HomeMy WebLinkAboutX2017-0393 - SoilsX,2017-0393
600 /1aJr, �ar Dr
COLEMAN GEOTECHNICAL
470 WALD
IRVINE, CA 92618
PHONE (949) 872-2582 LAshoemaker@cs.com
GEOTECHNICAL ENGINEERING SERVICES
April 16, 2019
Suzanne Malherbe
207 181h St.
Huntington Beach, CA 92648
Attention: Ms. Suzanne Malherbe
Mr. Steve Welsh
Subject: Final Geotechnical Report
New Residence
600 Malabar Drive
Newport Beach, CA
Plan Check No. 1240-2016
Job No. 3169
Reference: Geotechnical Report of Precise Grading, New Residence
600 Malabar Drive, Newport Beach, CA. dated June 7, 2017, by Coleman
Geotechnical Inc., JN. 3169.
Dear Ms. Malherbe and Mr. Welsh:
This letter presents the results of our final observations and testing performed on this
project since the completion of precise grading. This report provides our observations
and testing of the footing excavations, presaturation testing, retaining wall backfill test-
ing, plumbing backfill observations, etc. Details concerning our observations and test-
ing performed during precise grading and installation of shoring are provided in the ref-
erenced report.
Earthwork Observations
The following geotechnical observations were made subsequent to precise grading:
Footing Excavations
The footing excavations for the new building structure were observed by this firm.
Probing of the footing excavations revealed that the excavations were firm and unyield-
i
3169Final.doc
ing and considered suitable for the intended design bearing pressure. The footings
were embedded into compacted manmade fill.
Buildina Pad Presaturation
The lower floor and garage floor subgrade soils were presaturated as recommended in
our Geotechnical Investigation Report for expansive soil purposes. The soil moisture
was tested prior to the installation of the underlayment items and found acceptable after
a few days of soaking with a water hose. Our tests revealed that the subgrade soil
moisture meets our recommended minimum moisture content.
East and West Building Walls and East Corner Yard Backfill
Extensive backfilling was needed behind the west and east building walls which are in
part retaining and are not supported on piles as is the longer northerly "shotcrete" re-
taining building wall. Both the west and east walls were initially installed with a sub -
drain which consisted of a 4 inch perforated Schedule 35 PVC Pipe enveloped in 1 cu-
bic foot per lineal foot of open -graded gravel. The gravel and pipe were enveloped in
filter fabric and placed near the base of each wall. Next, waterproofing bitumen sheets
were placed against the wall followed by the placement of Mira drain. The Mira drain
was tied into the subdrain.
Next, the backcut voids were then filled with both imported gravel and onsite native
soils. The'/ to % inch open -graded gravel was placed within a 2-3 foot wide strip from
the bottom of the wall to within 2 feet of the wall top. Beyond the non -expansive gravel
blanket, the balance of the void- which was quite extensive at the east corner of the
property; the backfill and compacted with onsite soils which consisted mostly of mixed
clays and silts.
The soils portion of the backfill was placed and compacted in 6 to 8 inch loose lifts
which was compacted with hand -operate tampers (wackers). Moisture was applied as
needed to facilitate compaction.
North Buildina Wall
The north building wall was constructed as a pile—supported "shotcrete" retaining wall
and is approximately 13 feet in height. Prior to placement of concrete, the wood lagging
was installed with hanger bolts and installed with Miradry waterproofing and a Miradrain
drainage mat. The lower portion of the Miradrain containing a number of evenly
spaced collection outlets which manifold into a single solid Schedule 80 PVC Pipe
which runs parallel and inside the front of the wall in a trench which was then backfilled
with sand/cement slurry. The outlet subdrain then is drained to the front of the property
into the storm drain retention basin. No significant backfill was needed behind the
north building wall except to fill the small void between the vertical backcut and the back
of the wood lagging which was grouted.
Lower Floor Slab Subarade
The subgrade soils were probed and found to be firm and unyielding. The soils were
then covered by the underlayment items such as the 4 inch gravel layer, sand layers,
and 15 mil Stego wrap vapor barrier.
