HomeMy WebLinkAboutX2017-2426 - Misc (2)Leighton Consulting, Inc.
0. LEIGHTON GROUP COMPANY
September 6, 2019
Environmental Nature Center
1601 East 16th Street
Newport Beach, California 92663
Attention: Mr. Bo Glover
1130-;F01-7
7,99 - Dover 6 -
Project No. 10768.004
Subject: Final Compacted Fill Report
Proposed Environmental Nature Center Preschool
745 Dover Drive
Newport Beach, California
References: Leighton Consulting, Inc., 2017, Geotechnical Exploration Report,
Proposed Environmental Nature Center Preschool, 745 Dover Drive,
Newport Beach, California, Project No. 10768.001, dated December 5,
2014 (revised July 27, 2017).
LPA, 2018, Precise Grading Plan, Environmental Nature Center
Preschool, 745 Dover Drive, Newport Beach, California, 92663, dated May
17, 2018.
Leighton Consulting, Inc. (Leighton) is pleased to present this final report of our
observations, field density test results, and laboratory test results performed during
rough grading operations, retaining wall backfill, subgrade preparations for site concrete
and pavements, foundation excavations, and trench backfill at the subject site for the
two new building pads and the site improvement areas. Our services were performed
from July 16, 2018 through August 22, 2019. We understand construction is complete.
17701 Cmvan , Irvine, CA 92614-6069
949.250.1421 ., 949.250.1114 Fax
10768.004
Construction Observations
The referenced geotechnical report and precise grading plan was used as the basis for
our observations and testing during construction. Preparation of the building pads
consisted of over -excavation, backfill and compaction of the building areas. The
overexcavation extended to at least approximately 2 feet below the proposed bottoms of
footings and also extended laterally at least 5 feet beyond the building perimeter. The
overexcavation bottom extended into native soil, generally consisting of Silty Sand (SM)
and Sandy Clay (CL) based on the Unified Soil Classification System. The
overexcavation bottoms were scarified, moisture conditioned, and compacted. Backfill
of the building pad overexcavations commenced after the bottom was observed by the
geotechnical engineer or his representative. The on-site excavated soils were used as
backfill material. The on-site backfill material generally consisted of silty sand. The
backfill was placed in lifts approximately 6 to 8 inches thick, moisture -conditioned, and
compacted using the construction equipment. Construction equipment observed at the
site during building pad rough grading operations consisted of a rubber -tire front loader
(CAT 950), a track -mounted excavator, a dozer (John Deere 450), a scraper (CAT 623),
a skip loader, and a water truck.
During the overexcavation of the southern building pad, unstable subgrade consisting of
clay was encountered under the majority of the southern building area. The
geotechnical engineer recommended stabilizing the subgrade by excavating 2 feet
deeper than the planned excavation and placing a 2 -foot thick layer of %-inch crushed
aggregate base that is wrapped in filter fabric to create a stable construction surface.
Backfill of the overexcavation continued after the subgrade was stabilized.
The overexcavation below proposed site improvements such as the retaining wall and
pavements extended at least 1 foot and 2 feet below the proposed subgrade elevation,
respectively. The bottoms of the overexcavations were processed, moisture
conditioned, and compacted similarly as previously described.
Retaining wall backfill material consisted of onsite soils derived from the wall footing
excavations and back -cut behind the wall. Fill material was placed in lifts, moisture
conditioned and compacted using the compaction wheel mounted on the excavator.
Compaction was also achieved using a Rammax compactor.
Subgrade preparation for site concrete and pavements consisted of scarification and
moisture conditioning of the soil followed by compaction by a vibratory compactor.
2
Leighton
10768.004
Aggregate base, where applicable, was placed in lifts, moisture conditioned, and
compacted by a steel drum roller.
Underground utility trench backfill consisted of excavated soil from the trenches.
Moisture -conditioned backfill soil was placed in the trenches in lifts and compacted by a
compaction wheel attachment on a backhoe.
Foundation excavations were observed to be into competent native soil or into
compacted fill that was observed and tested by Leighton.
