated to the southeast,
northwest, and northeast in the form of shear and compression waves, which caused the strong
ground shaking in portions of the San Fernando Valley, Santa Monica Mountains, Simi Valley,
City of Santa Clarita, and City of Santa Monica.
Southern California faults are classified as: active, potentially active, or inactive. Faults from past
geologic periods of mountain building, but do not display any evidence of recent offset, are
considered "inactive" or "potentially active". Faults that have historically produced earthquakes or
show evidence of movement within the past 11,000 years are known as "active faults". There are no
known active faults within the subject property, with the nearest being the Newport Inglewood
Fault Zone and the San Joaquin Blind Thrust Fault.
• Newport-Inglewood Fault Zone: The Newport-Inglewood Fault Zone is a broad zone of left-stepping
en echelon faults and folds striking southeastward from near Santa Monica across the Los Angeles
basin to Newport Beach. Altogether these various faults constitute a system more than 150 miles long
that extends into Baja California, Mexico. Faults having similar trends and projections occur offshore
from San Clemente and San Diego (the Rose Canyon and La Nacion Faults). A near-shore portion of
the Newport-Inglewood Fault Zone was the source of the destructive 1933 Long Beach earthquake.
The reported recurrence interval for a large event along this fault zone is 1,200 to 1,300 years with an
expected slip of one meter.
• San Joaquin Hills Blind Thrust Fault: The seismic hazards in Southern California have been further
complicated with the recent realization that major earthquakes can occur on large thrust faults that are
concealed at depths between 5 to 20 km, referred to as "blind thrusts." The uplift of the San Joaquin
Hills is produced by a southwest dipping blind thrust fault that extends at least 14 km from
northwestern Huntington Mesa to Dana Point and comes to within 2 km of the ground surface. Work
by Grant et al. (1997 and 1999) suggest that uplift of the San Joaquin Hills began in the Late
Quaternary and continues during the Holocene. Uplift rates have been estimated between 0.25 and 0.5
mm/yr. If the entire length of the fault ruptured, the earthquake has been estimated to generate an Mw
6.8 event.
We are of the opinion that the more active Newport Inglewood fault is the causative fault for the
subject site. The site is located approximately one kilometer northeast, of the Newport Inglewood
fault.
PA2022-033
COAST GEOTECHNICAL, INC.
Mr. Michael Boone 5
Geotechnical Engineering Investigation
SEISMIC HAZARDS
w. 0. 613421-01
May 19, 2021
The potential hazards to be evaluated with regard to seismic conditions include fault rupture,
landslides triggered by ground shaking, soil liquefaction, earthquake-induced vertical and lateral
displacements, earthquake-induced flooding due to the failure of water containment structures,
seiches, and tsunamis.
Fault Rupture
The project is not located within a currently designated Alquist-Priolo Earthquake Zone (Bryant
and Hart, 2007). No known active faults are mapped on the site. Based on this consideration, the
potential for surface fault rupture at the site is considered to be remote.
Ground Shaking
The site is located in a seismically active area that has historically been affected by moderate to
occasionally high levels of ground motion, and the site lies in relatively close proximity to
several active faults; therefore, during the life of the proposed development, the property will
probably experience moderate to occasionally high ground shaking from these fault zones, as
well as some background shaking from other seismically active areas of the Southern California
region. Residential structures are typically designed to maintain structural integrity not to prevent
damage. Earthquake insurance is available where the damage risk is not acceptable to the client.
Seismic Induced Landslide
Earthquake-induced landslide zones were delineated by the State of California using criteria
adopted by the California State Mining and Geology Board. Under those criteria, earthquake-
induced landslide zones are areas meeting one or more of the following:
1. Areas known to have experienced earthquake-induced slope failure during historic earthquakes.
2. Areas identified as having past landslide movement, including both landslide deposits and source areas.
3. Areas where CDMG's analyses of geologic and geotechnical data indicate that the geologic materials
are susceptible to earthquake-induced slope failure.
Based on the Seismic Hazard Zone Map published by the State of California, Newport Beach
Quadrangle, appended as Plate 3, the site is not mapped as being in an area subject to potential
seismic induced landslides.
Seismic Induced Liquefaction
Liquefaction is a seismic phenomenon in which loose, saturated, non-cohesive granular soils
exhibit severe reduction in strength and stability when subjected to high-intensity ground
shaking. The mechanism by which liquefaction occurs is the progressive increase in excess pore
pressure generated by the shaking associated with the seismic event and the tendency for loose
non-cohesive soils to consolidate. As the excess pore fluid pressure approaches the in-situ
overburden pressure, the soils exhibit behavior similar to a dense fluid with a corresponding
PA2022-033
COAST GEOTECHNICAL, INC.
Mr. Michael Boone
Geotechnical Engineering Investigation
6 W. 0. 613421-01
May 19, 2021
significant decrease in shear strength and increase in compressibility. Liquefaction occurs when
three general conditions exist: 1) shallow groundwater; 2) low density, non-cohesive sandy soils;
and 3) high-intensity ground motion.
Seismic Hazard Zone Maps published by the State of California have been prepared to indicate
areas that have a potential for seismic induced liquefaction hazards. The Seismic Hazard Zone
Map for the Newport Beach Quadrangle, appended as Plate 3, shows the site to be mapped as
being subject to potential liquefaction hazards.
The City of Newport Beach has a policy concerning these areas. The City has assigned certain
parameters to existing soil conditions. From ten to thirty feet below ground surface they have
assigned the zone to be liquefiable with a seismic settlement of three inches. From thirty to fifty
feet below ground surface they have assigned liquefaction and seismic settlement not to be of
concern. The client has the option of accepting these conditions and assessing the zone of earth
materials from the ground surface to ten feet below the proposed footing bottom for liquefaction
and seismic settlement, or ignoring the City conditions and drilling deep exploration for similar
assessment.
For this project shallow exploration was chosen. A liquefaction assessment for the upper earth
materials follows.
Liquefaction evaluation for soil zone to ten feet below foundation bottom was based on blow
counts from Boring No. 1, a M = 7.2 seismic event from the Newport-Inglewood fault, a
maximum ground acceleration of 0.666g PGAM and a groundwater level at 6 feet. Liquefaction
analysis, based on these values and field obtained data, is presented in Appendix B. The results
indicate that there is liquefaction potential for the subject site.
Lateral Spreading
The occurrence of liquefaction may cause lateral spreading. Lateral spreading is a phenomenon in
which lateral displacement can occur on the ground surface due to movement of non-liquefied
soils along zones of liquefied soils. For lateral spreading to occur, the liquefiable zone must be
continuous, unconstrained laterally, and free to move along sloping ground toward an unconfined
area.
Due to the relatively level lot and distance to a free face, the potential of lateral spreading is not
considered to be significant.
Earthquake-induced Settlements
Earthquake-induced settlements result from densification of non-cohesive granular soils which
occur as a result of reduction in volume during or after an earthquake event. The magnitude of
settlement that results from the occurrence of liquefaction is typically greater than the settlement
that results solely from densification during strong ground shaking in the absence ofliquefaction.
PA2022-033
COAST GEOTECHNICAL, INC.
Mr. Michael Boone 7
Geotechnical Engineering Investigation
w. 0. 613421-01
May 19, 2021
It is understanding that the current City policy, has assigned a seismic settlement potential of
three inches for soils depths of ten to thirty feet and no additional analysis of seismic settlement
for this level should be required.
The seismically induced settlement for the at-grade structure was evaluated based on the
"Evaluation of Settlement in Sands due to Earthquake Shaking" by Kahji Tokimatsu and
H. Bolton Seed, dated August 1987. The analysis was limited to ten feet below the footing
bottom. The result, based on the SPT N-values in Boring No. 1, groundwater table at six feet
below grade and shown in Appendix C, indicates that the estimated settlement (including dry and
saturated sands) is 0.3 7 inch. According to City policy, the City's shallow mitigation method may
be used since the seismic settlement is less than one inch to a depth of ten feet below proposed
foundations.
Earthquake-Induced Flooding
The failure of darns or other water-retaining structures as a result of earthquakes and strong
ground shaking could result in the inundation of adjacent areas. Due to the lack of a major darn
or water-retaining structure located near the site, the potential of earthquake-induced flooding
affecting the site is considered not to be present.
Seiches
Seiches are waves generated in enclosed bodies of water in response to ground shaking. Based on
the lack of nearby enclosed bodies of water the risk from a seiche event is not present.
Tsunamis
Tsunamis are waves generated in large bodies of water as a result of change of seafloor topography
caused by tectonic displacement or landslide.
Based on the City of Newport Beach "Potential Tsunami Runup Inundation Caused by a Submarine
Landslide" map, the subject site is situated in the zone for potential tsunami run-up as shown on
Plate 4, and is referenced on this plate to be areas below elevation 32 feet. For more information
about tsunami run-up hazards and evacuation routes you are referred to the City website.
GEOTECHNICAL DISCUSSION
The site is within an area subject to liquefaction and liquefaction induced settlements under certain
seismic events. Under current CBC codes, City policy, and industry standards residential structures
subject to seismic hazards are designed to protect life and safety. Under this design objective the
requirements of protecting life and safety could be met but the structure could be damaged. The
damage to the structure could range from minimal to being non-functional. The reduction of risk,
for the occurrence of structural damage from a seismic event, is generally associated with the
structure's foundation system.
PA2022-033
COAST GEOTECHNICAL, INC.
Mr. Michael Boone 8
Geotechnical Engineering Investigation
w. 0. 613421-01
May 19, 2021
Typically the use of a conventional foundation system or a mat foundation system has been utilized
in the area.
Based on analysis presented within this report and City guidelines concerning liquefaction study
mitigation measures the proposed structure can be developed utilizing the City's "strengthened slab
on grade foundation system" for support. This type of foundation system, also referred to as a
conventional foundation system, is a minimum design. As the minimum design, this foundation
system has the highest risk for occurrence of structural damage to the residence.
The minimum geotechnical requirements for a conventional foundation system are as follows:
(1) the structure shall be placed on a mat of compacted fill soil, (2) bottom of all footings shall be
24 inches below grade, (3) foundations shall be continuous or tied together with grade beams, (4)
foundations shall be reinforced with a minimum of four #5 bars, two top and two bottom, (5)
concrete slabs shall be a minimum of five inch actual thickness with #4 bars at 12 inches on
center each way, and (6) footings shall be dowelled into slabs with #4 bars at 24 inches on center.
Additional reinforcement may be required if the structural engineer's design is more stringent.
An alternate foundation system typically utilized is a structural mat foundation, which is more rigid
than a conventional foundation system, and should be more effective in reducing the risk of
structural damage to a structure during a seismic event. Where a mat slab foundation is planned, the
slab should be at least twelve inches thick with perimeter footing a minimum of 24 inches below
the lowest adjacent grade. Reinforcement shall be determined by the structural engineer.
