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CITY OF NEWPORT BEACH March 16, 2017
Building Department Project No. SC883.2
100 Civic Center Drive
Newport Beach, CA 92660
Subject: COMPACTION REPORT FOR PLACEMENT OF FILL
WITHIN LIMITS OF RESIDENTIAL BUILDING PAD
AND SHORING CAISSON BOREHOLES AT
4527 ROXBURY ROAD
CORONA DEL MAR, CALIFORNIA
City of Newport Beach Permit No.: 2821-2015
References:
1. "Geotechnical Investigation for Proposed Residential Development Located, at 4527 Roxbury Road, Corona
Del Mar, California (Cameo Shores), California," by EGA Consultants, LLC, dated July 21, 2015 .
2. "Foundation, Shoring, and Retaining Wall Plans, Fakhimi Residence, 4527 Roxbury Road, Newport Beach,
CA," by Core Structure, Inc., dated March 22, 2016.
To City Building/Grading Officials:
In accordance with the City of Newport Beach building requirements, we are submitting this
compaction report for the grading of the subject building pad. This report includes the test
results performed at the subject lot during the placement of on-site soil material in the area of
the proposed residential building pad. The site earthworks (excavation) operations were
performed by the sub -contractor, Don Goodwin, Inc. Conventional grading was not performed
as the entire footprint is subterranean basement where over -excavation was not necessary
(100% bedrock bottoms).
Excavation and grading of the subject lot commenced on October 3, 2016 and was complete by
March 14, 2017. The lower basement represents the entire pad which was excavated to the
basement slab subgrade. Note: the basement portion of the building pad was created by
placing 6 inches of fill over approximately 6 to 14 ft. of cut. The site drainage is gravity -fed to
Fairfield Road, and no sump pumps are necessary.
Note: due to setbacks of the existing neighboring building adjacent to each side yard boundary,
caisson drilling and shoring installation was performed during our continuous observations. The
Shoring Plans were provided by Core Structures, Inc. In accordance with the above -
referenced Shoring Plan by Core Structures, Inc., on October 17, 2016, through November 23,
2016, a total of fifty-four (54), 29" to 36" diameter caisson boreholes were drilled to total depths
of 35 feet to 41 feet below the upper pad elevation. The drilling sub -contractor was Leon
Krous Drilling, Inc., employing a SR30 drill rig crane. Representatives from our firm inspected
and confirmed that each of the fifty-four boreholes extend into competent native materials. The
caisson embedments meet or exceed the specifications outlined by Core Structures, Inc. in the
Site Shoring Plan. The drilled Pier Schedule is presented as Table 3, herein. Also, see a copy
of the Caisson Layout Plan, attached.
375-C Monte Vista Avenue - Costa Mesa, CA 92627 - (949) 642-9309 • FAX (949) 642-1290
Prior to the placement of fill, the excavation bottoms were inspected and approved by a
Certified Engineering Geologist employed by EGA Consultants. The exposed surface was
scarified, moisture conditioned and recompacted to a minimum of 90% relative compaction.
Field density test results are tabulated on Table 1, Summary of Field Density Tests.
One Caterpillar 973 front loader and one Caterpillar 289 tractor were utilized for the purpose of
compaction and grading control. Water was added via a 2 -inch fire hose and moisture contents
were at near -optimum moisture levels. All earthwork operations were performed under
continuous observations by this firm and were performed in accordance with geotechnical
specifications outlined in the referenced soils report dated July 21, 2016.
The building pad was graded in accordance with the 2013 CBC and the City of Newport Beach
Building standards and are approved for construction. Based on our continuous observations
and testing, the subject and adjacent sites are not impacted by the site grading operations to
date.
This report includes the test results performed at the subject site during the placement of on-
site and imported soil material in the area of the proposed building pad. Additional
observations and testing are required in areas to receive exterior improvements
(driveway approach, patio flatwork, drainage, etc.) and utility trench backfill.
I certify that all rough grading work was done in compliance with the above -referenced soils
report and the work complies with City of Newport Beach grading regulations. All soils values
and geotechnical specifications outlined in the Soils Report remain valid.
