HomeMy WebLinkAboutF2020-0246 - Soilsmt 0riftwood kD-
COAST GEOTECHNICAL, INC.
1200 West Commonwealth Ave Fullerton CA 92833 - Ph, (714)870-1211 • Fax: (714)870 1222 e-mail coasteeotecry ti lobal net
August 28, 2019 W.O. 481514-04
Ms. Sarah McElroy
4720 Courtland Drive
Corona del Mar, CA 92625
Subject: Rough Grade Compaction Report, Proposed New
Residence at 323 Driftwood Road, Newport Beach,
California
References:
1. Updated Geotechnical Investigation for Proposed New Residence at 323 Driftwood Road,
Newport Beach, California, by COAST GEOTECHNICAL, Inc., W.O. 481514-01, dated
August 20, 2018.
2. Response to Geotechnical Report Review for the Proposed New Residence at 323
Driftwood Road, Newport Beach, California; by COAST GEOTECHNICAL, Inc., W.O.
481514-02, dated November 6, 2018.
3. Addendum to Shoring Design for the Proposed New Residence at 323 Driftwood
Road, Newport Beach, California; by COAST GEOTECHNICAL, Inc., W.O. 481514-03,
dated November 8, 2018.
Dear Ms. McElroy:
Forwarded herewith is the rough grade compaction report for the subject site. The shoring and
grading operation was observed and or tested by COAST GEOTECHNICAL, hic. utilizing the
referenced geotechnical reports, as a guideline.
SHORING
Shoring along the north and south property lines of the basement and driveway areas was
installed between June 4 and July 12, 2019. Shoring consisted of twenty-five piles extending 16
to 34 feet below grade with acceptable embedment depths, per plan. Wood lagging was placed
between piles to support the adjacent property in accordance with approved plans. Backfill of the
"H" beam and boring annulus consisted of concrete. Wood lagging was backfilled with cement
slurry. Shoring was installed by Drilco, Inc.
PLACEMENT OF FILL - BASEMENT AREA
The grading operation was conducted between
referenced geotechnical reports, as a guideline.
subject site to provide adequate support for the
bedrock.
July 29 and August 9, 2019 utilizing the
Compacted fill material was placed on the
proposed structure and seal off the exposed
COAST GEOTECHNICAL, INC.
Ms.
W.O. 481514-04
Overexcavation of basement area extended into competent bedrock. The depth of overexcavation
was about one foot below final grade. The at -grade cabana area was over -excavated three feet
and exposed stiff native soil.
Subsequent fill soils were placed in six to eight inch loose lifts and compacted to a minimum of
90% relative compaction by track rolling.
Limits of grading are shown on the attached Plate 1. The basement excavation and laybacks are
considered stable for temporary unsaturated conditions. No water seepage was noted during
excavations.
Equipment used for compacting the fill soils consisted of a CAT 953 -track loader, a Link Belt
Excavator and a Kubota SVL90 track loader. Earthwork was by Tight Quarters, Inc.
TESTING
Maximum density optimum moisture relationship determinations were performed for each soil
type encountered during grading operations. Test results were as follows:
Laboratory Standard: (ASTM:D-1557)
4 -inch diameter mold; 1/30 ft' volume;
5 layers at 25 blows per layer;
10 lb. hammer dropped 18 inches
Compaction tests were performed a minimum of every two feet and/or 500 cubic yards of
compacted fill soils placed. These tests were performed in accordance with ASTM test method.
The test results are summarized in Table 1. The approximate test locations are shown on Plate 1.
FOUNDATIONS
Foundations for the structures will consist of a fifteen inch thick mat foundation utilizing an
allowable bearing value of 1,800 psf and a modulus of subgrade reaction of 120 pci. 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.
Foundation excavations shall be observed by a representative of COAST GEOTECHNICAL,
Inc. prior to placement of steel and/or concrete to verify compliance with geotechnical
recommendations. If unacceptable conditions are exposed mitigation will be required.
All foundation excavations shall be observed and approved by COAST GEOTECHNICAL, Inc.
COAST GEOTECHNICAL, INC.
Ms. McElroy 3 W.O. 481514-04
Rough Grade Compaction Report A..—...IQ 2019
FOUNDATIONS - SECONDARY STRUCURES
The cabana and site walls, or improvements approved by the soils engineer, may be supported by
continuous spread footings placed a minimum depth of 24 inches below lowest adjacent grade
and bearing compacted earth materials or native soil, 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.
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. A representative of COAST GEOTECHNICAL, hie. shall observe foundation
excavations to verify that they comply with project geotechnical recommendations.
LATERAL PRESSURES
Lateral restraint at the base of footings and on slabs maybe assumed to be the product of the
dead load and a coefficient of friction of 0.35. Passive pressure on the face of footings may also
be used to resist lateral forces. A passive pressure of zero at the surface of finished grade,
increasing at the rate of 350 pounds per square foot of depth to a maximum value of
5,250 pounds per square foot, may be used for compacted fill and native earth materials 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.
RETAINING WALL DESIGN
Unrestrained retaining walls may be founded in competent compacted fill or bedrock, but not a
combination of both. Walls retaining drained earth under static loading may be designed for the
following:
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Calculations for the stated equivalent fluid pressures are based on the Coulomb theory. The point
of resultant force is at 1-1/3 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.
COAST GEOTECHNICAL, INC.
Ms. McElroy 4 W.O. 481514-04
Rough Grade Compaction Report A,,—,.+ 12 2019
The design values provided are based on the use of very low expansive, granular soils or gravels as
backfill. The structural engineer shall designate on the plans the use of select backfill materials.