2
3169Final.doc
The interior Plumbing Trenches
Imported pea gravel was placed within the pluming trenches and watered to obtain
compaction. These trenches are less than 18 inches deep. The trenches were ran-
domly probed and found to be form and unyielding.
Exterior Landscape Walls
A set of stacked segmental walls were constructed along the northwest and southeast
sides of the house as shown on the Precise Grading Plan. Each wall was s construct-
ed to a maximum height of 4 feet. Each wall was embedded at least 12 inches below
grade and placed on a 12 inches layer of gravel. 12 inches of gravel was also placed
behind each wall for drainage purposes. Next fill was compacted behind each wall to
the finished design surface grade. Fill depths ranged from approximately 2 to 4 feet
depending on location.
Storm Drain Retention Box
The various new subdrains and area drains for this property are routed into a prefabri-
cated concrete collection box located at the front of the property just inward from the
street. The temporary backcut behind the box sides varied from 2 to 3 feet wide and
were backfilled the sand /cement slurry.
Fill Materials
The materials used for fill consisted mostly of a mixture of native silty clay and clay silts
or imported granular materials. In most cases, import materials consisted of gravel.
The soils exposed near the finished pad grades are expansive and similar to the soil
tested during our initial investigation of the property which were found to have moderate
expansion potential (E.1.= 67).
Testing Procedures
In Place Density Tests
Maximum Density/Optimum Moisture
Expansion Index
Soluble Sulfates
ASTM D-2937
ASTM D-1557
UBC Test Method 18-2
ASTM D-516
The results of tests are presented on the attached "Table of Tests Results". The ap-
proximate location of tests are shown on the attached Geotechnical Plan, Page A
Closure
The results of our observations and density testing indicate that all earthwork specially
observed and tested by this firm was compacted to at least 90 percent relative compac-
tion and /or properly moisture conditioned in accordance with our recommendations
and the City of Newport Beach Grading Code. It is the owners' responsibility to main-
tain this property so that this site can continue to perform satisfactorily. The property
owner shall review and implement relevant items in the project maintenance guidelines
3169Final.doc
provided with our Geotechnical Investigation Report prepared for the property.
A copy of this document can be provided by this firm if requested.
Respectfully submitted,
COLEMAN GEOTECHNICAL,
078823
Jehu Johnson, P.E.
Exp. 9/30/19
Attachments: 1. Table of Test Results, 1-3 pp.
2. Geotechnical Plan
Cc;(1) Emailed to darrwelsh1@gmail.com
3169Final.doc
