HomeMy WebLinkAboutGeneral Plan Amendment GPA1990004 - Strata-Tech Preliminary Geotechnical Investigation4
,STRATA-TECH
G E O T E C H N I C A L C O N S U L T A N T S
PRELIMINARY GEOTECHNICAL INVESTIGATION
FOR PROPOSED RESIDENTIAL DEVELOPMENT
AT 4121 WARNER AVENUE,
HUNTINGTON BEACH, CALIFORNIA
Conducted For:
Mr. Feraydoun Ahadapour
Huntington Harbor Bay Club
4121 Warner Avenue
Huntington Beach, California
STRATA - TECH
G E O T E C I- LA I C A L C O N S 11 1 T A N T ct
7372 Walnut Avenue, Unit F, Buena Park, California 90620 • 714,521-5611 • 213.427-8099
August 29, 1989 W.O. 15389
Mr. Feraydoun Ahadapour
Huntington Harbor Bay Club
4121 Warner Avenue
Huntington Beach, CA 92649
Subject: Preliminary Geotechnical
Investigation for Proposed
Residential Development at 4121
Warner Avenue, Huntington
Beach, California
Dear Mr . Ahadapour,
Pursuant to your request, a Preliminary Geotechnical Investigation
has been performed at the subject site. The purposes of the
investigation were to determine the general engineering
characteristics of the earth materials on and underlying the site
and to provide recommendations for the design of foundation and
underground improvements.
ft is our understanding that the proposed development will consist
single family three story wood-frame-stucco houses over slab on
grade. The structural loads are not known at this time, but for
the purpose of this report, they are assumed to be on the order of
35 kips for column loads and 1.5 kips per lineal foot for wall
loads.
SCOPE
The scope of the investigation carried out was based upon the
planning information provided us and consisted of field, laboratory
and office evaluation of site conditions.
Field work consisted of reconnaissance of =he site, examination of
5 exploratory borings, and collection of representative soil
samples.
Office and laboratory work consisted of laboratory testing of
selected soil samples as described in Appendix A, geotechnical
evaluation, and preparation of this report.
SYRATA -TECH
G E O T E C 1-1 LA I C A L C O N S U L T A N T S
e MR. AHADAPOUR -2-W.O. 15389
SITE CONDITIONS
The subject site is an essentially level, irregular shaped parcel
comprising approximately 2.6 aces of developed land. It is
presently occupied by the Club House and its appurtenance which
include; 2 tennis courts, patios, cabanas, parking lot and a sandy
beach. Property boundaries front Sceptre Lane on the east, Warner
Avenue on the south, condominiums towards the north and a turning
basin and marina towards the east.
Site configuration is further illustrated by the accompanying site
plan.
EARTH MATERIALS
Earth materials encountered in the exploratory borings consist of
two basic types, namely fill and native soils.
Fill soils encountered consist of dark-green-black silty clays,
silts and fine sands with bits of concrete and brick rubble to
depths ranging from 2 to 5 feet. Natural soils encountered in the
borings consist of gray silt, clays with layers of peat, sandy
clays and red-brown. sandy clays.
Soil materials are further described on the attached Boring Logs.
CONCLUSIONS AND RECOMMENDATIONS
DF:velopment of the site as proposed is considered feasible from a
soils engineering standpoint, provided that the recommendations
stated herein are incorporated in the design and are implemented
in the field.
GRADING RECOMMENDATIONS
The existing structures shall be demolished and all debris hauled
from the construction site. Subterranean service and old systems
shall be stripped and also removed from the building sites.
All existing vegetation and debris shall be stripped and hauled
from the site.
Grading for the proposed building pads where conventional footings
may be employed (see plan) will require overexcavation and
recompaction of the existing fills (approximately 3 to 5 feet)
below and 5 feet outside building footprint.
STRATA-TECH
G E O T E C H N I C A L C O N S U L T A N T S
MR. AHADAPOUR -3-W.O. 15389
Where pile foundations are required, recompaction of the upper 2
feet of existing soils is required.
Grading and/or foundation plans shall be reviewed by the Soil
Engineer. All recommendations are subject to modification upon
review of such plans.