Select onsite earth materials are acceptable for use as retaining wall backfills.
Footing excavations require observation and approval by COAST GEOTECHNICAL, Inc. prior
to placement of reinforcement.
BASEMENT WALL DESIGN
Walls restrained from deflection by the structural frame should be designed for "at -rest' earth
pressures. For level backfill conditions, an equivalent fluid pressure of 63.7 pounds per cubic foot,
may be used. The surcharge pressure of adjacent buildings should be added to these soil pressures.
The structural engineer shall designate on the foundation plans whether basement walls are
designed for restrained or unrestrained conditions. Walls designed as restrained must have the deck
or framing in place prior to backfill placement.
The design values provided are based on the use of very low expansive, granular soils or gravels as
backfill. The structural engineer shall designate on the plans the use of select backfill materials.
Select onsite earth materials are acceptable for use as retaining wall backfills.
Footing excavations require observation and approval by COAST GEOTECHNICAL, Inc. prior
to placement of reinforcement.
SEISNIIC 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 Kh.
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.
For restrained conditions a Kh value of 0.382 was determined. Use of this value in a simplified
analysis method, determines that a seismic load of 34.4 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
COAST GEOTECHNICAL, INC.
Ms. McElroy 5 W.O.481514-04
Rough Grade Comnaction Report August 28 2019
will impact below grade rooms at this site. Based on the proposed basement depth the project has a
risk for the basement floors and walls to be subject to adverse moisture. The waterproofing for the
basement floor and walls should be designed accordingly by a qualified person.
SUBDRAINS
Subdrain systems shall be installed behind basement/retaining walls and at a minimum they shall
consist of four -inch diameter SCA 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.
Subdrains for basement walls shall be placed below the elevation of the basement floor.
Subdrain systems for basement/retaining walls shall be independent of area surface drains and
roof drain systems.
Subdrain placement requires observation and approval by COAST GEOTECHNICAL, Inc
BASEMENT/ RETAINING WALL BACKFILL
Basement/retaining wall backfills shall consist of onsite or import materials with a very low
expansion potential, or gravels.
The project soils engineer shall be consulted prior to the import of any backfill to verify that the
import material complies with our recommendations for select material. At a minimum the
material shall have an expansion index of less than 20 and a minimum phi angle of 30 degrees.
Materials typically utilized are pea gravels, 3/4 -inch gravels, and clean sand. Prior to placement
of any backfills 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.
Basement/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 clean gravels are used as backfill material, the backfill material shall be separated from
on-site soils with filter cloth. Gravel backfill materials shall be heavily watered 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 shall be a minimum of two feet in thickness. Soil cap soils shall be placed in
six to eight inch loose lifts, moisture conditioned as needed, and compacted to a minimum of 90%
relative compaction.
COAST GEOTECHNICAL, INC.
Ms. McElroy 6 W.O. 481514-04
Rough Grade Compaction Report Aueuat 28 2019
Compaction of backfills requires observation and approval by COAST GEOTECHNICAL, Inc.
during the backfill operation.
EXPANSIVE SOILS
Results of expansion tests indicate that the near surface soils have a high expansion potential.
Site improvements should be designed for highly expansive soil conditions.
SETTLEMENT
The maximum total post -construction settlement is anticipated to be on the order of one inch,
Differential settlements are expected to be less than 1/2 inch, measured between adjacent
structural elements. Seismic induced settlements are addressed under a previous section.
Shrinkage of reworked materials should be in the range of 0 to 5 percent.
SEISMIC DESIGN
Based on the 2016 California Building Code, latitude 33.59108, longitude -117.86397, and the
USGS Seismic Tool application the following seismic design values may be utilized.
• Site Class = D
• Mapped 0.2 Second Spectral Response Acceleration, Ss = 1.684g
• Mapped One Second Spectral Response Acceleration SI = 0.615g
• 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, Sm, = 1.684g
• Maximum Design Spectral Response Acceleration for one -second period, SM1= 0.922g
• 5% Design Spectral Response Acceleration for short period, Sns = 1.123g
• 5% Design Spectral Response Acceleration for one -second period, Sol= 0.615g
FLOOR SLABS
An engineered fill mat compacted to a minimum of 90% relative compaction with a 34% over
optimum moisture content shall support all proposed slabs.
Per the CBC, a value of 1.0 for Co and 1.0 for Cs is recommended. The computed effective
plasticity index is 20, which may be utilized by the structural engineer in the design of concrete
slab -on -grade.
COAST GEOTECHNICAL, INC.
Ms. McElroy 7 W.O. 481514-04
Rough Grade Compaction Report August 28 2019
To mitigate the effects of expansive soils on slabs on grade, the subgrade soil will be stabilized
through pre -saturation during grading in accordance with CBC section 1808.6.4. Pre -saturating
slabs areas (based on a high expansive soil condition) prior to concrete placement should be in
accordance with Plate A.
Minimum geotechnical recommendations for on grade slab design are five inch actual thickness
with #4 bars at twelve inches on center each way. Structural design may require additional
reinforcement and slab thickness or use of alternate foundation and slab systems.
If the soils at grade become disturbed during construction, they should be brought to 3-4% over
optimum moisture content and rolled to a firm, unyielding condition prior to placing concrete.
COAST GEOTECHNICAL, Inc. will need to verify adequate mitigation.
Prior to placement of sand or visqueen, COAST GEOTECHNICAL, Inc. shall test the slab
subgrade soils for moisture content. If the subgrade soils do not exhibit the recommendations on
Plate A, they shall be moisture conditioned to the required depth and content.