Lee Shoemaker, CEG 1961
Exp. 11/30/20
COLEMAN GEOTECHNICAL - TABLE OF TEST RESULTS
RELATIVE ELEVATIONS
J08 TEST TEST TEST
FIELD FIELD
OPTIMUM
MAXIMUM RELATIVE REMARKS
COMPACTION
No H—P
DATE LOCATION
TEST ORIG. FINAL MOISTURE DFNsiTv
MOISTURE
DENSITY
3159 M i T
8/30/2017 HOUSELOWER
99.5 100 907 09A
207
1n3 Ok
FLOOR
2 T
1111712017 GARAGE SLAB
99.5 100 94 R Q14
20.7
tca ok
3 T
11/17/2017 GARAGE SLAB
99.5 100 9A 9 OR R
20.7
103 ® ok
RW 1 T
912912017 EAST CORNER
88.5 100 995 Q4 7
20.7
100
2 T
9/2912017 EAST CORNER
90 100 99 A 09 A
20.7
1n3
3 T
10/212017 EAST CORNER
92 100 914 0aa
20.7
Ina
4 T
10/212017 EAST CORNER
92.5 100 9nfi 0a
20.7
Ina
5 T
10/3/2017 EAST CORNER
94 100 1QQ -- QA
20.7
1n3
RW= Retaining Wall Backfill Test, Ad -Area Drain
Backfill Tet, SD= Storm Drain Backfill Test, W= Witter Trench Backfill Test, Hs=Hardsape
Test, SG= suhgrade , C= Common Trench Test, S=Sewer, GR = Grading, M= Moisture Tests,
Welmesdgv, April 17, 2019
TEST TYPE- N
= NI1CI FAR. S=SANn GONF. T=nRIVF TARE
Pa00 i Of 3
COLEMAN GEOTECHNICAL - TABLE OF TEST RESULTS
R W= Retaining Wall Backfill Test, Ad -Area Drain Backfill Tet, SD= Storne Drain Backfill Test, W= Water Trench Backfill Test, Hs=Hardsape
Test, SG= subgrade , C= Common Trench Test, S=Seloer, GR =Grading, M=Moisture Tests,
Ipednesday, April 17,2019 TFST TYPF'N=NUCI. FAR. S=SAND CONE. T=ORIVF TURF Pane 2 of
RELATIVE ELEVATIONS
JOB TEST TEST
TEST
FIELD
FIELD
OPTIMUM
MAXIMUM
RELATIVE
Iwn DE
OATF_
LOCATION
TEST
ORIG. FINAL MOISTURE
DFNSIry
MOISTURE
REMARKS
COMPACTION
DISIZY
3169 RW 6
T
1 0/312 01 7
EAST CORNER
94.5
100
901
As
20.7
1 D
®®
7
T
10/4/2017
EAST CORNER
95
100
9nA
q47
20.7
1n3
8
T
10/42017
EAST CORNER
96
100
91)R
q97
20y
Ina
9
T
10/6/2017
EAST CORNER
97
100
93 4
9a R
20.7
103
10
T
10/6/2017
EASTCORNER
98
100
935
q90
20.7
1nA
11
T
1019/2017
EAST CORNER
99
100
91 6
qd 0
20.7
10a
12
T
10/13/2017
EAST CORNER
99.5
100
9n A
q9 A
20.7
103
13
T
10/1 312 01 7
EAST CORNER
100
100
997
q5]
20.7
Ina
R W= Retaining Wall Backfill Test, Ad -Area Drain Backfill Tet, SD= Storne Drain Backfill Test, W= Water Trench Backfill Test, Hs=Hardsape
Test, SG= subgrade , C= Common Trench Test, S=Seloer, GR =Grading, M=Moisture Tests,
Ipednesday, April 17,2019 TFST TYPF'N=NUCI. FAR. S=SAND CONE. T=ORIVF TURF Pane 2 of
COLEMAN GEOTECHNICAL - TABLE OF TEST RESULTS
RW= Retaining Wall Backfill Test, Ad -Area Drain Backfill Tel, SD= Storm Drain Backfill Test, W= Water Trench Backfill Test, Hs=Hm¢lsape
Test, SG= subgrade , C= Common Trench Test, S=Sewer, GR = Grading, M=Moisture Tests,
Thursday, April 18, 2019 TFSTTYPF N=NIIOLF.AR. S=SANOCONF.T=DRIVFTl1BE Pam 3nf3
3/G 9I'/i W. ,�oL
RELATIVE ELEVATIONS
JOB TEST TEST
TEST
-
FIELD
FIELD
OPTIMUM
MAXIMUM
RELATIVE
REMARKS
NO nnnc NO
TYPE
OATF
LOCATION
TEST ORIG.
