HomeMy WebLinkAbout20190910_GeoTech_Investigation COAST GEOTECHNICAL, INC.
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Geotechnical Engineering Investigation
of
Proposed New Residence
at
119 Shorecliff Road
Newport Beach, California
BY:
COAST GEOTECHNICAL, INC.
W. O.577319-01, dated August 12,2019
FOR:
Mr. Gregory Bentley
119 Shorecliff Road
Newport Beach, CA 92625
COAST GEOTECHNICAL, INC.
1200 West Commonwealth,Fullerton,CA 92833 aPh:(714)870-121 I nFax:(714)870-1222•email:coastgeotec@sbcglobal.net
August 12, 2019 W.O. 577319-01
Mr. Gregory Bentley
119 Shorecliff Road
Newport Beach, CA 92625
Subj ect: Geotechnical Engineering Investigation of
Proposed. New Residence at 119 Shorecliff
Road,Newport Beach, California
Dear Mr. Bentley:
Pursuant to your request, a geotechnical investigation has been performed at the subject site. The
purposes of the investigation were to determine the general engineering characteristics of the near
surface earth materials on and underlying the site and to provide recommendations for the design of
foundations and site improvements.
The conclusions and recommendations contained in this report are based upon our understanding of
the proposed development and analyses of the data obtained from our field and laboratory testing
programs.
This report completes our scope of geotechnical engineering services authorized in the May 4, 2019
proposal.
PROJECT DESCRIPTION
It is our understanding that a new two-story, slab-on-grade single family residential structure and a
swimming pool are planned. Proposed construction is depicted on plans prepared by Brandon
Architects appended on Figure 2.1. Structural loads are anticipated to be light.
PROJECT WORD SCOPE
The purpose of our services was to evaluate the project site near surface earth material conditions
and to provide geotechnical engineering conclusions and recommendations relative to the
proposed development. Our scope of services consisted of the following:
1. A cursory geotechnical 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 near surface earth material samples for
laboratory analysis.
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4. Laboratory analyses of earth material samples including determination of in-situ and maximum
density, in-situ and optimum moisture content, shear strength characteristics, expansion potential,
and sulfate content.
5. Geotechnical analysis of the data obtained from site observations,review and testing programs.
6. Preparation of this report presenting results of our investigation and recommendations for the
proposed development.
SITE CONDITIONS
The subject site is located at 119 Shorecliff Road in the City of Newport Beach and is shown on the
Site Vicinity Map appended as Figure 1.
The parcel is located southwesterly of Pacific Coast Highway, near the terminus of Driftwood
Road, on the southern side of Shorecliff Road. Residential lots to the east, west and south, and
street frontage to the north,bind the property.
The lot is irregular in shape, with a generally level pad that meets the top of a slope in the rear yard.
The slope descends to the southerly property line. The slope shows a height of about 10 to 11 feet,
and a gradient that varies from 2:1 to 3:1 (H:V). Existing site improvements consist of a single
story, slab-on-grade residential structure, hardscape, and landscape. Adjacent and nearby lots are
developed in a similar manner.
A site plan with existing site improvements and. topographic contours prepared by Apex Land
Surveying was provided by the project architect and is appended as Fig-Lire 2. This plan has been
utilized as the base map for presentation of site geotechnical data.
RECORD REVIEW
Records were researched at the City of Newport Beach under the project address. None were
located.
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.
FIELD INVESTIGATION
The field investigation was performed on July 9, 2019, and consisted of the excavation of two
borings by hand equipment at the locations shown on the attached Site Plan, Figure 2. As
excavations progressed, personnel from this office visually classified the earth materials
encountered, and secured representative samples for laboratory testing.
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Pushing or driving a sampling spoon into the material obtained undisturbed samples for detailed
testing in our laboratory. 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
material below the depth of boring 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.
REGIONAL GEOLOGY
Regional geology as presented by California Divisions of Mines and Geology, "Geology and
Engineering Geologic Aspects of the Laguna Beach Quadrangle" is shown on Figure 4. The
regional geology map shows the area to consist of non-marine terrace deposits underlain by
sedimentary bedrock assigned to the Monterey formation.
LITHOLOGY
Earth materials encountered within the exploratory borings were classified as artificial fill,
terrace deposits and bedrock.
Artificial fills encountered in site explorations consisted of locally derived materials classified as
gray/dark brown to reddish orange brown silty sand, fine to medium-grained, scattered gravel
size rocks, dry to very moist, and loose to medium dense.
Terrace deposits encountered consisted of reddish brown, dark brown orange, orange reddish
brown silty sand, fine to medium-grained, moist, and medium to dense.
Bedrock encountered in Boring # 2 was assigned to the Monterey formation and consisted of
olive gray sandstone, moist and generally hard.
Earth materials are further described on the appended boring logs, Plates B and C.
GROUNDWATER
Groundwater was not encountered and is not expected to impact near surface site development. It
is not uncommon in the area; however, for perched waters to exist along the bedrock contact and
within fractured permeable bedrock zones.