The capillary break material shall comply with the requirements of the local jurisdiction and
shall be a minimum of four inches in thickness. Geotechnically coarse clean sand is acceptable;
however, some localities require the use of four inches of gravel (1/2 -inch or larger clean
aggregate). If gravels are used, a heavy filter fabric (Mirafi 140N) must be placed over the
gravels prior to placement of the recommended vapor barrier to minimize puncturing of the
vapor barrier. Additionally, a vibratory plate should be used over the gravels prior to placement
of the recommended filter fabric to smooth out any sharp protuberances and consolidate the
gravels. The basement will utilize a mat foundation with a designed waterproofing system (by
others) consisting of a waste slab, bentonite waterproofing membrane and protection slab, a
gravel capillary break below the matt slab is not required nor recommended from a geotechnical
standpoint.
Conventional slab areas should be underlain by a vapor retarder consisting of an engineered
plastic film (as described by ASTM E-1745). In areas where a moisture sensitive floor covering
will be used and/or where moisture infiltration is not desirable, a vapor barrier with a permeance
of less than 0.01perms (consistent with ACI 302.2R-06) such as 15 mil. Stego Wrap Vapor
Barrier, or equivalent should be considered, and a qualified water proofing specialist should be
consulted. The vapor barrier should be underlain by the above described capillary break
materials and filter cloth. The capillary break materials should be compacted to a uniform
condition prior to placement of the recommended filter cloth and vapor barrier. The vapor barrier
should be properly lapped and sealed. Since the vapor barrier will prevent moisture from
draining from fresh concrete, a better concrete finish can usually be obtained if at least two
inches of sand is spread over the vapor barrier prior to placement of concrete.
COAST GEOTECHNICAL, INC.
Ms. McElroy 8 W.O. 481514-04
Rough Grade Compaction Report August 28. 2019
i971t]DRi [el`►1
Based on a conventional spa design, the spa shall be designed as free-standing. Spa walls shall be
designed to support the water, having a density of 62.4 pounds per cubic foot without bearing
from adjacent soil. The walls should be able to support the adjacent soil when the pool is empty.
The earth pressure may be calculated as an equivalent fluid pressure of 100 pcf, plus the lateral
pressure due to any superimposed surcharge when the pool is empty. Expansion joints shall be
placed between the pool and deck.
The spa foundation shall be supported by compacted fill soil of the basement wall backfill. The
differential fill thickness below the spa shall be limited to five feet.
All pool utility lines shall be backfilled with soils compacted to a minimum of 90% relative
compaction. Where pool lines are sensitive to the use of compaction equipment the trenches shall
be backfilled with one sack slurry. COAST GEOTECHNICAL, Inc. shall verify the backfill of
all trenches.
The bottom of the spa excavation and foundations shall be observed and approved by COAST
GEOTECHNICAL, Inc. prior to the placement of reinforcement.
These recommendations are subject to change based on the review of spa plans.
UTILITY LINE BACKFILLS
All utility line backfills, both interior and exterior, shall be compacted to a minimum of
90% relative compaction and shall require testing at a maximum of two -foot vertical intervals.
HARDSCAPE
Hardscape subgrade areas shall exhibit a minimum of 90% relative compaction to a depth of at
least one foot. Deeper removal and recompaction may be required if unacceptable conditions
are encountered. These areas require testing just prior to placing concrete.
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 cut-off wall at least 10 inches deep and containing reinforcement is highly
recommended. If no significant load is associated with the edge of the slab, the width of the cut-
off wall may be limited to eight inches. Reinforcement adopted for the main structure may be
applied to the appurtenances. These recommendations will minimize cracking in concrete, but
will not eliminate them.
COAST GEOTECHNICAL, INC.
Ms. McElroy 9 W.O. 481514-04
Roush Grade Compaction Report Aueust 28 2019
As an alternative to rigid hardscape or brickwork, flexible pavers may be utilized.
SOLUBLESULFATES
Typical on-site soils showed a soluble sulfate content of 57 ppm. The sulfate exposure is
negligible. Appropriate concrete design shall be utilized per the code.
DRAINAGE
Positive drainage should be planned for the site. Drainage should be directed away from
structures via non -erodible conduits to suitable disposal areas. The structure should utilize roof
gutters and down spouts tied directly to yard drainage.
Pipes used for stomt/site water drainage should be strong enough to withstand the force of
compaction of the soils above. This force can be considerable, causing some weaker pipes to
collapse. Drainage pipes shall have a smooth interior. Pipes with a corrugated interior can cause
the buildup of deleterious matter, which can impede or block the flow of site waters and, as such,
are not recommended. All storm/site water drainage pipes should be in conformance with the
requirements of Table 1102.5 of the 2016 California Plumbing Code.
Unlined flowerbeds, planters, and lawns should not be constructed against the perimeter of the
structure. If such landscaping (against the perimeter of a structure) is planned, it should be
properly drained and lined or provided with an underground moisture barrier. Irrigation should
be kept to a minimum.
Section 1804.4 of the 2016 CBC recommends 5% slope away from structures for landscape areas
within ten feet of the residence, with 2% slope allowable where justified. Our justification is the
use roof drains tied into area drains, the use of area drains, and site grading which will mitigate the
potential for moisture problems beneath a slab on grade. Hardscape areas shall be sloped a
minimum of 2% where within ten feet of the residence unless allowed otherwise by the building
official. Minimum drainage shall be one percent for hardscape areas and two percent for landscape
areas for all other areas.