This opportunity to be of service is appreciated. If you have any questions, please call.
Very truly yours,
EGA Consultants, LLC
DAVID A. WORTHINGTON CEG 2124
Principal Engineering Geologist
Copies: (2) Addressee
(1) SC Homes, Inc. Ann: Jeremy Rogers
PAD CERTIFICATION REPORT:
4527 Roxbury Rd., Newport Beach (CDM), CA
Project No. SC883.2
March 16, 2017
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TABLE 1
SUMMARY OF MOISTURE DENSITY RELATIONSHIPS
(ASTM: D1556)
"FG" = Finish Grade (Ground Level Pad).
Note: the Basement Pad was created by scarifying the bottom 6 inches and re -compacting to the
basement slab subgrade elevation.
TABLE 2
SUMMARY OF MAXIMUM DENSITY TEST
(ASTM D 1557)
Sample
FE:::]Location
pth
Dry
Moisture
Maximum
Optimum
Relative
low
Density
Content
Density
Moisture
Compaction
ISWCBasement
d ft
PCF
%
PCF
°/,
G
113.0
12.5
120.5
11.5
94
FD -2
FG
112.1
12.0
120.5
11.5
93
NWC
Basement
Basement
FD -3
FG
115.7
13.1
120.5
11.5
96
Central
Basement
Basement
FD -4
FG
114.8
13.0
120.5
11.5
95
Garage
Basement
Basement
FD -5
FG
115.8
12.6
120.5
11.5
96
SWC
Basement
Basement
"FG" = Finish Grade (Ground Level Pad).
Note: the Basement Pad was created by scarifying the bottom 6 inches and re -compacting to the
basement slab subgrade elevation.
TABLE 2
SUMMARY OF MAXIMUM DENSITY TEST
(ASTM D 1557)
Sample
FE:::]Location
Maximum
Density
Optimum
Moisture
Pcffol
Fill (per Soils Report dated 7/21/16)
120.5
11.5
PAD CERTIFICATION REPORT:
4527 Roxbury Rd., Newport Beach (COM), CA
Project No. SC886.2
March 16, 2017
TABLE 3
SUMMARY OF CAISSON EXCAVATION OBSERVATIONS
Caisson/Pile
Number
SP -1
Date
Completed
10/31/2016
Caisson/Pile
Diameter
32"
Total
Depth
below pad elev.
41.0 ft.
SP -2
11/1/2016
32"
35.0 ft.
SP -3
11/2/2016
32"
36.0 ft.
SP -4
11/3/2016
36"
40.0 ft.
SP -5
11/2/2016
36"
40.0 ft.
SP -6
11/3/2016
36"
40.0 ft.
SP -7
11/2/2016
36"
40.0 ft.
SP -8
11/9/2016
36"
40.0 ft.
SP -9
10/17/2016
32"
36.0 ft.
SP -10
10/20/2016
32"
35.0 ft.
SP -11
10/17/2016
32"
36.0 ft
SP -12
10/20/2016
32'
36.0 ft.
SP -13
10/17/2016
32"
36.0 ft
SP -14
11/3/2016
32"
36.0 ft
SP -15
11/9/2016
32"
35.0 ft
SP -16
10/17/2016
32"
36.0 ft
SP -17
11/19/2016
36"
41.0 ft.
SP -18
11/9/2016
36"
40.0 ft.
SP -19
11/19/2016
36"
40.0 ft.
SP -20
11/8/2016
36"
40.0 ft.
SP -21
11/15/2016
36"
40.0 ft.
SP -22
10/19/2016
32"
35.0 ft.
SP -23
10/28/2016
32"
35.0 ft.
SP -24
10/31/2016
32"
35.0 ft.
SP -25
10/25/2016
32"
35.0 ft.
SP -26
11/7/2016
36"
40.0 ft.