DRAINAGE
Existing site drainage is poorly controlled. Site development shall incorporate designed drainage
and shall correct any site drainage problems in accordance with applicable codes and industry-
standards. All site waters shall be controlled and dispersed in a non-erosive manner.
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SEISMICITY
Southern California is located in an active seismic region. Moderate to strong earthquakes can
occur on numerous local 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 and 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 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 48 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 close vicinity of the subject property. The nearest known active fault is
the Newport-Inglewood about 1.3 kilometers to the southwest.
• 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 Baj a 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 ma j or 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—eontinues-du-r-ing the Holocene. Uplift--r-ates -have-been --
COAST GEOTECHNICAL, INC.
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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.
While the nearby San Joaquin Hills Blind thrust fault has recently been identified as a source
fault, we are of the opinion that the Newport Inglewood fault is the causative fault.
SEISMIC HAZARDS
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. Shal�in
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. Design of residential structures is typically 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 and
Laguna Beach Quadrangles, appended as Figure 3, the site is not mapped as being in an area
-------- ---subject to-potenti-al-s-e-s-r-nc induced-l-ands-l-ides.
COAST C'EOTECHNICAL, INC.
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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
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.
Based on the Seismic Hazard Zone Map published by the State of California,Newport Beach and
Laguna Beach Quadrangles, appended as Figure 3, the area is not mapped as being in an area
subject to potential seismic induced liquefaction.
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.
The area does not exhibit characteristics common to areas subject to seismic induced lateral
spread. Our opinion is that the site is not subject to seismic induced lateral spread.
Earthquake Induced Settlements
Strong ground shaking can cause settlement by allowing sediment particles to become more
tightly packed, thereby reducing pore space. Unconsolidated, loosely packed alluvium,
beach/lake deposits are especially susceptible to this phenomenon. Poorly compacted artificial
fills may also experience seismically induced settlement.
The site is underlain by thin fills, dense native soils, and bedrock. Seismic induced settlement
will be negligible.
Earthquake Induced Flooding
The failure of dams 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 maj or dam
or water-retaining structure located near the site, the potential of earthquake-induced flooding
affecting the site is considered not to be present.
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S eiches
Seiches are large 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. Based on the elevation of the site the project has no
potential to be affected by a tsunami.
GEOTECHNICAL DISCUSSION
Development of the site as proposed is considered feasible from a soil engineering standpoint,
provided that the recommendations stated herein are incorporated in the design and are
implemented in the field. General comments are as follows, and are subject to change based on
review of final development plans and review of future grading plan:
® Earthwork will be required to provide support for proposed foundations, interior/exterior slabs,
and where determined needed by the soils engineer based on review of future plans and or field
observations during construction.
■ Existing fills are unacceptable for support of new fills and or proposed improvements and. shall
be removed and replaced as compacted fill under the observation and testing of the soils
engineer.
■ Grading limits shall be determined based on final site development plans, but for planning they
shall encompass all areas proposed for development and fill placement.
■ Foundations for the development may consist of conventional foundations.
■ Where structures are planned grading shall extend beneath the entire building and extend at least
three feet outside the perimeter foundations. Depth of removal shall be adequate to remove all
existing fill or unacceptable native materials, provide a minimum of one foot of compacted fill
beneath the foundation bottoms, or to limit fill differences across the building pad to five feet
over a horizontal distance of forty feet,whichever is deeper.
■ Grading along property lines shall be in general accordance with the detail depicted on Figure 5.
Based on field observations during grading modifications to this recommendation could be
required.
■ Where hardscape and driveway areas are proposed depth of removal shall be adequate to remove
all existing fill or unacceptable native materials, or to provide a minimum of two feet of
compacted fill beneath the finish subgrade elevation,whichever is deeper.
■ A swimming pool is proposed in the eastern courtyard area, adjacent to an existing property line
__ _ _ site wall. The proposed pool shall be founded in competent terrace deposits.
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Geotechnical Engineering Investigation August 12,2019
■ The proposed development is not anticipated to have an adverse affect, from a geotechnical
perspective, on adjacent sites and vice versa provided our guidelines, building codes and
construction standards are followed.
CONCLUSIONS AND RECOMMENDATIONS
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.
PROPOSED GRADING
Grading plans were not available at the time this report was prepared; however, we anticipate
that grading will be required to create designed pad elevations for the proposed residence,
driveway construction, and hardscape and softscape areas. All recommendations within this
report are subject to change based on review of final grading plans.
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 25, and shall be
tested and approved by our laboratory. Samples must be submitted 48 hours prior to import.
The following are general grading recommendations, which shall be incorporated into the project
where applicable.
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.
Existing artificial fill and unacceptable terrace deposits shall be excavated down to competent
terrace deposits. Competent terrace deposits are determined by the project soils engineer based
on physical testing of soils samples obtained during site exploration and experience in the area.
