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GEOTECHNICAL INVESTIGATION
FOR PROPOSED SINGLE FAMILY DWELLING
LOCATED AT
132 SOUTH BA YFRONT (Balboa Island)
NEWPORT BEACH , CALIFORNIA
Presented to:
K Mr. Vincent Steckler
132 S. Bayfront
Newport Beach , California 92662
c/o:
Ian Harrison, AIA
3086 Country Club Drive
Costa Mesa, CA 92626
Prepared by :
EGA Consultants, Inc.
375-C Monte Vista Avenue
Costa Mesa, California 92627
ph (949) 642-9309
fax (949) 642-1290
April 5, 2019
Project No . IH183.1
engineering
geotechnical
applications
375-C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642 -1290
PA2019-119
I
I
EGA
engineering
geotechnical
applications
consultants
Apri l 5 , 2019
Project No. IH183.1
S it e: Proposed Single Family Dwelli ng: 132 South Bayfront
Newport Beach (Balboa Is land), Ca lifornia
Exec utive Su mmary
Based on our geotech n ical study of the site, our review of available reports and literature and our
experience , it is our op in ion that the proposed residential development is feasible from a geotechnical
standpoint. There appear to be no sign ificant geotechnical constraints on-site that cannot be mitigated by
proper p lanning , design , and uti lization of sound construction practices. The engineering properties of the
soil and native materia ls , and surface drainage offer favorable conditions for site re-development.
The foll owing key elements are conclusions confirmed from this investigation:
A rev iew of available geologic records indicates that no active faults cross the subj ect property .
The site is located i n the seismically active Southern California area , and with in 2 kilometers of the
Type B Newport-Inglewood Fault. As such , the proposed development shall be designed in
accordance with se ism ic conside rations specified in the 2016 California Bui ld ing Code (CBC) and
the City of Newport Beach requirements .
Foundation specifications herein i nclude added provisions for potential liquefaction on-site per City
policy CBC 1803.11-12 .
SUMMARY OF RE CO MMEN DATI ONS
Desig n Item
Fou ndations:
Footing Bearing P ressure:
Pass ive Latera l Resistence:
Perimeter Footing Widths :
Perimeter Footing Depths:
Interior Slab Beams :
Coefficient of Friction:
Mat Slab (Optional):
So il Expansion:
So il Sulfate Content:
Building Pad Over-Excavation:
Sandy Soil Max. Density:
Buildi ng Sla b:
Rec ommendat ions
1,750 psf -bui lding , continuous ; 2 ,250 psf -pad footings
250 psf per foot
min . 15 inches with two No. 5 bars top and bottom
min . 24 inches below lowest adjacent grade
min . 24 inches be low lowest adjacent grade
0.30
min. 12 inches with thickened edges(+ 6 inches)
with no. 5 bars @ 12" o.c . each way, top and bottom
Non-Expansive Si lty Sands
Negligible
min . 2Y2 ft . below existing grade, sca ri fy bottom
117.0 pcf@ 10.5 % Opt. Moisture
* C.oncrete slabs cast aga inst properly compacted fil l materials shal l be a minimum of 5 inches
th ick (actual) and reinforced with No. 4 rebar at 12 inches on center in both d irections .
* Dowel al l footings to slabs with No. 4 bars at 24 inches on center.
* Concrete building s labs shall be underlain by 2 " c lean sand , underlain by a min. 15 mi l thick
moisture barrier, w ith all laps sealed , underlain by 4" of %-inch gravel (capillary break).
Seism ic Values (pe r CBC 20 16, ASC E 7-10):
Site Class Defin ition (Table 1613.5.2)
Mapped Spectral Response Acce le ra tion at 0.2s Period, Ss
Mapped Spectral Response Acce leration at 1 s Period, S1
Short Period Site Coefficient at 0 .2 Period , Fa
Long Period S ite Coefficient at 1 s Period , F,
Adjusted Spectral Response Acceleration at 0 .2s Period, SMs
Adjusted Spectral Response Acceleration at 1 s Period, SM 1
Design Spectra l Response Acceleration at 0.2s Period , S 0 8
Design Spectral Response Acceleration at 1 s Period , S0 1
D
1.739 g
0.642 g
1.0
1.5
1.739 g
0.963 g
1.160 g
0.642 g
PGAm = 0.723 g
375-C Monte Vista Avenue• Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290
PA2019-119
consultants
engineering
ge otechnical
applications
April 5, 2019
Project No. IH183.1
Mr. Vincent Steckler
132 S. Bayfront
Newport Beach, California 92662
c/o:
Subject:
Dear Vincent,
Ian Harrison , AIA
GEOTECHNICAL INVESTIGATION
FOR PROPOSED RESIDENTIAL DEVELOPMENT
LOCATED AT
132 SOUTH BA YFRONT (Balboa Island)
NEWPORT BEACH, CALIFORNIA
In accordance with your request and with the 2016 CBC, we have completed our
Geo~echnical Investigation of the above referenced site. This investigation was
performed to determine the site soil conditions and to provide geotechnical parameters
tor the proposed re-grading and construction at the subject site.
It is our understanding that the proposed re-development shall include the demolition of
the existing residence and the construction of a new residential dwelling with associated
imprbvements.
This report presents the res ults of the investigation (incl uding Liquefaction
Computations) along with grading and foundation recommendations pertaining to the
development of the proposed residential development.
This opportunity to be of service is appreciated. If you have any questions, please call.
Very truly yours,
EG~ Consultants, Inc.
•
cc: {~) Addressee
37 5 -C Monte Vista Avenue • Costa Mesa, CA 9 26 2 7 • (94 9 ) 64 2 -9309 • FAX (949) 642-12 90
PA2019-119
INTRODUCTION
GEOTECHNICAL INVESTIGATION
FOR PROPOSED S INGLE FAMILY DWELLING
LOCATED AT
132 SOUTH BA YFRONT (Balboa Island)
NEWPORT BEACH, CALIFORNIA
Apri l 5, 2019
Project No . IH183.1
In response to your request and in accordance with the City of Newport Beach B uilding
Department requirements , we have completed a prelim inary geotechnical investigation
at the subject site located at 132 South Bayfront, in the City of Newport Beach (Balboa
Island), State of California (see Site Location Map, Figure 1).
The purpose of our investigation was to eva luate t he existing geotechn ical condit ions at
the subject site and provide recommendations and geotechnical parameters for site re -
development, earthwork, and foundation design for the proposed construct ion. We
were a lso requested t o evaluate the potential for on-site geotechnical hazards. Th is
report presents the resu lts of our findings , as well as our conclusions and
recommendations.
SCOPE OF STUDY
The scope of our investigati on included the following tasks :
• Review of readily available publ ished and unpub l ished reports ;
• Geo l ogic reconnaissance and mapping ;
• Excavation and sampling of two (2) exp l oratory borings to a total depth of
10 feet below existing grade (b .g .);
• Continuous Cone Penet ratio n Test (CPT) sound ing to a depth of 50% feet
bel ow grade (results of the CPT sound ing are included herein);
• Laboratory testing of representative samp les obtained from the exploratory
borings ;
• Engineeri ng and geologic analysis includ ing seismicity coefficients in
accordance with the 2016 Californ ia Bui lding Code (CBC);
• Seism ic and Liquef act ion analys is and sett lement computations (in
acco rdance with California Geological Survey, SP 117 A);
• Preparati on of this report present ing our findings , conc lus ions , and
recommendat ions .
2
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GENERAL SITE CONDITIONS
The subject property is an approximate 26 to 40 ft. wide by 85 ft . long, wedge-shaped
lot located at 132 South Bayfront within the City of Newport Beach , County of Orange.
The site is located on the eastern edge of Balboa Island within the Newport Harbor.
For the purpose of clarity in this report , the lot is bound by South Bayfront to the east,
by a pedestrian strada and seawall/bulkhead to the west, and by similar residences to
the north and south.
Channel waters of the Newport Bay harbor are located approximately 15 feet to the
southwest of the subject site . The Pacific Ocean shoreline is located approximately
3,000 feet to the southwest of the property, across the Balboa Peninsula (see Site
Location Map , Figure 1 ).
The subject lot consists of a relatively flat, planar lot with no significant slopes on or
adjacent to the site . The lot size is roughly 2 ,766 sq. ft.
Currently, the lot is occupied by a two-story home situated on a graded level pad . All
structures are supported on continuous perimeter footings with slab-on-grade floors.
An attached two car garage on site is attached and accessed by South Bayfront
(concrete street along the east end of the lot).
The site is legally described as a portion of lots 9 and 10 of Block 1 of Balboa Island
Section 1, M.M. 5 (APN 050-011 -25).
PROPOSED RESIDENTIAL DEVELOPMENT
Detailed architectural plans were not available during the preparation of this report .
However, based on the preliminary plans by the project architect, Ian Harrison, the
proposed residential development shall include the demolition of the existing structures ,
and the construction of a new three-story, single family dwelling with an attached two-
car garage. No basement or retaining walls are planned.
The following square footages are proposed:
First Floor: 1,104 sq .ft.
Second Floor: 1,413 sq.ft.
Third Floor: 209 sq .ft.
Garage: 2,725 sq .ft.
Total Structure : 3 ,149 sq.ft.
We assume that the proposed building will consist of wood-frame and masonry block
construction or building materials of similar type and load. The building foundations will
consist of a combination of isolated and continuous spread footings. Loads on the
footings are unknown , but are expected to be less than 2 ,250 and 1,750 pounds per
132 Sout h Bayfron t, Newport Beac h (Balb oa Island), CA
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square foot on the isolated and continuous footings , respectively. If actual loads
exceed these assumed values , we should be contacted to evaluate whether revisions of
this report are necessary. It is our understanding that the grade of the site is not
expected to vary significantly.
Based on the digital elevation model by NOAA National Centers for Environmental
Information (NCEI -NAVD88, Last Modified September 23 , 2016), the site elevation is
approximately 8 ft. above MSL (see reference No . 10). Based on the preliminary plans ,
the proposed finish floor elevation shall be 9+ ft. above mean sea level (MSL) to
conform with City and United States FEMA flood elevation requirements.
Note: The precise determination , measuring , and documenting of the site elevations,
hub locations , property boundaries , etc., is the responsibility of the project licensed land
surveyor.
The proposed residence footprint and layout is shown herein (see Plot Plan , Figure.2).
SUBSURFACE EXPLORATION
Our subsurface exploration consisted of the excavation of two (2) exploratory borings
(B-1 and B-2) to a maximum depth of 10 feet below grade (b.g .) and one CPT probe
(CPT-1) to a depth of 50% b .g . (continuous soil profile). Prior to drilling , the
underground detection and markup service (Underground Service Alert of Southern
California) was ordered and completed under DigAlert Confirmation No. A190671245-
00A.