If the risk associated with either of these foundation systems is not acceptable to the client, the
client has the option of utilizing more stringent designs that could decrease the risk of damage to
the structure to a level they perceive as acceptable. Some of these designs could consist of soil
modifications, grout densification, stone columns, piles placed below liquefiable soils, and other
methods. Additional geotechnical exploration and or analysis would be required to provide
geotechnical design recommendation for these mitigation measures, and would be at the request of
the client under separate contract.
Grading will be required for support of new foundations as stated within this report.
Development of the site as proposed is considered feasible from a soils engineering standpoint,
provided that the recommendations stated herein are incorporated in the design and are
implemented in the field. The proposed grading and or construction will not have an adverse
effect on adjacent property or vice versa, provided site work is performed in accordance with the
guidelines of project geotechnical reports, approved plans, applicable codes, industry standards,
City inspections, and required geotechnical observation and testing.
The following recommendations are subject to change based on review of final foundation and
grading plans.
PA2022-033
COAST GEOTECHNICAL, INC.
Mr. Michael Boone 9
Geotechnical Engineering Investigation
PROPOSED GRADING
w. 0. 613421-01
May 19, 2021
Grading plans were not available at the time this report was prepared. It is anticipated that grading
will consist mainly of over-excavation and recompaction for uniform support of the foundations
and slabs.
GENERAL GRADING NOTES
All existing structures shall be demolished and all vegetation and debris shall be stripped and
hauled from the site. The entire grading operation shall be done in accordance with the attached
"Specifications for Grading".
Any import fill materials to the site shall not have an expansion index greater than 20, and shall be
tested and approved by our laboratory. Samples must be submitted 48 hours prior to import.
Grading and/or foundation recommendations are subject to modification upon review of final plans
by the Geotechnical Engineer. Please submit plans to COAST GEOTECHNICAL, Inc. when
available.
GRADING RECOMMENDATIONS
Removal and recompaction of existing earth materials will be required to provide adequate
support for foundations and site improvements. Earthwork for foundation support shall include
the entire building pad and shall extend a minimum of three feet outside exterior footing lines.
Based on in place densities and a consolidation test, soils found at a depth of two feet below
existing grade and deeper have adequate geotechnical properties to provide adequate support of
proposed fills and the structure; as such, removals to a depth of three feet below existing grade or to
one foot below proposed footing bottoms, whichever is greater, are anticipated; however, field
observations made at the time of grading shall determine final removal limits.
To provide adequate support along property lines excavations shall be sloped at a 1: 1 (H: V)
gradient from property line down to the excavation bottom. As fill soils are placed the grading
contractor shall bench into the 1: 1 construction cut to final grade. Temporary excavations along
property lines are shown on Plate 5.
During earthwork operations, a representative of COAST GEOTECHNICAL, INC. shall be present
to verify compliance with these recommendations. Subsequent to approval of the excavation
bottom, the area shall be scarified six inches, moisture conditioned as needed, and compacted to
a minimum of 90% relative compaction.
Fill soils shall be placed in six to eight inch loose lifts, moisture conditioned as needed, and
compacted to a minimum of 90% relative compaction. This process shall be utilized to finish
grade.
PA2022-033
COAST GEOTECHNICAL, INC.
Mr. Michael Boone 10
Geotechnical Engineering Investigation
w. 0. 613421-01
May 19, 2021
Due to the caving nature of the on-site sands, it is highly recommended that the upper two feet of
fill be mixed with cement to reduce, but not eliminate, the potential of caving of the foundation
excavations. Typically, a 2-3% by volume mixture of cement is sufficient to reduce the caving
potential of foundation excavations. Preventing the foundation excavations from being
surcharged by foot traffic and equipment will also help to reduce caving potential.
Grading for hardscape areas shall consist of removal and recompaction of loose surficial soils.
Removal depths are estimated at one to two feet. Earthwork shall be performed in accordance
with previously specified methods.
FOUNDATIONS -RESIDENCE
The proposed structures shall be supported by a mat foundation or a conventional foundation
system.
Conventional foundations shall utilize spread footings and/or isolated pad footings placed a
minimum depth of 24 inches below lowest adjacent grade utilizing an allowable bearing value of
1,800 pounds per square foot. This value is for dead plus live load and may be increased 1/3 for
total including seismic and wind loads where allowed by code. The structural engineer's
reinforcing requirements should be followed if more stringent. Calculations for the bearing
capacity are provided on Plate G.
Where isolated pads are utilized, they shall be tied in two directions into adjacent foundations
with grade beams.
Footing excavations shall be observed by a representative of COAST GEOTECHNICAL, INC.,
prior to placement of steel or concrete to verify competent soil conditions. If unacceptable soil
conditions are exposed mitigation will be recommended.
Geotechnical recommendations for foundation reinforcement are given under the liquefaction
section of this report.
If a mat slab design is utilized, the structural engineer should design the thickness and
reinforcement requirements for the mat foundation for the building based on the anticipated
loading conditions. The mat foundation slab should be at least twelve inches thick, with
perimeter footings a minimum of 24 inches below the lowest adjacent grade. A modulus of
sub grade reaction of 100 pci may be used in the design of the mat foundation. Reinforcement
shall be determined by the structural engineer. Calculations for the subgrade reaction are
provided on Plate H.
Alternate foundations and or additional ground modification techniques, for support of the
structure, can be addressed upon request of the project manager. All foundation plans are subject
to review and approval of the soils engineer.
PA2022-033
COAST GEOTECHNICAL, INC.
Mr. Michael Boone 11
Geotechnical Engineering Investigation
w. 0. 613421-01
May 19, 2021
All foundation bottoms shall be observed and approved by COAST GEOTECHNICAL, Inc.
prior to placement of the capillary break.
FOUNDATIONS-SECONDARY STRUCTURES
Property line walls, planter walls, and other incidental foundations may utilize conventional
foundation design.
Continuous spread footings or isolated pads placed a minimum depth of 24 inches below lowest
adjacent grade may utilize an allowable bearing value of 1,500 pounds per square foot. This
value is for dead plus live load and may be increased 1/3 for total including seismic and wind
loads where allowed by code.
Where isolated pads are utilized, they shall be tied in two directions into adjacent foundations
with grade beams.
Footing excavations shall be observed by a representative of COAST GEOTECHNICAL, Inc.,
prior to placement of steel or concrete to verify competent soil conditions. If unacceptable soil
conditions are exposed mitigation will be recommended.
Foundations shall be reinforced with a minimum of four #5 bars, two top and two bottom, The
structural engineer's recommendations for reinforcement shall be utilized where more severe.
LATERAL DESIGN
Lateral restraint at the base of footings and on slabs may be assumed to be the product of the dead
load and a coefficient of friction of 0.35. Passive pressure on the face of footings may also be used
to resist lateral forces. A passive pressure of zero at the surface of finished grade, increasing at the
rate of 300 pounds per square foot of depth to a maximum value of 3,000 pounds per square foot,
may be used for compacted fill at this site. If passive pressure and friction are combined when
evaluating the lateral resistance, then the value of the passive pressure should be limited to 2/3 of
the values given above. Calculations are provided on Plate I.
FLOOR SLABS
Slab on grades shall be designed in accordance with current CBC codes. Site soils are non plastic.
Minimum geotechnical recommendations for slab design are five inches actual thickness with #4
bars at 12 inches on center each way. Slabs shall be tied into perimeter foundations with #4 bars at
24 inch centers. Structural design may require additional reinforcement and slab thickness.
Sub grade soils shall exhibit a minimum relative compaction of 90% to the depth determined by the
geotechnical engineer. The soil should be kept moist prior to casting the slab. However, if the soils
at grade become disturbed during construction, they should be brought to approximately optimum
moisture content and rolled to a firm, unyielding condition prior to placing concrete.
PA2022-033
COAST GEOTECHNICAL, INC.
Mr. Michael Boone 12
Geotechnical Engineering Investigation
w. 0. 613421-01
May 19, 2021
COAST GEOTECHNICAL, Inc. to verify adequacy of subgrade soils prior to placement of
capillary break or vapor barrier.
Section 4.505 .2.1 of the California Green Code requires the use of a capillary break between the
slab subgrade and vapor barrier. The capillary break material shall comply with the requirements
of the local jurisdiction and shall be a minimum of four inches in thickness. Geotechnically
coarse clean sand is acceptable; however, some localities require the use of four inches of gravel
(1/2-inch or larger clean aggregate). If gravels are used, a heavy filter fabric (Mirafi 140N) shall
be placed over the gravels prior to placement of the recommended vapor barrier to minimize
puncturing of the vapor barrier. Additionally, a vibratory plate should be used over the gravels
prior to placement of the recommended filter fabric to smooth out any sharp protuberances and
consolidate the gravels.
Slab areas should be underlain by a vapor retarder consisting of an engineered plastic film (as
described by ASTM:E-1745). In areas where a moisture sensitive floor covering will be used
and/or where moisture infiltration is not desirable, a vapor barrier with a permeance of less than
0.0lperms (consistent with ACI 302.2R-06) such as 15 mil. Stego Wrap Vapor Barrier, or
equivalent, should be considered, and a qualified water proofing specialist should be consulted.
The vapor barrier should be underlain by the above described capillary break materials and filter
cloth. The capillary break materials should be compacted to a uniform condition prior to
placement of the recommended filter cloth and vapor barrier. The vapor barrier should be
properly lapped and sealed.
SEISMIC DESIGN
Based on the current CBC and ASCE 7-16, the following seismic design parameters are provided.
These seismic design values were determined utilizing latitude 33.6144376 and longitude -
117.9191169 and calculations from the SEAOC/OSHPD Seismic Design Tool. A site class D was
assigned to site earth materials.
• Site Class = D
• Mapped 0.2 Second Spectral Response Acceleration, Ss = 1.384g
• Mapped One Second Spectral Response Acceleration S1 = 0.493g
• Site Coefficient from Table 1613A5.3(1), Fa= 1
• Site Coefficient from Table 1613A5.3(2), Fv = 1.807
• Maximum Design Spectral Response Acceleration for short period, SMs = 1.384g
• Maximum Design Spectral Response Acceleration for one-second period, SM1 = 0.891g
• 5% Design Spectral Response Acceleration for short period, Sos= 0.923g
• 5% Design Spectral Response Acceleration for one-second period, Sm = 0.594g
The Fv, SM1, and S01 are calculated based on Table 11.4-2 of ASCE7-16 as shown on Plate X. Since S1 is
more than 0.2, the project structural engineer shall perform required calculations to make sure that a site
response analysis is not required according to 11.4.8 of ASCE7-16.
PA2022-033
COAST GEOTECHNICAL, INC.