Field and Laboratory Testinra
Field density testing performed on the processed excavation bottoms and compacted
backfill were in general accordance with the American Society for Testing and Materials
(ASTM) method ASTM D 6938, Standard Test Method for In -Place Density and Water
Content of Soil and Soil -Aggregate by Nuclear Methods (Shallow Depth).
Plate 1, Field Density Test Location Map, shows the locations of the tests and
overexcavation limits. The bottom elevations of the overexcavations are also shown on
Plate 1.
In general, field density tests were taken at approximately every one to two feet of
material placed and compacted. Field density test results are presented in the attached
tables, Soil Nuclear Gauge Field Density Results. The relative compaction of the fill
material was determined based on the maximum laboratory dry density of
representative soil samples collected from the site. The maximum dry densities and
optimum moisture contents of representative soil samples were determined according to
test method outlined in ASTM D 1557 "Standard Test Method for Moisture -Density
Relations of Soil and Soil -Aggregate Mixtures Using 10 -ib Rammer and 18 -in. Drop".
Results of the laboratory tests are presented in Table 1, Maximum Dry Density and
Optimum Moisture Content.
The field testing indicates that a minimum relative compaction of 90 percent and 95
percent of the maximum dry density as determined from ASTM D 1557 was achieved
for the soils and aggregate base, respectively.
3
Leighton
10768.004
Conclusions
Our observations during construction indicate that the grading, compacted fill, and
foundation excavations were performed in general accordance with the referenced
geotechnical report. Field density test results indicate that the soil and aggregate base
tested was compacted to a minimum of 90 percent and 95 percent relative compaction,
respectively. Foundation excavations exposed competent native soil or compacted fill.
Based on our observations and testing, it is our professional opinion that the grading,
compacted fill, and foundation excavations were performed in general accordance with
the recommendations and assumptions in the referenced geotechnical report.
Limitations
Leighton has endeavored to perform its evaluation using the degree of care and skill
ordinarily exercised under similar circumstances by reputable geotechnical
professionals with experience in this area in similar soil conditions. No other warranty,
either express or implied, is made as to the conclusions contained in this report. Our
testing services allow for the testing of only a small percentage of the fill placed at the
site. The observation and testing was carried out in such a manner as to provide a
reasonable measure of compliance of the grading operations with the recommendations
in the referenced report. Although our observation did not reveal obvious significant
deficiencies, we do not guarantee the contractor's work, nor do the services performed
by Leighton relieve the contractor of responsibility in the event of subsequently
discovered defects in his work.
4
Deighton
10768.004
Closure
Leighton appreciates the opportunity to be of service on this project. Should you have
any questions, or if we may be of further assistance, please contact us at your
convenience. The undersigned can be reached at (866) LEIGHTON, directly at the
phone extension and e-mail address listed below.
Respectfully submitted,
LEIGHTON CONSULTING, INC.
Exp. 6130/2Q * G '(� �� /cam tX -C✓ ,° _
cnTECNN�C� t,�
OF-(_, Associate Edward Che, G.E. 2811
__ _- Associate Engineer
Ext. 4283, echeCcNeightonoroup.com
EC/Ir
Attachments: Table 1 — Maximum Dry Density and Optimum Moisture Content
Soil Nuclear Gauge Field Test Results
Plate 1 — Field Density Test Location Map
Distribution: (1)Addressee
(1) Jon Hughes, Griffin Structures, Inc.
(1) Steve Viscioni; Consolidated Contracting Services, Inc.
5
10768.004
Table 1
Maximum Dry Densities and Optimum Moisture Contents
Sample
Sample
Soil Description
Maximum Dry
Optimum
Moisture
No.
Location
Density (pcf)
Content
1
Driveway Area
Silty Sand (SM)
131.0
8.0
2
Stockpile
Crushed
Aggregate Base
134.0
10.0
3
Administration
Crushed
Miscellaneous
118.0
14.0
Building
Base
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ROLFRORiy H1M'^.
Leighton Consulting, Inc.