Representative bulk and relatively undisturbed soil samples were obtained for labora -
tory testing . Geologic/CPT logs of the soil boring/probes are included in Appendix A.
The borings were continuously logged by a registered geologist from our firm who
obtained soil samples for geotechnical laboratory analysis . The approximate locations
of the borings are shown on Figure 2 (Plot Plan).
Geotechnical soil samples were obtained using a modified California sampler filled with
2 % inch diameter, 1-inch tall brass rings . Bulk samples were obtained by collecting
representative bore hole cuttings . Locations of geotechnical samples and other data
are presented on the boring logs in Appendix A.
The soils were visually classified according to the Unified Soil Classification System .
Classifications are shown on the boring logs included in Appendix A.
132 Sou th Bayfron t, Newpo n Beach (Ba lboa Island), CA
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LABO RA TORY TESTING
Laboratory testing was performed on representative soil samples obtained during our
subsurface exploration. The following tests were performed :
*
*
*
Dry Density and Moisture Content
(ASTM : D 2216)
Soil Classification
(ASTM : D 2487)
Maximum Dry Density and Optimum Moisture Content
(ASTM: D 1557)
* Atterberg Limits Test
(ASTM: D 4318)
* Sulfate Content
(CA 417, ACI 318-14)
* Direct Shear
(ASTM D 3080)
All laboratory testing was performed by our sub-contractor, G3Soi1Works , Inc., of Costa
Mesa , California.
Geotechnical test results are included in Appendix B, herein .
SOIL AND GEOLOGIC CONDITIONS
The site soil and geologic conditions are as follows:
Seepage and Groundwater
According to the Orange County Water District (OCWD), there are no water
wells located within the general vicinity of the subject property. Channel waters
of the Newport Bay harbor are located approximately 15 feet to the southwest
of the subject site. The Pacific Ocean shoreline is located approximately 3,000
feet to the southwest of the property, across the Balboa Peninsula
Seepage or surface water ponding was not noted on the subject site at the time
of our study. Our data indicates that the groundwater encountered is subject to
significant tidal fluctuations. Groundwater was encountered in our test
excavation at depth of approximately 7 feet b.g .. Based on our review , the
132 South Bayrront, Newport Beach (Bal boa Isl an d}, CA
Soi ls Repon -Steck ler Resi dence
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groundwater highs approach the tidal highs in the bay, and groundwater lows
drop slightly below mean sea level. From a construction standpoint, any
excavations advanced down to within the tidal zones should be expected to
experience severe caving.
A tidal chart typical for the week of March 8, 2019, is presented as Figure 4,
herein.
Balboa Island Topography and Bathymetry
Elevations across the island range from approximately 8 feet along the
bulkhead lines at the seawall perimeters; ascending to almost 14 feet near the
central backbone of the Island. Significant raising of the Balboa Island seawall
to elevation+/-10 ft . above MSL is underway since 2016 . Common area sandy
beaches have been groomed and re-groomed with import sands which feather
gently to the bay waters.
From the bulkhead and beach shorelines, the nearshore bay floors generally
descends at an inclination of approximately 10: 1 (horizontal to vertical), down to
approximate elevations of -10 to -12 feet along the channel limit line (depending
on tidal fluctuations).
Balboa Island and Newport Bay History
Similar to surrounding islands in the Newport Bay (e.g. Linda Isle and Lido
Island), Balboa Island 's surface is primarily man-made (graded approx. 10 ft.
above the high-tide zone in the 1920's). However, the island feature is located
on a naturally-formed , subaqueous , back-barrier coastal landmass.
It is situated on the landward side of a coastal bar formed by a transgressive
sea and littoral currents at the seaward edge of a stream delta or lagoon . The
Newport Bay coastal estuary was originally formed as the lower reach of the
Santa Ana River. However, in 1915, due to severe silting that resulted from
flooding of the Santa Ana River (and also the construction of man-made
channel), the Santa Ana River was structurally realigned. Consequently, the
Newport Bay is currently fed only by the San Diego Creek which drains a
comparatively small area . The mouth of the San Diego Creek is located at the
Jamboree Road bridge roughly 5Yz kilometers northeast of the subject site
(Upper Back Bay).
132 South Bayfront. Newport Beac h (Bal boa Island), CA
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Geologic Setting
Regionally , the site is located within the western boundary of the Coastal Plain
of Orange County. The Coastal Plain lies within the southwest portion of the
Los Angeles Basin and consists of semi-consolidated marine and non-marine
deposits ranging in age from Miocene to recent. The western boundary of the
Coastal Plain, in which the site is located, is referred to as the Tustin Plain. It is
bound by the Santa Ana Mountains to the northeast and the San Joaquin Hills
to the southeast.
Based on available geologic maps the site is underlain by a thin mantle of
marine (Qe)/hydraulic sands and/or engineered fill. The shallow soil layer is
underlain by Quaternary-age old paralic deposits (Qop) which are described as
medium dense to very dense, oxidized, fine to medium grained , moderately to
well-cemented sand and silty sand (see reference No . 2).
The old paralic deposits are underlain by massive bedrock of the Monterey
Formation (Tm). Roadside exposures of massive bedrock of the Monterey
Formation (Tm) are visible on the inland side of East Pacific Coast Highway and
Bayside Avenue , less than Yi kilometers north of the site (Dover Shores bluffs).
A Geologic Map is presented as Figure 3, herein (reference: Morton , D.M., and
Miller, F.K., 2006).
Based on the geologic map (Figure 3) correlation with the on -site CPT probe
advanced on March 28, 2019, bedrock of the Monterey Formation (Tm) was
likely encountered approximately 34 feet below grade .
Faulting
A review of available geologic records indicates that no active faults cross the
subject property (reference No. 2 , and Figure No . 3).
Seism icity
The seismic hazards most likely to impact the subject site is ground shaking
following a large earthquake on the Newport-Inglewood (onshore), Palos
Verdes (offshore), San Joaquin Hills Blind Thrust, Whittier-Elsinore , or
Cucamonga Faults.
The fault distances , probable magnitudes , and horizontal accelerations are
listed as follows:
132 South Bayfront, Newport Beach (Balboa Island), CA
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FAULT DISTANCE FROM MAXIMUM CREDIBLE MAXIMUM
(Seismic SUBJECT SITE EARTHQUAKE HORIZONTAL
Source Type) (Kilometers) MAGNITUDE ROCK
ACCELERATION
Newport-2 kilometers southwest 7.2 0.69 g's
Inglewood (B)
San Joaquin 5 kilometers beneath 6.6 0.48 g's
Hills Blind the site
Thrust Fault
(B)
Palos Verdes 16 kilometers 7.1 0.38 g's
(B) southwest
--
Chino-Cental 40 kilometers northeast 6.7 0.14 g's
Avenue (B)
Elsino re (B) 37 kilometers northeast 6.8 0 .16 g's
Cucamonga 50 kilometers north-7.0 0 .14 g's
(A) northeast
The maximum anticipated bedrock acceleration on the site is estimated to be
less than 0.69, based on a maximum probable earthquake on the Newport-
Inglewood Fault.
The site is primarily underl ain by fill and beach sands with thin layers of silt/clay.
For design purposes, two-thirds of the maximum anticipated bedrock
acceleration may be assumed for the repeatable ground acceleration. The
effects of seismic shaking can be mitigated by adhering to the 2016 California
Building Code or the standards of care established by the Structural Engineers
Association of California.
With respect to this hazard, the site is comparable to others in this general area
in similar geologic settings. The grading/building specifications outlined in this
report are in part, intended to mitigate seismic shaking. These guidelines
conform to the industry standard of care and from a geotechnical standpoint, no
additional measures are warranted.
Based on our review of the "S eismic Zone Map," publ ished by the California
Department of Mines and Geology in conjunction with Special Publication 117 A.
there are no earthquake landslide zones on or adjacent to the site. The
proposed development shall be designed in accordance with seismic
considerations contained in the 2016 CBC and the City of Newport Beach
requirements .
Based on Chapter 16 of the 2016 CBC and on Maps of Known Active Near-
132 South Bayfront, Newpo rt Beach (Balboa Island), CA
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Source Zones in California and Adjacent Portions of Nevada (ASCE 7 -10
Standard), the following parameters may be considered:
2016 CBC Seismic Design Parameters
SITE ADDRESS 132 S h B fl N B h CA out ay ront, ewport eac,
Site Latitude (Decimal Degrees) 33 .607515
Site Longitude (Decimal Degrees) -117 .899886
Site Class Definition D
Mapped Spectral Response Acceleration at 0.2s Period, Ss 1.739
Mapped Spectral Response Acceleration at Is Period , S 1 0.642
Short Period Site Coefficient at 0.2 Period, Fa 1.00
Long Period Site Coefficient at Is Period, Fv 1.50
Adjusted Spectral Response Acceleration at 0.2s Period, SMs 1.739
Adjusted Spectral Response Acceleration at 1 s Period, SM , 0.963
Design Spectral Response Acceleration at 0.2s Period, S0 s 1.16
Design Spectral Respons e Acceleration at 1 s Period S 0 1 0.642
In accordance with the USGS Design Maps, and assuming Site Class "D", the
mean peak ground acceleration (PGAm) per USGS is 0.723 g. The stated
PGAm is based on a 2% probab ility of exceedance in a 50 year span (see
copies of the USGS Design Maps Detailed Report, Appendix D, herein).
FINDINGS
Subsurface Soils
As encountered in our test borings , the site is underlain by topsoil (soft c layey
sand in the upper+/-6 inches) which is underlain by hydrau lic fill sands and
native materials as follows:
Fill (Af)
Fill sands were encountered in each of the borings to a depth of
approx imately 3 feet b.g.. The fi ll soils consist generally of light olive gray,
moist, loose to medium dense, fine-to medium-grained si lty sands w ith
trace clay and shell fragments. The expansion potential of the fill soils was
judged to be very low when exposed to an increase in moisture content.
132 South Bayfroni, Newport Beach (Balboa Island), CA
Soi ls Report -Steckler Res idence
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Hydraulic-Native Sands (Qm), P~ralic Deposits (Qop) and Bedrock (Tm}
The fill materials are hydrau lic and native sands as encountered in each of
the test borings (B-1, B-2, and CPT-1). The native sands consist generally
of light brown, moist to saturated, medium dense, non-cemented, fine-to
medium-grained, sand and si lty sand with trace shell fragments. An
approximate 8-to 12-inch thick fine sandy silt/clay lens was encountered at
approximate ly 4 feet b .g ..
The native sands are underlain by marine sands (Qm) and old paralic (Qop)
deposits , which are underlain by Monterey Formation (Tm) bedrock
consisting of medium dense to very dense, oxidized, fine to medium
grained , moderately to well-cemented sand and siltstone to the maximum
depths explored (50% ft. b .g.).