The entire grading operation shall be done in accordance with the
attached "Specifications for Grading".
Any import fill materials to the site shall nct have an expansion
index greater than 2G, and shall be tested and approved by our
laboratory.
FOUNDATIONS
The proposed structures may be supported by isolated and continuous
spread footings placed a minimum depth of 18" inches below lowest
adjacent finish grade utilizing a recommended safe bearing value
of 1,500 pounds per square foot where permitted (see plan). This
value is for dead plus live load and may be increased by 1/3 for
total including seismic and wind loads where allowed by code.
Increases in bearing capacity for increases in footing dimensions
are tabulated below:
Minimum Minimum Bearing Increase
Type Depth Width Value De th Width Maximum
(inches) (inches) (psf) (psf/ft)(psf/ft)
Continuous 18 13 1,500 200 100 2,000
Where friction pile foundations are required (see plan) design
shall conform to the followi-q criteria.
1) See Plate A for allowable !Gad for driven 12" and 14"
square pre-cast and pre-stressed concrete piles.
2) The recommended pile capacities may be increased by 1/3
when considering total loads including transient wind or
seismic loadings. The weight of pile may be neglected in
the considering of dead loads.
3) Piles in groups shall be placed at least three (3) feet
on centers. For this spacing, no reduction in pile
capacity need be applied to count for group affects.
STRATA-TES H
G E 0 T E C H N I C A L C O N S U L T A N T S
MR. AHADAPOJR -4-W.O. 1538.9
All piles shall be driven to the predetermined design
lengths as shown on Plate A, except as may be modified
on the basis of the driving criteria. The pile driving
criteria to be used in the field during pile driving
operations depends on the types of pile driving equipment
used. The criteria shall be determined by driving
approximately ten (10) indicator piles prior to the start
of driving for the project. These indicator piles may be
actual foundation piling driven in their final position.
The indicator piles shall be driven prior to ordering
piles.
5) The driving resistance will range from low within soft
soils to relatively high within the deeper dense sand.
To facilitate driving of the piles, predrilling may be
required. The need for predrilling, however, shall be
determined by the installation of indicator piles. The
actual predrilled d =th and the size of predrilled hole
shall be adjusted so that the desired driving resistance
is obtained.
All pile driving operations shall be observed by the
Engineer. All foundation excavations (pile, caps, etc.)
shall be inspected and approved by the Soils Engineer
prior to placing of forms, reinforcements or concrete.
The excavation shall be trimmed neat and level. No loose,
sloughed, or moisture softened material from foundation
excavations may be spread in slab-on-grade areas unless
compacted and tested.
The point of fixity is estimated to be at a depth of 18
feet below the existing grade.
LATERAL DESIGN FOR CONVENTIONAL FOUNDATIONS
Lateral restraint at the base of footings and on slabs may be
assumed to be the product of the dead load and a coefficient of
friction of 0.30. Passive pressure on the face of footings may also
be used to resist lateral forces. A passive pressure of zero (0)
at the surface of finished grade, increasing at the rate of 200
pounds per square foot per foot of depth to a maximum value of
2,000 pounds per square foot, may be used for natural soil and
compacted fill 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.
STP 1-'TA-TECH
G E O T E C 11 N I C A L C O N S U L T A N T S
MR. AHAHAPOUR -5-W.O. 15389
LATERAT DESIGN FOR PILE FOUNDATIONS
Lateral loads may be resisted by batter piles, soil friction and
passive bearing of soils. The axial capacity of the batter pile may
be taken as equal to the capacity of a vertical pile driven to the
same tip elevation. Passive bearing of one hundred and fifty x150)
pounds per square foot and a coefficient of friction of 0.20 may
be use where slabs or pile caps are cast against the natural
materials or compacted fill. If passive pressure and friction are
combined when evaluating lateral resistance, the value of passive
pressure shall be limited to 2/3 of the values given above.
FLOOb SLABS
Slabs on grade should be designed according to recommerlations for
high expansive conditions, as shown on Plate B. Care should be
exercised to ensure that reinforcing mesh is placed in the center
of the slab.