FINAL MOISTURE
DFNAITY
MOISTURE
npN41TY
COMPACTION
3169 RW 16
T
11121/2018
SE SEGMENTAL
99
100
93d
QA
20.7
103
WALL LOWER
15
T
9/2612017
WEST WALL
96
100
9d
q9 6
20.7
1n3
16
T
9/27/2017
WEST WALL
98
100
9n a
qe 1
20.7
103
17
T
9/27/2017
WEST WALL
99.5
100
91 9
QA.q
20.7
1n3
18
T
1/25/2019
SE SEG WALL
99
100
9d 5
qd 5
20.7
1n3
19
T
112912019
SE SEG WALL
99
100
99 7
as 1
20.7
1n3
1®1
L_ s�J
RW= Retaining Wall Backfill Test, Ad -Area Drain Backfill Tel, SD= Storm Drain Backfill Test, W= Water Trench Backfill Test, Hs=Hm¢lsape
Test, SG= subgrade , C= Common Trench Test, S=Sewer, GR = Grading, M=Moisture Tests,
Thursday, April 18, 2019 TFSTTYPF N=NIIOLF.AR. S=SANOCONF.T=DRIVFTl1BE Pam 3nf3
3/G 9I'/i W. ,�oL
'VSOgIVED Q),
COMMUNITY
DEVELOPMENT
JUN 0 9 20V
CITY OF
NE�ORT
COLEMAN GEOTECHNICAL
470 WALD
IRVINE, CA 92618
PHONE (949) 872-2582
GEOTECHNICAL ENGINEERING SERVICES
i
June 7, 2017 Job No. 3169
Susan Malerbe
600 Malabar Drive
Newport Beach, CA
Attention: Mr. Steve Welch
Subject: Geotechnical Report of Precise Grading
New Residence, 600 Malabar Drive
Newport Beach, CA
Reference: Geotechnical Investigation Report, Proposed New Residence
600 Malabar Drive, Newport Beach, CA, prepared by Coleman Geo-
technical, dated: April 7, 2016.
Mr. Welch:
This letter presents the results of our observations and testing performed during the
installation of the shoring system and during precise grading and compaction of the new
building pad(s) at the subject address. Most of the earthwork performed at this stage
involved excavation to reach pad grades which were up to 12 feet lower than the initial
grades along the northerly -half of the site. Most of the cut soils were exported from the
site.
Additional grading, footing observations, wall backfill, utility trench backfill, etc., should
be tested and approved as the work is being completed.
3169grad.doc
Temporary Shoring Piles and Permanent Soldier Pile Installation
To protect the offsite properties, a shoring system consisting of 18 inch bored pile
holes, "I" beams, and timber lagging were installed along the northerly property line as
shown on the shoring plan. The bored piles were installed at depths between 22 and
28 feet below existing grade and into bedrock. Just inside (south of these temporary
piles ) a second row of 36 inch diameter permanent piles were installed to depths be-
tween 45 to 46 feet below the top of the existing grade or approximately 31-32 feet be-
low finished pad grade. The lower 2/3 portion of these piles were embedded into bed-
rock of the Monterey Formation which consisted of moderately hard to hard greenish
gray and dark brownish gray siltstone and clayey siltstones. Groundwater was en-
countered in several of these holes at depths that fluctuated up to ten feet during the
winter rainy season. Groundwater did not rise higher than the finished pad elevation of
the lower level. A subdrain system is planned at the lower level to drain any subsur-
face water that could reach the lower slab elevation. Once the piles for the shoring and
permanent wall were installed, the site was graded to the finished pad elevations shown
on the Precise Grading Plan. Details concerning the grading are provided below.
Earthwork Observations
The following geotechnical observations were made during the course of earthwork ob-
servations:
1. Most of the site required significant removals to reach finished pad grades, the pad
were further overexcavated approximately 24 inches to create a uniform fill blanket
and to remove unsuitable soils and old fill/bedrock transitions. Bedrock of the Mon-
terey formation was encountered approximately 2-3 feet below the finished pad
grades.
2. Prior to replacing the overexcavated bottoms with compacted fill, the bottoms were
observed by this firm then scarified 6 to 8 inches with each lift track -rolled with the
grading equipment.
3. The driveway was cut to grade. Due to the shallow depth of the concrete old storm
drain pipe which occurs within the storm drain easement that crosses the driveway,
the driveway grade was raised about 12 inches.
4. The recompacted areas are now suitable for their intended use.
5. The temporary slopes created as part of the excavations to reach the pad grades
were cut approximately 5 foot vertically at the bottom and laid back at approximate
inclinations of 1:1 (45 degrees) along the east side of the site. No surcharge loads
or material stockpiles shall be placed within the 15 feet of top of the temporary cut to
maintain stability during construction. This site has geologically observed the tem-
porary backcuts and found them composed of horizontally layered old fill which ap-
pears compact and contains sufficient clay. These slopes appears grossly stable at
this time
6. The front and rear hardscape areas will need to be moisture- conditioned and re -
compacted prior to concrete placement.