Based on the geologic map (Figure 3) correlation with the on-site CPT
probe advanced on March 28, 2019, bedrock of the Monterey Formation
(Tm) was likely encountered approximately 34 feet below grade.
Based on the laboratory results dated March 26, 2019, the site maximum dry
density is 117.0 pct at an optimum moisture content of 10.5% (per ASTM D
1557) (the complete laboratory reports are presented in Appendix B, herein).
LIQUEFACTION ANALYSIS (Per SP117A)
Liquefaction of soi ls can be caused by strong vibratory motion in response to
earthquakes. Both research and historical data indicate that loose, granular
sandy soils are susceptible to liquefaction , while the stability of rock , gravels ,
clays, and silts are not significantly affected by vibratory motion. Liquefaction is
generally known to occur only in saturated or near saturated granular soils . The
site is underlain by fill/eolian sands, old paralic deposits, and bedrock of the
Monterey Formation.
It is our understand.ing that the current City policy, has assigned a seismic
settlement potential of one (1 .0) inch in the upper ten feet, and three (3.0)
inches for soil depths of ten to fifty feet. In the event settlement values exceed
these threshold values, then additional analysis and/or additional mitigation is
required.
The CPT testing was performed in accordance with the "Standard Test Method
for Performing Electronic Friction Cone and Piezocone Penetration Testing of
Soils," (ASTM 05778-12). The seismically induced settlement for the proposed
structure was evaluated based on the "Soil Liquefaction During Earthquakes " by
1.M. Idriss and R.W. Boulanger, dated September 8, 2008.
I 32 South Bayfront , Ncwpon Beach (Balboa Island}, CA
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The analysis was provided by one 10-feet deep 4" diameter hand-auger boring,
and a 50+ feet deep 1.7" diameter CPT probe advanced on March 28, 2019 .
The exploratory borings and probe locations are shown in the Plot Plan , Figure
2 , herein.
The soil borings were continuously logged by a certified engineering geologist of
our firm .
The computations and results of our Liquefaction Analysi s, based on CPT blow
counts of Boring CPT-1, are attached in Append ix D, herein . The seismically
induced settlement ana lysis was eva luated based o n methods published in t he
references Nos . "a" through "j " (see "Associated References", herein). The
liquefaction and seismic settlement calculat ions indicate seismic settlement
(includes dry and saturated sands) in the upper 50 feet is less than 2.0 inches,
and in the upper 10 feet is less than 1.0 inch and hence shallow mitigat ion
methods for liquefaction may be imp lemented per City Code Policy (No . CBC
1803.5.11-2 last revised 7/3/2014).
Based on our liquefaction analysis, and in accordance with the City of Newport
Beach Policy No . CBC 1803.5.11 -12 (NBMC , Chapte r 15), we recommend the
following mitigative methods to minimize the effects of shallow liquefaction :
1. Tie all pad footings with grade beams.
2. All footings should be a minimum of 24 inches deep , below grade.
3 . Continuous foot ings should be reinforced with two No. 5 rebar (two at the
top and two at the bottom).
4 . Concrete slabs cast against properly compacted fi ll materia ls shall be a
minimum of 5 inches thick (actual) and reinforced with No . 4 rebar at 12
inches on cente r in both d irections . The reinforcement shall be supported
on chairs to insure pos itioning of the re info rcement at mid -center in the
slab .
5. Dowel a ll footi ngs to slabs w ith No . 4 bars at 24 inches on center.
6 . Additiona ll y , to further reduce the effects of the th i n shallow zones of
potentially liquefiable soils , the building slab sha ll include 15" w by 24" d
interior grade beams ("cross beams") to be re inforced with two No. 5 rebars
(two at the top and two at the bottom).
7 . Additionally , exposed sandy soils w ill be vigorously flooded during the
earthworks process. Also , for cohesion treatment of the site sand fills;
soil-cement shall be used in the upper 3 feet. To achieve this , during
grading -dry bags of Portland Cement shall be mixed in the scarified over-
excavation bottoms (6 -inches below the over-excavation lim its) and into
each of the overlying fill lifts .
The foundat ion spec ifica ti ons outlined above w ill act to decrease the potentia l
settlement due to liquefaction and/or se ismica ll y induced lateral deformation to
132 South Bayfront, Newport Beach (Ba lboa Island ), CA
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tolerable amounts . The above specifications eliminate the use of piles and
associated construction vibrations and groundwater displacement induced by
caisson drilling or pile-driving. If the above specificat ions are incorporated, the
proposed structure shall be stable and adequate for the intended uses and the
proposed construction will not adversely impact the subject or adjacent
properties.
Other Geologic Hazards
Other geologic hazards such as landsliding, or expansive soils , do not appear to
be evident at the subject site.
CONCLUSIONS
Based on our geotechnical study of the site, our review of available reports and
literature and our experience, it is our opinion that the proposed improvements at the
site are feasible from a geotechnical standpoint. There appear to be no significant
geotechnical constraints on-site that cannot be mitigated by proper planning , design,
and utilization of sound construction practices. The engineering properties of the soil
and native materials, and the surface drainage offer favorable conditions for site re-
development.
RECOMMENDATIONS
The following sections discuss the principle geotechnical concerns which should be
considered for proper site re-development.
Earthwork
Grading and earthwork should be performed in accordance with the following
recommendations and the General Earthwork and Grading Guidelines included
in Appendix C. It is our understanding that the majority of grading will be limited
to the re -grading of the building pad for the proposed construction . In general, it
is anticipated that the removal of the upper 2% feet (plus 6 inches of
scarification) within the building footprint (s lab -on-grade portion) will require
removal and recompaction to prepare the site for construction . The removals
should be accomplished so that all fill and backfill existing as part of the
previous site use and demolition operations are removed.
Where feasible , the limits of the pad fill shall be defined by a 3 foot envelope
encompassing the building footprint. Care should be taken to protect the
adjacent property improvements.
A minimum one foot thick fill blanket should be placed throughout the exterior
improvements (approaches, parking and planter areas). The fill blanket will be
132 Sou th Bayfron t . Newpo rt Beach (Ba lboa Island), CA
Soi ls Report -Stec kl er Residence
Project No. Iii 183 .1
Apr il S.20 19 12
PA2019-119
Trench Backfill
The on -site soils may be used as trench backfill provided they are screened of
rock sizes over 4 inches in dimension and organic matter. Trench backfill
should be compacted in uniform lifts (not exceeding 6 inches in compacted
thickness) by mechanical means to at least 90 percent relative compaction
(ASTM: D 1557).
Geotechnical Parameters
The following Geotechnical parameters may used in the design of the proposed
structure (also , see "Liquefaction Analysis" section , above):
Foundation Design
Structures on properly compacted fill may be supported by conventional ,
continuous or isolated spread footings. All footings should be a minimum of 24
inches deep (measured in the field below lowest adjacent grade). Footing
widths shall me an minimum 15 inches and 18 inches for interior cross beams
and perimeter footings respectively.
As stated above , additionally, to further reduce the effects of the thin zones of
potentially liquefiable soils, the building slab shall include 15" wide by 24" deep
interior grade beams to be reinforced with two No. 5 rebars (two at the top and
two at the bottom). The cross beam locations shall be determined by the
structural engineer.
At this depth (24 inches) footings founded in fill materials may be designed for
an allowable bearing value of 1,750 and 2,250 psf (for dead-plus-live load) for
continuous wall and isolated spread footings, respectively. These values may
be increased by one-third for loads of short duration , including wind or seismic
forces .
Reinforcement requirements may be increased if recommended by the project
structural engineer. In no case should they be decreased from the previous
recommendations.
Mat Foundation Design (Optional)
Due to anticipated high tide waters and cohesionless sands during construction,
a mat slab foundation system is a recommended option . Mat slabs founded in
compacted fill or competent native materials may be designed for an allowable
bearing value of 2 ,250 psf (for dead-plus-live load). These values may be
inc reased by one-third for loads of short duration , including wind or seismic
forces. The actual design of the foundation and slabs should be completed by
132 South Bayfronl, Newport Beach (Bal boa Is land), CA
Soi ls Report -Steckler Res id e nce
Proj ect No. 0-1183 .1
Apri l S, 20 19 14
PA2019-119
GEOTECHNICAL OBSERVATION AND TESTING DURING CONSTRUCTION
We recommend that a qualified geotechnical consultant be retained to provide geotechnical
engineering services, including geotechnical observation/testing, during the construction phase
of the project. This is to verify the compliance with the design, specifications and or
recommendations, and to allow design changes in the event that subsurface conditions differ
from those anticipated.
Geotechnical observations/testing should be performed at the following stages :
• During ANY grading operations, including excavation, removal, filling, compaction,
and backfilling, etc.
• After excavations for footings (or thickened edges) and/or grade beams verify the
adequacy of underlying materials.
• After pre-soaking of new slab sub-grade earth materials and placement of capillary
break, plastic membrane, prior to pouring concrete.
• During backfill of drainage and utility line trenches , to verify proper compaction.
• When/if any unusual geotechnical conditions are encountered.
• Prior to slab pours to ensure proper subgrade compaction and moisture barriers.
Please schedule an inspection with the geotechnical consultant prior to the
pouring of all interior and exterior slabs.
LIMITATIONS
The geotechnica l services described herein have been conducted in a manner consistent with the level of
care and skil l ordinari ly exercised by members of the geotechnical engineering profession practicing
contemporaneous ly under sim ilar conditions in the subject loca lity. Under no circumstance is any
warranty, expressed or implied, made in connection with the providing of services described herein . Data ,
interpretations, and recommendations presented herein are based solely on information available to this
office at the time work was performed. EGA Consultants will not be responsible for other parties'
interpretations or use of the information developed in this report.
The interpolated subsurface conditions should be checked in the field during construction by a
representative of EGA Consultants. We recommend that all foundation excavations and grading
operations be observed by a representative of this firm to ensure that construction is performed in
accordance with the specifications outlined in this report.
We do not direct the contractor's operations, and we cannot be responsible for the safety of others. The
contractor should notify the owner if he considers any of the recommended actions presented herein to be
u nsafe.
132 Sou th Bayfron t , Newport Beac h (Balboa Island), CA
Soi ls Re port -Steckl er Residence
Project No . IH 183 . I
Apr il 5. 20 19 1 8
PA2019-119
Associated References re: Liquefaction Analysis
a . "Special Publication 117 A: Guidelines for Evaluating and Mitigating Seismic Hazards in
California ," by the California Department of Conservation , California Geological Survey, dated
March 13, 1997; Revised September 11 , 2008 .
b. "Recommended Procedures for Imp lementation of DMG Specia l Pub lication 117 Guidelines for
Analyzing and Mitigating Liquefaction Hazards in California," by G.R. Martin and M. Lew,
University of Southern California Earthquake Center dated March , 1999.
c. "Soil Liquefaction During Earthquakes" by I.M. Idriss and R.W. Boulanger, dated September 8,
2008.
d. "Soils and Foundations , 81h Edition ," by Cheng Liu and Jack B. Evett, dated August 4, 2013.
e. "Evaluation of Settlement in Sands due to Earthquake Shaking" by Kahaji Tokimatsu and H.