The soil should be kept moist prior to casting the slab. However,
if the soils at grade become disturbed during construction,. they
should be brought to approximately optimum moisture content and be
rolled to a firm, unyielding condition prior to placing concrete.
in areas where a moisture sensitive floor covering will be used,
a vapor barrier consisting of a plastic film (6 mil polyvinyl
chloride or equivalent) should be used. 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 (2) inches of sand
is spread over the vapor barrier prior to placement of concrete.
UTILITY LINE BACKFILLS
It is recommended that backfills placed below and within five (5)
feet of buildings and below asphalt c rete pavement and portland
cement concrete flatwork be compacted to at least ninety (90%)
percent of maximum density . Backfills placed in other areas to be
landscaped need only to be compacted to eighty-five (85%) percent
of maximum density. All backfills require testing at two (2) foot
vertical intervals during placement.
TENTATIVE PAVEMENT SECTIONS
Final pavement sections should be based on the results of R-Value
determinations performed at the completion of rough grading. For
i
STRATA-TECH
G E O T E C H N I C A L C O N S U L T A N T S
MR. AHADAPOUR -6-W.O. 15389
planning purposes, an R-Value of five has been assumed. Use of this
assumed value, together with Traffic Indexes (TI) of three and one-
half (3.5) for parking and four and one-half
results in the following sections:
(4.5)for driveways,
Area TI GE
Pavement Sections
AC AB Subgrade
Driveways 4.5 1.36 **8"*24"
or 4"**6"
Parking 3.5 1.06 3"**5"*24"
* Compacted to 90%relative compaction
** Compacted to 95%relative compaction
ENGINEERING CONSULTATION TESTING AND INSPECTION
We will be pleased to provide additional input with respect to
foundation design once methods of conotruction and/or nature of
imported soil has been determined.
Grading and foundation plans should be reviewed by this office
prior to commencement of grading so that appropriate
recommendations, if needed can be made.
Areas to receive fill should be inspected when unsuitable materials
have been removed and prior to placement of fill, and fill should
be tes':ed for compaction as it is placed.
GENERAL INFORMATION
This report presents recommendations pertaining to the subject site
based on the assumption that the subsurface conditions do not
deviate appreciably from those disclosed by our exploratory
excavations. Our recommendations are based on the technical
information, our understanding of the proposed construction, and
our experience in the geotechnical field. We do not guarantee the
performance of the project, only that our engineering work and
judgments meet the standard of care of our profession at this time.
In view of the general conditions in the area, the possibility of
different local soil conditions may exist. Any deviation or
unexpected condition observed during construction should be brought
to the attention of the Geotechnical Engineer. In this way, any
supplemental recommendations can be made with a minimum of delay
necessary to the project.
.STRATA-TECH
G E O T E C H N I C A L C O N S U L T A N T S
MR. AHADAPOUR -7-W.O. 15389
If the proposed construction will differ from our present
understanding of the project , the existing information and possibly
new factors may have to be evaluated. Any design changes and the
finished plans should be reviewed by the Geotechnical Consultant.
Of particular importance would be extending development to new
areas, changes in structural loading conditions , postponed
development for more than a year, or changes in ownership.
This report is issued with the understanding that is the
responsibility of the owner, or of his representative , to ensure
that the information and recommendations contained here are called
to the attention of the Architects and Engineers for the project
and incorporated into the plans and that the necessary steps are
taken to see that the Contractors and Subcontractors carry out such
recommendations in the field.
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:
STRATA-TECH
'/. rP,ACIcARt tBRU E;
GE 62
`1re::3si -7T-7
Cgl4 -•%/0
ROLAND ACUNA
STAFF GEOLOGIST
STRATA-TECH
` G E O T E C H N I C A L C O N S U L T A N T S
PLATE A
DOWNWARD DRIVEN-PILE CAPACITY
ALLOWABLE LOAD (KIP)
20, 40 60 00 100 120
RCCOt,2MCNDED MINIMUM PENETRATION = 40'
40
45
50
55
10" SQUARE PRESTRESSED
1
CONCRETE PILE
16" SQUARE PRESTRESSED
CONCRETE PILE
NOTES:
1. Minimun pile penetratio, 40 feet below pile cap
2. Piles in group shall not be spaced less than 2 1/2 diameters
on centers
3. Values may increased 1/3 when considering total loads
including transient wind or seismic loading
4. The recommended uplift capacity of each pile is one-half (1/2)
of the values shown above
5. The indicated values are based on the strength of the soils;
STRATA-TECH
G E O T E C H N( C A L C O N S U L T A N T S
MR. FERAYDOUN AHADAPOUR W.O. 15389
APPENDIX A
This appendix contains a description of -Lie field investigation,
laboratory testing procedures and results, site plan, and expansive
soil recommendations.