3169grad.doc
Fill Placement and Compaction
In general, processing, moisture conditioning, and recompaction of the soil materials
were performed using the following equipment: Caterpillar trackloader and a trackhoe.
Fill was placed in approximately 4 to 6 inch horizontal lifts, with each lift compacted by
track -rolling or wheel -rolling with the grading equipment.
Fill Materials
The soils materials comprised mostly of fine-grained (clayey silt) soils were used to con-
struct the building pads. The soils exposed near the finished grades of the building
pad were tested and found to be medium to high in expansion potential (test pending)
and soils similar to what were tested during our initial investigation of the property.
Based on these test results, our previously submitted recommendations are considered
valid and applicable.
Testing Procedures
In Place Density Tests
Maximum Density/Optimum Moisture
Expansion Index
Soluble Sulfates
ASTM D-2937
ASTM D-1557
UBC Test Method 18-2
ASTM D-516
The results of tests are presented on the attached 'Table of Tests Results". The loca-
tion of the tests and our geologic observations are shown on the attached Geotechnical
Plan.
Closure
The results of our observations and density testing indicate that new fill used to con-
struct the various building pads were compacted to at least to 90 percent of relative
maximum density and in accordance with our recommendations and the City of New-
port Beach Grading Code. The building pads are now considered suitable for the sup-
port of the proposed structures.
3169grad.doc
Other earthwork on this project remains to be tested and approved.
Respectfully submitted,
COLEMAN GEOTECHNICAL
No. GE 229
Exp: 6.30.9
James R. Coleman, G.E.229
Exp.6/30/2017
BANAL G,
qtr`' 0o
O
CEIrURIN �A y
EN5 LOGIS G
P 1113011
N9l E%9. 77/90(I 1. `Q'
AGF CAL1Fo�
Lee A. Shoemaker, CEG 1961
Exp. 11/30/2018
Cc: (1) Emailed E -Copy to SJN Construction, Attention ; Mr. Steve Welch
(1) Jay Crawford Architecture
3169grad.doc
4
91-80-80
1 AR DRIVE
y� MAB
COLEMAN GEOTECHNICAL
Geotechnical Plan
JOB NO. I DATE I DR. BY
3169 1 61712017 1 LAS
COLEMAN GEOTECHNICAL - TABLE OF TEST RESULTS I
RELATIVE ELEVATIONS
JOB TEST TEST TEST FIELD FIELD OPTIMUM MAXIMUM RELATIVE REMARKS
NO CODE NO TYPE DATE LOCATION TEST ORIG. FINAL MOISTURE DENSITY MOISTURE DENSITY COMPACTION
3169 OR i
T
5/4/2017
PAD
97
98.44
23.2
93
20.7
103
9Q
2
T
5/4/2017
PAD
97.5
98.08
21.1
92.5
20.7
103
90
3
T
5/4/2017
PAD
98
99.44
22.8
93
20.7
103
90
4
T
5/8/2017
PAD
99
99.44
23.7
93
20.7
103
9p
5
T
5/8/2017
PAD
96.5
98.08
22.4
94
20.7
103
91
6
T
5/15/2017
PAD
98.5
99.44
20.1
93
20.7
103
90
7
T
5/15/2017
PAD
99.5
100
19.4
94
20.7
103
91
RW= Retaining Wall Backfill Test Ad- Area Drain Backfill Tet, SD=Storm Drain Backfill Test W= Water Trenclt Backfill Test, Bs= Hardsape
Test SCr subgrade, C Common Trench Test S=Sewer, CR =Grading, M=Moisture Tests
Thurrdny, June 08, 2017 TEST TYPE: N = NUCLEAR, S=SAND CONE, T=DRIVE TUBE Page 1 of t