Mr. Michael Boone 13
Geotechnical Engineering Investigation
SETTLEMENT
w. 0. 613421-01
May 19, 2021
The maximum total post-construction static settlement is anticipated to be on the order of 1/2 inch.
Differential settlements are expected to be less than 1/2 inch, measured between adjacent structural
elements over a distance of 40 feet. Seismic induced settlements are addressed under previous
sections.
SUBSIDENCE & SHRINKAGE
Subsidence over the site is anticipated to be negligible. Shrinkage of reworked materials should be
in the range of 5 to 10 percent.
EXPANSIVE SOILS
Results of expansion tests indicate that the near surface soils have a very low expansion potential.
UTILITY LINE BACKFILLS
All utility line backfills, both interior and exterior, shall be compacted to a m1mmum of
90% relative compaction and shall require testing at a maximum of two-foot vertical intervals.
Utility lines shall be placed at appropriate depths. Shallow pipes can be damaged by the forces
imposed by compacting backfill soils. If shallow pipes are not capable of withstanding the forces of
backfill compaction, slurry backfill will be recommended.
HARDSCAPE AND SLABS
Hardscape and slab sub grade areas shall exhibit a minimum of 90% relative compaction to a depth
of at least one foot. Deeper removal and recompaction may be required if unacceptable conditions
are encountered. These areas require testing just prior to placing concrete. Hardscape shall be at
least four inches thick and reinforced with #3 bars on 18 inch centers both ways.
CHEMICAL ANALYSIS
An on-site soil sample showed a soluble sulfate content of 80 ppm, which is a negligible sulfate
exposure. Concrete with Type II 2,500 psi may be utilized; however, the saltwater environ may
cause damage to exposed concrete and a designed concrete should be considered.
DRAINAGE
Positive drainage should be planned for the site. Drainage should be directed away from structures
via non-erodible conduits to suitable disposal areas. The structure should utilize roof gutters and
down spouts tied directly to yard drainage.
Pipes used for storm/site water drainage should be stout enough to withstand the force of
compaction of the soils above. This force can be considerable, causing some weaker pipes to
collapse. Drainage pipes shall have a smooth interior. Pipes with a corrugated interior can cause the
buildup of deleterious matter, which can impede or block the flow of site waters and, as such, are
PA2022-033
COAST GEOTECHNICAL, INC.
Mr. Michael Boone 14
Geotechnical Engineering Investigation
w. 0. 613421-01
May 19, 2021
not recommended. All storm/site water drainage pipes should be in conformance with the
requirements from the current California Plumbing Code.
Unlined flowerbeds, planters, and lawns should not be constructed against the perimeter of the
structure. If such landscaping ( against the perimeter of a structure) is planned, it should be properly
drained and lined or provided with an underground moisture barrier. Irrigation should be kept to a
rmrnmum.
The current CBC recommends five percent slope away from structures for landscape areas within
ten feet of the residence. Hardscape areas shall be sloped a minimum of two percent where within
ten feet of the residence unless allowed otherwise by the building official. Minimum drainage shall
be one percent for hardscape areas and two percent for all other areas.
We do not recommend the use of infiltration best management practice (BMP) such as infiltration
trenches, bottomless trench drains infiltration basins, dry wells, permeable pavements or similar
systems designed primarily to percolate water into the subsurface soils within five feet of
foundations. Due to the physical characteristics of the site earth materials, infiltration of waters into
the subsurface earth materials has a risk of adversely affecting below grade structures, building
foundations and slabs, and hardscape improvements. From a geotechnical viewpoint surface
drainage should be directed to the street.
The WQMP requirement shall be addressed by the Civil Engineer.
ENGINEERING CONSULTATION, TESTING & OBSERVATION
We will be pleased to provide additional input with respect to foundation design once methods of
construction have been determined.
Grading, foundation and shoring plans should be reviewed by this office prior to commencement of
grading so that appropriate recommendations, if needed, can be made.
Areas to receive fill should be observed when unsuitable materials have been removed and prior to
placement of fill. Fill should be observed and tested for compaction as it is placed.
SUPPLEMENTAL CONSULTING
During construction, a number of reviews by this office are recommended to verify site
geotechnical conditions and conformance with the intentions of the recommendations for
construction. Although not all possible geotechnical observation and testing services are required.
The following site reviews are advised, some of which will probably be required by the City of
Newport Beach:
• Grading and excavations review for main structures
• Foundation excavations
• Slab subgrade compaction testing prior to placement of the capillary break or waste slab
• Compaction of utility trench backfill and hardscape subgrade compaction
PA2022-033
COAST GEOTECHNICAL, INC.
Mr. Michael Boone 15
Geotechnical Engineering Investigation
AGENCY REVIEW
w. 0. 613421-01
May 19, 2021
All soil, geologic and structural aspects of the proposed development are subject to the review and
approval of the governing agency(s). It should be recognized that the governing agency(s) can
dictate the manner in which the project proceeds. They could approve or deny any aspect of the
proposed improvements and/or could dictate which foundation and grading options are acceptable.
Supplemental geotechnical consulting in response to agency requests for additional information
could be required and will be charged on a time and materials basis.
LIMITATIONS
This report presents recommendations pertaining to the subject site based on the assumption that
the subsurface conditions do not deviate appreciably from those disclosed by our exploratory
excavations. Our recommendations are based on the technical information, our understanding of the
proposed construction, and our experience in the geotechnical field. We do not guarantee the
performance of the project, only that our engineering work and judgments meet the standard of care
of our profession at this time.
In view of the general conditions in the area, the possibility of different local soil conditions may
exist. Any deviation or unexpected condition observed during construction should be brought to the
attention of the Geotechnical Engineer. In this way, any supplemental recommendations can be
made with a minimum of delay necessary to the project.
If the proposed construction will differ from our present understanding of the project, the existing
information and possibly new factors may have to be evaluated. Any design changes and the
finished plans should be reviewed by the Geotechnical Consultant. Of particular importance would
be extending development to new areas, changes in structural loading conditions, postponed
development for more than a year, or changes in ownership.
This report is issued with the understanding that it is the responsibility of the owner, or of his
representative, to ensure that the information and recommendations contained herein are called to
the attention of the Architects and Engineers for the project, and incorporated into the plans and that
the necessary steps are taken to see that the contractors and subcontractors carry out such
recommendations in the field.
This report is subject to review by the controlling authorities for this project.
We appreciate this opportunity to be of service to you.
Respectfully submitted:
COAST GEOTECHNICAL, INC.
~~~~
Ming-Tamg Chen
RCE 54011
PA2022-033
COAST GEOTECHNICAL, INC.
Mr. Michael Boone 16
Geotechnical Engineering Investigation
APPENDIXA
w. 0. 613421-01
May 19, 2021
This appendix contains a description of the field investigation, laboratory testing procedures and
results, site plan, exploratory logs and expansive soil recommendations.
FIELD INVESTIGATION
The field investigation was performed on April 8, 2021, consisting of the excavations of a boring
by a limited access drilling equipment (for Boring No. 1) and a boring by hand auger equipment
(for Boring No. 2) at the locations shown on the attached Topographic Survey, Plate 2. As drilling
progressed, personnel from this office visually classified the soils encountered, and secured
representative samples for laboratory testing.
Description of the soils encountered is presented on the attached Boring Logs. The data presented
on this log is a simplification of actual subsurface conditions encountered and applies only at the
specific boring location and the date excavated. It is not warranted to be representative of
subsurface conditions at other locations and times.
LABORATORY TESTING
Field samples were examined in the laboratory and a testing program was then established to
develop data for preliminary evaluation of geotechnical conditions.
Field moisture and dry densities were calculated for each undisturbed sample. The samples were
obtained per ASTM:D-2937 and tested under ASTM:D-2216.
Maximum density-optimum moisture relationships were established per ASTM:D-1557 for use in
evaluation of in-situ conditions and for future use during grading operations.
Direct shear tests were performed in accordance with ASTM:D-3080, on specimens at near
saturation under various normal loads. The results of tests are based on an 80% peak strength or
ultimate strength, whichever is lower, and are attached as Plates D and E.
Expansion tests were performed on typical specimens of natural soils in accordance with the
procedures outlined in ASTM:D-4829.
A consolidation test was performed on representative samples based on ASTM:D-2435. The
consolidation plot is presented on Plate F.
PA2022-033
COAST GEOTECHNICAL, INC.
Mr. Michael Boone 17
Geotechnical Engineering Investigation
TEST RESULTS
w. 0. 613421-01
May 19, 2021
Maximum Density/Optimum Moisture {ASTM: D-1557)
Boring Depth in Feet Maximum Density, Optimum Moisture, % pcf
1 0-5 112.0 10.5
Direct Shear {ASTM: D3080)
Boring Depth in Feet Cohesion Angle of Internal Friction
(lbs./sq. ft.) (Degrees)
1 0 - 5 (remolded) 100 32
2 2.5 50 33
Expansion Index {ASTM: D4829)
Boring Depth in Feet Expansion Index Expansion Potential
1 0-5 0 VeryLow
Soluble Sulfate Analysis {ASTM:D516)
Boring Depth in Feet Soluble Sulfate (ppm)
1 0-5 80
PA2022-033
COAST GEOTECHNICAL, INC.
SPECIFICATIONS FOR GRADING
SITE CLEARING
All existing vegetation shall be stripped and hauled from the site.
PREPARATION
After the foundation for the fill has been cleared, plowed or scarified, it shall be disced or bladed until
it is uniform and free from large clods, brought to a proper moisture content and compacted to not less
than ninety percent of the maximum dry density in accordance with ASTM:D-1557 (5 layers -25
blows per layer; 10 lb. hammer dropped 18"; 4" diameter mold).
MATERIALS
On-site materials may be used for fill, or fill materials shall consist of materials approved by the Soils
Engineer and may be obtained from the excavation of banks, borrow pits or any other approved
source. The materials used should be free of vegetable matter and other deleterious substances
and shall not contain rocks or lumps greater than six inches in maximum dimension.
PLACING, SPREADING AND COMPACTING FILL MATERIALS
The selected fill material shall be placed in layers which, when compacted, shall not exceed six
inches in thickness. Each layer shall be spread evenly and shall be thoroughly mixed during the
spreading to ensure uniformity of material and moisture of each layer.
Where moisture of the fill material is below the limits specified by the Soils Engineer, water shall be
added until the moisture content is as required to ensure thorough bonding and thorough compaction.
Where moisture content of the fill material is above the limits specified by the Soils Engineer, the fill
materials shall be aerated by blading or other satisfactory methods until the moisture content is as
specified.
After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not
less than 90 percent of the maximum dry density in accordance with ASTM:D-1557 (5 layers -25
blows per layer; 10 lbs. hammer dropped 18 inches; 4" diameter mold) or other density tests which
will attain equivalent results.
