HomeMy WebLinkAboutXC2023-0105 - Fire Hazard Docs (2)
800-419-4923 www.PARTNEResi.com
March 11, 2022
Kevin Bass
Newport Beach Fire Department
100 Civic Center Drive
Newport Beach, California 92660
Subject: Geotechnical Recommendation Letter No. 2
Newport Landing Underground Storage Tanks
503 Edgewater Place
Newport Beach, California
Partner Project No. 255648
Dear Kevin Bass:
Partner Assessment Corporation (Partner) is pleased to submit this letter to discuss the decommissioning
of underground tanks at the subject property as shown on the attached sketch. The subject tanks are
roughly 8 feet in diameter and have a capacity of 12,000 gallons. They are embedded 14 feet into native
beach sand, with a groundwater elevation of approximately 4 feet below ground surface at mean tide.
The sand soils are OSHA type C soils, and as such will readily cave, especially below the water table. Given
the proximity of the Newport Beach Restaurant foundations within 18 feet of the tanks, removal of the tanks
without proper shoring would likely result in damage to the existing structures and would create an unsafe
working condition.
Due to the presence of shallow groundwater and the proximity of the existing buildings on site, a
cantilevered sheet pile shoring system should be used for excavation support. The sheet pile shoring system
should be driven to an approximate depth of 40 to 50 feet around the perimeter of the tanks in order to
provide adequate lateral support. Given the saturated gravelly soils located on site, the vibrations of the
pile driving are likely to cause some localized settlement that could damage the adjacent buildings and
pavement in addition to excess noise, and inconvenience to the neighboring residents.
Excavation operations would also require dewatering to create a safe and dry work area for the tank removal.
The act of dewatering the excavation could cause heaving in the saturated gravelly materials located at the
bottom of the excavation and pose a hazard risk to the workers and adjacent buildings.
We strongly recommend that the tanks be abandoned in place in lieu of removal. This will be significantly
safer, would pose no risk of damage to existing structures, and would cause only minimal disruption of the
commercial activities. In addition, from a structural point of view, the abandoned tanks (grouted in place)
would provide the equivalent structural capacity as if the tanks were removed and replaced with slurry.
The tanks should be carefully purged and cleaned of all contaminants and then be drained of any standing
water. Following this, they should be fully grouted with a 2-sack soil cement slurry or lean concrete mix that
is approved for use in the City of Newport Beach. The tanks should be filled over the top to verify that they
are completely full, with no air voids present. The work should be done by a qualified, licensed contractor
Geotechnical Recommendation Letter No. 2
Project No. 255648
March 11, 2022
Page 2
following the City or Caltrans standard specifications for such work. The work should be inspected by a
Partner representative to verify compliance. We appreciate the opportunity to be of service on this site.
In the event that full tank removal is required the design of the shoring system should be performed by the
contractor performing the work, and should consider the impacts of installing anchors, deflection of the soil
behind the walls, and dealing with groundwater and surface water that may enter the excavation during
inclement weather. All of these factors could result in damage to surrounding properties. The design can
use soil data provided below:
Parameters for Laterally Loaded Structures
Depending on the types of structures and soil types encountered, different lateral stress
distributions may be needed. For this project we anticipate the below information will be used to
design cantilevered shoring systems. Passive pressures, active pressures, and static pressure on the
unrestrained walls have triangular stress distributions. A more complex stress distribution should
be used with the active pressure for braced or anchored walls if used. In addition to the lateral loads
from the table below, surcharge loads will also need to be applied to account for seismic forces,
traffic, etc. We recommend that a specialty contractor with in-house engineering capability perform
the design of temporary shoring.
Lateral Earth Pressuresa
Soil Type Coefficient
of Friction
(ΞΌ)
Static Fluid
Pressure
(pcf)
Active Fluid
Pressure
(pcf)
Passive Fluid
Pressure
(pcf)
Gravelly Material (Above Groundwater
Table)
0.40 50 35 375
Gravelly Material (Above Groundwater
Table)
0.45 50+62.4b 35+62.4b 375
a These values are unfactored, βrawβ numbers and appropriate safety factors should be applied by the wall designer. Assumed
GW table at approximately 4 feet below grade, for underground structures where water is only on one side, the hydrostatic
pressure of 62.4 psf should be added
b This applies to cases where free standing water is located on only one side of the wall.