Bolton Seed , Dated August 1987 .
f. "Guidelines for Estimation of Shear Wave Velocity Profi les" By Bernard R. Wair, Jason T. Jong,
Thomas Shantz Pacific Earthquake Engineering Research Center, Dated December, 2012 .
g . "Subsurface Exploration Using the Standard Penetration Test and the Cone Penetrometer Test,"
by J . David Rogers , Environmental & Engineering Geoscience , pp. 161 -179, dated May, 2006 .
h. "Handbook of Geotechnica l Investigation and Design Tables" By Burt G. Look , Dated 2007.
I. "Use of SPT Blow Counts to Estimate Shear Strength Properties of Soils : Energy Balance
Approach ," by Hiroshan Hettiarachi and Timothy Brown , Journal of Geotechnical and
Geoenvironmental Engineering, ASCE, pp. 830-834, dated June , 2009.
j . "Standard Test Method for Performing Electronic Friction Cone and Piezocone Penetration
Testing of Soils ," (ASTM D5778-12), dated 2012 .
REFERENCES
1. "USGS Topograph ic Map, 7.5 minute Quadrangle , Newport Beach OE S, California
Quadrangle," dated 2015.
2 . "Geologic Map of the San Bernard ino and Santa Ana 30' X 60' Quadrangles , Ca lifornia ," Version
1.0, compi led by Douglas M. Morton and Fred K. Miller, dated 2006.
3. "Maximum Credible Rock Acceleration from Earthquakes in California," by Roger W .
Reensfelder, dated 1974.
4 . Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada,"
prepared by Californ ia Department of Conservation Division of Mines and Geology, published by
Internationa l Conference of Building Officials, dated February, 1998.
5. "Guide for Concrete Floor and Slab Construction ," by American Concrete Institute, ACI 302.1 R-
04, dated 2004.
6 . "Califo rnia Bui lding Code, California Code of Regulations , T itle 24 , Part 2," by California Building
Standards Commission , 2016.
7. "Seismic Hazard Zone Report for the Newport Beach 7.5-Minute Quadrang les, Orange County ,
Ca lifornia," by the California Department of Conservation, 1997.
8. "2015 Internationa l Bu ilding Code," by the Internationa l Code Counci l, dated June 5, 2014.
9. "Geologic Map of California, Santa Ana Sheet," Compilation by Thomas H. Rogers, 1965, fifth
printing 1985.
10. "Digital Elevation Model NAVD88 Mosaic," by NOAA National Centers for Environmental
Information (NCEI), Created August 20, 2015, last modified September 23, 2016.
132 So uth Bayfronl , New port Beach (Balboa Island), CA
Soils Report -Steckler Residence
Project No. JH 183.1
April 5,2019 19
PA2019-119
NEWPORT BAY
8AliJOA ~
---~-----------~A':_!~ --..... _
DA/' T..C T/' 11/"J:RJJJ,J,JJ DT&'D
OBTAINED FROM "THE THOMAS GUIDE"
THOMAS BROS. MAPS, ORANGE COUNTY
RAND MCNALLY & COMPANY, DATED 2008
EGA
Consultants
engineering geotechnical applications
SITE LOCATION MAP
132 S BAYFRONT
NEWPORT BEACH, CALIFORNIA
1 PLAZA DEL
2 Pl.AlA DEL SUR
3 SERRANO AY
4 GRANADA AV
Project No: IH183.1
Date: APRIL 2019
Figure No: 1
PA2019-119
PROPOSED
RESIDENCE
LEGEND
-0-GEOTECHNICAL BOR INGS
BY EGA CONSULTANTS
$-CONE PENETRATION TEST
BY KEHOE TESTING AND ENGINEERING
Sources: "Steckle r Residence, 132 South Bay Front, Balboa Island, California 92662," by Ian J.N . Harrison, Architect, dated April 4, 2019.
"Site Survey, Vincent Steckler, 132 So uth Bay Front, Balboa Island, CA 92662, APN: 050-011-23," by Loren K. Toomey, P. L.S 4459, dated
November 9, 2018.
EGA
Consultants
engineerin g geotechnical applications
PLOT PLAN
132 S BAYFRONT
NEWPORT BEACH, CALIFORN IA
Project No:
Date:
Figure No:
IH183.1
APRIL 2019
2
PA2019-119
• • • • • • • • • •
r(.: :.,0~.·.-.,.,·, Eolian deposits (late Hofocene)-Active or recently active
V· ·:·: .. ·,.:··, ·. sand dune deposits; unconsolidated.
l)\driJ '.\~.:1 Mar ine deposits (late Hol ocene)-Active or recently active
.:,:·,.::_ ·; .. -:: ':·.:_ beach deposits; sand, unconsolidated.
l:;:{:'6'·->·)_;.) Estuarine deposits (late Hofocene)-Sand, silt, and clay;
_;,:·,.:::,, .. ~S.-:. :..j unconsolidated, contains variable amounts of organic
matter.
Qop
4
I Old paralic deposits, Unit 4 (fate to middle Pleistocene)-
'-----· Silt, sand and cobbles resting on 34-37 m Stuart Mesa
terrace. Age about 200,000-300,000 years.
I Old parafic deposits, Unit 3 (late to middle Pleistocene)-
.__aop __ 3____,_ Silt, sand and cobbles resting on 45-46 m Guy Fleming
terrace. Age about 320,000-340,000 years.
Qomfa I Old paralic deposits, Unit 2 (late to middle Pleistocene)-
..__ __ __._ Silt, sand and cobbles resting on 55 m Parry Grove terrace.
Age about 413,000years.
Sources:
aop
1
I O ld paralic deposits, Unit 1 (late to middle
.._ __ _. Pleistocene)-Silt, sand and cobbles resting on 61-63 m
Golf Course terrace. Age about 450,000 years .
Qop
3
-6 I Old parafic deposits, Units 3-6, undivided (late to
.__ __ _, middle Pleistocene)-Silt, sand and cobbles on 45-55 m
----terraces.
Oopf I Old parafic deposits (late to middle Pl eistocene) overlain
.__ __ _, by alluvial fan deposits-Old paralic deposits capped by
sandy al luvial -fan deposits.
Capistrano Formation (early Pliocene and Miocene)-
Marine sandstone. Siltstone fades-Siltstone and
mudstone; wh ite to pale gray, massive to crudely bedded,
friable.
Tm I Monterey Formation (Miocene}-Marine siltstone and
'------'· sandstone; siliceous and diatomaceous .
Morton, D.M., and Miller, F.K. Prelim inary Geologic map of the San Bernardino and Santa Ana 30' x 60' quadrangles, California. U.S. Geo logical
Survey. Published 2006.1:100,000sca le.
EGA
Consultants
engineering geotechnical applications
GEOLOGIC MAP
132 S BAY FRONT
NEWPORT BEACH, CALIFORN IA
Project No:
Date:
Figure No:
IH183.1
APRIL 2019
3
I
PA2019-119
Balboa Pier, Newport Beach, California Tide Chart
Requested time: 2019-03-08 Fri 12:00 AM PST
3-V7 Thu :O!!-t-03-0~ Fri ~•)1~-0 3-1i 9 Fi:1
Bnlbou £i@l . ~e-.,P,)IC ~4ch, Col1tornt4
::oH-0)-03 f"ti ::,nfr-03-08 Fri '.!019-•)3-09 S•t :vH -03-09 t i\= ::0 19-())-.:,9 SU ::01!
FM PST 3 :45 7\M PSl' <: 4: AM PST 4:1 : F'M PST lO :l q PM PS? ~:::.c AM PST lc :1< M1 PST 4:3 5 PM EST lQ :
., ft
f, tt ~---------------------------------------
5 ft----------------------------------------
Balboa Pier, Newport Beach, California
33.6000° N, 117.9000° W
2019-03-08 Fri 3:50 AM PST 0.9 feet Low Tide
2019-03-08 Fri 6:11 AM PST Sunrise
2019-03-08 Fri 7:32 AM PST Moonrise
2019-03-08 Fri 9:42 AM PST 4.6 feet High Tide
2019-03-08 Fri 4:12 PM PST 0.2 feet low Tide
2019-03-08 Fri 5:53 PM PST Sunset
2019-03-08 Fri 7:55 PM PST Moonset
2019-03-08 Fri 10:18 PM PST 4.4 feet High Tide
2019-03-09 Sat 4:26 AM PST 0.9 feet Low T ide
2019-03-09 Sat 6: 10 AM PST Sunrise
2019-03-09 Sat 8:02 AM PST Moonrise
2019-03-09 Sat 10:16 AM PST 4.2 feet High Tide
2019-03-09 Sat 4:35 PM PST 0.6 feet Low Tide
2019-03-09 Sat 5:54 PM PST Sunset
S1uu.\,"',
Con . .,~fe•11..
5,}nu, "11.)R:1-..r~tr.n'Ke rrnwde-1 . Qftlou1111 •
~'p,11 &#.' Entn1ne• O:wono11 ffl .... \It G,11'°'1111
2019-03-09 Sat 8:52 PM PST Moonset •• S.al b» Pt« ~port &«ch. al1iornt.111
2019-03-09 Sat 10:44 PM PST 4.4 feet High Tide
2019-03-10 Sun 6:08 AM PDT 0.9 feet Low Tide
2019-03-10 Sun 7 :08 AM PDT Sunrise
2019-03-10 Sun 9:34 AM PDT Moonrise
2019-03-10 Sun 11:55 AM PDT 3. 7 feet High Tide
2019-03-10 Sun 5:59 PM PDT 1.0 feet Low Tide
2019-03-10 Sun 6:55 PM PDT Sunset
2019-03-10 Sun 10:49 PM PDT Moonset
2019-03-11 Mon 12:14 AM PDT 4.4 feet High Tide
2019-03-11 Mon 6:59 AM PDT 0.9 feet Low Tide
2019-03-11 Mon 7:07 AM PDT Sunrise
2019-03-11 Mon 10:08 AM PDT Moonrise
2019-03-11 Mon 12:46 PM PDT 3.2 feet High Tide
2019-03-11 Mon 6:24 PM PDT 1.5 feet Low Tide
2019-03-11 Mon 6:56 PM PDT Sunset
2019-03 -11 Mon 11:48 PM PDT Moonset
2019-03-12 Tue 12:51 AM PDT 4.4 feet High Tide
TIDAL CHART EGA
Consultants
engineering geotechnical applications
132 S BAYFRONT
NEWPORT BEACH, CALIFORNIA
Project No:
Date:
Figure No:
IH183.1
APRIL 2019
4
PA2019-119
APPENDIX A
GEOLOGIC LOGS
(B-1 and B-2)
and
CPT Data Report by Keyhoe Drilling & Testing
(CPT-1)
PA2019-119
UNIFI ED SOIL CLASSIFICATION SYSTEM
ASTM D-2457
UNIFI ED SOIL CLASSIFICATION AND SYMBOL CHART
COARSE-GRAINED SOILS
(more than 50% of matenal is larger than No . 200 sieve size.)