A LEIGHTON GROUP COMPANY
November 14, 2018
Environmental Nature Center
1601 East 1611h Street
Newport Beach, California 92663
Attention: Mr. Bo Glover
Project No. 10768.004
Subject: Interim Compacted Fill Report
Proposed Environmental Nature Center Preschool
745 Dover Drive
Newport Beach, California
r Leighton Consulting, Inc. (Leighton) is pleased to present this interim report of our
observations, field density test results, and laboratory test results performed during
rough grading operations at the subject site for the two new building pads and the
majority of the site improvement areas. Our services were performed from July 16,
2018 through July 30, 2018, and construction is ongoing. Earth Tek, the grading
contractor, performed the rough grading.
Construction Observations
The referenced geotechnical report and precise grading plan was used as the basis for
our observations and testing during construction. Preparation of the building pads
consisted of over -excavation, backfill and compaction of the building areas. The
overexcavation extended to at least approximately 2 feet below the proposed bottoms of
footings and also extended laterally at least 6 feet beyond the building perimeter. The
overexcavation bottom extended into native soil, generally consisting of Silty Sand (SM)
and Sandy Clay (CL) based on the Unified Soil Classification System. The
overexcavation bottoms were scarified, moisture conditioned, and compacted. Backfill
of the building pad overexcavations commenced after the bottom was observed by the
geotechnical engineer or his representative. The on-site excavated soils were used as
backfill material. The on-site backfill material generally consisted of silty sand. The
backfill was placed in lifts approximately 6 to 8 inches thick, moisture -conditioned, and
177131 Cowan Irvine, CA 92614-6009
949.250.1421 949,250.1,114 Fax
10768.004
compacted using the construction equipment. Construction equipment observed at the
site during building pad rough grading operations consisted of a rubber -tire front loader
(CAT 950), a track -mounted excavator, a dozer (John Deere 450), a scraper (CAT 623),
a skip loader, and a water truck.
During the overexcavation of the southern building pad, unstable subgrade consisting of
clay was encountered under the majority of the southern building area. The
geotechnical engineer recommended stabilizing the subgrade by excavating 2 feet
deeper than the planned excavation and placing a 2 -foot thick layer of/. -inch crushed
aggregate base that is wrapped in filter fabric to create a stable construction surface.
Backfill of the overexcavation continued after the subgrade was stabilized.
The overexcavation below proposed site improvements such as the retaining wall and
pavements extended at least 1 foot and 2 feet below the proposed subgrade elevation,
respectively. The bottoms of the overexcavations were processed, moisture
conditioned, and compacted similarly as previously described.
Field and Laboratory Testino
Field density testing performed on the processed excavation bottoms and compacted
backfill were in general accordance with the American Society for Testing and Materials
(ASTM) method ASTM D 6938, Standard Test Method for In -Place Density and Water
Content of Soil and Soil -Aggregate by Nuclear Methods (Shallow Depth).
Plate 1, Field Density Test Location Map, shows the locations of the tests and
overexcavation limits. The bottom elevations of the overexcavations are also shown on
Plate 1.
In general, field density tests were taken at approximately every one to two feet of
material placed and compacted. Field density test results are presented in the attached
tables, Soil Nuclear Gauge Field Density Results. The relative compaction of the fill
material was determined based on the maximum laboratory dry density of
representative soil samples collected from the site. The maximum dry densities and
optimum moisture contents of representative soil samples were determined according to
test method outlined in ASTM D 1557 "Standard Test Method for Moisture -Density
Relations of Soil and Soil -Aggregate Mixtures Using 10 -Ib Rammer and 18 -in. Drop".
Results of the laboratory tests are presented in Table 1, Maximum Dry Density and
Optimum Moisture Content.
2
Leighton
10768.004
Closure
Leighton appreciates the opportunity to be of service on this project. Should you have
any questions, or if we may be of further assistance, please contact us at your
convenience. The undersigned can be reached at (866) LEIGHTON, directly at the
phone extension and e-mail address listed below.
p.RD
N0.2811
Exp. 6j30/'Jl�
EC/gv
Respectfully submitted,
LEIGHTON CONSULTING, INC.
Edward Che, G.E. 2811
Associate Engineer
Ext. 4283, echeAleiahtonoroup.com
r Attachments: References
Plate 1 — Field Density Test Location Map
Soil Nuclear Gauge Field Test Results
Table 1 — Maximum Dry Density and Optimum Moisture Content
Distribution: (1) Addressee
(3) Jon Hughes, Griffin Structures, Inc.