We do not recommend the use of bottomless trench drains to conform with infiltration best
management practice (BMP) such as infiltration trenches, infiltration basins, dry wells,
permeable pavements or similar systems designed primarily to percolate water into the
subsurface soils. 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.
In accordance with the current WQMP requirements, we recommend the use of filter catch
basins or a bioretention system per civil engineer's design at the subject site.
COAST GEOTECHNICAL, INC.
Ms. McElroy 10 W.O. 481514-04
Rough Grade Compaction Report 2019
POST -GRADING SERVICES
During construction of the residence, it is recommended, and at times required by the regulatory
agency, the following be observed and/or tested by the geotechnical engineer:
• Excavation of foundations
• Subdrain placement and backfill of basement walls.
• Backfill of interior slab areas
• Backfill of interior trenches
• Backfill of exterior utility trenches
• Hardscape subgrade
It is the responsibility of the developer to schedule the required observations and testing.
REGULATORY COMPLIANCE
I hereby certify that the subject grading was observed by a representative from this office, and
the work was done in fiill compliance with the Grading Ordinance of the City of Newport Beach
and in accordance with the best accepted practices of the applicable chapter of the California
Building Code.
All cuts, fills or processing of original ground under the purview of this report have been
completed under the observation of and with selective testing by COAST GEOTECHNICAL,
INC. and found to be in compliance with the Grading Code of the City of Newport Beach. The
completed work has been observed by COAST GEOTECHNICAL, INC. and is considered
adequate for the development. Our findings were made and recommendations prepared in
accordance with generally accepted professional engineering practices, and no further warranty
is implied nor made.
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
el Eere
Staff Geologist
COAST GEOTECHNICAL, INC.
Ms. McElroy 11 W.O. 481514-04
Rough Grade Compaction Report Aueast 28 2019
COMPACTION TEST RESULTS
TABLE 1
I La y back
Lagging Area
6.06.5
12.5
112.0
I
93.3
7/29/19
2
Cabana/
Courtyard
1.01.5
10.9
109.6
I
91.3
7/29/19
3
Layback
Lagging Area
3.03.5
11.5
112.1
I
93.4
7/29/19
4
Basement
0.51.0
11.9
111.4
I
92.8
8/6/19
5
Basement
0.51.0
12.5
112.0
I
93.3
8/6/19
6
Basement
1.01.5
12.9
109.2
I
91.0
8/8/19
7
Basement
0.51.0
13.8
109.7
I
91.4
8/8/19
8
Driveway
1.01.5
13.7
109.1
I
90.9
8/8/19
9
Driveway
1.0-1.5
14.2
109.3
I
91.1
8/8/19
10
Basement
F.G.
14.2
111.7
I
93.1
8/9/19
11
Basement
F.G.
13.0
111.5
I
92.9
8/9/19
12
Basement
F.G.
14.0
112.3
I
93.6
8/9/19
13
Driveway
F.G.
13.5 1
112.1
I 1
93.4
8/9/19
F.G: Finish Grade
Site Plan
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Rough Grade Compaction Report Work Order 481514-04
323 Driftwood Road
Newport Beach, California Plate No. 1
COAST GEOTECHNICAL, INC.
COAST GEOTECHNICAL, INC.
1200 West Commonwealtb Aoenue, Fullerton, CA 92833 Ph: 714-870-1211 Fax: 714-870-1222 e-mail:coastgeotec@n sbcglobal.net
December 2, 2021 W.O. 481514-05
Ms. Sarah McElroy
4720 Courtland Drive
Corona del Mar, CA 92625
Subject: Final Soils Report for 323 Driftwood Road,
Newport Beach, California.
References:
1. Updated Geotechnical Investigation for Proposed New Residence at 323 Driftwood Road, Newport
Beach, California; by COAST GEOTECFWCAL, Inc., W.O. 481514-01, dated August 20, 2018.
2. Response to Geotechnical Report Review for the Proposed New Residence at 323 Driftwood
Road, Newport Beach, California; by COAST GEOTECEMCAL, Inc., W.O. 481514-02, dated
November 6, 2018.
3. Addendum to Shoring Design for the Proposed New Residence at 323 Driftwood Road, Newport
Beach, California; by COAST GEOTECHNICAL, Inc., W.O. 481514-03, dated November 8,
2018.
4. Rough Grade Compaction Report, Proposed New Residence at 323 Driftwood Road, Newport
Beach, California; by COAST GEOTECFMCAL, Inc., W.O. 481514-04, dated August 28, 2019.
Dear Ms. McElroy:
In accordance with request of your contractor, this final soils report has been prepared to address
geotechnical observations and testing performed since completion of rough grading. This report
addresses requested observations and testing. Copies of our daily reports are maintained in our
files.
FOUNDATION EXCAVATIONS
The basement mat slab foundation excavations were observed on August 26 and 29, 2019. The
at -grade foundation excavations at rear of basement, northeastern side was observed on January
6, 23, and February 7, 2020. The foundation excavations were found to be acceptable at the time
of our final observation.
INTERIOR SLAB SUBGRADE AND TRENCH BACIOMLS
The basement slab subgrade was observed on August 26 and 29, 2019. The at -grade slab
subgrade at rear of basement was observed January 23, and February 7, 2020. Probing and testing
of the slab subgrade areas showed acceptable geotechnical conditions for support of the proposed
slab.
COAST GEOTECHNICAL, INC.