Compaction shall be by sheepfoot roller, multi-wheel pneumatic tire roller, track loader or other types
of acceptable rollers.
PA2022-033
COAST GEOTECHNICAL, INC.
SPECIFICATIONS FOR GRADING PAGE2
Rollers shall be of such design that they will be able to compact the fill to the specified density.
Rolling shall be accomplished while the fill material is at the specified moisture content. Rolling of
each layer shall be continuous over the entire area and the roller shall make sufficient trips to ensure
that the desired density has been obtained. The final surface of the lot areas to receive slabs on grade
should be rolled to a dense, smooth surface.
The outside of all fill slopes shall be compacted by means of sheepfoot rollers or other suitable
equipment. Compaction operations shall be continued until the outer nine inches of the slope is at
least 90 percent compacted. Compacting of the slopes may be progressively in increments of three
feet to five feet of fill height as the fill is brought to grade, or after the fill is brought to its total height.
Field density tests shall be made by the Soils Engineer of the compaction of each layer of fill. Density
tests shall be made at intervals not to exceed two feet of fill height provided all layers are tested.
Where the sheepfoot rollers are used, the soil may be disturbed to a depth of several inches and
density readings shall be taken in the compacted material below the disturbed surface. When these
readings indicate that the density of any layer of fill or portion there is below the required 90 percent
density, the particular layer or portion shall be reworked until the required density has been obtained.
The grading specifications should be a part of the project specifications.
The Soil Engineer shall review the grading plans prior to grading.
INSPECTION
The Soil Engineer shall provide continuous supervision of the site clearing and grading operation so
that he can verify the grading was done in accordance with the accepted plans and specifications.
SEASONAL LIMITATIONS
No fill material shall be placed, spread or rolled during unfavorable weather conditions. When heavy
rains interrupt work, fill operations shall not be resumed until the field tests by the Soils Engineer
indicate the moisture content and density of the fill are as previously specified.
EXPANSIVE SOIL CONDITIONS
Whenever expansive soil conditions are encountered, the moisture content of the fill or recompacted
soil shall be as recommended in the expansive soil recommendations included herewith.
PA2022-033
SITE VICINITY MAP
NEWPORTBEACHQUADRANGLE
CALIFORNIA -ORANGE CO. ~
7.5 MINUTE SERIES (TOPOGRAPHIC) <l'o...__ .·
Geotechnical Engineering Investigation
408 Via Lido Nord
Newport Beach, California
UNITED STATES
DEPARTMENT OF THE INTERIOR .2
GEOLOGIC SURVEY
Work Order 613421
Plate No. 1
COAST GEOTECHNICAL, INC.
PA2022-033
I
I
I
I
I
I
I
I
C I 4' UTILITY ESMT
--71n------
----------
ii ~ 11
2,.s· I :----~,~, .• -.---~ I 4' UTILITY ESMT 1-----'=----t--Hi CONC
OWNER:
KEVIN & VICKI COOP
116VIAGENOA
NEWPORT BEACH, CA 92663
I
I
I
PREPARED BY:
FORKERT ENGINEERING & SURVEYING. INC. 22311 BROOKHURST ST, STE203
HUNTINGTON BEACH, CA 92648
(714)963-6793
JN 10057
TOPOGRAPHIC SURVEY
Scale 1"= 20'
ADJACENT RESIDENCE --------------------,
CONC N e·oo'oo· so.oo'
' ' ''------~ ~
[l,@'[j' 8
I
'
.~ ! I
CONC I FD SCRIBE '+'
.fl .. T
-cO:c -----;;;;-oo7c;o•Eg~ ~ coNc . 4 ~' I I
GUARDRA1 ADJACENT REs10E;E--[ie, 7
____ ,U,.JLW,DGe;. __ _
~~ 7/30/20
MICHAEL A. FORKERT
BASIS OF BEARING:
THE CENTE:RUNE OF VIA UDO
NORD BEING N61°00'00"W, PER
TRACT No. 907 M.M. 28/25-36
I CONC
I
I [l,@'[j' J
I 7.5' I
CONC
BENCHMARK:
NB3-21-92
ELEVATION: 11.912 FEET {NAVD88)
YEAR LEVELED: 2015
iBM: LEAD AND TACK LS 4653
ELEVATION= 12.00'
7,5'
SAND
so·
LEGAL DESCRIPTION:
LOT 43 OF TRACT MAP NO. -7028
APN: 458 273 09
COAST GEOTECHNICAL, INC.
TOPOGRAPHIC SURVEY
408 VIA LIDO NORD
NEWPORT BEACH, CALIFORNIA
w.o. 613421 Plate 2
PA2022-033
SEISMIC HAZARDS ZONE MAP
_ PO~ BPark1 V 0 H\~· If/\ ,, ~-----,
)/ i ( ~ -----le--~ .
STATE OF CALI_FORNIA ------------------------------:-
SEISMIC HAZARDS ZONES . . · . ~------------
. Deffneated In compliance with
Chaptlll' 7,8. DlvlNOl'I 2 of the C1llfoml1 Public Reso11rn1 Code
·--.Mllpp{ng 11&1/ '
. NEWPORT BEACH QUADRANGLE
OFFICIAL MAP
· Liquefaction Zone Released: April 7, 1997
Landslide Zone Released: April 15, 1998
45 39
Geotechnical Engineering Investigation
408 Via Lido Nord
Newport Beach, California
Zones of Required Investigation:
Liquefaction.
Areas where hisfnric occurrence of liquefaction, or facef geological, geotechnlcaJ and groundwater conditions lndlcatu potential for permanent g_round dlspJacements such that mitigation as defined in. Public Resouroes Code Section 2693(c) would be required. '
l;arthquaka-lnduced Landslides
Areas where previous OCCUTence of landslide movement, or local topographic, gealoglcal, geatectmlcal and subsurface water conditions
indicate a potential ·for permanent ground displacements such that g;;tt~~::.i"'.' defined In Public Resouroes Cade SecHon 2693(c) would
Work Order 613421
Plate No. 3
COAST GEOTECHNICAL, INC.
PA2022-033
POTENTIAL TSUNAMI RUNUP INUNDATION CAUSED BY A
SUBMARINE LANDSLIDE
/
,., ,.. ' '"' ....
~!~ , ....
~-
'·"' ....
Ba,c Map: USGS Topo~raphic Map from Surc!MAPS RASTER '
;:;~::.c;,1:::= ~:::'.: ~~0
~•.;::• a;, hod "'•• • .-.~:~~ .. ¼ .. ..., ... "' .. ,•, .. ~ .. : .... "', .. :, ... ,"'., ... ¼ .. , ... ~ ..... ·~:-.-.-.... ~•·"' ..... __ :."'._,,,,.,•:_: .. •~·~ .. ,""':~:~
Thi,mapi,; inbordcdl'ori!JOf1<>'"'11a.ndu..,planninz;<>nly. lnl'onnati<>n<>nlhi; map i,; rd "'-EXPLANATION
5iuficicut ID mr.<,;: z ai;ufm:itam for d;taikid :§10 bzic ifflfm i&=kallii af individual d:.;s;.
no.rd~ it 5iiiiltisfy th..: Q\lil.luaticin r,;qu i11:m.;:Jts; SiQI: forth in p:abz.ic lazard 1111u1at ions;.
Euth Co11iiub.nls ll'mrnatian.a.l(ECC-malc,Qs; no rGpra!il:nta.tblllii or.........,ra.ntic.s ~din:it
th .. =• ""l' oft ho data from wh ic:h thos<> map• W<>l'O d<>ri-,;d. EC I •hall net bo liablo .,. ,,,. -urd<>r any ,:i ,:u MO:aooos f<>r any d ;-,. indilo<:1,. ,poc:iaL incido:nlaL "' cr:,n""<!•<>rt ial Are a that WOU I d be i nund ate d by a
di.map; w~h ~ 10anycla.im by any ...,,<>rthin:lpaty<>n a=urt<>f,.<>rari•illJI tsunami generated by a submarine
f1>~tho....,<>fth5 mapJ landslide offsh:,reof Newport Beach
Project Num l:cr: 2706
D.alc: 2006
Geotechnical Engineering Investigation
408 Via Lido Nord
Newport Beach, California
(areas at or lower than 3 2 foot elevation ..... _
•-Newport Beach City Boundary
....._ Sphere of Influence
Work Order 613421
Plate No. 4
COAST GEOTECHNICAL, INC.
PA2022-033
TEMPORARY EXCAVATION ALONG PROPERTY LINES
BUILDING
FACE ---~~
NEW ~
FOOTING
(24")
/ ✓-
/
/
/
WALL
ORP.L. vv
/ I /
// l~EMPORARY 1------y SLOPE /1 / / ! / I,.., BENCHING 7 ------~------•r ~
1:1 PROJECTION
OVER-EXCAVATION
SCALE: 1"~ 2'
This plate is not a representation of actual site conditions. It is a
general representation of typical conditions and intended for the
illustration of geotechnical data only. The indicated scale is
approximate, and to be used for rough measurement only.
Geotechnical Engineering Investigation
408 Via Lido Nord
Work Order 613421
Newport Beach, California Plate No. 5
COAST GEOTECHNICAL, INC.
PA2022-033
COAST GEOTECHNICAL, INC.
(Text Supercedes)
EXPANSION INDEX\: •VERYLOW.
· Exteri()r Fo.otir,ig Dep~. J
1. Stqry::·•'.:••if:::,: •.. •;·;:\.'\:i•.•,),.;i~ ...
.. ;2,St()fy: :~~~<.;{~.' ·. :··;;,;~~<•-/~h .;
· l:riterior Footing Depth>•· •·. ;~:~ijt}r
Slab Reinforcement
0-20
12"
15"
18"
24"
24"
24"
24"
4 #5 Bars
2 Top
2Bottom
5"Nominal
#4 Bars on
12"
Centers
Both Ways
15 mil
Vapor
Barrier
2" Sand
#4 Barson
12"
Centers
Both Ways
Same as
Adj. Ext.
Ftg.
4" Clean
Aggregate
(1/2 inch or
larger)
12"
15"
18"
24"
24"
24"
24"
4 #5 Bars
2 Top
2 Bottom
5" Nominal
#4 Bars on
12"
Centers
Both Ways
15 mil
Vapor
Barrier
2" Sand
#4 Bars on
12"
Centers
Both Ways
Same as
Adj. Ext.
Ftg.
4" Clean
Aggregate
(1/2 inch or
larger)
Not Required Above Opt. To
Depth of Ftg.
(No Testing)
·MEDIUM
s1/9p
12"
15"
18"
24"
24"
24"
24"
4 #5 Bars
2Top
2 Bottom
5" Nominal
#4 Bars on
12"
Centers
Both Ways
15 mil
Vapor
Barrier
2" Sand
#4 Bars on
12"
Centers
Both Ways
Same as
Adj. Ext.