(1) Terry Stohler, Consolidated Contracting Services, Inc.
4
Leighton
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% m: (M) 250.1421 I Fer:(049) Z`,IF1114
Soil Nuclear Gauge Client: Project:
FIELD TEST RESULTS Environmental Nature Center
10768.004
Report Date: 11/13/2018
ENC Preschool Const - GEO&Mtl Test- GDC -SI
Teat Method: ASTM D 6938
746 Dover Drive
16th Sheet
Newport Beach, CA
Page 1 of 4
Test Results
Tom #
Retest Teat
or Date
Proctor ID Method
Soil
CWemcatlon
Optimum
Moisture
%
Maximum In Place
Dry Denalry Moisture
%
In Place Prose MINMax
Dry Density Depth Percent Comp
In Compaction %
Remark
1
7116/18
07-16-18, #1, B
Fill Mus
SM
8.0
131.0 9.4
118.0
8 90 901100
DP
2
7/17/18
07-1&18,#I, B
FIII Mix
SM
8.0
131.0 10.7
118.2
8 90 90/100
DP
3
7/17/18
07-16-18,41, 8
Fill Mus
SM
8.0
131.0 10.9
119.7
8 91 90/100
DP
4
7118/18
07-06-18,#1, B
FIII Mix
SM
8.0
131.0 10.9
118.8
8 91 90/100
DP
5
7118/18
07-1&18,#1, B
FIII Mix
SM
8.0
131.0 9.3
119.1
8 91 90/100
DP
6
7/1811807-1&18,#1,
B
FIII mi.
SM
8.0
131.0 9.0
1182
8 90 90/100
DP
7
7/19118
07-i&18,#1, B
Fill M&
SM
8.0
131.0 8.9
119.1
8 91 90/100
DP
8
7/19118
07-16-18, #1, B
FIII Mix
SM
8.0
131.0 10.7
119.7
8 91 901100
DP
Test Information
Test TM Location
Elevation Reference
Gauge
Make/Modal/SN/Ce nftd
Fleld Technician
1
Compacted Fill (CF):
Northeast Drivewe
58.0
CPN / MCI -Bite 1310701 1/5/2018
Fernandez, Richard
2
Compacted Fill (CF): Northeast Retaining Wall Area
53.0
CPN/MCI-Bite/ 31070/1/6/2018
Fernandez, Rlcham
3
Compacted Fill (CF):
Northeast Retaining Wall Amar
56.0
CPN/MCI-Bite 131070/l/5/2018
Fernandez, Richard
4
Compacted Fill (CF):
North Retaining Wall Area
53.0
CPN/MCI-Bim/31070/1/612018
Femandez, Richard
5
Compacted Fill (CF):
North Retaining Well Are&
54.0
CPN / MCI -She / 310701 1/5/2 018
Fernandez, Richard
6
Compacted Fill (CF)!
North Retaining Wall Area
55.0
CPN / MCI -Elite 1310701115/2018
Fernandez, Richard
7
Compacted Fill (CF:
North Retaining Well Area
54.0
CPN / MCi-Site / 3107 0 / 1/5/2018
Femande; Richard
8
Compacted Fill (CF):
North Retaining Wall Area
53.0
CPN IMC1-Sire 13107011/5018
Fernandez, Richard
- Remarries
Comments
DP: Density PassTeSIS are °01mA TransmlW1W MTOMW A) UNess pone d eph as a noted
°eaa ftw.eaU#e Calemaon date on file wM Me arming agemy.
Page 1 of 4
Leighton Consulting, Inc
rvFBgACo
17 l awes
InIn'M M14
Pho e: (W) fb0'14 I IF.: (ate). I tI3
Soil Nuclear Gauge Client: Project:
FIELD TEST RESULTS Environmental Nature Center
10768.004
Report Date: 11/1312018
ENC Preschool Const- GEO&Mtl Test - GDC -SI
Test Method: ASTM D 6938
745 Dover Drive
Test Results
16th Street
Newport Beach, CA
Page 2 of 4
Test Results
Teat#
Relent Teal
Of Date
Practar lD
Method
Soil
DlusMcatlon
Optimum
Molature
Maximum
DryDenalry
In Plxa
Moisture
%
In Place Probe
DryDenelry Depth Pmcera
In Co on
MInlMex
Comp.