Based on performed testing our opinion is that terrace deposits found at 2.5 to 5 feet below
existing grade and deeper have adequate capability of supporting proposed fills and foundation
loads.
Care shall be exercised when grading along property lines so as not to remove lateral support from
public right of ways or to undermine adjacent foundations or hardscape. Along property lines 1:1
cuts shall be made from the property line down to the excavation bottom. As fills are placed they
COAST GEOTECHNICAL, INC
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Geotechnical Engineering Investigation August 12,2019
shall be benched into the temporary cut. This shall be performed under the observation of the soils
consultant. Details are shown on Figure 5.
The exposed excavation bottom shall be observed and. approved by COAST GEOTECHNICAL,
Inc. prior to processing. Dependent on field observations, removals may be adjusted up or down.
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.
During earthwork operations, a representative of COAST GEOTECHNICAL, Inc. shall be present
to verify compliance with these recommendations. The grading contractor is advised that this area
is known for existing private sewage disposal systems. If encountered additional removals will be
necessary and will be field determined.
Grading for hardscape areas shall consist of removal and recompaction of soft surficial soils.
Removal depths are estimated at one to two feet. Earthwork shall be performed in accordance
with previously specified methods.
The soil engineer shall review grading and/or foundation plans. All recommendations are subject
to modification upon review of such plans.
CONSTRUCTION CUTS
Care shall be exercised when grading along property lines so as not to remove lateral support
from public right of ways or to undermine adjacent foundations or hardscape. Along property
lines 1:1 cuts shall be made from the property line down to the excavation bottom. As fills are
placed they shall be benched into the temporary cut. This shall be performed under the
observation of the soils consultant. Details are shown on Figure 5.
FOUNDATIONS ON COMPACTED FILL -RESIDENCE
The residence may be supported by conventional foundations.
Conventional foundations may consist of spread footings or isolated pads 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 footing width shall be at least
12 inches wide for one-story construction and 15 inches wide where two stories is planned.
Calculations are given on Plate H.
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Isolated pad footings shall be tied by grade beams to adjacent footings.
It is recommended that all footings be reinforced with a minimum of four #5 bars (two top and
two bottom). The structural engineer's reinforcing requirements should be followed if more
stringent.
Footing excavations shall be observed by a representative of COAST GEOTECHNICAL, INC.
prior to placement of steel or concrete to verify competent soil conditions.
FOUNDATIONS ON TERRACE DEPOSITS - PROPERTY LINE WALLS
Property line walls may be supported by continuous spread footings bearing 12 inches into
competent terrace deposits and at least 24 inches below lowest adjacent grade, whichever is
deeper, and 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.
A representative of COAST GEOTECHNICAL, Inc. shall observe foundation excavations to
verify that they comply with project geotechnical recommendations.
It is recommended that all footings be reinforced with a minimum of four#5 bars (two top and two
bottom). The structural engineer's reinforcing requirements should be followed if more stringent.
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.30. Passive pressure on the face of footings may also be used to
resist lateral forces. A passive pressure of zero 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 soils
and terrace deposits at this site. If passive pressure and friction are combined when evaluating the
lateral resistance, the value of the passive pressure should be limited to 2/3 of the values given
above. Calculations are given on Plate I.
SETBACK
Foundations shall maintain a setback as measured horizontally from the bottom outside footing
edge to a descending slope face of H/3 where H is the slope height, in accordance with the CBC.
Minimum setback shall be ten feet and maximum setback shall be forty feet.
SOLUBLE SULFATES
Typical on-site soils showed a soluble sulfate content of 80 ppm. Based on the Table 4.3.1 of
ACI 318-05, concrete with Type II cement and a minimum compressive strength of 2,500 psi
may be utilized. The structural engineers design criteria may be more stringent. Concrete shall be
placed in accordance with appropriate codes.
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SEISMIC DESIGN
Based on the 2016 CBC the following seismic design parameters are provided. These seismic
design values were determined utilizing latitude 33.589448 and longitude -117.866879 and
calculations from the SEAOC and OSHPD seismic tool application. A printout of the SEA.00
and OSHPD data is attached in Appendix B.
A conservative site class D was assigned to site earth materials.
• Site Class=D
• Mapped 0.2 Second Spectral Response Acceleration, Ss= 1.690g
• Mapped One Second Spectral Response Acceleration SI =0.618g
Site Coefficient from Table 1613A.3.3(1),Fa= 1.0
• Site Coefficient from Table 1613A.3.3(2),Fv= 1.5
• Maximum Design Spectral Response Acceleration for short period, SMs= 1.690g
• Maximum Design Spectral Response Acceleration for one.-second period, SM1=0.927g
• 5%Design Spectral Response Acceleration for short period, SDS= 1.127g
• 5%Design Spectral Response Acceleration for one-second period, SDI =0.618g
SETTLEMENT
The maximum total post-construction settlement is anticipated to be on the order of one-half inch.