GRAVELS
More than 50%
of coarse
fractio n la rger
than No. 4
sieve size
SANDS
50% or more
of coarse
fraction smaller
than No. 4
sieve size
Clean Gravels (Less than 5% fines)
~~ GW l Well-graded gravels. gravel-sand ~l~ mixtures, little or no fines
GP
GM
GC
Poorly-graded gravels, g,,wel-sand
mi xtures. little or no fines
Silty gravels, gravel-sand-sill mixtures
Clayey g ravels. gravel-sand-clay
mixtures
Clean Sands (Less than 5% fines r ... t/il' SW ':"ell-graded sands. gravelly sands,
·o':::;::; SP ::rt: :::::sands, gravelly sands.
little or no fines
r,-:-~~ds with fine~ore ttian 12% fin~.._ __ _
SM Silty sands. sand-silt mixtures
SC Clayey sands. sand-clay mixtures
FINE-GRAINED SOILS
(50% o r rnore of material is smaller than No. 200 sieve size.}
SILTS
AND
CLAYS
L1qu1d llm,t
less than
50%
SI LTS
AND
CLAYS
Liqui d limtl
50%
o r grea ter
H IGHLY
ORGANIC
SOILS
Cohesionless
San ds and Silts
V e ry loose
Loose
Med ium d e n se
Dense
Very d ense
ML
CL
OL
MH
CH
OH
PT
Inorganic silts and very fine sands, rock
flour silty of clayey fine sands or cl ayey
silts with slight plast1c1ty
Inorganic clays of row to medium
plasticity, gravelly clays, sandy clays ,
silly clays. lean clays
Organic s ,lts and organic silty clays of
low plasllcily
Inorganic silts. micaceous or
diatomaceous fine sandy o r si lty soils,
elastic sifts
Inorgan ic clays o f high plasti city, fat
c lays
--------~
Orgaruc clays or medium to high I
plasticity, organic silts
Peat and other highly organic soils
RELATIVE DENSITY
Blows/ft* Blows/ft**
0 -4 0 -30
4-10 3 0-60
1 0 -30 8 0 -20 0
3 0 -50 2 00-400
Ove r SO Over 400
LABORATORY CLASSI FICATION CRITERI A
0 so D 30
GW
Cu = --greaterthan 4. Cc = ---between 1 and 3
010 0 10 •D50
GP Nol meeting all gradation requirements for GW
GM Atterberg limits below "A" Above ·A" line with P.t. between line or P.I. less than 4
4 and 7 are borderline cases
GC Atterberg limits above "A" requiring use o r dual symbols
line with P.1. greater than 7
cu 060 030 = --greater than 4 : Cc = ---between 1 and 3
SW 010 o,o x D6o
SP Not meeting all gradation requirements fo r GW
SM Atterberg limits below "A" Limits plotting in shaded zone
line or P.1. less than 4 with P.1 . between 4 and 7 are
Atterberg limits above "A" borderline cases requiri ng use
SC line w ith P.I. greater than 7 of dual symbols.
Determ ine percentages of sand and gravel from grain-size curve Depending
on percentage of fines (fraction smaller than No. 200 sieve si ze ),
coarse-grained so,ls are ctassifie<I as follows:
Less than 5 percent .................................... GW. GP. SW. SP
More than 12 percent .................................. GM, GC. SM. SC
5 to 12 pe,cent . . . . . . . . ......... BordeM,ne cases requ,nng dual symbols
PLASTICITY CH ART
60
e: 50
.,v
[ CH /
/
)( 40 /i ALIN E. w
0 Pl= 0 .73(LL·20l ~ 30 J7 T
~ CL MH&OH
§ 20 V I-/ en
j 10
~L+Mt. ,, ML&,OL Q.
00 10 20 30 40 50 60 70 80 90 100
LIQUID LIMI T (LL)(%)
CONSISTENCY
Coh esiv e Soils Blows/ft* Blows/ft**
Very soft 0-4 0 -4
Soft 2-4 4-11
Fi rm 4-8 11-50
St iff 8-16 50-110
V ery stiff 16 -32 110-220
Hard Over 32 Ove r 220
Bl ows/foot for a 140-p o u nd h am mer falling 30 inches to drive a 2 -in ch 0.0., 1-3/8 i n ch 1.0. Split Spoon sampl e r
(Standard Pe netrat i on Test).
** Bl o ws/foot for a 36-poun d hammer f alling 24 i nches t o drive a 3 .25 0 .0 ., 2.41 1.0 . Sa m p l er (Hand Sampling). Bl ow
cou n t con verge nce to stan dard pen etr ati on test was done i n accor dance w ith Fi g. 1 .24 o f Foun dation Engineering
H an dbook by H .Y. Fang, Vo n Nostra nd Reinho ld, 1991.
PA2019-119
LOG OF EXPLORATORY BORING Sheet 1 of 1
Job Number: IH183.1 Boring No: B-1
Project: 132 S. Bayfront, Newport Beach, CA Boring Location: See Figure 2
Steckler Residence
Date Started: 3/8/2019 Rig: Mob. 4" augers
Date Completed: 3/8/2019 Grnd Elev. +/-8 ft. NAVD88
Sample ~ 'ti Direct
Type 0 X a. Shear
al c 'ti Q.) :i, ~ .ThinWall ~2.S"Ring a. u
Q.) Q.) ~ :i, .s iii en u.. a. u Tube Sample C C -w
~ Q.) 0 ·;;; C Q.) "' I-.S € 0 Cl 0 a.
.x <.) C ·;;; -& a: .c 0 :, :5 [Z] Bulk [D standard Split ~ static Water ~ Q.) E <.) w a. iii Cl C
Q.) en '6 al Sample Spoon Sample Table :, nl :, I
iii ~ Q. E I-0 C X
:) ·o 0 w ·x 0
:a co
C:()11 ni=c:r.RIPTl()I\J :a
SCI I TOPSOI L: 6 inches of med. gray, clayey sand , wet, rootlets, soft. Opt.%
1 SM FILL: Light olive gray, fine sand w/ trace c lay and 20.2 94 .8 117.0 31 70 10.5% x and shells , moist, loose to medium dense.
At 3 ft .: Light olive gray, fine silty sand , moist to wet, Sult
SM z medium dense, micaceous, low porosity. 25 .3 LL . 2 7 3pprn
5 -ML/ At 4 ft .: Encountered thin sandy clay/silt layer, dark PL · 20 ISO)
CL 7 olve gray, very moist to wet. 33 .2 Pl 7
[\/ At 5 ft.: Becomes dark gray, fine sand with silt,
SP
~ z_ wet to very wet, less fines with depth. 31 .6
At 7 ft.: Saturated , groundwater encountered.
10
Total Depth: 10 ft.
Groundwater at 7 ft.
No caving
Backfilled and Compacted 3/8/2019
15 -
20 -
25 -
30 -
35 -
40
I EGA Consultants II ';~~ I
PA2019-119
LOG OF EXPLORATORY BORING Sheet 1 of 1
Job Number: IH183.1 Boring No: B-2
Project: 132 S. Bayfront, Newport Beach , CA Boring Location : See Figure 2
Steckler Residence
Date Started: 3/8/2019 Rig : Mob. 4" augers
Date Completed: 3/8/2019 Grnd Elev. +/-8 ft. NAVD88
Sample *' ti Direct
Type X a. Shea r
ai c ti Q)
-~
<J)
.ThinWall [Z1 2 .5" Ring a. "O I-
Q) Q) ~ :i-.!: "' <J)
lL a. "O Tube Sample C <ii w
~ Q) 0 ·;;; C Q) I-.£ .0 . a. (.) C 0 Q .c :S ,,,,,, !ZJ Bulk [D Standard Split Static Water Q) ·;;; -E> a:: a. 'i5 iii :i ~ ~ Q C E (.) w
Q) <J) 'i5 co Sample Spoon Sample Table ~ IO ::, r (!' a. E I-0 C X
:) 'i5 0 w ·x 0
::E IO
SOIi nFSrOIPTION ::E
SC / I TOPSOIL : 6 inches of med . gray , clayey sand , very moist , rootlets , soft. OpL o/o
1 S M FILL: Light olive gray, fine sand w/ trace clay and 117.0 31 70 10 .5% x and shel l fragments, moist, loose to medium dense. 22.2 89.4
At 3 ft.: Light olive gray, fine silty sand , moist to wet, Su lt
SM z medium dense, micaceous, low porosity. 25.2 LL · 27 3ppm
5 -MU At 4 .5 ft .: Encountered thin sandy clay/silt layer, dark PL. 20 [SOJ
C L 7 olve gray, very moist to wet. 31 .2 Pl'7
1\/ At 5.5 ft .: Becomes dark gray, fine sand with s ilt ,
SP -L wet to very wet, less fines with depth . 36.1
At 7 ft .: Saturated , groundwater encountered .
10
Tota l Depth: 10 ft.
Groundwater at 7 ft .
No caving
Backfilled and Compacted 3/8/2019
15 -
20 -
25 -
30 -
35 -
40
-
I EGA Consultants II F:~~· I
PA2019-119
K~
Project: EGA Consultants
Kehoe Testing and Engineering
714-901-7270
steve@kehoetesting.com
www.kehoetesting.com
Location: 132 5. Bayfront, Newport Beach, CA
I •.
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t :.
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,,.,,.,.,,: ............... .
····+· .. -
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lip resi stance (tsf)
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g : I
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?''"'