%
Remark
9
7/19/18
07-16-18.#1,
FIII Mix
B
SM
8.0
131.0
9.8
119.9
8 92
80/ 100
OP
10
7/20/18
07-1618, #1,
FIII Mu
B
SM
8.0
131.0
10.3
118.9
8 91
90/ 100
DP
11
7/20/18
07-16A8,41,
Fit Mix
B
SM
8.0
131.0
9.2
118.8
8 91
90/100
DP
12
7/20/18
07-1618, #1,
Fill Min
B
SM
8.0
131.0
11.5
118.4
8 90
90/100
DP
79
7/20/18
07-16-18,#1,
FIII Mix
B
SM
8.0
131.0
9.1
118.1
8 90
90/100
DP
14
7/23/18
07-0618, #1,
Fill Mk
B
SM
8.0
131.0
9.0
118.3
8 90
001100
DP
15
7/2388
07-1618,#1,
FlM4
B
SM
8.0
131.0
102
1189
8 91
90/100
OP
16
7/23/18
07-16-18,#1,
FIII Mu
B
SM
8.0
131.0
11.1
117.7
8 90
90/100
DP
Test Information
Teat# Teat Lo0ailon
Elevation Reference
Gauge
Maks/Moral/SN/Calibrated
Floitl Technician
9
Compacted Fill(CF):
North Retainin Wall Area
52.0
CPN/MCI-Elite/ 3107011/5Y2018
Fernandez, Richard
10
Compacted Fiill(CF):
Northern Slope
66.0
CPN/MCI-Elite/ 31070/ 1/51018
Fernandez. Richard
11
Com acted Fill (C
: NOMem Slo
58.0
CPN / MCI -Ellie / 31070 / 1/5/2018
Fernandez; Richard
12
Cam acted FiII (C
: Northam Slope
59.0
CPN / MC7-Elite / 31070 / 1/5/2018
Femandez, Richard
13
Compacted Fill CFI: Northern Slope
60-0
CPN /MC7-Elite/31070/1/5/2018
Femandez, Richard
14
Compacted Fill (CF:
Northern Slope
61.0
CPN / MCI -Elite / 31070 / 102VI8
Femandez. Richard
15
Compacted Fill (CF):
Tot Lot Area
55.5
CPN/MCI-Elks/31070/1/5/20/8
Fernandez, Richard
16
Compacted Fill (OF):
Tot Lot Area
55.0
CPN/MCI-Elite/ 310701 1/5/2018
Fernandez, Richard
Remarks
Comments
DP: Density Paas
Teen are -urect Trammiselon-(We A) uNase Probe depth Is need as
BecNscatteP. Gauge calNraeon data on Newsh the testing agency.
Page 2 of 4
Leighton Consulting, Inc
19781 Caxw
ft n M14
Z.; (NO) 260.1421 IF.: (8!9) 2661114
Soil Nuclear Gauge
FIELD TEST RESULTS
Report Date: 11/13/2018
Test Method: ASTM D 6938
Client: Project:
Environmental Nature Carder 10768.004
ENC Preschool Const
745 Dover Drive
16th Street
Newport Beach, CA
GEOBMII Test - GDC -SI
Page 3 of 4
Test Results
TM#
Releat Test
of Date
Proctor ID Method
Soil
Cleumoodon
Moisture
D Densmum i
ty
DryPC"
In Place
Molsoms
Dry n Plegia Probe MlMdax
dna Compaction Camp
Remark
17
7124/18
07-16-18,#1,
Fill Mix
B
SM
8.0
131.0
12.4
118.5
8 90 90/100
DP
18
7/24/18
07-16.18, #1,
FlII Mb(
B
SM
8.0
131.0
9.8
118.9
8 91 90/100
DP
19
7/24118
07-16-18,#1,
Fill MIX
B
SM
8.0
131.0
10.1
121.4
8 93 90/100
DP
20
7/25/18
07-16-18,#l,
FIII Ma
B
SM
8.0
131.0
112
117.6
8 90 901100
OP
21
7/25/18
07-16-18,#1,
Fill Ma
B
SM
8.0
131.0
11.8
118.0
8 90 196/100
DP
22
726118
07-16-18,#1,
Fill Mix
B
SM
8.0
1 131.0
9.8
118:51
8 90 BD/100
DP
23
7/26118
07-16-18,#1,
FII Mix
B
SM
8.0
131.0
11.7
119.5
8 91 9D/100
DP
24
7)W18
07-16-18. #1,
FIII Mix
8
SM
8.0
131.0
9.1
121.3
8 93 90/100
DP
Test Information
Test #
TM Location
Elevation Reference
Gauge
Make/Model/SN/Calibrated
Flald Technician
17
Compacted FN (QF):
South Access Road