Ms. Sarah McElroy 2 W.O. 481514-05
Final Soils Report December 2 2021
SUBDRAINS AND BACKFILLS
The subdrain connected to miradrain of each lagging bay and subdrain below the basement slab
and was observed on September 13, 2019. The subdrain for the basement walls was observed on
October 26, 2019. The subdrains consisted of four inch diameter SDR 35 perforated drain pipe
(holes down), surrounded by one cubic foot per lineal foot of 3/4 -inch gravel wrapped in filter
cloth. The subdrains were placed in accordance with plans and geotechnical recommendations.
Proper outlets of the subdrain system are the responsibility of the contractor.
Backfill of the basement walls were observed periodically, when requested by the contractor,
from December 2 to December 19, 2019. The basement wall was backfilled with gravel to
approximately three to five feet from finish grades. The gravel was then covered with fabric and
soil backfill began. Backfill soils were placed in thin; moisture conditioned lifts, compacted, and
demonstrated a minimum of 90% relative compaction up to finish pad grade elevations.
SPA FOUNDATION
The spa excavation bottom was observed on October 16 and 19, 2020. The excavation bottom
exposed compacted fill soils and indicated acceptable geotechnical conditions for support of the
proposed spa.
Front entry walkway and patio around the spa was observed on June 16 and June 17, 2021. The
driveway approach was observed on July 12 and 14, 2021. Probing and testing of the observed
hardscape subgrade areas indicated acceptable geotechnical conditions for the support of the
proposed hardscape.
OPINION
It is opinion of COAST GEOTECHNICAL, INC. that the summarized geotechnical conditions
approved by this office are in compliance with approved geotechnical reports and Newport Beach
building codes. The final grades appear to conform to approved plans.
We appreciate this opportunity to be of service to you.
Respectfully Submitted:
COAST GEOTECHNICAL, INC.
-1�4
Ming-Tamg Chen
RCE 54011
_' x 54011
*\ Exp.1=1121
1 V II/.
From
CITY OF NEWPORT BEACH
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING DIVISION
100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915
www.newportbeachca.gov 1 (949) 644-3200
CIVIL ENGINEER'S CERTIFICATION FORM
Forkert Engineering & Surveying, Inc.
22311 Brookhurst St, Ste 203
Huntington Beach, CA 92646
ATTENTION: GRADING ENGINEER, BUILDING DIVISION
Date:
January 4, 2022
GPC No.: 2021-2018 Tract/Subdivision/Lot No.: Rough: _Final: x
Project Names: 323 Driftwood Road
Owner/Developer: Ms. Sarah Mcelrov
Type of Project:
_Tract: _ Drainage
_ Commercial x Other
Industrial
Yardage for Project:
2301 Cut: _ Borrow:
5 Fill: _ Export:
Notes:
Single Family Residence
Notes:
I hereby approve the grading or this project in accordance with my responsibilities under the
City Grading Code. I have inspected the project and hereby certify that all areas exhibit positive
surface flow to public ways or City approved drainage devices. The grading has been
completed: x in conformance with, with the following changes to the
approved grading plan.
Description of Changes:
Company: Forkert Engineering & Surveying, Inc.
Name: Thomas Ruiz
(print)
License No.: RCE 58627
PROJECT STATUS REPORT CaICERTS, Inc
Effective 12/16/202121:03 (Page 1 of 4)
G1 NERAL'INFORMATIQ� t
Energy Standards Code Year:
2016
❑
Project Name:
18134 Driftwood Midcentury Residence
• �.
•
Project Type:
New Construction SFR
Address:
323 Driftwood Rd.
City/State/Zip:
Corona del Mar / CA / 92625
L �
•
Enforcement Agency:
City of Newport Beach
EasytoVerify@calcerts.com •
Permit Number:
X2019-1682
OVERALL STATUS
COMPLETE
HERS VERIFIABLE MEASURES:
COMPLETE
"�,. •��. �
•. i
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(CF�R)I
3r�
ar,✓4.. a,'�'k'te>t -.,�»="is �,,.�., ..�'_ �...,`t..
Certificate Type
Compliance
Registered Form
CF1 R -PRF -01
Registered Date
2018-08-09 08:39:00
Registration
Number
218-P010226716A-000-000-0000000-0000 -
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2021-12-1620:25:27
218-P010226716A-R01001A
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CF2R-ENV-01-E
218-P010226716A-000-001-E01001A-0000
2021-12-16 20:50:51
Ben Tredwell
Fenestration Installation
(Patterson Custom Homes)
CF2R-ENV-03-E
218-P010226716A-000-001-E03001A-0000
Insulation Installation
2021-12-16 20:50:51
Ben Tredwell
(Patterson Custom Homes)
CF2R-ENV-21-H
218-P010226716A-000-001-E21001B-0000
QII-AIS-Batt, Loose Fill, and
21-12-16 20:50:51
Ben Tredwell
SPF
[2021-12-16
(Patterson Custom Homes)
CF2R-ENV-22-H
218-P010226716A-000-001-E22001A-0000
20:50:51
Ben Tredwell
QII-Air Infiltration Sealing
(Patterson Custom Homes)
HERS Pmvitler. CaICERTS Inc,
CA Bulltling Energy Efficiency Standares 2016 Residen5al Compliance Dec 2015
PROJECT STATUS REPORT CaICERTS, Inc
Effective 12/16/202121:03 (Page 2 of 4)
HERS Provider: CaICERTS Inc.