.~:············
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.c ~=-QI
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,,.,,f,,,, ...... 4 .......... c,. .......... ~
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CPeT·IT v.2.3.1.8 -CPTU data presentatio n & interpretation software· Report created on: 3/29/2019, 10:55:28 AM
Project file : C:\CPT Project Data\EGA·Newport8each(site1)3·19\CPT Report\Plots .cpt
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CPT-1(Site1)
Total depth: 50.73 ~. Date: 3/28/2019
Soil Behaviour Type -----Cl-,r
Cl")'
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s.1111 s ,;1;,. ,..4
1 S I .. I~ l I l ~ I •":
S BT (Rob ertson, 2010)
1
PA2019-119
CPT-1 data
132 S Bayfront, Newport Beach, CA
Advanced to 50.73 ft by Kehoe Testing and Engineering
March 28, 2019
In situ data
No De pth (ft) q c (tsf) fs (tsf) SBTn Ksbt (ft/s ) Cv (ft2/s) SPTN60 Constrained Dr(%) Friction Es (tsf) (blows/f eet) Mod . (tsf) ang le (0 )
1 1 43.05 0.25 6 6.llE-04 8.29E+OO 8 423.62 74 41 211.81
2 2 39.93 0.21 6 7.31E-04 l.30E+Ol 11 553.54 73 41 276.77
3 3 87.27 0.4 6 l.38E-03 3.39E+Ol 16 766.53 80 42 383.26
4 4 137.22 0.58 6 l.79E-03 S.49E+Ol 20 957.42 85 43 478.71
s 5 121.76 0.62 6 2.00E-03 6.66E+Ol 22 1042.S 85 43 521.25
6 6 125.62 0.5 6 1.49E-03 4.83E+Ol 21 1013.3 81 42 506.65
7 7 107.33 0.46 6 7.S3E-04 2 .21E+Ol 17 881.65 71 41 440.83
8 8 42.27 0 .27 6 l.92E-04 4.19E+OO 12 682.42 57 38 341.21
9 9 16.25 0.14 6 l.84E-05 2.66E-Ol 6 451.49 40 35 225.75
10 10 14.26 0.1 6 2.58E-05 4.27E-Ol 8 516.3 42 35 258.15
11 11 57.85 0.36 6 9.72E·05 2.38E+OO 13 765.26 53 37 382.63
12 12 92.9 0.61 6 l.98E-04 5.96E+OO 16 938.98 60 39 469.49
13 13 78.96 0.44 6 1.68E-04 4.98E+OO 16 925.93 58 38 462.97
14 14 48.28 0.28 6 6.85E-04 2.26E+Ol 20 1028.05 66 40 514.03
15 15 187.15 0.49 6 1.49E-03 6.73E+Ol 29 1407.53 80 42 703.77
16 16 258.88 1.35 7 2.91E-03 L70E+02 40 1822.54 94 45 911.27
17 17 275.11 1.42 6 2.38E-03 1.72E+02 48 2253.05 100 46 1126.53
18 18 325.2 2.26 6 1.95E-03 l.60E+02 54 2562.72 100 46 1281 .36
19 19 342.41 2.78 6 l.85E-03 l.60E+02 56 2688.48 100 46 1344.24
20 20 312.17 1.93 6 l.91E-03 l.64E+02 56 2679.6 100 46 1339.8
21 21 327.8 2.08 6 l.74E-03 l.46E+02 55 2625.33 100 46 1312 .67
22 22 306.05 2.5 6 l.29E-03 l.14E+02 56 2757.92 100 46 1378.96
23 23 307.77 2.7 6 l.lOE-03 9.58E+Ol 55 2731.53 99 45 1365.76
24 24 292.22 1.98 6 1.07E-03 9.41E+Ol 55 2741.66 99 45 1370.83
25 25 306.05 2.46 6 l.37E-03 l.14E+02 53 2603.6 97 45 1301.8
26 26 301.35 1.76 6 1.49E-03 1.25E+02 54 2618.79 97 45 1309.39
27 27 311.39 1.9 6 2.19E·03 1.75E+02 53 2491.26 97 45 1245.63
28 28 324.56 1.57 6 1.88E-03 1.SSE+02 54 2561.31 97 45 1280.65
29 29 302.11 2.08 6 2.09E·03 1.70E+02 54 2539.25 96 45 1269.63
30 30 320.88 1.67 6 1.56E·03 l.35E+02 56 2716.06 97 45 1358.03
31 31 338.18 2.44 6 1.38E-03 1.24E+02 58 2807 96 45 1403.5
32 32 313.4 2.48 6 8.92E-04 8.70E+Ol 60 3042.76 96 45 1521.38
3 3 33 322.28 3.01 6 6.50E-04 6.48E+01 60 3112.1 94 45 1556.05
34 34 305.39 2.95 6 6.18E·04 6.12E+Ol 59 3089.34 92 44 1544.67
35 35 298.27 2.31 6 7.23E-04 6.81E+Ol 57 2938.35 91 44 1469.17
36 36 302.65 2.06 6 6.73E·04 6.13E+Ol 55 2844.33 88 44 1422 .17
37 37 265.45 2.47 6 5 .55E -04 5.00E+Ol 53 2814.25 86 43 1407.12
38 38 260.27 2.22 6 3.65E-04 3.30E+Ol 52 2821.94 82 43 1410.97
39 39 245.01 2.3 6 4.76E-04 4.07E+Ol 50 2673.41 81 43 1336.7
40 40 260.92 1.53 6 S.74E-04 4.86E+O l 50 2641.34 82 43 1320.67
41 41 277.31 1.89 6 7.53E·04 6.17E+Ol 50 2557.05 82 43 1278.53
42 42 258.22 1.72 6 1.07E-03 8.54E+Ol 50 2488.04 83 43 1244.02
43 43 290.45 1.02 6 2.04E·03 1.48E+02 48 2261.51 84 43 1130.75
44 44 294.67 0.72 7 4.39E-03 2.96E+02 48 2105.49 86 43 1052.74
45 45 316.72 0.89 7 3.87E-03 2.62E+02 48 2116.46 85 43 1058.23
46 46 274.99 1.06 7 3.52E-03 2.46E+02 49 2180.63 85 43 1090.32
47 47 306.09 0.92 6 2.17E-03 1.61E+02 so 2313.S 83 43 1156.75
48 48 291.8 1.46 6 2.68E-03 l.98E+02 50 2310.75 85 43 1155.38
49 49 307.72 0.93 6 3.57E-04 3.06E+Ol 49 2676.18 74 41 1338.09
so so 130.8 3.1 6 6.32E-OS S.76E+OO 45 2842.77 64 40 1421.39
PA2019-119
3/8 /2019 DigAlert Confirmation for Ticket A 190671245-00A
From: norepfy <noreply@digafert.org>
To: WORTHY10 <WORTHY10@AOL.COM>
Subject: DigAJert Confirmation for Ticket A 190671245-00A
Date: Fri , Mar 8 , 2019 1:50 pm
/
EMLCFM 02016A USAS 03/08/19 13:50:36 A190671245-00A NEW NORM POLY LREQ
. Thank you for contacting Underground Service Alert of Southern California.
This is an automatically generated confirmation of your DigAlert .
For your safety please excavate carefully around the marked utility lines.
For more information regarding DigAlert's web portals, mobile apps and text
messaging, please visit www.digalert.org or text Services to DIGALT (344258).
This email comes from an automated program that is NOT MONITORED.
DO NOT REPLY TO THIS EMAIL.
This is not a certified copy of the ticket.
Ticket : A190671245 Rev: 00A Created: 03/08/19 13:50 User: LAC Chan: 100
Work Start: 03/22/19 09:30 Legal Start: 03/22/19 09:30 Expires: 04/05/19 23:59
Response required: Y Priority : 2
Excavator Information
Company: KEHOE TESTING & ENGINEERING
Co Addr: 5415 INDUSTRIAL DR
City : HUNTINGTON BEACH
Created By: JOHN-PAUL DURAND -
Office Phone: 949-274-1354
Office Email: WORTHY10@AOL.COM
State: CA Zip: 92649
EGA CONSULT Language: ENGLISH
SMS/Cell : 949-274-1354
Site Contact: JOHN-PAUL DURAND -EGA CO
Site Phone: 949-274-1354 Site SMS/Cell: 949-642-9309
Site Email: WORTHY10@AOL.COM
Excavation Area
State: CA County: ORANGE Place: NEWPORT BEACH
Zip: 92662
Location: Address/Street: S BAY FRONT
: X/ST1: EMERALD AVE
~144 ---;;AV FRO~
Delineated Method: WHITEPAINT
Work Type: SOIL TEST BORE (2)
Work For : EGA CONSULTANTS
Permit: NOT REQUIRED
nttps://rnail.aol.com/webmail-std/en -us/PrintMessage
Job/Work order:
1/2
PA2019-119
APPENDIX B
LABORATORY RESULTS
PA2019-119
GEOLOGY GEOTECH ·GROUNDWATER
EGA Consultants
375-C Monte Vista Avenue
Costa Mesa, California 92627
Attention:
Subject:
Mr. David Worthington, C.E.G.
Laboratory Test Results
132 South Bayfront
Newport Beach, California
Dear Mr. Worthington:
March 26, 2019
Project No. 114-561-10
G3Soi1Works, Inc. performed the requested laboratory tests on soil specimens delivered to our
office for the subject project. The results of these tests are included as an attachment to this
report.
We appreciate the opportunity of providing our services to you on th is project. Should you have
any questions, please contact the undersigned.
Sincerely,
G3Soi1Works, Inc.
Adam C. Rich, P.
RCE 85642, Reg. e·~~~ijJ.i
Attachment: Laboratory Test Results
350 Fi scher Ave. Front • Costa Mesa, CA 92626 • P: 714 668 5600 · www.G3Soi1Wor k s.com
PA2019-119
EGA Consultants
Laboratory Test Results
132 South Bayfront
Newport Beach, California
LABORATORY TEST RESULTS
March 26 , 2019
Project No. 114-561-10
Page 2 of 3
Summarized below are the results of requested laboratory testing on samples submitted to our
office .
Dry Density and Moisture Content
Tabulated below are the requested results of field dry density and moisture contents of
undist urbed soils samples retained in 2.42 -inch inside d iameter by one-inch height rings.
Mo isture only results were obtained from small bulk samples .
Sample Dry Density, Moisture Content,
Identification pcf %
B-1 @ 2.5 ' 94.8 20.2
B-1 @4.0' * 25.3
B-1@ 4.5 ' * 33.2
B-1@ 6.0 ' * 31.6
B-2@ 2.5' 89.4 22.2
B-2@4.0 ' * 25.2
B-2@4.5' * 31 .2
B-2@ 6.0' * 36.1
Notes: (*) Denotes small bulk sample for mo isture content testing only.
Soil Classification
Requested soil samples were classified using ASTM 02487 as a gu ideline and are based on
visual and textural methods only. These classifications are shown below:
Sample Identification Soil Description Group Symbol
B-1 @ 0-3' Silty sand w ith trace clay and shell SM fragments -olive gray
B-1@ 4.0' Sandy clay -dark olive gray CL
B-1@ 6.0 ' Fine sand with silt -dark gray SP
B-2@4.5' Fine sandy clay -dark olive gray CL
B-2@ 6.0' Fine sand with silt -dark gray SP
350 Fi scher Ave. Front • Costa Mesa, CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com
PA2019-119
EGA Consultants
Laboratory Test Results
132 South Bayfront
Newport Beach, California
Maximum Dry Density and Optimum Moisture Content
March 26, 2019
Project No. 114-561-1 O
Page 3 of 3
Maximum dry density and optimum moisture content test was performed in accordance with
ASTM: D1557. The results are shown below:
Sample Identification Maximum Dry Density Optimum Moisture
(pcf) Content(%)
8-1 @ 0-3' 117.0 10.5
Sulfate Content
A selected bulk sample was tested for soluble sulfate content in accordance with Hach
procedure. The test result is shown below:
Sample Identification Water Soluble Sulfate in Soil Sulfate Exposure Class
(ppm) (ACI 318-14, Table 19.3.1.1)
B-2@ 0-3' 3 so
Atterberg Limits Test
The results of Atterberg Limits testing performed in accordance with ASTM: D4318 are shown
below.