54.0
CPN / MCI -Ellie / 31070 / 1/6/2018
Fernandez, Richard
18
Compacted FIII (CF): South Access Road
55.0
CPN / MCI -Elite /31070 / 1/5/2018
Fernandez, Richard
19
Compacted FlII CF]: South Access Road
545
CPN / MC7-Elite / 310701 1/5/201 8
Fernandez, Richard
20
Compacted FlII (CF:
South Building
51.0
CPN / MCI -Elite / 310701115=18
Fernandez, Richard
21
Compacted Fill
:South Building
52.0
CPN /MC7-Elite/ 3107011/52018
Fernandez, Richard
22
Compacted Fill (CF):
South Building
64.0
CPN/MCI-Elite/31070/1/6/2018
Fernandez. Richard
23
Compacted Fill (CF):
North Building
51.0
CPN /MCI-EIBe/31070/1/5/20/8
Fernandez, Richard
24
Compacted Fill (CF):
North Building
52.0
CPN/MCI-Else 13107011152018
Fernandez, Richard
Remarks
Comments
DP: Density Pecs
Tests ere'ORMI Tretremission' (Method A) unless probe tlapM Is noretl es
'Backscatter•. Gauge calibmaondate On fllewflh 0a mslin agency.
Page 3 of 4
Leighton Consulting, Inc
1Y 0a
rant a .
IrvFe,CAM14
Peen: (809) 21,121 I Fm: ")MM -1114
Soil Nuclear Gauge client: Project:
FIELD TEST RESULTS Environmental Nature Center
10768.004
Report Date: 11/13/2018
ENC Preschool Comet - OEO&Mtl Test - GDC -SI
Teat Method: ASTM D 6938
745 Dover Dave
Test Results
16th Street
Newport Beach, CA
Page 4 of 4
Test Results
Teats
ROW Teat
Of Date
Proctor ID
Method
Son
Classification
DMMoisture
%
In Place
Dry
D Denaimum m Moisture
lace
n PDens ltY
D
Dry
Probe
M nre
MULUM
Percent Com
Com etlon R
Remark
25
7/28/18
07-16-18,#1,
FII Mix
8
SM
8.0
131.0 102
118.5
8
90 90/100
DP
26
7/27/18
07-16-18,#1,
FIII Mix
B
SM
8.0
131.0 8.9
121.0
8
92 90/100
DP
27
7/27118
0746-t8.#1,
FBI M&
B
SM
8.0
131.0 11.8
120.1
8
92 801100
DP
28
7/27/18
07-1618, #1,
Fin Mix
B
SM
8.0
131.0 10A
119.9
8
92 90/100
DP
28
7127/18
07-1618, #/,
PHI Mix
B
SM
8.0
131.0 10.6
119.3
8
91 90/100
OP
30
7/30118
07-1618,#1,
FIII MLI
B
SM
8.0
131.0 102
120.2
8
92 90/10D
DP
31
7/30118
07-16-18, #1,
FII Mix
B
SM
8.0
131.0 11.5
120.0
8
92 90110D
DP
Test Information
Testa Test Location
Elevation Reference
Gauge
Model/8N/Calibrated
Field Technician
25
Com cted FBI (Cr):
North Builds
63.0
CI -Erne 1310701 1/5/2018
Fernandez, Richard
26
Compacted Fill(CiSouth
of Buildings
53.0
C7 -Elite/ 310701115!2018
Fernandez, Richard
27
Compacted FII
: Area between Buildings
54.0
CI -E Ite / 31070 / 1/5/2018
ECPN
Femandez, Richard
28
Compacted Fill (CF),
Padding Lot
54.0
Ct-Ems /31070 / 1/5/2018
Fernandez, Richert
29
Compacted FIII (OP):
Nate Building54.0
CI -Elle /31070 /1/5/2018
Fernandez, Richard
30
Compacted Fill (Ci
North Bulldin
55.0
MCI-EIDe /31070 / 1/5/2018
Fernandez. Richard
31
Compacted Fill (CF):
South Bulldin
55.0
C1-Elife / 31070/ 1/5/2018
Fernandez, Richard
Remarks
Comments
DP: Density Pass
Teele eb'Dibct TbmmleebA' (Method A) them probe depth b hated ee
'Beckecallee. 0avcx Withathc dab on file wilt ft Nsgrg agam.