For shoring or permanent retaining walls surcharges from traffic and adjacent buildings should be
considered as shown in the below equations. The distribution of soil pressures on ret aining
structures will depend on the type of systems used, and whether they are braced or anchored. The
shoring and retaining wall designer should be familiar with the appropriate distribution diagrams
to be used and use care in the selection of the appropriate model.
Geotechnical Recommendation Letter No. 2
Project No. 255648
March 11, 2022
Page 3
Building Foundation Surcharge Loading Equation
Resultant Lateral force:
πΉ=π.ππ·ππ
ππ+ππ
Location lateral resultant:
π =π[(ππ
ππ+π)(πππβππ
π)β(π
π)]
Where:
R = Resultant lateral force measured in pounds per foot of wall width.
P = Resultant surcharge loads of continuous or isolated footings measured in
pounds per foot of length to the wall.
x = Distance of resultant load from back face of wall measured in feet.
h = depth below point of application of surcharge loading to top of wall footing
measured ion feet.
d = Depth of lateral resultant below point of application of surcharge loading
measured in feet.
tan-1 β
π₯ = The angle in radians whose tangent is equal to β
π₯.
Loads applied within a horizontal distance equal to the wall stem height, measured from the back
face of the wall, shall be considered as surcharge.
For isolated footings having a width parallel to the wall less than 3 feet, βRβ may be reduced to
one-sixth the calculated value.
Vertical pressure due to surcharge applied to the top of the wall footing may be considered to
spread uniformly within the limits of the stem and planes making an angle of 45 degrees with the
vertical
Traffic Surcharge Loading Equation
π=π× πΈπ× π―π π
Where:
q = Lateral surcharge pressure measured in pounds per square foot in a rectangular
distribution.
k = Active or at-rest earth pressure coefficient as presented in section 5.2 of this
report.
Ξ³s = Total unit weight of soil measured in pounds per cubic foot
Heq = Equivalent height of soil from the below table.
Geotechnical Recommendation Letter No. 2
Project No. 255648
March 11, 2022
Page 4
*From Table 3.11.6.4-2 of the AASHTO LRFD Bridge Design Specifications
Seismic Surcharge Equations
Combined effect of static and seismic lateral forces:
π·π¨π¬=π¬π+π¬π
π¬π=π
π× π¨× π―π Resultant acting at a distance of π»
3 from base of the wall
π¬π=π
π× π²π× πΈ× π―π Resultant acting at a distance of (0.6 × π») from base of the wall
Where:
F1 = Static force, measured in pounds per linear foot, based on active pressure.
F2 = Seismic Lateral Force, measured in pounds per linear foot, based on seismic
pressure
Ξ³ = 120 pounds per square foot
Kh = ππ·π2.5β
A = Active Pressure, measured in pounds per cubic foot.
H = Height of retained soil, measured in feet.
Sincerely,
Matthew Marcus, PE, GE, PG Andrew J. Atry
Principal Geotechnical Engineer Project Engineer
Attachment: Site Sketch
Boring Logs
Direct Shear Test Results
Equivalent Height of Soil for Vehicular Loading on Retaining Wall and Shoring Parallel to Traffic *
Excavation/Wall Height
(ft)
Distance from the edge of Excavation (ft)
0.0 ft β₯1.0 ft
5.0 5.0 2.0
10.0 3.5 2.0
β₯20.0 2.0 2.0
DOCK
BO
A
R
D
W
A
L
K
SIDEWALK
CURB
SIDEWALK
DOCK
DOCK
RA
M
P
RA
M
P
CONCRETE
RETAIL
SALES
PATIO AREA
WATER
CA
S
H
I
E
R
BAIT
TANK
BO
A
R
D
W
A
L
K
SEA WALL
SEA WALL / BULK HEAD
SW
A
L
E
ST
A
I
R
S
OFFICE
ELECT. RM
AB
A
N
D
O
N
E
D
(
4
/
9
5
)
7,
5
0
0
0
G
A
L
L
O
N
FU
E
L
T
A
N
K
PREVIOUSLY ABANDONED
7,5000 GALLON
FUEL TANK
(4) VENT
LINES
12,000 GALLON UST
DUAL COMPARTMENT
6,000 GALLON EA.
ELEC.