Sample Liquid Limit Plastic Limit Plasticity Index
Identification % % %
B-1 @4.5' 27 20 7
Direct Shear
The results of direct shear testing (ASTM D3080) are plotted on Figure S-1. Soil specimens
were soaked in a confined state and sheared under varied loads ranging from 1.0 ksf to 4.0 ksf
with a direct shear machine set at a controlled rate of strain of 0.005 inch per minute.
350 Fischer Ave. Front • Costa Mesa, CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com
PA2019-119
4,000
3 ,750
3,500
3,250
3,000
2 ,750
LL 2,500
(/)
Cl..
(/) 2,250
(/) w
0:: 2 ,000 I-
(/)
0:: 1,750 <( w
I
(/)
1,500
1,250
1,000
750
500
250
0
DIRECT SHEAR TEST
Undisturbed
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0 500 1,000 1,500 2,000 2,500 3,000
NORMALSTRESS,PSF
132 S . Bayfront, Newport Beach COHESION
FRICTION ANGLE
3,500 4 ,000
70 psf.
31.0 degrees
symbo l borin g d epth (ft.) symbol boring depth (ft.) FIGURE S-1
DIRECT SHEAR TEST • 8 -1 2.5
PN : 114-561-1 0 REPORT DATE: 3/27/2019
350 Fischer Ave. Front
Costa Mesa. C.C.. 92626
Phone: (714) 668 5600
www.G3So1lWorks.com
FIG. S-1
PA2019-119
APPENDIX C
GENERAL EARTHWORKS AND GRADING GUIDELINES
PA2019-119
GENERAL EARTHWORK AND GRADING GUIDELINES
I. GENERAL
11.
These guidelines present general procedures and requirements for grading and
earthwork including preparation of areas to be filled, placement of fill , installation of
subdrains , and excavations. The recommendations contained in the geotechnical
report are a part of the earthwork and grading specifications and should supersede the
provisions contained herein in the case of conflict. Evaluations performed by the
consultant during the course of grading may result in new recommendations which
could supersede these specifications or the recommendations of the geotechnica l
report .
EARTHWORK OBSERVATION AND TESTING
Prior to commencement of grading , a qualified geotechnical consultant should be
employed for the purpose of observing earthwork procedures and testing the fills for
conformance with the recommendations of the geotechnical report and these
specifications. The consultant is to provide adequate testing and observation so that
he may determine that the work was accomplished as specified . It should be the
responsibility of the cont ractor to assist the consultant and keep him apprised of work
schedules and changes so that the consultant may schedule his personnel accordingly.
The contractor is to provide adequate equipment and methods to accomplish the work
in accordance with applicable grading codes or agency ordinances , and these
specifications. If in the opinion of the consultant, unsatisfactory conditions are resulting
in a quality of work less than required in these specifications, the consultant may reject
the work and recommend that construction be stopped until the conditions are rectified .
Maximum dry density tests used to determine the degree of compaction should be
performed in accordance with the American Society for Testing and Materials Test
Method ASTM : D 1557.
132 South Bayfro m, Newport Beach (Bal boa Isla nd), CA
Soils Report -Steckler Residence
Project No . IH 183.1
April 5. 2019
PA2019-119
111. PREPARATION OF AREAS TO BE FILLED
1. Clearing and Grubbing: All brush, vegetation , and debris should be removed and
otherwise disposed of.
2 . Processing : The existing ground which is evaluated to be satisfactory for support
of fill should be scarified to a minimum depth of 6 inches . Existing ground which is
not satisfactory should be overexcavated as specified in the following section .
Scarification should continue until the soils are broken down and free of large clay
lumps or clods and until the working surface is reasonably uniform and free of
uneven features which would inh ibit uniform compaction.
3. Overexcavation : Soft, dry, spongy, or otherwise unsuitable ground, extending to
such a depth that surface processing cannot adequately improve the condition ,
should be over excavated down to firm ground, approved by the consultant.
4 . Moisture Conditioning: Over excavated and processed soils should be watered,
dried-back, blended , and/or mixed, as necessary to attain a uniform moisture
content near optimum .
5 . Recompaction: Over excavated and processed soils which have been properly
mixed and moisture-conditioned should be recompacted to a minimum relative
compaction of 90 percent.
6 . Benching: Where fills are to be placed on ground with slopes steeper than 5: 1
(horizontal to vertical units), the ground should be benched . The lowest bench
should be a minimum of 15 feet wide, and at least 2 feet deep, expose firm
material , and be approved by the consultant. Other benches should be excavated
in firm material for a minimum width of 4 feet. Ground sloping flatter than 5: 1
should be benched or otherwise over excavated when considered necessary by
the consultant.
132 South Bayfronl. Newport Beach (Ba lboa Island), CA
Soi ls Report -Stec kler Residence
Project No . IH 183 .1
April 5, 20 19 2
PA2019-119
7 . Approval : All areas to receive fill , including processed areas , removal areas , and
toe-of-fill benches should be approved by the consultant prior to fill p lacement.
IV. FILL MATERIAL
1. General: Material to be placed as fill should be free of organic matter and other
deleterious substances, and should be approved by the consultant. Soils of poor
gradation , expansion , or strength characteristics should be placed in areas
designated by the consultant or mixed with other soils until suitable to serve as
satisfactory fill material.
2 . Oversize: Oversize material defined as rock , or other irreducible material with a
maximum dimension greater than 12 inches , should not be buried or placed in fill ,
unless the location, materials, and disposal methods are specifically approved by
the consultant. Oversize disposal operations should be such that nest ing of
oversize material does not occu r, and such that the oversize material is completely
surrounded by compacted or densified fill. Oversize material should not be placed
w ith in 1 O feet vertically of finish grade or within the range of future uti lities or
underground construction, unless specifically approved by the consultant .
3 . Import: If importing of fill material is necessary for grading , the import materia l
should be approved by the geotechnical consultant.
V. FILL PLACEMENT AND COMPACTION
1. Fill Lifts: Approved fill materia l should be placed in areas prepared to receive fill in
near-horizontal layers not exceeding 6 inches in compacted thickness . The
consultant may approve thicker lifts if testing indicates the grading procedures are
such that adequate compaction is being achieved with lifts of greater thickness .
Each laye r shall be spread evenly and shou ld be thoroughly mixed during
spreading to attain uniformity of materia l and moisture in each layer.
2. Fill Moisture: Fill layers at a moisture content less than optimum should be
132 South Bayfront , New port Beac h {Ba lboa Island), CA
Soils Report -Steck ler Residence
Project No . IH 183.1
Apr il 5, 2019 3
PA2019-119
watered and mixed, and wet fill layers should be aerated by scarification or
blended with drier material. Moisture-conditioning and mixing of fill layers should
continue until the fill material is at a uniform moisture content at or near optimum .
3 . Compaction of Fill : After each layer has been evenly spread , moisture-
conditioned , and mixed , it should be uniformly compacted to not less than 90
percent of maximum dry density. Compaction equipment should be adequately
sized and either specifically designed for soil compaction or of proven reliability , to
efficiently achieve the specified degree of compaction.
4. Fill Slopes : Compacting of slopes should be accomplished, in addition to normal
compacting procedures , by backrolling of slopes with sheepsfoot rollers at
frequent increments of 2 to 3 feet in fill elevation gain, or by other methods
producing satisfactory results . At the completion of grading , the relative
compaction of the slope out to the slope face shall be at least 90 percent.
5. Compaction Testing : Field tests to check the fill moisture and degree of
compaction will be performed by the consultant. The location and frequency of
tests should be at the consultant's disc retion . In general, the tests should be
taken at an interval not exceeding 2 feet in vert ical rise and/or 1,000 cubic yards of
embankment.
VI. SUBDRAIN INSTALLATION
Subdrain systems , if required , should be installed in approved ground and should not
be changed or modified without the approval of the consultant. The consultant,
however, may recommend and upon approval , direct changes in subdrain line, grade,
or material.
VII . EXCAVATION
Excavations and cut slopes should be examined during grading . If directed by the
consultant, further excavation or overexcavation and refilling of cut areas should be
132 Sou th Bayfront, Newport Beach (B alboa Island). CA
Soi ls Repo rt -Stec kler Res id ence
Projec t No . IHI 83 . I
Apn l S.20 19 4
PA2019-119
performed , and/or remedial grading of cut slopes performed. Where fill-over-cut
slopes are to be graded , unless otherwise approved, the cut portion of the slope should
be made and approved by the consultant prior to placement of materials for
construction of the fill portion of the slope.
132 South Bayfron t. Newpo rt Beac h (Balboa Island), CA
Soils Report -Steckle r Res id ence
Project No . IH 183 . I
April 5, 2019 5
PA2019-119
2.0
1.5
1.0
0.5
0.0
1.5
1.0
0.5
0.0
MCER Response Spectrum
0.0 2.5 5.0
Period, T (sec)
-Sa(g)
Design Response Spectrum
0.0 2.5 5.0
Period, T (sec)
-Sa(g)
7.5
7.5
DISCLAIMER
While the i nformation presented on this website is believed to be correct. SEAOC /OSHPD and its sponsors and contributors assume no res ponsibility or
liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination
and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this
information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the
standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from
this website assume all liability arising from such use. Use of the output of this website does not i mply approval by the governing building code bodies responsible
for buil ding code approval and i nterpretation for the building si te described by latitude/longitude location i n the search results of this webstie.