CA Building Energy Efficiency Standards 2016 Residential Compliance Dec 2015
CF2R-ENV-23-H
218-P010226716A-000-001-E23001 B-0000
Q11 -Installation
2021-12-1620:50:51
Ben Tredwell
(Patterson Custom Homes)
CF2R-ENV-24-H
218-P010226716A-000.001-E24001B-0000
Q11 -AIS -SIP and ICF
2021-12-16 20:50:51
Ben Tredwell
4
(Patterson Custom Homes)
CF2R-LTG-01-E
218-P010226716A-000-001-L01001A-0000
Lighting
2021-12-16 20:50:52
Ben Tredwell
(Patterson Custom Homes)
CF2R-MCH-01-E
218-P010226716A-000-001-M01001A-0000
Space Conditioning Systems,
2021-12-16 20:50:52
Ben Tredwell
Ducts and Fans
(Patterson Custom Homes)
CF2R-MCH-20-H
218-P010226716A-000-001-M20002A-0000
System 1
Duct Leakage
2021-12-16 20:50:52
Ben Tredwell
(Patterson Custom Homes)
CF2R-MCH-20-H
218-P010226716A-000-001-M20003A-0000
System 2
Duct Leakage
2021-12-16 20:50:52
Ben Tredwell
(Patterson Custom Homes)
CF2R-MCH-20-H
218-P010226716A-000.001-M20004A-0000
System 3
Duct Leakage
2021-12-16 20:50:52
Ben Tredwell
(Patterson Custom Homes)
CF2R-MCH-21-H
218-P010226716A-000-001-M21002A-0000
System 1
Ducts Located In Conditioned
2021-12-16 20:50:52
Ben Tredwell
'
Space
(Patterson Custom Homes)
MR-MCH-23-1-1218-P010226716A-000-001-M23002A-0000
System 1
Airflow
2021-12-16 20:50:52
Ben Tredwell
(Patterson Custom Homes)
CF2R-MCH-23-H
218-P010226716A-000.001-M23003A-0000
System 2
Airflow
2021-12-16 20:50:52
Ben Tredwell
(Patterson Custom Homes)
CF2R-MCH-23-H
218-P010226716A-000-001-M23004A-0000
System 3
Airflow
2021-12-16 20:50:52
Ben Tredwell
(Patterson Custom Homes)
MR -MCH -22-H
218-P010226716A-000-001-M22002A-0000
System 1
Fan Efficacy
2021-12-16 20:50:52
Ben Tredwell
(Patterson Custom Homes)
CF2R -MCH -22-H
R-MCEfficacy
218-P010226716A-000.001-M22003A-0000
System 2
Fan
2021-12-16 20:50:52
Ben Tredwell
(Patterson Custom Homes)
CF2R-MCH-22-H
218-P010226716A-000-001-M22004A-0000
System 3
Fan Efficacy
2021-12-16 20:50:52
Ben Tredwell
(Patterson Custom Homes)
MR -MCH -25-1-1
System 1
Refrigerant Charge
2021-12-16
2021-12-16 20:50:52
Ben Tredwell
(Patterson Custom Homes)
CF2R-MCH-25-H
218-P010226716A-000-001-M25003A-0000
System 2
Refrigerant Charge
2021-12-16 20:50:52
Ben Tredwell
l
(Patterson Custom Homes)
HERS Provider: CaICERTS Inc.
CA Building Energy Efficiency Standards 2016 Residential Compliance Dec 2015
PROJECT STATUS REPORT CaICERTS, Inc
Effective 12/16/202121:03 (Page 3 of 4)
CF2R-MCH-25-H
HERS Provider: CaICERTS Inc.
CA Building Energy Efficiency Standards 2016 Rmiden6el Compliance Dec 2015
21 8-P01 0226716A-000-001-M25004A-0000
System 3
Refrigerant Charge
2021-12-16 20:50:52
Ben Tredwell
(Patterson Custom Homes)
CF2R-MCH-26-H
218-P010226716A-000-001-M26002A-0000
System 1
Rated Equipment
2021-12-16 20:50:52
Ben Tredwell
(Patterson Custom Homes)
CF2R-MCH-26-H
218-P010226716A-000-001-M26003A-0000
System 2
Rated Equipment
2021-12-16 20:50:53
Ben Tredwell
(Patterson Custom Homes)
CF2R-MCH-26-H
218-P010226716A-000-001-M26004A-0000
System 3
Rated Equipment
2021-12-16 20:50:53
Ben Tredwell
(Patterson Custom Homes)
CF2R-MCH-27-H
218-P010226716A-000-001-M27001A-0000
IAQ and MV
2021-12-16 20:50:53
Ben Tredwell
(Patterson Custom Homes)
CF2R-PLB-02-E
218-P010226716A-000.001-B02005A-0000
SD HWS Distribution
2021-12-16 20:50:53
Ben Tredwell
(Patterson Custom Homes)
° Y , .!' MIN
.E � 111" v'..dirY M1A
f r a
cr6.
CF3R-ENV.21-H
218-P010226716A-000-001-E21001B-E21A
. (QII-AIS-Batt, Loose Fill, and
2021-12.1621:01:00
Rex Hoefer Deng (CC2006175)
SPF)
(REX CUE HOEFERDANG)
CF3R-ENV-22-H.