TRANSFORMER
STORM
DRAIN
ELEC
(E
)
C
L
A
R
I
F
I
E
R
(E) SEWER
SE
W
E
R
L
I
N
E
10
"
S
E
W
E
R
L
I
N
E
NEWPORT
LANDING
RESTAURANT
FUEL LINES
FUEL LINES
P 1 P 2 P3
P1A
P4
P5
P6
P7
TOTAL DEPTH:
DRILLING INFORMATION
BORING:
15'
P-4
PROJECT INFORMATION
DATES DRILLED:PROJECT:Newport Beach Landing January 25, 2022
JOB NO.: DEPTH TO GROUNDWATER:
LOCATION: DRILLER:
SITE ADDRESS: RIG TYPE:
SM19-255648 4.5'
Eastern portion of the site, northwest of the clarifier M&R Drilling
503 East Edgewater Avenue Drill Rig - CME 95
Newport Beach, California 92661 Hollow Stem Auger
A. Bottecchia 2" Cali Split Spoon and 6" Sleeves and Rings
REVIEWED BY:
METHOD OF DRILLING:
8.25"BORING DIAMETER:
SAMPLING METHODS:LOGGED BY:
CO
U
N
T
BORING COMPLETIONSOIL DESCRIPTION
CO
D
E
BORING LOG
US
C
S
US
C
S
SY
M
B
O
L
PI
D
BL
O
W
DE
P
T
H
(p
p
m
)
LAB
RE
C
O
V
E
R
Y
SAMPLE
NOTES:Upper 5' hand-augered Page 1 of 1
Concrete to 8"
Brown, SAND with trace silt, poorly graded,
moist (fill).
Brown, pea GRAVEL (<0.25" stone blended
with fine grained sand) with trace silt, compact,
moist (fill).
0.0
0.0
32.0
1.0
10
12
14
10
10
12
12
13
15
Well Box
Concrete Pad
Wellhead Cap
Bentonite Pug
2" Diameter
Schedule 40 PVC
Riser
#3 Sand Pack
2" Diameter
0.010" Slotted
Schedule 40 PVC
Screen
PVC End Cap
- becomes wet to saturated, with trace TPH
like odor.
P-4-2.5'
P-4-5'
P-4-10'
P-4-15'
0
5
10
15
20
25
SP
GW
TOTAL DEPTH:
DRILLING INFORMATION
BORING:
12.5'
P-5
PROJECT INFORMATION
DATES DRILLED:PROJECT:Newport Beach Landing January 25, 2022
JOB NO.: DEPTH TO GROUNDWATER:
LOCATION: DRILLER:
SITE ADDRESS: RIG TYPE:
SM19-255648 4.5'
South portion of the site, north of 12,000-gallon UST M&R Drilling
503 East Edgewater Avenue Drill Rig - CME 95
Newport Beach, California 92661 Hollow Stem Auger
A. Bottecchia 2" Cali Split Spoon and 6" Sleeves and Rings
REVIEWED BY:
METHOD OF DRILLING:
8.25"BORING DIAMETER:
SAMPLING METHODS:LOGGED BY:
CO
U
N
T
BORING COMPLETIONSOIL DESCRIPTION
CO
D
E
BORING LOG
US
C
S
US
C
S
SY
M
B
O
L
PI
D
BL
O
W
DE
P
T
H
(p
p
m
)
LAB
RE
C
O
V
E
R
Y
SAMPLE
NOTES:Upper 5' hand-augered Page 1 of 1
Concrete to 8"
Brown, SAND with trace silt, poorly graded,
moist (fill).
Brown, pea GRAVEL (<0.25" stone blended
with fine grained sand) with trace silt, wet.
0.0
0.8
0.0
10
10
14
9
13
13
Well Box
Concrete Pad
Wellhead Cap
Bentonite Pug
2" Diameter
Schedule 40 PVC
Riser
2" Diameter
0.010" Slotted
Schedule 40 PVC
Screen
#3 Sand Pack
PVC End Cap
- becomes gray and saturated.