Differential settlements are expected to be less than 1/2 inch, measured between adjacent structural
elements over a distance of forty feet.
EXPANSIVE SOILS
Results of expansion tests indicate that the near surface earth materials have a low expansion
potential. The low recommendations on the accompanying Expansive Soil Recommendations
Chart, Plate A, shall be utilized in design of exterior hardscape.
RETAINING WALL DESIGN
Unrestrained retaining walls may be founded in competent compacted fill, or competent terrace
deposit, but not a combination of both. Walls retaining drained earth under static loading may be
designed for the following:
E t a d re P a.
Surface to e of Retained Mateai _v_l nt F1 P sure ands
p
. _
ertl al. er.Cub c Faot
Hor�zontai to v c
Level 35.7
5 to 1 41.7
4 to 1 43.7
3 to 1 47.8
2 to 1 62.9
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Geotechnical Engineering Investigation August 12,2019
Calculations for the stated equivalent fluid pressures are based on the Coulomb theory provided on
Plate J. The point of resultant force is at H/3 above the base of the retaining wall, where H is the
wall height.
All retaining structures should include appropriate allowances for anticipated surcharge loading,
where applicable. Retaining walls with an ascending slope condition shall include a minimum one-
foot free board and concrete Swale in their design.
The provided design is based on the use of select imported very low expansive granular earth
materials, gravels, or approved onsite earth materials, as backfills. The structural engineer shall
designate this on his plans. Onsite earth materials may be used as a compacted soil cap over the
select import soil.
Footing excavations require observation and approval by COAST GEOTECHNICAL, Inc.
SEISMIC DESIGN VALUE
Code requires that retaining walls with more than six feet of backfill be designed for seismic loads.
For a retaining wall under earthquake loading the designed equivalent .fluid pressure is sensitive to
the ground motion value applied to analysis. Our understanding is that the current reviewer for the
City of Newport Beach utilizes SDS for the ground motion and allows the consulting engineer to
utilize his allowed reduction to determine the seismic coefficient Ili.
Calculations for determining Kh.for unrestrained conditions is appended on Plate K.
For unrestrained conditions a Kh value of 0.225 was determined. Use of this value in a simplified
analysis method allowed by the reviewer, determines that a seismic load of 20.3 pcf should be
utilized by the structural engineer.
WATERPROOFING
There is an inherent risk with moisture problems when constructing below grade rooms. The
geotechnical consultant is only responsible for identification of adverse moisture conditions, which
will impact below grade rooms at this site. The waterproofing for retaining walls should be
designed accordingly by a qualified person.
SUBDRAINS
Subdrain systems shall be installed behind retaining walls and at a minimum they shall consist of
four-inch diameter SCH 40 or SDR 35 perforated pipe surrounded with one cubic foot, per lineal
pipe foot, of 3/4-inch gravel. The gravel shall be wrapped in filter fabric. Outlet pipes shall be solid
pipe of similar material. A typical subdrain detail is presented on Plate L.
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Geotechnical Engineering Investigation August 12,2019
Subdrain systems shall be independent of area surface drains and roof drains.
Subdrain placement requires observation and approval by COAST GEOTECHNICAL, Inc.
RETAINING WALL BACKFILL
Retaining wall backfill shall consist of select very low expansive import granular earth materials,
gravels, or approved onsite earth materials
Prior to placement of any backfill the area shall be cleaned of loose soils and construction debris.
Coast Geotechnical, Inc shall observe and approve the area as acceptable prior to any backfill
placement.
Retaining wall backfill shall be placed in six to eight inch loose; moisture conditioned lifts and
mechanically compacted to a minimum of ninety percent relative compaction. Backfills require
testing at two-foot vertical intervals during placement.
If imported granular soils or rock are used as backfill material, the backfill material shall be
separated from on-site soils with filter cloth. Rock backfill materials shall be lubricated with water
and compacted, at a minimum, in two foot vertical lifts. A soil cap, consisting of on-site soils or
similar material, shall be placed over any granular soil or rock backfill and separated by filter cloth
from the underlying material. The soil cap should be a minimum of two feet in thickness.
Compaction of backfills requires observation and approval by COAST GEOTECHNICAL, Inc.
during the backfill operation.
FLOOR SLABS
Where conventional foundation and slab on grade is utilized, the slab shall be supported on
engineered fill compacted to a minimum of 90%relative compaction.
For design of slab on grade a computed effective plasticity index of 15 may be utilized.
Minimum geotechnical recommendations for on grade slab design are five inches actual thickness,
with#4 bars at twelve inches on center each way.
If the soils at grade become disturbed during construction, they shall be brought to 2-3% over
optimum moisture content and compacted to a minimum of 90% relative compaction prior to
placing concrete. COAST GEOTECHNICAL, Inc. will need to verify adequate mitigation.
The capillary break material shall comply with the requirements of the local jurisdiction and shall
be a minimum of four inches in thickness and consist of gravel (1/2-inch or larger clean aggregate).