PA2019-119
APPENDIX E
LIQUEFACTION ANALYSES/SETTLEMENT COMPUTATIONS
PA2019-119
In1rnt earami:ti:r:;;
Peak Ground Acceleration: 0.723
Earthquake Magnitude: 7.2
Water Table Depth (m): 3.05
Average y above water table (kN/m"3): 16
Average y below water table (kN/m"3): 18
Borehole diamete r (mm): 34.925
Requires correction for Sample Liners (YES/NO):
Sample Depth
Number (m)
1 0.30
2 0.61
3 0.91
4 1.22
5 1.52
6 1.83
7 2.13
8 2.44
9 2.74
10 3.05
11 3.35
12 3.66
13 3.96
14 4.27
15 4.57
16 4.88
17 5.18
18 5.49
19 5.79
20 6.10
21 6.40
22 6.71
23 7.01
24 7.32
co nsultants
Measured (N) Soil Type
(USCS)
8 SC/CL
11 SC/CL
16 SM
20 SM
22 SM
21 SM
17 ML
12 ML
6 ML/CL
8 ML/CL
13 ML/CL
16 ML
16 SM
20 SM
29 SM
40 SM
48 SM
54 SM
56 SM
56 SM
55 SM
56 SM
55 SM
55 SM
engineering
geotechnical
applications
NO
Flag "C lay " Fines
··unsaturated" Content
"Unreliable" (%)
Clay 32
Clay 32
32
32
32
32
40
so
Clay so
Clay so
Clay 50
so
32
32
32
32
32
32
32
32
32
32
32
32
Energy CE CB CR cs
Ratio
(ER)%
65 1.08 1 0.75 1
65 1.08 1 0.75 l
65 1.08 1 0.7 5 1
65 1.08 1 0.75 1
65 1.08 1 0.8 l
65 1.08 1 0.8 l
65 1.08 1 0.8 l
65 1.08 1 0.8 1
65 1.08 1 0.85 1
65 1.08 1 0.85 1
65 1.08 1 0 .85 1
65 1.08 1 0 .85 1
65 1.08 1 0 .8 5 1
65 1.08 1 0.85 l
65 1.08 1 0.95 1
6 5 1.08 1 0.95 1
65 1.08 1 0.95 1
65 1.08 1 0.95 1
65 1.08 1 0.95 1
65 1.08 1 0.95 1
65 1.08 1 0.95 1
65 1.08 1 0.95 1
65 1.08 1 0.95 1
65 1.08 1 0.95 1
N60
6.50
8.94
13.00
16.25
19.07
18.20
14.73
10.40
5.53
7.37
11.97
14.73
14.73
18.42
29.85
41.17
49.40
55.58
57.63
57.63
56.60
57.63
56.60
56.60
<1VC
4.88
9.75
14.63
19.51
24.38
29.26
34.14
39.01
43.89
48.77
54.25
59.74
65.23
70.71
76.20
81.69
87.17
92.66
98.15
103.63
109.12
114.60
120.09
125.58
132 S Bayfront, Newport Beach, CA
IH183.l
April 20 19
<1VC' CN
4.88 1.70
9.75 1.70
14.63 1.70
19.51 1.70
24.38 1.70
29.26 1.70
34.14 1.70
39.01 1.61
43.89 1.52
48.77 1.44
51.26 1.41
53.76 1.37
56.26 1.34
58.75 1.31
61.25 1.29
63.75 1.26
66.24 1.24
68.74 1.21
71.23 1.19
73.73 1.17
76.23 1.15
78.72 1.13
81.22 1.12
83.72 1.10
PLATE A
CPT-1 advanced to 50.73 ft. on 3/28/2019
Page 1
PA2019-119
25 7.62 53 SM 32 65 1.08 1 0.95 1 54.55
26 7.92 54 SM 32 65 1.08 1 0.95 1 55.58
27 8.23 53 SM 32 65 1.08 1 0 .95 1 54.55
28 8.53 54 SM 32 65 1.08 1 1 1 SB.SO
29 8.84 54 SM 32 65 1.08 1 l 1 58.50
30 9.14 56 SM 32 65 1.08 1 1 1 60.67
31 9.45 58 SM 32 65 1.08 1 1 1 62.83
32 9.75 60 SM 32 65 1.08 1 1 1 65.00
33 10.06 60 SM 32 65 1.08 1 1 1 65.00
34 10.36 59 SM 32 65 1.08 1 1 1 63.92
35 10.67 57 SM 32 65 1.08 1 1 1 61.75
36 10.97 55 SM 32 65 1.08 1 1 1 59.58
37 11.28 53 SM 32 65 1.08 1 1 1 57.42
38 11.58 52 SM 32 65 1.08 1 1 1 56.33
39 11.89 SO SM 32 65 1.08 1 1 1 54.17
40 12.19 so SM 32 65 1.08 1 1 1 54.17
41 12.50 50 SM 32 65 1.08 1 1 1 54.17
42 12.80 so SM 32 65 1.08 J l 1 54.17
43 13.11 48 SM 32 65 1.08 1 1 1 52.00
44 13.41 48 SM 32 65 1.08 1 1 1 52.00
45 13.72 48 SM 32 65 1.08 1 1 1 52.00
46 14.02 49 SM 32 65 1.08 1 1 1 53.08
47 14.33 50 SM 32 65 1.08 1 l 1 54.17
48 14.63 so SM 32 65 1.08 1 1 1 54.17
49 14.94 49 SM 32 65 1.08 1 1 1 53.08
so 15.24 45 SM 32 65 1.08 1 1 1 48.75
Auger Diameter: 1.375 inches
Hammer Weight: n.a.
Drop: continuous push
CPT-1 advanced to 50.73 ft by Keho e Testing and Engineering on March 28, 2019 (CPT Data Logs attached herein)
References:
Idriss. I.M. and Boulanger. R. W. Soil Uquefaction During Earthquakes. Earthquake Engineering Research Institute. 8 September 2008.
liu. C. and Evett. J.B. Soils and Foundations. 8th £diaon . 4 August 2013.
Martin. C.R. and Lew. M. Recommendations for lmp/emencation of DMG Special Publication I 17. University of Sou them Caliromia Earthquake Center. March 1999.
Californfa Oeparunent of Conservatjon, CGS. Special Publicotion 117A: Cu,delfnes for Evoluodng and Mitigating Seismk Hazards in Co/Jformo , Rev 11 Sept 2008.
consultants
engineering
geo1echnica/
applicaTions
132 S Bayfront, Newport Beach, CA
IH 183.1
April 2019
131.06 86.21 1.08
136.55 88.71 1.07
142.04 91.21 1.05
147.52 93.70 1.04
153.01 96.20 1.03
158.50 98.69 1.01
163.98 101.19 1.00
169.47 103.69 0.99
174.96 106.18 0.98
180.44 108.68 0.97
185.93 111.18 0.95
191.41 113.67 0.94
196.90 116.17 0.93
202.39 118.66 0.92
207.87 121.16 0.91
213.36 123.66 0.91
218.85 126.15 0.90
224.33 128.65 0.89
229.82 131.15 0.88
235.31 133.64 0.87
240.79 136.14 0.86
246.28 138.64 0.85
251.76 141.13 0.85
257.25 143.63 0.84
262.74 146.12 0.83
268.22 148.62 0.83
PLATE A
CPT-1 advanced to 50. 73 ft. on 3/28/20 19
Page 2
PA2019-119
Parameter Fa
0.00
0.00
O.Q7
·0.3 0
-0.64
-0.54
-0.13
0.39
0.00
0.00
0.00
0.18
0.22
-0.06
·l.10
-2.20
-2.99
·3.55
-3 .67
-3.56
-3.36
-3.3 7
-3.18
-3.09
Maximum 6Hi(m)
shear strain
ymax
0.00
0.00
0.04
0.00
0.00
0.00
0.02
0.12
0.00
0.00
0.00
0.07
0.08
0.03
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
engineering
geotechnical
applications
0.30
0.30
0.30
0 .30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
consultants
6LD1i (m)
0.00
0.00
0 .01
0.00
0 .00
0.00
0.01
0.04
0.00
0.00
0.00
0.02
O.o2
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Vertical 6Si (m)
reconsol.
Strain tv
0.00 0.00
0.00 0.00
O.Ql 0.00
0 .00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.02 0.01
0.00 0.00
0.00 0.00
0.00 0 .00
0.02 0.00
0.02 O.Ql
0.01 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
6Si (ft)
0.00
0.00
0.01
0 .00
0.00
0.00
0.00
0.02
0.00
0.00
0.00
0.02
0.02
O.Ql
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0 .00
0.00
6Si (inches)
0.00
0.00
0 .11
0 .00
0 .00
0.00
0.04
0.25
0.00
0 .00
0.00
0.18
0.23
0.08
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
132 S Bayfront, Newport Beach, CA
IH183.1
April 2019
PLATE A
CPT-1 advanced to 50.73 f t. on 3/28/2019
Page 5
PA2019-119
-2.82 0.00 0.30 0.00 0.00 0.00
-2.84 0.00 0.30 0.00 0.00 0.00
-2.67 0 .00 0.30 0.00 0.00 0.00
-2.97 0.00 0.30 0 .00 0 .00 0.00
-2.90 0 .00 0.30 0 .00 0 .00 0.00
-3.02 0.00 0.30 0 .00 0.00 0.00
-3.15 0 .00 0.30 0 .00 0.00 0.00
-3.27 0.00 0.30 0.00 0 .00 0.00
-3.20 0.00 0 .30 0 .00 0.00 0.00
-3.D4 0.00 0.30 0.00 0.00 0.00
-2.80 0.00 0.30 0.00 0.00 0.00
-2.57 0.00 0.30 0.00 0.00 0.00
-2.34 0.00 0.30 0.00 0.00 0.00
-2.21 0.00 0.30 0.00 0.00 0.00
-2.00 0.00 0.30 0.00 0.00 0.00
-1.96 0.00 0.30 0.00 0.00 0.00
·1.92 0.00 0.30 0.00 0.00 0.00
-1.88 0 .00 0.30 0.00 0.00 0.00
-1.68 0.00 0.30 0.00 0.00 0.00
-1.65 0 .00 0.30 0.00 0.00 0.00
·1.61 0 .00 0.30 0.00 0.00 0.00
-1.66 0.00 0 .30 0.00 0.00 o.oo
·1.70 0.00 0.30 0.00 0.00 0.00
-1.66 0.00 0.30 0.00 0.00 0.00
-1.56 0.00 0 .30 0.00 0.00 0.00
·1.24 0.00 0.30 0.00 0.00 0.00
Total Settlement: I 0.021
References:
Idriss. l.M. and Bou langer. R.W. Soil Liquefaction Durin9 earthquakes. Earthquake Engineering Research lnstlrute. 8 September 2008.
Liu. C. and Evett. l.B. Soi/sand Foundadons. 8th Edido11. 4 August 2013.
0.00 0.00
0.00 0.00
0.00 0 .00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0 .00
0.00 0.00
0.00 0 .00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0 .00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0 .00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0 .00
0.01 1 0.89!
Martin, G.R and Lew. M . Recomme11dations for lmplemencacion of DMC Special Publlcat,on 117 . University of Southern Cahforma Earthquake Center. March 1999.
California Department of Conservation, CGS. Special Publication 117A: Guidelines for Evoluo<in9 011d Mitl9atin9 Seismic Hazards In Colifomio. Rev 11 SepL 2008.
consultants
engineering
geotechnical
applica1ions
132 S Ba yfront, Newp ort Beach, CA
IH183 . l
April 2019
PLATE A
CPT-1 advanced to 50.7 3 ft. on 3/2 8/2019
Page 6
PA2019-119