P-5-2.5'
P-5-5'
P-5-10'
0
5
10
15
20
25
SP
GW
TOTAL DEPTH:
DRILLING INFORMATION
BORING:
12.5'
P-6
PROJECT INFORMATION
DATES DRILLED:PROJECT:Newport Beach Landing January 25, 2022
JOB NO.: DEPTH TO GROUNDWATER:
LOCATION: DRILLER:
SITE ADDRESS: RIG TYPE:
SM19-255648 4.5'
Eastern portion of the site, southwest of abandoned UST M&R Drilling
503 East Edgewater Avenue Drill Rig - CME 95
Newport Beach, California 92661 Hollow Stem Auger
A. Bottecchia 2" Cali Split Spoon and 6" Sleeves and Rings
REVIEWED BY:
METHOD OF DRILLING:
8.25"BORING DIAMETER:
SAMPLING METHODS:LOGGED BY:
CO
U
N
T
BORING COMPLETIONSOIL DESCRIPTION
CO
D
E
BORING LOG
US
C
S
US
C
S
SY
M
B
O
L
PI
D
BL
O
W
DE
P
T
H
(p
p
m
)
LAB
RE
C
O
V
E
R
Y
SAMPLE
NOTES:Upper 5' hand-augered
Geotech ring sample collected at 10' bgs
Page 1 of 1
Concrete to 8"
Brown, SAND with trace silt, poorly graded,
moist (fill).
Brown, pea GRAVEL (<0.25" stone blended
with fine grained sand) with trace silt, moist to
wet.
1.0
0.0
2.0
8
9
10
Well Box
Concrete Pad
Wellhead Cap
Bentonite Pug
2" Diameter
Schedule 40 PVC
Riser
2" Diameter
0.010" Slotted
Schedule 40 PVC
Screen
#3 Sand Pack
PVC End Cap
- becomes gray and saturated.
P-6-2.5'
P-6-5'
P-6-10'
0
5
10
15
20
25
SP
GW
TOTAL DEPTH:
DRILLING INFORMATION
BORING:
15'
P-7
PROJECT INFORMATION
DATES DRILLED:PROJECT:Newport Beach Landing January 25, 2022
JOB NO.: DEPTH TO GROUNDWATER:
LOCATION: DRILLER:
SITE ADDRESS: RIG TYPE:
SM19-255648 4.5'
Southwestern portion of the site M&R Drilling
503 East Edgewater Avenue Drill Rig - CME 95
Newport Beach, California 92661 Hollow Stem Auger
A. Bottecchia 2" Cali Split Spoon and 6" Sleeves and Rings
REVIEWED BY:
METHOD OF DRILLING:
8.25"BORING DIAMETER:
SAMPLING METHODS:LOGGED BY:
CO
U
N
T
BORING COMPLETIONSOIL DESCRIPTION
CO
D
E
BORING LOG
US
C
S
US
C
S
SY
M
B
O
L
PI
D
BL
O
W
DE
P
T
H
(p
p
m
)
LAB
RE
C
O
V
E
R
Y
SAMPLE
NOTES:Upper 5' hand-augered Page 1 of 1
Concrete to 8"
Brown, SAND with trace silt, poorly graded,
moist (fill).
39.0
30.0
48.0
12
13
15
12
13
13
Well Box
Concrete Pad
Wellhead Cap
Bentonite Pug
2" Diameter
Schedule 40 PVC
Riser
#3 Sand Pack
2" Diameter
0.010" Slotted
Schedule 40 PVC
Screen
PVC End Cap
- becomes gray with trace gravel, trace TPH
like odor, moist to wet.
- becomes dark gray, compact, saturated.
P-7-2.5'
P-7-5'
P-7-10'
P-7-15'
0
5
10
15
20
25
SP
Boring Depth
(ft)Sample Type USCS Soil Type
Cohesion
(pcf)Firction Angle
P-5 5
Undisturbed &
Saturated SM 178 32
Confining
Pressure
Peak Shear
Stress
Ultimate Shear
Stress
(psf) (psf) (psf)
498 505 487
3,000 2042 2042
Key
Direct Shear Results
0.0
1000.0
2000.0
3000.0
0.00 0.05 0.10 0.15 0.20 0.25
St
r
e
s
s
(
p
s
f
)
Horizontal Displacment (inches)
Stress - Displacement Diagram
y = 0.6214x + 177.62
0
500
1000
1500
2000
2500
3000
0 500 1000 1500 2000 2500 3000
Sh
e
a
r
S
t
r
e
s
s
(
p
s
f
)
Confining Pressure (psf)
Peak Shear Stress Ultimate Shear Stress
Geotechnical Report
Project No. 21-341542.1
2/25/2022
Page B-i
www.PARTNEResi.com | (800) 419-4923
March 11, 2022
Newport Beach Fire Department
100 Civic Center Drive
Newport Beach, California 92660
Subject: Summary of Field Activities and Conclusions Amendment β Additional
Assessment β Newport Landing
503 E. Edgewater
Newport Beach, California 92661
Partner Project No. SM19-255648
Dear Kevin Bass,
The following is a summary of the results and conclusions for the additional assessment requested
by the Orange County Health Care Agency (OCHCA) for 503 E. Edgewater in Newport Beach,
California (Site) as well as discussion points for next steps pertaining to the underground storage
tank (UST) removal at the Site.