A heavy filter fabric should be placed over the gravels prior to placement of the recommended
vapor retarder to minimize puncturing of the vapor retarder.
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Geotechnical Engineering Investigation August 12,2019
Slab areas should be underlain by a vapor retarder consisting of an engineered plastic film (as
described by ASTM:E-1745). A vapor barrier with a permeance of less than 0.01perms (consistent
with ACI 3 02.2R-06) such as 15 mil. Stego Wrap Vapor Barrier or equivalent should be
considered. The vapor barrier should be underlain by the above described capillary break material
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 and in contact with the slab bottom.
UTILITY LINE BACKFILLS
All utility line, area drains, and other trench backfills,both interior and exterior, shall be compacted
to a minimum of 90% relative compaction and shall require testing at a minimum of two-foot
vertical intervals.
Utility lines shall be shaded with clean sand. Where the utility line enters the structure a plug of
three sack slurry shall be placed to minimize the potential of water intrusion into the structure,
along the sand shading.
HARDSCAPE SLABS
Hardscape and slab subgrade areas shall exhibit a minimum of 90% relative compaction to a
depth of one foot. Deeper removal and recompaction may be required if unacceptable conditions
are encountered. Concrete slabs shall be a minimum of four inches actual thickness with#3 bars
on 12 inch centers each way. These areas require testing just prior to placing concrete.
Exterior hardscape slabs will be subject to volume changes in subgrade soils, which may lead to
cracking. Movement of slabs adjacent to structures can be mitigated by doweling slabs to
perimeter footings. Doweling should consist of No. 4 bars bent around exterior slabs. Doweling
should be spaced no farther than 36 inches on centers. As an option to doweling, an architectural
separation could be provided between the main structure and abutting appurtenance
improvements. Presaturation of exterior slab areas is also desirable. At exterior edges of patios
and other flatwork, a thickened edge containing reinforcement is highly recommended. If no
significant load is associated with the edge of the slab, the depth and width of the thickened edge
may be limited to eight inches. Reinforcement adopted for the main structure may be applied to
the appurtenances. As an alternative to rigid hardscape or brickwork, flexible pavers may be
utilized.
UTILITY LINE BACKFILLS
All utility line, area drains, and other trench backfills, both interior and exterior, shall be compacted
to a minimum of 90% relative compaction and shall require testing at a minimum of two-foot
vertical intervals.
Where the utility line enters the structure a plug of three sack slurry shall be placed to minimize the
potential of water intrusion into the structure.
COAST GEOTEC LAICAL, INC.
Mr.Bentley 15 W. O. 577319-01
Geotechnical Engineering Investigation August 12,2019
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.
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 minimum.
The current CBC recommends 5% slope away from structures for landscape areas and 2% slope
away for hardscape areas,within ten feet of a residence. Minimum drainage shall be one percent for
hardscape areas and two percent for landscape areas 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 ten 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.
SWIMMING POOLS AND SPAS
The pool depth is not known at this time; however, the pool and spa is anticipated to be supported
by terrace deposits.
The proposed pool should be designed as a freestanding structure. Pool walls should be designed
to support the water, having a density of 62.4 pounds per cubic foot without bearing from the
adjacent material. The walls should be able to support the adjacent backfill soil when the pool is
empty. The active earth pressure may be designed as an equivalent fluid pressure of 100 pcf,plus
the lateral pressure due to any superimposed surcharge when the pool is empty. Expansion joints
should be placed between the deck and the pool.
The pool/spa excavation shall be observed by COAST GEOTECHNICAL, Inc. to verify
acceptable conditions prior to steel placement.
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
COAST GEOTECHNICAL, INC.
Mr.Bentley 16 W. O. 577319-01
Geotechnical Engineering Investigation August 12,2019
construction. Although not all possible geotechnical observation and testing services are required
by the City of Newport Beach, the following site reviews are advised, some of which will probably
be required by the City:
• Site grading
• Foundation excavation review for the all structures.
• Slab subgrade compaction testing
• Compaction of utility trench backfill
• Hardscape subgrade testing
AGENCY REVIEW
All geotechnical 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) could
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.
CONCLUSIONS AND RECOMMENDATIONS
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. Recommendations are subject to change based on review of final
foundation and grading plans.
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.
COAST GEOTECHNICAL, INC.
Mr.Bentley 17 W. O. 577319-01
Geotechnical Engineering Investigation August 12,2019
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-Tarng Chen
RCE 54011
COAST GEOTECHNICAL, INC.
Mr.Bentley 18 W. O. 577319-01
Geotechnical Enizineering Investigation August 12,2019
APPENDIX A
This appendix contains a description of the field investigation, laboratory testing procedures and
results, site plan, and expansive soil recommendations.