Ftg.
4" Clean
Aggregate
(1/2 inch or
larger)
110% of
Opt MIC to
Depth
Footing
1. The surrounding areas should be graded so as to ensure drainage away from the building.
15"
15"
18"
24"
24"
24"
24"
4 #5 Bars
2Top
2 Bottom
5" Actual
#4 Bars on
12"
Centers
Both Ways
15 mil
Vapor
Barrier
2" Sand
#4 Bars on
12" Center
Both Ways
Free Floating
Same as
Adj. Ext.
Ftg.
4" Clean
Aggregate
(1/2 inch or
larger)
PLATEA
VERYHIGH
130+:
15"
15"
18"
30"
36"
36"
36"
4 #5 Bars
2Top
2 Bottom
5" Actual
#4 Bars on
12"
Centers
Both Ways
15 mil
Vapor
Barrier
2" Sand
#4 Bars on
12" Center
Both Ways
Free Floating
Same as
Adj. Ext.
Ftg.
4" Clean
Aggregate
(1/2 inch or
larger)
130% of Opt 130% of Opt
MIC to Depth MIC to Depth
Footing Footing
2. Concrete floor slab in areas to be covered with moisture sensitive coverings shall be constructed over a 15 mil Stego Wrap
or equivalent. The plastic should be properly lapped, sealed and protected filter fabric (Mirifi 140N) and sand.
3. Two inches of sand over moisture barrier in addition to the four-inches of clean aggregate below the membrane.
PA2022-033
Date: 4/8/2021
Q) ....
I-~ c: en Q) Q) ~~ u C: ~ u::: z 0..
22 3
20 4
12 6
32 8
29 9
-en ~~ Q)
0.
iii ~ E ·5 0 co (/) ~~ -S B
5.1
4.4
20.4
25.3
25.7
SUMMARY OF BORING NO. 1
-..; u. -.c .... Cl. Q)
0
5
10
15
Elevation:
.... 0 Description 0 0
Concrete (6") Tan
FILL: SAND ---slightly silty, fine to medium-
grained, damp, with shells
NATIVE: SAND ---clean, fine to medium-grained, Gray Tan
with shell, damp
SAND ---clean, fine to medium-grained, with shell, Gray Tan
damp
SAND ---slightly silty, fine-grained, with shells, very Dark Gray
moist
SAND ---slightly silty, fine to medium-grained, wet Gray Tan
SAND ---slightly silty, fine to medium-grained, wet Gray Tan
End of boring at 12.5feet
Groundwater at 9 feet
Sands are subject to caving
E.G.
~ C: Q) .... en "in
C: 0 0
Medium
Dense
Medium
Dense
Medium
Dense
Medium
Dense
Dense
Medium
Dense
Geotechnical Engineering Investigation
408 Via Lido Nord
Work Order 613421
Newport Beach, California Plate B
COAST GEOTECHNICAL, INC.
PA2022-033
Date: 4/8/2021
>, ,.-.. CJ) -~~ (I} "cii C: ,.-.. a.
Q) 0 U) ~ E 0 0.. ·o o C1l -Cf) ~ ~'2ft. 0 -U B
99 3.8
,.-.. .._;
LL
..c: -0.. (I} 0
2
4
SUMMARY OF BORING NO. 2
Description
FILL: SAND ---silty, fine to medium-
grained, damp
NATIVE: SAND ---clean, fine to medium-
grained, with shell, damp to very moist
Elevation:
,_
0
0 ()
Brown
Gray Tan
E.G.
>, (.)
C: (I} -CJ)
"cii
C:
0
()
Loose to
Medium
Dense
Medium
Dense
102 18.5
98 23.1
6
8
10
SAND ---slightly silty, fine to medium-
grained, very moist to wet
End of boring at 8.5 feet
Groundwater at 8 feet
Sands are subject to caving
Geotechnical Engineering Investigation
408 Via Lido Nord
Newport Beach, California
Tan Medium
Dense
Work Order 613421
Plate C
COAST GEOTECHNICAL, INC.
PA2022-033
-~
~ cil 0..
32 -gi
SHEAR TEST RESULT
[ Boring No.1 @Oto 5 Feet (Remolded to 90%) )
5
4
3
~ 2 u5
◄v V
0
0 1 2 3 4 5
Confining Pressure (kips/sq. ft.)
Remolded soil samples were tested at saturated conditions.
The sample had a dry density of 101 lbs./cu.ft. and a moisture content of 24.4 %.
Cohesion = 100 psf
Friction Angle = 32 degrees
Based on 80% peak strength or ultimate strength, whichever is lower
Geotechnical Engineering Investigation
408 Via Lido Nord
Work Order 613421
Newport Beach, California Plate No. D
COAST GEOTECHNICAL, INC.
PA2022-033
SHEAR TEST RESULT
( Boring No.2 @ 2.5 Feet l
5
4
0 1 2 3 4 5
Confining Pressure (kips/sq. ft.)
Native soil samples were tested at saturated conditions.
The sample had a dry density of 99 lbs./cu.ft. and a moisture content of 25.6 %.
Cohesion = 50 psf
Friction Angle = 33 degrees
Based on 80% peak strength or ultimate strength, whichever is lower
Geotechnical Engineering Investigation
408 Via Lido Nord
Work Order 613421
Newport Beach, California Plate No. E
COAST GEOTECHNICAL, INC.
PA2022-033
CONSOLIDATION TEST RESULTS
[ Boring No. 2 @ 5 Feet l
Pressure (Kips Per Square Foot)
0.1 1 10
0.00 -...._ ~--
1.00 .......
--.......... -............ ---l I. -~ ' 2.00 -' -r-... -' -,.
3.00 --C Cl)
~ 4.00 Cl)
0.. -C
0 5.00 ;.
C\'J :E
0 u, 6.00
C
0 (.)
7.00
8.00
9.00
10.00
0 Test Specimen at In-Situ Moisture
• Test Specimen Submerged
Geotechnical Engineering Investigation Work Order 613421
408 Via Lido Nord
Newport Beach, California Plate No. F
COAST GEOTECHN/CAL, INC.
PA2022-033
ALLOWABLE BEARIN,G CAPACITY
Bearing Capacity Calculations are based on "Terzaghi's Bearing Capacity Theory"
Bearing Material: Compacted fill
Properties:
Wet Density (y) = 110 pcf
Cohesion (C) = 100 psf
Angle of Friction (¢) = 32 degrees
Footing Depth (D) = 2 feet
Footing Width (B) = 1.0 foot
Factor of Safety = 3.0
Calculations -Ultimate Bearing Capacity
from Table 3.1 on page 127 of "Foundation Engineering Handbook", 1975
Ne= 35.49 Nq = 23,18 Ny = 30.22
Ou = 1.3 C Ne + y D Nq + 0.4 y B Ny (Square Footing)
= 1.3 * 100 * 35.49 + 110 * 2 * 23.18 + 0.4 * 110 * 1 * 30.22
= 4613 + 5099 + 1329 = 11041 psf
Allowable Bearing Capacity for Square Footing
Oa11= Ou! F.S. =
Use 1800 psf
3680 psf
Ou = 1.0 C Ne + y D Nq + 0.5 y B Ny (Continuous Footing)
= 1.0 * 100 * 35.49 + 110 * 2 * 23.18 + 0.5 * 110 * 1 * 30.22
= 3549 + 5099 + 1662 = 10310 psf
Allowable Bearing Capacity for Continuous Footing
3436 psf
Use 1800 psf
Geotechnical Engineering Investigation
408 Via Lido Nord
Work Order 613421
Newport Beach, California Plate G
COAST GEOTECHNICAL, INC.
PA2022-033
CALCULATION OF SUBGRADE REACTION
Subgrade reaction calculations are based on "Foundation Analysis and Design" Fourth
Edition, by Joseph E. Bowles.
Ks = 24 quit (for L1H = 1 /2 inch)
Where:
Ks = subgrade reaction in k / ft3
quit = ultimate bearing capacity
For quit = 10.3 ksf (from bearing capacity calculations)
Ks = 24 * 10.3 k / ft3
= 247.2* 1000 I ( 12 * 12 * 12) lb/ in 3
= 143.1 lb/ in3
Use 100 pound per cubic inch
Geotechnical Engineering Investigation
408 Via Lido Nord
Newport Beach, California
COAST GEOTECHNICAL
Work Order 613421
Plate No. H
PA2022-033
LATERAL EARTH PRESSURE CALCULATIONS
Retaining structures such as retaining walls, basement walls, and bulk-heads are commonly
used in foundation engineering, and they support almost vertical slopes of earth masses.
Proper design and construction of these structures require a through knowledge of the lateral
forces acting between the retaining structures and the soil masses being retained. These
lateral forces are due to lateral earth pressure.
Properties of earth material:
Wet Density (y)
Cohesion (C)
Angle of Friction (</>)
Coefficient of Friction = tan <I>
Therefore,
Coefficient of Friction = tan <I>
= tan¢ = 0.625
Assumed H = 2 feet
=
=
=
Use 0.35
Pp= 0.5 y H2 tan2 ( 45° +</>I 2 ) + 2 CH tan ( 45° + </> 12 )
= 0.5 * 110 * 4 * 3.254 + 2 * 100 * 2 * 1.804
= 716 + 722 = 1438 lbs/ LF
110 pcf
100 psf
32 degrees
1/2 EFP H2 = 1438 EFP: passive pressure
EFP = 719 psf / LF
Allowable Passive Pressure = 300 psf / LF ( with F.S. = 2.4 )
Geotechnical Engineering Investigation
408 Via Lido Nord
Newport Beach, California
Work Order 613421
Plate
COAST GEOTECHNICAL, INC.
PA2022-033
APPENDIXB
Liquefaction Analysis by SPT
Geotechnical Engineering Investigation
408 Via Lido Nord
Newport Beach, California
COAST GEOTECHNICAL, INC.