218-P010226716A-000=001-E22001A-E22A
(QII-Air Infiltration Sealing)
2021-12-16 21:01:00
Rex efer Dang (CC2006175)
(REX QHoUE HOEFERDANG)
CF3R-ENV-23-H
218-P010226716A-000.001-E23001B-E23A
(011 -Installation)
2021-12-16 21:01:01
Rex Hoefer Deng (CC2006175)
(REX QUE HOEFERDANG)
CF3R-ENV-24-H
218-P010226716A-000-001-E24001 B-E24A
(QII-AIS-SIP and ICF)
2021-12-16 21:01:01
Rex Hoefer Deng (CC2006175)
(REX QUE HOEFERDANG)
CF3R-MCH-20-H
218-P010226716A-000-001-M20002A-M20A
System 1
(Duct Leakage)
2021-12-16 21:01:01
Rex Hoefer Deng (CC2006175)
(REX QUE HOEFERDANG)
CF3R-MCH-20-H
21 8-P01 0226716A-000-001 -M20003A-M20A
System 2
(Dud Leakage)
2021-12-16 21:01:01
Rex Hoefer Deng (CC2006175)
(REX QUE HOEFERDANG)
CF3R-MCH-20-H
218-P010226716A-000-001-M20004A-M20A
System 3
(Dud Leakage)
2021-12-16 21:01:01
Rex Hoefer Deng (CC2006175)
(REX QUE HOEFERDANG)
CF3R-MCH-21-H
218-P010226716A-000-001-M21002A-M21A
System 1
(Duds In Cond Space)
2021-12-16 21:01:01
Rex Hoefer Deng (CC2006175)
(REX QUE HOEFERDANG)
CF3R-MCH-23-H
218-P010226716A-000-001-M23002A-M23A
System 1
(Airflow)
2021-12-16 21:01:01
Rex Hoefer Deng (CC2006175)
(REX QUE HOEFERDANG)
HERS Provider: CaICERTS Inc.
CA Building Energy Efficiency Standards 2016 Rmiden6el Compliance Dec 2015
PROJECT STATUS REPORT CaICERTS, Inc
Effective 12/161202121:03 (Page 4 of 4)
HERS Prn /der: CaICERTS Inc.
CA Building Energy ElAclency Standards 2015 Resltlen5al Compliance Dac 2815
CF3R-MCH-23-H
218-PO10226716A-000-001-M23003A-M23A
System 2
2021-12-16 21:01:02
Rex Hoefer Dang (CC2006175)
(Airflow)
(REX QUE HOEFERDANG)
218-POl 0226716A-000-001-M23004A-M23A
System 3
CF3R-MCH-23-H
2021-12-16 21:01:02
Rex Hoefer Dang (CC2006175)
(Airflow)
(REX QUE HOEFERDANG)
CF3R-MCH-22-H
218-P010226716A-000-001-M22002A-M22A
System 1
(Fan Efficacy)
2021-12-16 21:01:02
Rex Hoefer Dang (CC2006175)
(REX QUE HOEFEROANG)
218-P010226716A-000.001-M22003A-M22A
System 2
CF3R-MCH-22-H
2021-12-16 21:01:03
Rex Hoefer Dang (CC2006175)
(Fan Efficacy)
(REX QUE HOEFERDANG)
CF3R-MCH-22-H
218-POl 0226716A-000-001-M22004A-M22A
System 3
(Fan Efficacy)
2021-12-16 21:01:03
Rex Hoefer Dang (CC2006175)
(REX QUE HOEFERDANG)
218-PO10226716A-000-001-M25002A-M25A
System 1
CF3R-MCH-25-H
2021-12-16 21:01:03
Rex Hoefer Dang (CC2006175)
(Refrigerant Charge)
(REX QUE HOEFERDANG)
CF3R-MCH-25-H
218-POl 0226716A-000-001-M25003A-M25A
System 2
(Refrigerant Charge)
2021-12-16 21:01:03
Rex Hoefer Dang (CC2006175)
(REX QUE HOEFERDANG)
CF3R-MCH-25-H
218-PO10226716A-000-001-M25004A-M25A
System 3
(Refrigerant Charge)
2021-12-16 21:01:03
Rex Hoefer Dang (CC2006175)
(REX QUE,,HOEFERDANG)
CF3R-MCH-26-H
218-PO10226716A-000-001-M26002A-M26A
System 1
2021-12-16 21:01:03
Rex Hoefer, bang (CC2005175)
(Rated Equipment)
(REX QUE HOEFERDANG)
CF3R-MCH-26-H
218-POl 0226716A-000-001-M26003A-M26A
System 2
2021-12-16 21:01:03
Rex Hoefer Dang (CC2006175)
(Rated Equipment)
(REX QUE HOEFERDANG)
CF3R-MCH-26-H
218-PO10226716A-000-001-M26004A-M26A
System 3
(Rated Equipment)
2021-12-16 21:01:04
Rex Hoefer Dang (CC2006175)
(REX QUE HOEFERDANG)
CF3R-MCH-27-H
218-PO10226716A-000-001-M27001A-M27A
2021-12-16 21:01:04
Rex Hoefer Dang (CC2006175)"
I
(IAQ and MV)
(REX QUE HOEFERDANG)
HERS Prn /der: CaICERTS Inc.
CA Building Energy ElAclency Standards 2015 Resltlen5al Compliance Dac 2815
k�EwroRT CITY OF NEWPORT BEACH
,° Community Development Department I Building Division
F n 100 Civic Center Dc1 P.O. Box 17681 Newport Beach, CA 92658
www.newportbeachca.gov 1 (949) 644-3200
C"frog
CALGREEN(D`OCUMENTATION COMPLIANCE CERTIFICATION
ADDRESS: 3 �2 DTL 1 �Tln + v PERMIT NO.: X.Za 19 ^ I L $1 -
THIS FORM SHALL BE COMPLETED AND SIGNED PRIOR TO REQUEST FOR FINAL BUILDING
INSPECTION. ONE COPY OF THIS FORM SHALL BE SUBMITTED TO THE BUILDING INSPECTOR AT
FINAL INSPECTION AND ONE SHALL BE PROVIDED TO THE BUILDING OWNER AS PART OF THE CAL
GREEN CERTIFICATION PACKAGE.