FIELD INVESTIGATION
The field investigation was performed on July 9, 2019, and consisted of the excavation of two
exploratory borings by hand equipment at locations shown on the attached Site Plan, Figure 2. As
the excavations progressed, personnel from this office visually classified the soils encountered, and
secured representative samples for laboratory testing.
Descriptions of the soils encountered are presented on the attached Boring Logs. The data presented
on these logs is a simplification of actual subsurface conditions encountered and applies only at the
specific boring locations 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, E and F.
Expansion tests were performed on typical specimens of natural soils in accordance with the
procedures outlined in ASTN:D-4829.
A consolidation test was performed on a representative sample based on ASTM:D-2435. The
consolidation plot is presented on Plate G.
COAST GEOTECHNICAL, INC.
Mr.Bentley 19 W. O. 577319-01
Geotechnical Engineerinjg Investigation I August 12,2019
TEST RESULTS
Maximum Density/Optimum Moisture
.
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2 5 250 28
Expansion Index
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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).
M4 TERL4LS
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.
PLA CING,SPREADING AND COMPA CTING.FILL MA TERIALS
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.
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SPECIFICATIONS FOR GRADING PA GE 2
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 FOIL 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.
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COAST GEOTECHNIf%A%.#IMLy INC.
W.O. 577319 Figure 2
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Geotechnical Engineering Investigation work Order 577319
119 Shorecliff Road
Newport Beach, California Figure 2.1
COAST GEOTECHNICAL, INC.
SEISMIC HAZARD ZONES MAP
STATE OF CALIFORNIA ;'¢ - r "r \; STATE OF CALIFORNIA
•t' .
SEISMI(�. HAZARDS ZONES C HAZARD ZONES 7„>
Delineated In compliance with t i' % , ;;;) �s; Delineated in compliance with 1
Chapter 7.8,Division 2 of the CalHomle Public Resources Code ! ./ , ;;� Chapter 7.8,Division 2'of the California Public Resources Code
` /r' i ail k i-
- - - (Selsmfc Hezands=Mepping Act) - - _... �' \ ,f/rf > - - ISeismic Hazards iNappin#Ad)
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NEWPORT BEACH QUADRANGLE f
..•�, ' LAGUNA BEACH QUADRANGLE j'', '•_,�':,,
OFFICIAL MAP � \ ��..-�;'�`',,,"_�,,:—=..-,�: � ai,LC; �.�:� -:< •��„
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OFFICIAL MAP
Liquefaction Zone Released:April 7,1997 -,,"
Landslide Zone Released:April 15,1998 ;'.•i '!'�' � `•`•` ;'('K� '`>• t' r `Released:April 15,1998 _�, - N.
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E,arthquake-lnduced Landslides N1
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mitigation as defined in Public Resources Code Section 2693(c)would
be required.
4.
Geotechnical Engineering Investigation Work Order 577319
119 Shorecliff Road
Newport Beach, California Figure No. 3
COAST GEOTECHNICAL., INC.
TEMPORARY EXCAVATION ALONG PROPERTY LINES
BUILDING WALL
FACE OR P.L.
F.F.
3'
NEW
FOOTING Y
(24
TEMPORARY
SLOPE
BENCHING
.0...= ftno .0-mme-NNMM woman --WSW"
7 1:1 PROJECTION
OVER-EXCAVATION
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 Work Order 577319
119 Shorecliff Road
Newport Beach, California Figure No. 5
COAST GE®TECHNICAL INC®
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:.::.::.::.:::.:::.:: .::.::.::.::.::.::.::.:::::.::.:::.:::::::.::::::.::.::::::.::::.::::.:::.:::.::.::::.::.::.::.::.:::::.:::.:::.::.::.::.::.::.:::: g g g g g
1 1 ff 1 11 I
4 Clean 4 Clean 4 1 4 Clean Clean
:::::::: Y::::::::::::::::::::::;:::::;:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::;:::::;::::::
Ce Clean Cea 4 C a
A re ate Aggregate Aggregate A e ate Aggregate
gg g g g
Preturtax % Not Required Above Opt. 110% of Opt 130%of Opt 130% of Opt
T M M h M Depth
o /C to /C to Depth /C to
p p
Depth of Ft . Depth Footin Footing
g p p g g
in Footing(No Test oot n
g) g
1. Basement slabs shall have a minimum thickness of six inches.
2. Floor slab shall be constructed over a 15 mil plastic membrane. The membrane shall be properly lapped, sealed and in
contact with the slab bottom.
3. Aggregate shall be 1/2-inch or larger.
PLATE A
SUMMARY OF BORING NO. 1
7/9/2019 Date. Elevation: E.G.