PA2022-033
LIQUEFACTION ANALYSIS BY SPT
FOR BORING NO. 1
CN = (Pa/ Go' )112 < 1.7, Pa= 2089 psf
(N1)50 = Nm CN CE Cs CR Cs
CSR= Tav I G0' = 0.65 ( a0 I G0') rd ( amax I g )
""'be~~""'"";'~;;""'"";'~£.';''' ;~:::;')' "'C0~: ,,~~ C''§;' ,~ ,,,~liJ~~:;:: :><: :~; :~~,,;: ~~~,;~ ::~~:~: ,~:'.,~, ,,,:,,,""'~Ll~''">"
3 315.0 I 315.0 22 1.10 I 1.00 I 1.05 I 0.75 I 1.20 35.3 0.99 I 0.43 3 0.60 I 1.15 I 0.69 1.61
5 525.0 I 525.o 20 1.70 I 1.00 I 1.05 I 0.75 I 1.20 32.1 0.99 I 0.43 4 0.60 I 1.15 I 0.69 1.61
7 755.0 I 692.6 12 1.10 I 1.00 I 1.05 I o.75 I 1.20 19.3 0.99 I 0.47 6 0.22 I 1.15 I 0.25 0.54
9 1005.0 I 817.8 32 1.60 I 1.00 I 1.05 I 0.75 I 1.20 48.3 0.98 I o.52 8 0.60 I 1.15 I 0.69 1.32
11 1255.0 I 943.0 29 1.49 I 1.00 I 1.05 I 0.75 I 1.20 40.8 0.98 I o.56 9 0.60 I 1.15 I 0.69 1.22
Note: 1. Moist unit weight of 105 pcf, saturated unit weight of 125 pcf, and groundwater at 6 feet
2. Magnitude of 7.2 and peak ground acceleration of 0.666 g
3. According to Figure 2, soil layers having (N1)60 higher than 30 are not considered liquefiable.
Geotechnical Engineering Investigation I Work Order 613421
408 Via Lido Nord
Newport Beach, California Plate M
COAST GEOTECHNICAL, INC.
PA2022-033
Open-File Report 97-08
Newport Beach
1------------------------------------------__J .3J"Jl:t'
Base map enlarg&d from U.S.G.S. 30 x 60--mmute sanes
ONE MILE
• Borehole Site --Jo __. Depth to ground water in feet SCALE
Plate 1.2 Historically Highest Ground Water Contours and Borehole Log Data Locations, Newport Beach Quadrangle.
PA2022-033
0
5
E
.r::. .....,
0. 10 Q)
0
15
20
Stress Reduction Coefficient, rd
0.2 0.4 0.6 0.8
Average valU(!3S
by Seed &
Idriss (1971)
Approximate average
values from Eq. 2
Range for different
soil profiles by
Seed & Idriss (1971)
1.0
FIG. 1. rd versus Depth Curves Developed by Seed and Idriss
(1971) with Added Mean-Value Lines Plotted from Eq. (2)
PA2022-033
TABLE 2. Corrections to SPT (Modified from Skempton 1986)
as Listed by Robertson and Wride (1998)
· Factor Equipment variable Term Correction
(1) (2) (3) (4)
Overburden pressure -C,v (Palo-~)9-5
Overburden pressure -CN CN < 1.7
Energy ratio Donut hammer CE 0.5-1.0
Energy ratio Safety hammer CE 0.7-1.2
Energy ratio Automatic-trip Donut-CE 0.8-1.3
type hammer
Borehole diameter 65-115 mm Cs 1.0
Borehole diameter 150 mm Ca 1.05
Borehole diameter 200 mm Ca 1.15
Rod length <3 m CR 0.75
Rod length 3-4m CR 0.8
Rod length 4-6 m CR 0.85
Rod length 6-10 m CR 0.95
Rod length 10-30 m CR 1.0
Sampling method Standard sampler Cs 1.0
Sampling method Sampler without liners Cs 1.1-1.3
PA2022-033
0.6 -----------1:1"'"3_7 ____________ _.,. ____ _
Percent Fines= 35 15
I
I I
I 0.5 i-------t--------1-f---l,---~I 1-------1--------1
I I I
I I I
I I I
I I I
I I
I /
I J I I
0,4 ------------i-.-----------------I t
I
I
/ SPT Clean Sand Base Curve
I
I 0.3 ____ 1 __ 0 ____ ....,. ____ , ____________ -t
,J2
,.l2
l FINES CONTENT::::. 5%
~Modified Chinese Code Proposal (clay content= 5%)@
li1.JQ
-. 1 Adjustment
Recommended
By Workshop
10
Liquefaction
Pan• America data •
Japanese data •
Chinese data 4
20 30
Corrected Blow Count, (N1)60
Marginal No
Liquefaction Uqueraction
Q
40
Ill
0
A.
50
FIG. 2. SPT Clean-Sand Base Curve for Magnitude 7.5 Earth-
quakes with Data from Liquefaction Case Histories (Modified
from Seed et al. 1985)
PA2022-033
&..:"
4.5
4
3.5
B 3 u r£
Olj 2.5 = ·---;; 2 u
Cl.)
~ 1.5
::) .... •""'4 c:::
(;).Q a,
~ 0.5
0
-+-Seed and Idriss, ( 1982) --------...--..,.,...;--------..-1 R nge of recommen ed --a-Idriss
5.0 6.0
SF from NCEE x Ambraseys (1985)
Workshop ◊ Arango (1996)
7.0
♦ Arango (1996)
---Andrus and Stokoe
.l Youd and Noble, PL<20%
A Youd and Noble, PL<32%
.l Youd and Noble, PL<50%
8.0 9.0
Earthquake Magnitude, Mw
FIG. 12. Magnitude Scaling Factors Derived by Various Inves-
tigators (Reproduced from Youd.and Noble 1997a)
PA2022-033
10·2,------i--r--r---r-r-r,-rr-----,--.-,--,--....---,-...-......... .-----T--
103
--.,
"'
C ·-0 ...
V1 ...
0
tJ
J::.
V,
-4
10
-~ 10 '-----'---4-_..._......._......_.,_._ ______ ._...l,_....._JI-..J....L..J...J....---"----'
10-s ,o-4
Yeff {Geff /Gmox)
FIG. ·2 -PLOT FOR DETERMINATION OF INDUCED STRAIN
IN SAND DEPOSITS
PA2022-033
u w
C:
0
lJ
0
0. ~ 10 1
u
0 -
C:
0
"-
V,
N 1 ;:;:4Q
~30
:::: 10
:::: 5 ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' '
' '\.
' '
'
' '
' ' '
' ' '
15 Cycles
' ' ' '
' ' ' ' ' ' ' ' ... .... ...........
FIG. 3 -RELATIONSHIP BETWEEN VOLUMETRIC STRAIN, SHEAR STRAIN,
AND PENETRATION RESISTANCE FOR DRY SANDS
PA2022-033
TABLE 1 -INFLUENCE OF EARTHQUAKE MAGNITUDE ON VOLUMETRIC
STRAIN RATIO FOR DRY SANDS
Earthquake
magnitude
( 1)
8-1/2
7-1/2
6-3/4
6
5-1/4
Number of representative
cycles at 0.65 ,-max
(2)
26
15
10
5
2-3
Volumetric strain ratio,
Ec.N / Ec.-N-1s
(3)
1.25
1.0
0.85
0.6
0.4
PA2022-033
Influence of Fines Content
In the original development, Seed et al. (1985) noted an
apparent . increase of CRR with increased fines content.
Whether this increase is caused by an increase of liquefaction
resistance or a decrease of penetration resistance is not clear.
Based on the empirical data available, Seed et al. developed
CRR curves for various fines contents reproduced in Fig. 2. A
revised correction for fines content was developed by work-
shop attendees to better fit the empirical database and to better
support computations with spreadsheets and other electronic
computational aids.
The workshop participants recommend (5) and (6) as ap-
proximate corrections for the influence of fines content (FC)
on CRR. Other grain characteristics, such as soil plasticity,
may affect liquefaction resistance as well as fines content, but
widely accepted corrections for these factors have not been
developed. Hence corrections based solely on fines content
should be used with engineering judgment and caution. The
following equations were developed by I. M. Idriss with the
assistance of R. B. Seed for correction of (N1)60 to an equiv-
alent clean sand value, (Ni)6ocs:
(5)
where a and f3 = coefficients determineq from the following
relationships: ·
a == 0 for FC ::s 5% (6a)
a= exp[l.76 -(190/FC2)] for 5% < FC < 35% (6b)
a = 5.0 . for FC 2:: 35% (6c)
13 ::::: 1.0 for FC ::5 5% (7a)
f3 = [0.99 + (FCi.5/1,000)] for 5% < FC < 35% (7b)
13 = 1.2 for FC 2:: 35% (7c)
These equations may be used for routine liquefaction resis-
tance calculations. A back-calculated curve for a fines content
of 35% is essentially congruent with the 35% curve plotted in
Fig. 2. The back-calculated curve for a fines contents of 15%
plots to the right of the original 15% curve.
PA2022-033
Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and
Mitigating Liquefaction Hazards in California
Volumetric Strain-%
0.5 10 5 4 3 2 0.5 I
I
0.4
..IoY...
cr;.' 0
0.3
0.2
0.1
I
I
I
I
I
) /1°2
I I
I I
i // p.1 I I / I I I I
I I I
I I I
I I I
I I I '/ I I I I / I I I
I I I I I I I I / I / / I /
/ / / /
/;/
// /,,
// // // 1// ,,.,,
1//
1//
1/
10 20 30 40 50
Figure 7.11. Relationship Between Cyclic Stress Ratio, (N,)60 and Volumetric Strain
for Saturated Clean Sands and Magnitude= 7.5 (AfterTokimatsu and Seed, 1987)
60
PA2022-033
APPENDIXC
Calculations of Seismically Induced Settlement
Geotechnical Engineering Investigation
408 Via Lido Nord
Newport Beach, California
COAST GEOTECHNICAL, INC.
PA2022-033
(ft)
0
2
4
6
8
10
~ 12
£ 14
f er ::J
LIQUEFACTION ANALYSIS
Hole No.=1 Water Depth=6 ft
Shear Stress Ratio
0
I I I I I
/
fs1=1
CRR ~ CSR fs~
I I
Shaded Zone has Liquefaction Potential
I I
Boone
Factor of Safety
0 1 5
I I I I I I I I
Settlement
0 (in.)
I I I I I I 11
S = 0.37 in.
Saturated
Unsaturat. -
Magnitude=7.2
Acceleration=. 666g
Soil Description
CivilTech Corporation 408 Via Lido Nord, Newport Beach Plate A-1
PA2022-033
************************************************************************************
*******************
LIQUEFACTION ANALYSIS SUMMARY
Copyright by CivilTech Software
www.civiltech.com
************************************************************************************
*******************
Font: Courier New, Regular, Size 8 is recommended for this report.