PAD CERTIFICATION REPORT:
4527 Roxbury Rd., Newport Beach (CDM), CA
Project No. SC663.2
March 16, 2017
PAD CERTIFICATION REPORT:
4527 Roxbury Rd., Newport Beach (CDM), CA
Project No. SC883.2
March 16, 2017
Caisson/Pile
Number
Date
Completed
Caisson/Pile
Diameter
Total
Depth
below ad elev.
SP-27
11/21/2016
36"
40.0 ft.
SP-28
11/22/2016
36"
40.0 ft.
SP-29
11/11/2016
36"
40.0 ft.
SP-30
11/21/2016
36"
40.0 ft.
SP-31
11/4/2016
36"
40.0 ft.
SP-32
10/25/2016
36"
40.0 ft.
SP-33
10/18/2016
32"
35.0 ft.
SP-34
10/26/2016
32"
35.0 ft.
SP-35
10/31/2016
32"
35.0 ft.
SP-36
10/26/2016
32"
35.5 ft.
SP-37
10/28/2016
32"
35.0 ft.
SP-38
11/1/2016
32"
35.0 ft.
SP-39
10/26/2016
32"
35.0 ft.
SP-40
10/27/2016
32"
35.0 ft.
SP-41
10/26/2016
32"
36.0 ft.
SP-42
11/1/2016
32"
35.0 ft.
SP-43
10/25/2016
32"
35.0 ft.
SP-44
10/31/2016
32"
35.0 ft.
SP-45
11/4/2016
36"
40.0 ft.
SP-46
11/8/2016
36"
40.0 ft.
SP-47
11/23/2016
36"
40.0 ft.
SP-48
11/22/2016
36"
40.0 ft.
SP-49
11/23/2016
36"
40.0 ft.
SP-50
11/22/2015
32"
37.0 ft.
SP-51
11/11/2016
29"
36.0 ft.
SP-52
11/18/2016
29"
35.0 ft.
SP 53
10/28/2016
29"
35.0 ft.
SP-54
10/19/2016
29"
35.0 ft.
PAD CERTIFICATION REPORT:
4527 Roxbury Rd., Newport Beach (CDM), CA
Project No. SC883.2
March 16, 2017
V
NOTE: Each caisson excavation extends a minimum of 25 feet into competent bedrock.
All caisson excavation bottoms were inspected and noted to be free of loose debris and pre -
moistened prior to steel placement and concrete pour. Excavations, caisson drilling, lagging, and
preparations were performed in accordance with the referenced soils report by EGA Consultants,
and Shoring Plan by Core Structures, Inc.. The annulus spaces behind the timber lagging was
backfilled by a combination of spoils compacted via pogo mechanical wacker coupled with 2 -sack
slurry via a 2 -hose accessed through cut porthole slots. Backfill was performed during our
oversight, observations and documentation.
PAD CERTIFICATION REPORT:
4527 Roxbury Rd., Newport Beach (CDM), CA
Project No. SC883.2
March 18, 2017 6
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CITY OF NEWPORT BEACH May 24, 2019
Building Department Project No. SC883.3
100 Civic Center Drive
Newport Beach, CA 92660
Subject: FINAL GRADING CERTIFICATE
HARDSCAPE COMPACTION, UTILITY TRENCH
and RETAINING WALL BACKFILL
at NEW RESIDENTIAL PROPERTY LOCATED AT
4527 ROXBURY ROAD
CORONA DEL MAR, CALIFORNIA
City of Newport Beach Permit No.: 2821-2015
References:
1. "Geotechnical Investigation for Proposed Residential Development Located, at 4527 Roxbury Road, Corona
Del Mar, California (Cameo Shores), California," by EGA Consultants, dated July 21, 2015.
2. "Foundation, Shoring, and Retaining Wall Plans, Fakhimi Residence, 4527 Roxbury Road, Newport Beach,
CA," by Core Structure, Inc., dated March 22, 2016.
To City Building/Grading Officials:
In accordance with the City of Newport Beach building and grading requirements, we are submitting this
final compaction report for the temporary shoring drilling/installation, grading of the full basement building
pad, utility trench backfill, retaining walls backfill, and exterior improvements.