Field Activities
On January 25, 2022, four boreholes P4, P5, P6 and P7 were advanced to approximately 15 feet
below ground surface (bgs) and approximately 2 feet adjacent to the north, south, east, and west
sides of the UST area. Boreholes were advanced into the subsurface by M&R Drilling (M&R) using
a hollow-stem auger under the direction of a California licensed Professional Geologist (PG) at
Partner.
Permanent groundwater monitoring wells (GMWs) were installed in the four borings. The GMWs
were constructed of 2-inch diameter schedule 40 polyvinyl chloride (PVC) casing with a 0.020-inch
slotted screen from approximately 4 to 15 feet bgs. Well development and a rising head test were
performed the day after well installation on January 26, 2022 such that groundwater samples were
representative. Groundwater samples were collected on January 26, 2022, shortly after well
development.
Fourteen soil samples were collected from the borings at depths of approximately 2.5, 5, 10, and
15 feet bgs with the exception of boring P5 and P6 where samples were not collected at 15 feet
bgs due to encountering a concrete pad anchor at the bottom of the UST tank pit at approximately
12.5 feet bgs.
Summary of Field Activities and Conclusions Amendment β Additional Assessment β Newport Landing
503 E. Edgewater
Newport Beach, California 92661
Partner Project No. SM19-255648
March 11, 2022
2 | P a g e
Groundwater and soil samples were analyzed for the following:
β’ Volatile Organic Compounds (VOCs) in accordance with EPA Method 8260B;
β’ Total Recoverable Petroleum Hydrocarbons (TRPH) in accordance with EPA Method
8015M;
β’ Total Petroleum Hydrocarbons-carbon chain in accordance with EPA Method 8015M;
β’ Polycyclic Aromatic Hydrocarbons (PAH) in accordance with EPA Method 8270C SIM; and
β’ Title 22 Metals (CAM17) in accordance with EPA Method 6010B.
Groundwater Analytical Results
VOCs were detected at varying concentrations in groundwater samples. VOCs with applicable
maximum contaminant levels (MCLs) were not detected above their respective MCLs with the
exception of benzene. Benzene was detected at a concentration of 5.4 micrograms per liter (ug/L)
in sample P6, which is above the California and Federal MCLs of 1.0, and 5.0 ug/L, respectively.
The following VOCs were detected in groundwater samples:
β’ n-Butylbenzene was detected in 2 samples at concentrations ranging from 4.7 to 25.1 ug/L;
β’ Sec-butylbenzene was detected in 2 samples at concentrations ranging from 1.9 to 20.6
ug/L;
β’ Tert-butylbenzene was detected in P4 at a concentration of 0.6 g/L;
β’ Isopropylbenzene was detected in 2 samples at concentrations ranging from 7.8 to 63.1
ug/L;
β’ P-Isopropyltoluene was detected in sample P4 at a concentration of 0.6 g/L;
β’ Napthalene was detected in 2 samples at concentrations ranging from 38.1 to 141 ug/L;
β’ N-Propylbenzene was detected in 2 samples at concentrations ranging from 23.7 to 114
ug/L;
β’ 1,3,5-trimethylbenzene was detected in sample P7 at a concentration of 4.0 ug/L;
β’ 1,2,4-trimethylbenzene was detected in 2 samples at concentrations ranging from 1.0 to
52.2 ug/L; and
β’ Toluene, ethylbenzene, and total xylenes were also detected at varying concentrations.
TRPH and individual carbon ranges from C10 to C40 were not detected in groundwater samples.
Gasoline range organic compounds within the C4 to C12 carbon range were detected in 2
groundwater samples at concentrations ranging from 0.62 to 2.30 ug/L.
Metals were detected at varying concentrations below their respective MCLs in groundwater
samples. The following metals were detected in groundwater samples:
β’ Barium was detected in 4 samples at concentrations ranging from 110 to 210 ug/L;
β’ Copper was detected in sample P6 at a concentration of 54 ug/L;
β’ Vanadium was detected in 4 samples at concentrations ranging from 70 to 97 ug/L; and
Summary of Field Activities and Conclusions Amendment β Additional Assessment β Newport Landing
503 E. Edgewater
Newport Beach, California 92661
Partner Project No. SM19-255648
March 11, 2022
3 | P a g e
β’ Zinc was detected in 4 groundwater samples at concentrations ranging from 53 to 210
ug/L.