Licensed to, 4/15/2021 9:21:52 AM
Input File Name: C:\Liquefy5\Boone-408 Via Lido Nord, NB.liq
Title: Boone
Subtitle: 408 Via Lido Nord, Newport Beach
Surface Elev.=
Hole No.=1
Depth of Hole= 12.50 ft
Water Table during Earthquake= 6.00 ft
Water Table during In-Situ Testing= 6.00 ft
Max. Acceleration= 0.67 g
Earthquake Magnitude= 7.20
Input Data:
Surface Elev.=
Hole No.=1
Depth of Hole=12.50 ft
Water Table during Earthquake= 6.00 ft
Water Table during In-Situ Testing= 6.00 ft
Max. Acceleration=0.67 g
Earthquake Magnitude=7.20
No-Liquefiable Soils: CL, OL are Non-Liq. Soil
1. SPT or BPT Calculation.
2. Settlement Analysis Method: Ishihara/ Yoshimine
3. Fines Correction for Liquefaction: Idriss/Seed
4. Fine Correction for Settlement: During Liquefaction*
5. Settlement Calculation in: All zones*
6. Hammer Energy Ratio, Ce= 1
7. Borehole Diameter,
8. Sampling Method,
9. User request factor of safety (apply to CSR) ,
Plot one CSR curve (fsl=l)
10. Use Curve Smoothing: Yes*
* Recommended Options
In-Situ Test Data:
Depth SPT gamma Fines
User= 1
Cb= 1.05
Cs= 1.2
PA2022-033
ft pcf %
0.00 22.00 105.00 0.00
3.00 22.00 105.00 3.00
5.00 20.00 125.00 4.00
7.00 12.00 125.00 6.00
9.00 32.00 125.00 8.00
11.00 29.00 125.00 9.00
Output Results:
Settlement of Saturated Sands=0.36 in.
Settlement of Unsaturated Sands=0.02 in.
Total Settlement of Saturated and Unsaturated Sands=0.37 in.
Differential Settlement=0.187 to 0.247 in.
Depth CRRm CSRfs F.S. S_sat. S_dry S all
ft in. in. in.
0.00 0.55 0.43 5.00 0.36 0.02 0.37
0.05 0.55 0.43 5.00 0.36 0.02 0.37
0.10 0.55 0.43 5.00 0.36 0.02 0.37
0.15 0.55 0.43 5.00 0.36 0.02 0.37
0.20 0.55 0.43 5.00 0.36 0.02 0.37
0.25 0.55 0.43 5.00 0.36 0.02 0.37
0.30 0.55 0.43 5.00 0.36 0.02 0.37
0.35 0.55 0.43 5.00 0.36 0.02 0.37
0.40 0.55 0.43 5.00 0.36 0.02 0.37
0.45 0.55 0.43 5.00 0.36 0.02 0.37
0.50 0.55 0.43 5.00 0.36 0.02 0.37
0.55 0.55 0.43 5.00 0.36 0.02 0.37
0.60 0.55 0.43 5.00 0.36 0.02 0.37
0.65 0.55 0.43 5.00 0.36 0.02 0.37
0.70 0.55 0.43 5.00 0.36 0.02 0.37
0.75 0.55 0.43 5.00 0.36 0.02 0.37
0.80 0.55 0.43 5.00 0.36 0.02 0.37
0.85 0.55 0.43 5.00 0.36 0.02 0.37
0.90 0.55 0.43 5.00 0.36 0.02 0.37
0.95 0.55 0.43 5.00 0.36 0.02 0.37
1.00 0.55 0.43 5.00 0.36 0.02 0.37
1.05 0.55 0.43 5.00 0.36 0.02 0.37
1.10 0.55 0.43 5.00 0.36 0.02 0.37
1.15 0. 55 0.43 5.00 0.36 0.02 0.37
1.20 0.55 0.43 5.00 0.36 0.02 0.37
1.25 0.55 0.43 5.00 0.36 0.02 0.37
1.30 0.55 0.43 5.00 0.36 0.02 0.37
1.35 0.55 0.43 5.00 0.36 0.02 0.37
1.40 0.55 0.43 5.00 0.36 0.02 0.37
1.45 0.55 0.43 5.00 0.36 0.02 0.37
1. 50 0.55 0.43 5.00 0.36 0.02 0.37
PA2022-033
1. 55 0.55 0.43 5.00 0.36 0.02 0.37
1.60 0.55 0.43 5.00 0.36 0.02 0.37
1.65 0.55 0.43 5.00 0.36 0.02 0.37
1.70 0.55 0.43 5.00 0.36 0.02 0.37
1. 75 0.55 0.43 5.00 0.36 0.02 0.37
1.80 0.55 0.43 5.00 0.36 0.02 0.37
1.85 0.55 0.43 5.00 0.36 0.02 0.37
1.90 0.55 0.43 5.00 0.36 0.02 0.37
1.95 0.55 0.43 5.00 0.36 0.02 0.37
2.00 0.55 0.43 5.00 0.36 0.02 0.37
2.05 0.55 0.43 5.00 0.36 0.02 0.37
2.10 0.55 0.43 5.00 0.36 0.02 0.37
2.15 0.55 0.43 5.00 0.36 0.02 0.37
2.20 0.55 0.43 5.00 0.36 0.02 0.37
2.25 0.55 0.43 5.00 0.36 0.02 0.37
2.30 0.55 0.43 5.00 0.36 0.02 0.37
2.35 0.55 0.43 5.00 0.36 0.01 0.37
2.40 0.55 0.43 5.00 0.36 0.01 0.37
2.45 0.55 0.43 5.00 0.36 0.01 0.37
2.50 0.55 0.43 5.00 0.36 0.01 0.37
2.55 0.55 0.43 5.00 0.36 0.01 0.37
2.60 0.55 0.43 5.00 0.36 0.01 0.37
2.65 0.55 0.43 5.00 0.36 0.01 0.37
2.70 0.55 0.43 5.00 0.36 0.01 0.37
2.75 0.55 0.43 5.00 0.36 0.01 0.37
2.80 0.55 0.43 5.00 0.36 0.01 0.37
2.85 0.55 0.43 5.00 0.36 0.01 0.37
2.90 0.55 0.43 5.00 0.36 0.01 0.37
2.95 0.55 0.43 5.00 0.36 0.01 0.37
3.00 0.55 0.43 5.00 0.36 0.01 0.37
3.05 0.55 0.43 5.00 0.36 0.01 0.37
3.10 0.55 0.43 5.00 0.36 0.01 0.37
3.15 0.55 0.43 5.00 0.36 0.01 0.37
3.20 0.55 0.43 5.00 0.36 0.01 0.37
3.25 0.55 0.43 5.00 0.36 0.01 0.37
3.30 0.55 0.43 5.00 0.36 0.01 0.37
3.35 0.55 0.43 5.00 0.36 0.01 0.37
3.40 0.55 0.43 5.00 0.36 0.01 0.37
3.45 0.55 0.43 5.00 0.36 0.01 0.37
3.50 0.55 0.43 5.00 0.36 0.01 0.37
3.55 0.55 0.43 5.00 0.36 0.01 0.37
3.60 0.55 0.43 5.00 0.36 0.01 0.37
3.65 0.55 0.43 5.00 0.36 0.01 0.37
3.70 0.55 0.43 5.00 0.36 0.01 0.37
3.75 0.55 0.43 5.00 0.36 0.01 0.37
3.80 0.55 0.43 5.00 0.36 0.01 0.37
3.85 0.55 0.43 5.00 0.36 0.01 0.37
3.90 0.55 0.43 5.00 0.36 0.01 0.37
3.95 0.55 0.43 5.00 0.36 0.01 0.37
4.00 0.55 0.43 5.00 0.36 0.01 0.37
PA2022-033
4.05 0.55 0.43 5.00 0.36 0.01 0.37
4.10 0.55 0.43 5.00 0.36 0.01 0.37
4.15 0.55 0.43 5.00 0.36 0.01 0.36
4.20 0.55 0.43 5.00 0.36 0.01 0.36
4.25 0.55 0.43 5.00 0.36 0.01 0.36
4.30 0.55 0.43 5.00 0.36 0.01 0.36
4.35 0.55 0.43 5.00 0.36 0.01 0.36
4.40 0.55 0.43 5.00 0.36 0.01 0.36
4.45 0.55 0.43 5.00 0.36 0.01 0.36
4.50 0.55 0.43 5.00 0.36 0.01 0.36
4.55 0.55 0.43 5.00 0.36 0.01 0.36
4.60 0.55 0.43 5.00 0.36 0.01 0.36
4.65 0.55 0.43 5.00 0.36 0.01 0.36
4.70 0.55 0.43 5.00 0.36 0.01 0.36
4.75 0.55 0.43 5.00 0.36 0.01 0.36
4.80 0.55 0.43 5.00 0.36 0.01 0.36
4.85 0.55 0.43 5.00 0.36 0.01 0.36
4.90 0.55 0.43 5.00 0.36 0.01 0.36
4.95 0.55 0.43 5.00 0.36 0.01 0.36
5.00 0.55 0.43 5.00 0.36 0.01 0.36
5.05 0.55 0.43 5.00 0.36 0.01 0.36
5.10 0.55 0.43 5.00 0.36 0.01 0.36
5.15 0.55 0.43 5.00 0.36 0.01 0.36
5.20 0.55 0.43 5.00 0.36 0.00 0.36
5.25 0.55 0.43 5.00 0.36 0.00 0.36
5.30 0.55 0.43 5.00 0.36 0.00 0.36
5.35 0.48 0.43 5.00 0.36 0.00 0.36
5.40 0.45 0.43 5.00 0.36 0.00 0.36
5.45 0.43 0.43 5.00 0.36 0.00 0.36
5.50 0.41 0.43 5.00 0.36 0.00 0.36
5.55 0.40 0.43 5.00 0.36 0.00 0.36
5.60 0.39 0.43 5.00 0.36 0.00 0.36
5.65 0.38 0.43 5.00 0.36 0.00 0.36
5.70 0.37 0.43 5.00 0.36 0.00 0.36
5.75 0.36 0.43 5.00 0.36 0.00 0.36
5.80 0.35 0.43 5.00 0.36 0.00 0.36
5.85 0.35 0.43 5.00 0.36 0.00 0.36
5.90 0.34 0.43 5.00 0.36 0.00 0.36
5.95 0.33 0.43 5.00 0.36 0.00 0.36
6.00 0.33 0.43 0. 77* 0.36 0.00 0.36
6.05 0.32 0.43 0.75* 0.35 0.00 0.35
6.10 0.32 0.43 0.73* 0.34 0.00 0.34
6.15 0.31 0.43 0.72* 0.33 0.00 0.33
6.20 0.30 0.43 0.70* 0.32 0.00 0.32
6.25 0.30 0.44 0.69* 0.31 0.00 0.31
6.30 0.29 0.44 0.67* 0.31 0.00 0.31
6.35 0.29 0.44 0.66* 0.30 0.00 0.30
6.40 0.28 0.44 0.64* 0.28 0.00 0.28
6.45 0.28 0.44 0.63* 0.27 0.00 0.27
6.50 0.27 0.45 0.62* 0.26 0.00 0.26
PA2022-033
6.55 0.27 0.45 0.60* 0.25 0.00 0.25
6.60 0.27 0.45 0.59* 0.24 0.00 0.24
6.65 0.26 0.45 0.58* 0.23 0.00 0.23