This report covers both the upper exterior grade and the lower basement pad (with approach, multiple
planter boxes and retaining walls). Conventional grading was performed only for the upper building pad,
as the entire lower footprint is subterranean basement where over -excavation was not necessary (100%
bedrock bottoms to be overlain by a layer of crushed rock for the sub -mat slab blanket drainage). The site
earthworks operations were performed by the sub -contractors, Don Goodwin, Inc. Excavation and
grading of the subject lot commenced on October 3, 2016 and was completed on March 14, 2017. The
retaining/basement wall backfill, pool/spa prep and hardscape was completed by May 23, 2019.
The lower basement represents the entire pad which was excavated to the basement slab subgrade.
Note: the basement portion of the building pad was created by placing 6 inches of fill over approximately 6
to 14 ft. of cut. The site drainage is gravity -fed to Fairfield Road, and no sump pumps are necessary.
Due to setbacks of the existing neighboring building adjacent to each side yard boundary, caisson drilling
and shoring installation was performed during our continuous observations. The Shoring Plans were
provided by Core Structures, Inc. and approved by the City of Newport Beach Building Department (see
referenced 2, above). In accordance with the above -referenced Shoring Plan by Core Structures, Inc.,
on October 17, 2016, through November 23, 2016, a total of fifty-four (54), 29" to 36" diameter caisson
boreholes were drilled to total depths of 35 feet to 41 feet below the upper pad elevation. The drilling sub-
contractor was Leon Krous Drilling, Inc., employing a SR30 drill rig crane. Representatives from our firm
inspected and confirmed that each of the fifty-four boreholes extend into competent native materials. The
caisson embedments meet or exceed the specifications outlined by Core Structures, Inc. in the Site
Shoring Plan. The drilled Pier Schedule is presented as Table 3, herein.
Prior to the placement of fill, the excavation bottoms were inspected and approved by a Certified
Engineering Geologist employed by EGA Consultants. The exposed surface was scarified, moisture
conditioned and recompacted to a minimum of 90% relative compaction. Field density test results are
tabulated on Table 1, Summary of Field Density Tests.
375.-C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290
One Caterpillar 973 front loader, one Caterpillar 289 tractor, one Caterpillar 308E mini -excavator, coupled
with wackers/vibratory plates were utilized for the purpose of compaction and grading control. Water was
extensively added via a 2 -inch fire hose and moisture contents were at near -optimum moisture levels. All
earthwork operations were performed under continuous observations by this firm and were performed in
accordance with geotechnical specifications outlined in the soils report dated July 21, 2015.
For all site retaining/subterranean walls, we have observed the installation of the min. 4 -inch dia. PVC
retaining wall back -drain pipes (SDR 35 or equiv.) backfilled with %-inch crushed rock wrapped in filter
fabric ("geofabric"). The PVC pipes were placed with perforations -down, length -wise along the flowlines
behind the new retaining walls. The new subterranean backdrains are tight -lined via solid pipes (min. fl-
inch dia.),which gravity -discharge to the cored curbface at Fairfield Drive.
Additionally, prior to the placement of %-inch gravel backfill in the lower H/3 of the wall backfill, the
excavation bottoms were inspected and approved by a representative of the Certified Engineering
Geologist employed by EGA Consultants.
All basement/retaining wall backfill was inspected/tested/documented and approved by a qualified
representative of EGA Consultants. Spoils used as backfill above the filter fabric were compacted to a
minimum of 90% relative compaction. The backdrains and backfill were approved and are suitable for the
intended use from a geotechnical standpoint
I certify that all shoring, grading and compaction work was done in compliance with the soils report for this
project and the work complies with City of Newport Beach grading regulations. All soils values and
geotechnical specifications outlined in the soils report remain valid.
Based on our continuous observations and testing, the subject and adjacent sites are not impacted by the
site grading operations.
This opportunity to be of service is appreciated. If you have any questions, please call
Very truly yours,
EGA Consultants, Inc.