The following section shall be completed by a person with overall responsibility for the planning and
design portion of the project.
REQUIRED DOCUMENTATIONS PROVIDED TO THE PROPERTY OWNER(S)
Franchise Hauler for Construction/Demolition Waste (65% min. reuse of nonhazardous waste)
VOC Contents Limitation
6�J
Formaldehyde Emissions Limitation
®Y/ 24 Energy Certificate of Installations (Env., QII, Lighting, Photovoltaic, Mach., Plumb.)
T-24 Energy Certificate of Verifications or Acceptance ( Env., QII, Lighting, Photovoltaic, Mach.,
/ Plumb., HERS)
iJ Operations and Maintenance Manual
MOISTURE CONTENT OF BUILDING MATERIAL (RESIDENTIAL CONSTRUCTION ONLY)
nol I certify that the moisture content of the wall and floor framing is less than 19 percent as
determined in accordance with Section 4.505.3 of CAL Green prior to being enclosed.
DECLARATION STATEMENT
• 1 certify under penalty of perjury, under the laws of the State of California, the information
provided is true and correct.
• 1 certify that the installed measures, materials, components, or manufactured devices identified
on this certificate conform to all applicable codes and regulations, and the installation is
consistent with the plans and specifications approved by the enforcing agency.
I -z./ I'- / 20 1
rviuuµnwwv, --n—iwamu- uiyueu,.e-m rvuu vawi
1/712022
Bear Mr. Tredwell:
The residential elevator installed at 323 Driftwood Rd, Corona del Mar, CA 92625, was built
according to ASME A17.1 codes by the manufacturer and installed by McKinley Elevator
Corporation, a State -licensed conveyance company, in accordance with the national ASME
A 17.1 5.3 2004 and the California Title 8 -Group 4 Conveyance codes.
Attached are copies of both our state contractor's license and our certificate as a State -licensed
installer of conveyances.
If you have any questions regarding this elevator, I may be contacted at (949) 261-9244 or
marka.mckinlevelevator.com.
Sincerely,
Mark McKinley
McKinley EI vator Corporation
1 761 1 Armstrong Avenue 555 Fulton Street. Suite V Q2
Irvine, California 92614 �j�VVV���lll Sen Francisco, California S-4102
948/261 •@244 415/626.9951
FAX 949/955-3675 www.mckinleyelevetor.com FAX 415/526-99994
CONTRACTORS
dCr� STATE LICENSE BOARD
ACTIVE LICENSE
861406 - CORP
" ,..:. MCKINLEY ELEVATOR
CORPORATION
C11 C61ID21 C61024
a.u,.0 07/31/2023 www.cslb.ca.gov h�.a
= [_,
4 � �
r
oo o
a y
CITY OF NEWPORT BEACH
L'ONI_MUNITY DEVELOPMENT DEPARTMENT
BUILDING DIVISION
100 Civic Center Drive I P.O. Box 17681 Newport Beach, CA 926588915
www.newportbeachea.gov 1 (949) 644-3200
CONTRACTOR/PROPERTY OWNER SELF -CERTIFICATION DECLARATION
FOR PLUMBING FIXTURE REPLACEMENT
Project Address: 1a 0 1
Date: Cal /Uto/ ;)c Permit#: X2eo19 —[Ig? .
The following is to be completed by the California licensed contractor or owner, participating in the City of Newport
Beach Self -Certification Program. Please type or print.
Installer's Name: i� i�u J � sSKDa I� �" t � License No (if applicable) 6-0 7:
Installer's Mailing Address: iS <-Apry - . ?"*—A Jfy Phone # (required): q49— 3172— (�W
Installer's Email:-. �P �Asilp Sri. >c,tsivwa�}oo c£1.� y FAX #:
Installer
I certify that the installation is in compliance with applicable code requirements.
I further affirm that I have reviewed and understand the requirements of the applicable 2013 California Green Code and
Newport Beach Municipal Code (NBMC) Section 301.1.1 and that all self -certification reports submitted will be based
on the code requirements contained therein.
I declare that all plumbing fixtures subject to the NBMC 301.1.1 has been replaced meeting the low flow requirements:
Kitchen faucets: 1.5 gal/minute at 60 psi
Shower heads: 1.8 gallminute at 80 psi
Water closet: 1.28 gal/flush
Faucets: maximum flow rate of 1.5 gallminute at 60 psi,
and minimum 0.2 gal/minute at 20 psi
—� Date
Property Owner (Required)
As the property cv.^er of the project address noted above, I have read, undarstarrd and agree to participate in the
Plumbing Fixture Replacement Self -Certification Program. I further understand that by participating in this program, the
plumbing system will not be inspected by a City of Newport Beach Building Inspector during construction or after
installation unless requ50ed. The Building Division may request and reserves the right to verify code compliance after
the installation is comfilft. . �
ry owmes Signature
8�1
Print Name Email
This form must be completed and returned to the City of Newport Beach, Building Division, for a final approval
of the combination permit. Please return this form to the Building Division by mail or fax.
Please mail to: City of Newport Beach Phone: (949) 718-1888
Community Development Department Fax M. (949) 644-3250
Building Division
P. O. Box 1768
Newport Beach, CA 92658
Forms%Contractor-Cwner$elFCertDe lamtion•Plumbing Rowe Repiace em 0127110