>1
U_
0
n r-) Description 0
0 0 C/) C)
0 2 "o U
U B
FILL: SAND---fine-grained, roots, scattered Gray Brown Loose
gravel size rocks, dry to damp
SAND---fine to medium-grained,silty, moist Reddish Medium
Orange Brown Dense
104.7 9.0
—TERRACE DEPOSITS:SAND---fine to medium- Reddish Medium
grained, silty, moist Brown Dense
CLAY---sandy, silty, moist Grayish Brown Firm
117.2 12.3 SAND---fine to medium-grained,clayey, silty, GrayishBrown Medium
5 moist Orange Brown Dense
115.3 11.9 SAND---fine to medium-grained,silty, moist Brown to Medium
Dark Brown Dense
CLAY--- sandy, silty, moist Brownish stiff
Orange
111.2 10.4 SAND---fine to medium-grained,slightly clayey, Dark Brown Medium
silty, moist Orange Dense
115.0 10.5 10—SAND---fine to medium-grained,silty, moist Brown to Dense
Orange Brown
SAND---fine to medium-grained,silty, moist Brown to Dense
114.0 11.1 orange Brown
End of boring at 14 feet j I
15 No groundwater
No caving
Geotechnical Engineering Investigation Work Order 577319
119 Shorecliff Road
Newport Beach, California Plate B
Cw�ST GEOTECHNICAL INC.1 1
SUMMARY OF BORING NO. 2
Date: 7/9/2019 Elevation: E.G.
1711
4_0
C:
0 4-a
o E Description 0 (n
0 (10 C) U)
>1 C/)
V
U B
FILL: SAND---fine-grained,silty,very moist Dark Brown Loose
115.9 11.0 FILL: SAND---fine to medium-grained,silty, moist Dark Brown Loose
111.0 8.7 5 TERRACE DEPOSITS:SAND---fine to medium- Reddish Medium
grained, silty, moist Orange Brown Dense
111.7 6.2 SAND---fine to medium-grained,silty, moist Orange Brown Medium
Dense
109.8 4.6 SAND---fine to medium-grained,silty, moist Orange Brown Medium
Dense
10
107.6 6.3 SAND---fine to medium-grained,silty, moist Orange Brown Medium
Dense
SAND---fine to medium-grained,silty, slightly Orange Medium
clayey, rocky, moist Reddish Dense
Brown
103.5 13.1 15 SAND---fine to medium- Reddish Gray Dense
grained, silt y, clayey, moist Brown
BEDROCK:SANDSTONE---moist I Olive Gray I Hard
End of boring at 16.5 feet
No groundwater
Refusal of boring due to bedrock
Geotechnical Engineering Investigation Work Order 577319
119 Shorecliff Road
Newport Beach, California Plate C
COAST GEOTECHN/CAL INC.
SHEAR TEST RESULT
r
Boring No.1 @ 0 to 6 Feet(Remolded to 90%)
5
4
3
N 2
vJ
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 113 lbs./cu.ft. and a moisture content of 18
Cohesion = 250 psf
Friction Angle = 30 degrees
Based on 80% peak strength or ultimate strength, whichever is lower
Geotechnical Engineering Investigation Work Order 577619
119 Shorecliff Road
Newport Beach, California Plate D
COAST GEOTECHN/CAL, INC.
SHEAR TEST RESULT
Boring No. 1 @ 4 Feet
5
3
v'
N 2
4-a
U)
Confining Pressure (kips/sq. ft.)
Terrace de[posits samples were tested at saturated conditions.
The sample had a dry density of 117.2 lbs./cu.ft. and a moisture content of 16.1
Cohesion = 300 psf
Friction Angle = 27 degrees
Based on 80% peak strength or ultimate strength,whichever is lower
Geotechnical Engineering Investigation Work Order 577319
119 Shorecliff Road
Newport Beach, California Plate No. E
COAST GEOTECHN/CAL, INC.
SHEAR TEST RESULT
Boring No. 2 @ 5 Feet
1711
4-a
U)
0
0 1 2 3 4 5
Confining Pressure (kips/sq. ft.)
Terrace de[posits samples were tested at saturated conditions.
The sample had a dry density of 111 lbs./cu.ft. and a moisture content of 19
Cohesion = 250 psf
Friction Angle = 28 degrees
Based on 80% peak strength or ultimate strength, whichever is lower
Geotechnical Engineering Investigation Work Order 577319
119 Shorecliff Road
Newport Beach, California Plate No. F
COAST GEOTECHN/CAL, INC,.
CONSOLIDATION TEST RESULTS
Boring No.1 @ 4 Feet
Pressure(Kips Per Square Foot)
0.1 1 10
0.00
1.00
2.00
3.00
000ft%
LM 4.00
as
iL
0
5.00
0
to 6.00
a
0
7.00
8.00
9.00
10.00
Test Specimen at In-Situ Moisture
Test Specimen Submerged
Geotechnical Engineering Investigation Work Order 577319
119 Shorecliff Road
Newport Beach, California Plate No. G
COAST GEOTECHNICAL, INC.