��EFIED
Q Wormli7gta
DAVID A. WORTHINGTON CEG 2124
)f No, CECpyzq
Principal Engineering Geologist
CER Eb /I2
N-� ENGINEERIN�t
46. GEOCOG(ST
Copies: (2) Addressee
(1) SC Homes, Attn: Jeremy Rogers
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l'' ��ALtF%
FINAL COMPACTION REPORT:
4527 Roxbury Road, Corona Del Mar, CA
Project No. SC883.3
May 24, 2019
TABLE 1
SUMMARY OF MOISTURE DENSITY RELATIONSHIPS
(ASTM: D1556)
Sample
Depth,
-Dry
Moisture
Maximum
Optimum
Relative
Number/
Below
Density
Content
Density
Moisture
Compaction
Location
Pad ft
PCF
%
PCF
FD -1
FG
113.0
12.5
120.5
11.5
94
SWC
Basement
Basement
FD -2
FG
112.1
12.0
120.5
11.5
93
NWC
Basement
Basement
FD -3
FG
115.7
13.1
120.5
11.5
96
Central
Basement
Basement
FD -4
FG
114.8
13.0
120.5
11.5
95
Garage
Basement
Basement
FD -5
FG
115.8
12.6
120.5
11.5
96
SWC
Basement
Basement
FD -6
6.0
108.8
13.0
120.5
11.5
90
Retaining
Wall Backfill
FD -7
4.0
111.8
12.4
120.5
11.5
93
Retaining
Wall Backfill
FD -8
2.5
110.9
12.1
120.5
11.5
92
Retaining
Wall Backfill
FD -9
5.5
110.1
13.5
120.5
11.5
91
Retaining
Wall Backfill
FD -10
4.0
111.7
12.0
120.5
11.5
93
Retaining
Wall Backfill
FD -11
2.5
111.1
12.7
120.5
11.5
92
Retaining
Wall Backfill
FD -12
1.5
114.0
12.5
120.5
11.5
95
Retaining
Wall Backfill
FD -13
3.5
109.5
13.0
120.5
11.5
91
Retaining
Wall Backfill
FINAL COMPACTION REPORT:
4527 Roxbury Road, Corona Del Mar, CA
Project No. SC883.3
May 24, 2019
FD -14
2.0
112.8
11.5
120.5
11.5
94
Retaining
SP -2
Fill (per Soils Report dated July 21, 2015)
120.5
11.5
SP -3
11/2/2016
Wall Backfill
36.0 ft.
SP -4
11/3/2016
36"
40.0 ft.
SP -5
FD -15
2.0
113.6
12.0
120.5
11.5
94
Retaining
Wall Backfill
FD -16
1.0
108.7
13.5
120.5
11.5
90
Util Trench
Backfill
FD -17
FG
109.9
13.1
120.5
11.5
91
Util Trench
Backfill
FD -18
FG
114.9
11.4
120.5
11.5
95
Hardscape
FD -19
FG
117.0
11.5
120.5
11.5
97
Approach
FD -20
FG
113.6
11.4
120.5
11.5
94
Hardscape
"FG" = Finish Grade (Ground Level Pad).
Note: the Basement Pad was created by scarifying the bottom 6 inches and re -compacting to the basement
slab subgrade elevation.
TABLE 2
SUMMARY OF MAXIMUM DENSITY TEST
(ASTM D 1557)
Sample
Maximum
Optimum
Location
Density
Moisture
32"
Pof
SP -2
Fill (per Soils Report dated July 21, 2015)
120.5
11.5
TABLE 3
SUMMARY OF CAISSON EXCAVATION OBSERVATIONS
Caisson/Pile
Number
Date
Completed
Caisson/Pile
Diameter
Total
Depth
below pad elev.
SP -1
10/31/2016
32"
41.0 ft.
SP -2
11/1/2016
32"
35.0 ft.
SP -3
11/2/2016
32"
36.0 ft.
SP -4
11/3/2016
36"
40.0 ft.
SP -5
11/2/2016
36"
40.0 ft.