6.70 0.26 0.45 0.57* 0.22 0.00 0.22
6.75 0.25 0.45 0.56* 0.20 0.00 0.20
6.80 0.25 0.46 0.55* 0.19 0.00 0.19
6.85 0.24 0.46 0.53* 0.18 0.00 0.18
6.90 0.24 0.46 0.52* 0.17 0.00 0.17
6.95 0.24 0.46 0.51* 0.15 0.00 0.15
7.00 0.23 0.46 0.50* 0.14 0.00 0.14
7.05 0.24 0.46 0.52* 0.13 0.00 0.13
7.10 0.25 0.47 0.54* 0.11 0.00 0.11
7.15 0.26 0.47 0.56* 0.10 0.00 0.10
7.20 0.27 0.47 0.58* 0.09 0.00 0.09
7.25 0.28 0.47 0.61* 0.08 0.00 0.08
7.30 0.30 0.47 0.63* 0.07 0.00 0.07
7.35 0.31 0.47 0.65* 0.06 0.00 0.06
7.40 0.32 0.47 0.68* 0.05 0.00 0.05
7.45 0.34 0.48 0.71* 0.04 0.00 0.04
7.50 0.35 0.48 0.74* 0.03 0.00 0.03
7.55 0.37 0.48 0.78* 0.02 0.00 0.02
7.60 0.40 0.48 0.82* 0.02 0.00 0.02
7.65 0.43 0.48 0.89* 0.01 0.00 0.01
7.70 0.50 0.48 1.03 0.01 0.00 0.01
7.75 0.55 0.48 1.14 0.00 0.00 0.00
7.80 0.55 0.49 1.14 0.00 0.00 0.00
7.85 0.55 0.49 1.14 0.00 0.00 0.00
7.90 0.55 0.49 1.14 0.00 0.00 0.00
7.95 0.55 0.49 1.13 0.00 0.00 0.00
8.00 0.55 0.49 1.13 0.00 0.00 0.00
8.05 0.55 0.49 1.13 0.00 0.00 0.00
8.10 0.55 0.49 1.12 0.00 0.00 0.00
8.15 0.55 0.50 1.12 0.00 0.00 0.00
8.20 0.55 0.50 1.12 0.00 0.00 0.00
8.25 0.55 0.50 1.11 0.00 0.00 0.00
8.30 0.55 0.50 1.11 0.00 0.00 0.00
8.35 0.55 0.50 1.11 0.00 0.00 0.00
8.40 0.55 0.50 1.11 0.00 0.00 0.00
8.45 0.55 0.50 1.10 0.00 0.00 0.00
8.50 0.55 0.50 1.10 0.00 0.00 0.00
8.55 0.55 0.51 1.10 0.00 0.00 0.00
8.60 0.55 0.51 1.09 0.00 0.00 0.00
8.65 0.55 0.51 1.09 0.00 0.00 0.00
8.70 0.55 0.51 1.09 0.00 0.00 0.00
8.75 0.55 0.51 1.09 0.00 0.00 0.00
8.80 0.55 0.51 1.08 0.00 0.00 0.00
8.85 0.55 0.51 1.08 0.00 0.00 0.00
8.90 0.55 0.51 1.08 0.00 0.00 0.00
8.95 0.55 0.52 1.08 0.00 0.00 0.00
9.00 0.55 0.52 1.07 0.00 0.00 0.00
PA2022-033
9.05 0.55 0.52 1.07 0.00 0.00 0.00
9.10 0.55 0.52 1.07 0.00 0.00 0.00
9.15 0.55 0.52 1.07 0.00 0.00 0.00
9.20 0.55 0.52 1.07 0.00 0.00 0.00
9.25 0.55 0.52 1.06 0.00 0.00 0.00
9.30 0.55 0.52 1.06 0.00 0.00 0.00
9.35 0.55 0.52 1.06 0.00 0.00 0.00
9.40 0.55 0.53 1.06 0.00 0.00 0.00
9.45 0.55 0.53 1.05 0.00 0.00 0.00
9.50 0.55 0.53 1.05 0.00 0.00 0.00
9.55 0.55 0.53 1.05 0.00 0.00 0.00
9.60 0.55 0.53 1.05 0.00 0.00 0.00
9.65 0.55 0.53 1.05 0.00 0.00 0.00
9.70 0.55 0.53 1.04 0.00 0.00 0.00
9.75 0.55 0.53 1.04 0.00 0.00 0.00
9.80 0.55 0.53 1.04 0.00 0.00 0.00
9.85 0.55 0.53 1.04 0.00 0.00 0.00
9.90 0.55 0.54 1.04 0.00 0.00 0.00
9.95 0.55 0.54 1.03 0.00 0.00 0.00
10.00 0.55 0.54 1.03 0.00 0.00 0.00
10.05 0.55 0.54 1.03 0.00 0.00 0.00
10.10 0.55 0.54 1.03 0.00 0.00 0.00
10.15 0.55 0.54 1.03 0.00 0.00 0.00
10.20 0.55 0.54 1.02 0.00 0.00 0.00
10.25 0.55 0.54 1.02 0.00 0.00 0.00
10.30 0.55 0.54 1.02 0.00 0.00 0.00
10.35 0.55 0.54 1.02 0.00 0.00 0.00
10.40 0.55 0.55 1.02 0.00 0.00 0.00
10.45 0.55 0.55 1.02 0.00 0.00 0.00
10.50 0.55 0.55 1.01 0.00 0.00 0.00
10.55 0.55 0.55 1.01 0.00 0.00 0.00
10.60 0.55 0.55 1.01 0.00 0.00 0.00
10.65 0.55 0.55 1.01 0.00 0.00 0.00
10.70 0.55 0.55 1.01 0.00 0.00 0.00
10.75 0.55 0.55 1.01 0.00 0.00 0.00
10.80 0.55 0.55 1.00 0.00 0.00 0.00
10.85 0.55 0.55 1.00 0.00 0.00 0.00
10.90 0.55 0.55 1.00 0.00 0.00 0.00
10.95 0.55 0.55 1.00* 0.00 0.00 0.00
11.00 0.55 0.56 1.00* 0.00 0.00 0.00
11.05 0.55 0.56 1.00* 0.00 0.00 0.00
11.10 0.55 0.56 1.00* 0.00 0.00 0.00
11.15 0.55 0.56 0.99* 0.00 0.00 0.00
11.20 0.55 0.56 0.99* 0.00 0.00 0.00
11.25 0.55 0.56 0.99* 0.00 0.00 0.00
11.30 0.55 0.56 0.99* 0.00 0.00 0.00
11.35 0.55 0.56 0.99* 0.00 0.00 0.00
11.40 0.55 0.56 0.99* 0.00 0.00 0.00
11.45 0.55 0.56 0.99* 0.00 0.00 0.00
11.50 0.55 0.56 0.98* 0.00 0.00 0.00
PA2022-033
11.55 0.55 0.56 0.98* 0.00 0.00 0.00
11.60 0.55 0.57 0.98* 0.00 0.00 0.00
11.65 0.55 0.57 0.98* 0.00 0.00 0.00
11. 70 0.55 0.57 0.98* 0.00 0.00 0.00
11. 75 0.55 0.57 0.98* 0.00 0.00 0.00
11.80 0.55 0.57 0.98* 0.00 0.00 0.00
11.85 0.55 0.57 0.97* 0.00 0.00 0.00
11.90 0.55 0.57 0.97* 0.00 0.00 0.00
11.95 0.55 0.57 0.97* 0.00 0.00 0.00
12.00 0.55 0.57 0.97* 0.00 0.00 0.00
12.05 0.55 0.57 0.97* 0.00 0.00 0.00
12.10 0.55 0.57 0.97* 0.00 0.00 0.00
12.15 0.55 0.57 0.97* 0.00 0.00 0.00
12.20 0.55 0.57 0.97* 0.00 0.00 0.00
12.25 0.55 0.58 0.96* 0.00 0.00 0.00
12.30 0.55 0.58 0.96* 0.00 0.00 0.00
12.35 0.55 0.58 0.96* 0.00 0.00 0.00
12.40 0.55 0.58 0.96* 0.00 0.00 0.00
12.45 0.55 0.58 0.96* 0.00 0.00 0.00
12.50 0.55 0.58 0.96* 0.00 0.00 0.00
* F.S.<1, Liquefaction Potential Zone
(F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2)
Units: Unit: qc, fs, Stress or Pressure= atm (1.0581tsf); Unit Weight =
pcf; Depth= ft; Settlement= in.
1 atm (atmosphere)= 1 tsf (ton/ft2)
CRRm Cyclic resistance ratio from soils
CSRsf Cyclic stress ratio induced by a given earthquake (with user
request factor of safety)
F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf
S sat Settlement from saturated sands
S_dry Settlement from Unsaturated Sands
S all Total Settlement from Saturated and Unsaturated Sands
NoLiq No-Liquefy Soils
PA2022-033
Boone
408 Via Lido Nord, Newport Beach, CA 92663, USA
Latitude, Longitude: 33.6144376, -117.9191169
Date
Design Code Reference Document
Risk Category
Site Class
Type Value
Ss 1.384
S1 0.493
SMs 1.384
SM1 null -See Section 11.4.8
Sos 0.923
So1 null -See Section 11.4.8
Type Value
SDC null -See Section 11.4.8
Fa
Fv null -See Section 11 .4.8
PGA 0,606
FPGA 1.1
PGAM 0.666
TL 8
SsRT 1.384
SsUH 1.528
SsD 2.612
S1RT 0.493
S1UH 0.536
S1D 0.825
PGAd 1.055
CRs 0.906
CR1 0.919
Description
4/14/2021, 3:29:33 PM
ASCE?-16
II
D -Stiff Soil
MCER ground motion. (for 0.2 second period)
Description
MCER ground motion. (for 1.0s period)
Site-modified spectral acceleration value
Site-modified spectral acceleration value
Numeric seismic design value at O .2 second SA
Numeric seismic design value at 1.0 second SA
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)
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
OSHPD
PA2022-033
SEISMIC FACTORS SM1 and So1
SM1 and S01 Calculations based on ASCE?-16
Site Class = D
S1 = 0.493
Long Period Site Coefficient, Fv
Site Class
S1 <= 0.1 S1 =0.2
C 1.5
D 2.4
Fv = 1.807
SM1 = Fv S1
= 1.807 * 0.493
= 0.891
So1 = 2/3 SM1
= 2/3 * 0.891
= 0.594
1.5
2.2
S1 = 0.3 S1 =0.4
1.5 1.5
2.0 1.9
S1 = 0.5 S1 => 0.6
1.5 1.4
1.8 1.7
Geotechnical Engineering Investigation
408 Via Lido Nord
Work Order 613421
Newport Beach, California Plate X
COAST GEOTECHNICAL, INC.
PA2022-033