ALLOWABLE BEARING CAPACITY
Bearing Capacity Calculations are based on "Terzaghi's Bearing Capacity Theory
Bearing Material: Compacted fill
Properties:
Wet Density (y) = 125 pcf
Cohesion (C) = 250 psf
Angle of Friction 28 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
Nc= 25.8 Nq 14.72 Ny = 16.72
QU = 1.3 C Nc +y D Nq+ 0.4y B NY (Square Footing)
1.3 *250*25.8 + 125*2 * 14.72 + 0.4* 125* 1 * 16.72
8385 + 3680 + 836 = 12901 psf
Allowable Bearing Capacity for Square Footing
Qa11= Qu/ F.S. = 4300 psf
Use 1800 psf
QU = 1.0 C Nc +y D Nq+ 0.5 y B NY (Continuous Footing)
1.0 *250*25.8 + 125*2 * 14.72 + 0.5 * 125* 1 * 16.72
6450 + 3680 + 1045 = 11175 psf
Allowable Bearing Capacity for Continuous Footing
Qaii= Qu/ F.S. = 3725 psf
Use 1800 psf
Geotechnical Engineering Investigation Work Order 577319
119 Shorecliff Road
Newport Beach, California Plate H
COAST GEOTECHN/CAL, INC.
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: Compacted fill
Wet Density(y) = 125 pCf
Cohesion (C) = 250 psf
Angle of Friction (0) = 28 degrees
Coefficient of Friction = tan �
Therefore,
Coefficient of Friction = tan �
= tan 0 = 0.532 Use 0.3
Assumed H = 2 feet
Pp=0.5yH2 tan 2(45° +0/2 ) + 2CH tan (45°+0/2 )
= 0.5* 125 *4*2.769 + 2*250 *2 * 1.664
= 692 + 1664=2356 Ibs/LF
1/2 EFP H2 = 2356 EFP: passive pressure
EFP = 1178 psf/LF
Allowable Passive Pressure = 300 psf/ LF ( with F.S. = 3.93 )
Geotechnical Engineering Investigation Work Order 577319
119 Shorecliff Road
Newport Beach, California Plate
COAST GEOTECHNICALY INC.
ACTIVE EARTH PRESSURE BY COULOMB THEORY
The total active thrust can be expressed as
PA=0.5KAyH2
where the active earth pressure coefficient, KA, is given by
cost (0-9)
Ka =
sin(d +0) sin( -�3)
cos2B cos(d +9) { 1 + [ 10.5 }z
cos(d +B)coso-9)
Where:
e = slope of the back of the wall with respect to the vertical
a = angle of friction between the wall and the soil
� = slope of the backfill with respect to the horizontal
Properties of earth material:
Wet Density(y) = 120 pcf
Cohesion (C) = 250 psf
Angle of Friction (q5) = 30 degrees
e = o
6 = 20
Caculate KA based on slope of the backfill
Surface Slope Slope Angle(3) KA EFP [=y*KA I, pcf
Level 0.0 0.297 35.7
5:1 (H:V) 11.3 0.347 41.7
4:1 (H:V) 14.0 0.364 43.7
3:1 (H:V) 18.4 0.399 47.8
2:1 (H:V) 26.6 0.524 62.9
1.5:1 (H:V) 33.7 0.798 95.8
Geotechnica) Engineering Investigation Work Order 577319
119 Shorecliff Road
Newport Beach, California Plate J
COAST GEOTECHNICAL., INC.
CALCULATION OF APAE
SDS 1.127 g Moist Density (Y) = 120 pcf
For unrestrained condition with level backfi.11
Kh = 0.4 * SDS * 0.5
0.225 .
APAE 3/4 V Kh
20.3 pcf
Geotechnical Engineering Investigation Work Order 577319
119 Shorecliff Road *
Newport Beach, California Plate No. K
COAST GEOTECHN/CAL, INCH
TYPICAL RETAINING WALL SUBDRAIN DETAIL
Retaining wall backfill
compacted to 90% or better
Approved perforated pipe(holes down)
(SDR 35 or Schedule 40)
.......................................................
Filter material
Min. one cubic foot per lineal foot of pipe
Filter material to meet following
specification or approved equal:
Sieve Size Percentage Passing
1" 100
3/4" 90-100
3/8" 40-100
No.4 25-40
No.8 18-33
No.30 5- 15
No.50 0- 7
No.200 0- 3
Alternate is to place pipe in 3/4-inch gravel blanket which is wrapped in filter cloth. Filter cloth
shall be Mirafi 140N, Amoco 4537 or product equivalent approved by COAST GEOTECHNICAL.
Geotechnical Engineering Investigation Work Order 577319
119 Shorecliff Road -
Newport Beach, California Plate No. L
COAST GEOTECHNICAL., INC.
COAST GEOTECHNICAL, INC.
APPENDIX B
SEAOC/OSHPD Seismic Design Maps Tool Data Output
01.....%N I '0�SH PD
9 u
Z �;
� 2
CALIFORNIA
Bentley �
119 Shorecliff Rd, Corona Del Mar, CA 92625, USA
Latitude,Longitude:33.5894488,-117.86687979999999
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