Page 4 of 4
10766.004
Table 1
Maximum Dry Densities and Optimum Moisture Contents
Sample
Location
Soil
Maximum Dry
Optimum
Moisture Content
No.
Description
Density (pci)
1
Driveway
Silty Sand
131.0
8.0
Area
(SM)
10768.004
REFERENCES
Leighton Consulting, Inc., 2017, Geotechnical Exploration Report, Proposed
Environmental Nature Center Preschool, 745 Dover Drive, Newport Beach,
California, Project No. 10768.001, dated December 5, 2014 (revised July 27,
2017).
LPA, 2018, Precise Grading Plan, Environmental Nature Center Preschool, 745 Dover
Drive, Newport Beach, California, 92663, dated May 17, 2018.
r
Leighton
From.
CITY OF NEWPORT BEACH
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING DIVISION
100 Civic Center Drive I P.O. Box 17681 Newport Beach, CA 92658-8915
www.newportbeachca.gov 1 (949) 644-3200
CIVIL ENGINEER'S CERTIFICATION FORM
Kathereen Shinkai, PE
LPA Inc.
ATTENTION: GRADING ENGINEER, BUILDING DIVISION
GPC No.: X 2017 2426
Project Names:
Date:
12/19/2018
Tract/Subdivision/Lot No.: Rough: x Final:
Environmental Nature Center Preschool
Owner/Developer: Environmental Nature Center
Type of Project:
_ Tract: Drainage
_ Commercial X Other
Industrial
Yardage for Project:
850Cut: 171 Borrow:
1021 Fill: _ Export:
Notes:
Preschool
Notes:
I hereby approve the grading for 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: 11/24/2018 in conformance with, precise grading with the following
changes to the approved grading plan. plan
Description of Changes: Only the Classroom Building pad is certified at this time.
Company: LPA Inc.
Name: Kathereen Shinkai, PE
(vrinU
License No.: C68369 (RCE/LS)
R.C.E.
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
From,* Date:
Kathereen Shinkai, PE 8/05/2019
LPA Inc.
ATTENTION: GRADING ENGINEER, BUILDING DIVISION
GPC No.: X 2017 2426 Tract/Subdivision/Lot No.: Rough: _Final: -A
—
Project Names: Environmental Nature Center Preschool
Owner/Developer: Environmental Nature Center
Type of Project: Notes:
Tract: _ Drainage Preschool
Commercial x Other
Industrial
Yardage for Project: Notes:
976 Cut: N/A Borrow: Total export increased 220yds with the excavation
60Z Fill: 589 Export: required for safety mulch sections.
I hereby approve the grading for this project in accordance with my responsibilities under the
City Grading Code. I have inspected the project and hereby certify that ail areas exhibit positive
surface flow to public ways or City approved drainage devices.,, , :Thdl� grad Ing has been
completed: 05/2019 in conformance with,precisedl 4+Niyh:; fhg following
changes to the approved grading plan. plana° <'f ¢(;;i+{
Description of Changes: a
L3.3 =knY r �° rrt
Company: LPA Inc.
Name: Kathereen M. Shinkai , r
(PA) (sign)
License No.: 68369 (RCE/LS)
FormACM1 Engineer's CartlflcaUon Form 13.13