FINAL COMPACTION REPORT:
4527 Roxbury Road, Corona Del Mar, CA
Project No. SC883.3
May 24, 2019
Caisson/Pile
NumberCompleted
Date
Caisson/Pile
Diameter
Total
Depth
below pad elev.)
SP -6
11/3/2016
36"
40.0 ft.
SP -7
11/2/2016
36"
40.0 ft.
SP -8
11/9/2016
36"
40.0 ft.
SP -9
10/17/2016
32"
36.0 ft.
SP -10
10/20/2016
32"
35.0 ft.
SP -11
10/17/2016
32"
36.0 ft
SP -12
10/20/2016
32"
36.0 ft.
SP -13
10/17/2016
32"
36.0 ft
SP -14
11/3/2016
32"
36.0 ft
SP -15
11/9/2016
32"
35.0 ft
SP -16
10/17/2016
32"
36.0 ft
SP -17
11/19/2016
36"
41.0 ft.
SP -18
11/9/2016
36"
40.0 ft.
SP -19
11/19/2016
36"
40.0 ft.
SP -20
11/8/2016
36"
40.0 ft.
SP -21
11/15/2016
36"
40.0 ft.
SP -22
10/19/2016
32"
35.0 ft.
SP -23
10/28/2016
32"
35.0 ft.
SP -24
10/31/2016
32"
35.0 ft.
SP -25
10/25/2016
32"
35.0 ft.
SP -26
11/7/2016
36"
40.0 ft.
SP -27
11/21/2016
36"
40.0 ft.
SP -28
11/22/2016
36"
40.0 ft.
SP -29
11/11/2016
36"
40.0 ft.
SP -30
11/21/2016
36"
40.0 ft.
SP -31
11/4/2016
36"
40.0 ft.
SP -32
10/25/2016
36"
40.0 ft.
SP -33
10/18/2016
32"
35.0 ft.
FINAL COMPACTION REPORT:
4527 Roxbury Road, Corona Del Mar, CA
Project No. SC883.3
May 24, 2019
Caisson/PileDate
Number
Completed
Caisson/Pile
Diameter
Total
Depth
below pad elev.
SP -34
10/26/2016
32"
35.0 ft.
SP -35
10/31/2016
32"
35.0 ft.
SP -36
10/26/2016
32"
35.5 ft.
SP -37
10/28/2016
32"
35.0 ft.
SP -38
11/1/2016
32"
35.0 ft.
SP -39
10/26/2016
32"
35.0 ft.
SP -40
10/27/2016
32"
35.0 ft.
SP -41
10/26/2016
32"
36.0 ft.
SP -42
11/1/2016
32"
35.0 ft.
SP -43
10/25/2016
32"
35.0 ft.
SP -44
10/31/2016
32"
35.0 ft.
SP -45
11/4/2016
36"
40.0 ft.
SP -46
11/8/2016
36"
40.0 ft.
SP -47
11/23/2016
36"
40.0 ft.
SP -48
11/22/2016
36"
40.0 ft.
SP -49
11/23/2016
36"
40.0 ft.
SP -50
11/22/2016
32"
37.0 ft.
SP -51
11/11/2016
29"
36.0 ft.
SP -52
11/18/2016
29"
35.0 ft.
SP -53
10/28/2016
29"
35.0 ft.
SP -54
10/19/2016
29"
35.0 ft.
NOTE., Each caisson excavation extends a minimum of 25 feet into competent bedrock.
All caisson excavation bottoms were inspected and noted to be free of loose debris and pre -moistened prior
to steel placement and concrete pour. Excavations, caisson drilling, lagging, and preparations were
performed in accordance with the referenced soils report by EGA Consultants, and Shoring Plan by Core
Structures, Inc.. The annulus spaces behind the timber lagging was backfilled by a combination of spoils
compacted via pogo mechanical wacker coupled with 2 -sack slurry via a 2 -hose accessed through cut
porthole slots. Backfill was performed during our oversight, observations and documentation.
FINAL COMPACTION REPORT:
4527 Roxbury Road, Corona Del Mar, CA
Project No. SC883.3
May 24, 2019