PAHs including naphthalene was detected in 2 groundwater samples at concentrations ranging
from 22.9 to 82.0 ug/L. California and Federal MCLs have not been established for naphthalene.
Other PAHs were not detected in the 14 soil samples submitted for analysis. Groundwater sample
analytical results are summarized in the attached Tables 1 through 4.
Soil Analytical Results
VOCs were detected at varying concentrations in soil samples. VOCs with applicable screening
levels (SLs) were not detected above their respective residential or commercial SLs. The following
VOCs were detected in soil samples:
β’ n-Butylbenzene was detected in 3 soil samples at concentrations ranging from 28.5 to 134
micrograms per kilogram (ug/kg);
β’ Sec-butylbenzene was detected in 3 soil samples at concentrations ranging from 11.1 to
73.3 ug/kg;
β’ Isopropylbenzene was detected in 3 soil samples at concentrations ranging from 21.2 to
20.4 ug/kg;
β’ Naphthalene was detected in 3 soil samples at concentrations ranging from 32.0 to 166
ug/kg;
β’ N-propylbenzene was detected in 3 soil samples at concentrations ranging from 53.3 to
216 ug/kg; and
β’ P-isopropyltoluene, 1,3,5-Trimethylbenzene, 1,2,4-Trimethylbenzene, ethylbenzene, and
total xylenes were detected in P7 at 15 feet bgs at concentrations of 1.7, 12.2, 146, 42.1,
and 4.3 ug/kg, respectively.
TRPH was detected in 9 soil samples at concentrations ranging from 16.9 milligrams per kilogram
(mg/kg) to 1500 mg/kg. In addition to TRPH, total petroleum hydrocarbons (TPH) was analyzed
based on carbon ranges and was detected in P7 at 5 feet bgs, with the highest co ncentration of
322 mg/kg detected within the C23-C40 range.
Metals were detected at varying concentrations in soil samples below applicable residential and
commercial SLs. The following metals were detected in soil samples:
β’ Barium was detected in 14 soil samples at concentrations ranging from 3,100 to 27,000
ug/kg;
β’ Chromium was detected in 8 soil samples at concentrations ranging from 2,000 to 10,000
ug/kg;
Summary of Field Activities and Conclusions Amendment β Additional Assessment β Newport Landing
503 E. Edgewater
Newport Beach, California 92661
Partner Project No. SM19-255648
March 11, 2022
4 | P a g e
β’ Copper was detected in 13 soil samples at concentrations ranging from 1,400 to 6,200
ug/kg;
β’ Lead was detected in 7 soil samples at concentrations ranging from 3,000 to 50,000 ug/kg;
β’ Nickel was detected in 4 soil samples at concentrations ranging from 2,000 to 2,900 ug/kg;
β’ Vanadium was detected in 10 soil samples at concentrations ranging from 5,100 to 7,900
ug/kg;
β’ Zinc was detected in 14 soil samples at concentrations ranging from 1,700 to 22,000 ug/kg;
PAHs were not detected in the 14 soil samples submitted for analysis. Soil sample analytical results
summarized in the attached Tables 5 through 8.
Conclusions
In soil, detections of VOCs, metals, TPH, and PAHs were below applicable screening levels. In
groundwater, benzene was detected slightly above the California MCL in only one sample (P6)
and was not detected above the laboratory detection limit in remaining groundwater samples.
Partner did not observe benzene impacts in groundwater neither upgradient nor down gradient
of sample P6. Furthermore, detections of remaining constituents in groundwater samples were
below applicable MCLs. Partner concludes that the site owner has generally demonstrated that an
unauthorized release has not occurred and meets the Closure Requirements under California Code
of Regulations, Title 23, Division 3, Chapter 16. Partner requests that a No Further Action
determination be granted while waiting for the Newport Beach Fire Department to review Partners
submitted Geotechnical report requesting abandon in place for the USTs located at the Site.
Please let us know if you have any questions.
Partner Engineering and Science, Inc.
Chris Carson Anthony Bottecchia
Project Engineer Senior Assessor
Robert Traylor, PG, CHg β Principal
Technical Director β Site Mitigation
Attachments:
Tables 1 through 8