FIELD INVESTIGATION
Field investigation was performed on 7/11/89, consisting of the
excavation of 5 exploratory borings by truck mounted hollow stem
auger equipment at locations shown on the attached site plan. As
drilling progressed, personnel from this office visually classified
the soils encountered, and secured representative samples for
laboratory testing.
Undisturbed samples for detailed testing in our laboratory were
obtained by pushing or driving a sampling spoon into the materiil.
A solid barrel type spoon was used having an inside diameter of
2.50 inches with a tapered cutting tip at the lower end and a ball
valve at the upper end. The barrel is lined with thin brass rings,
each one (1) inch in length. The spoon penetrated into the soil
below the depth of boring approximately twelve (12) inches. The
central portion of this sample was retained for testing. All
samples in their natural field condition were sealed in airtight
containers and transported to the laboratory.
Descriptions of the soils encountered are presented on the attached
Boring logs. The data presented on these logs is a simplification
of actual subsurface conditions encountered and applies only at the
specific boring location and the date excavated. It is not
warranted to be representative of subsurface conditions at other
locations and times.
LABORATORY TESTING
Field samples ware examined in the laboratory and a testing program
was then established to develop data for preliminary evaluation of
geotechnical conditions.
Field moisture and dry densities were calculated for each
undisturbed sample.
Maximum density-optimum moisture relationships were established for
use in evaluation of in-situ conditions and for future use during
grading operations.
Direct shear tests were performed on specimens at near saturation
under various normal loads. The results (af test are based on
,- -.:.=apt
STPATA-T ECH
G E O T E C H N I C A L C O N S U L T A N T S
ultimate residual values.
MR. AHADAPOUR -2- W.O. 15389
Expansion tests were performed on typical specimens of natural
soils in accordance with the procedures outlined in U.B.C. Standard
29-2.
Corrosion tests of on site soils were conducted.
TEST RESULTS
In-Situ Moisture Densit
Boring
No.
Depth in
Feet
Field
Density
(pcf)
Field
Moisture %
(pcf)
1 5 104.6 21.0
1 3.0 103.8 23.1
1 3.5 104.8 21.7
1 20 106.2 21.1
1 25 88.6 33.0
2 5 120.4 11.9
2 10 112.0 17.3
3 5 123.0 28.9
3 10 104.1 22.0
3 15 109.7 16.5
4 5 93.0 28.9
4 10 104.1 22.0
4 15 109.7 16.5
5 5 111.8 18.2
5 10 101.1 23.0
Maximum Densit 0 timum Moisture ASTM:D-1557-70
Boring Depth in Maximum optimum
No. Feet Density Moisture%
(Pcf) (Pcf)
1-3 123.5 20.0
1-3 132.1 23.1
r
STRATA-TECH
G E O T E C I- N I C A L C O N S U L T A N T 9
MR. AHADAPOUR -3-W.O. 15389
Direct Shear
Boring Depth in Cohesion Angle ofinternal
No. Feet Lbs./Sq.Ft. Friction (Degrees)
1 5 200 18
1 10 150 28
Ex ansion Index U.B.C. Standard 29-2
Boring Depth in Expansion Expansion
No. Feet Index Index
1 3-4 94 High
2 5 72 Medium
4 3-5 87 Medium
EXPANSIVE SOIL RECCM1ENDATIONS
W.O. 15389
PLATE B
11
EXPANSION INDEX
VERY LC(V
0 - 20
LCW
21 - 50
MEDIUM
S1 90
HIGH
91 - 130
FOOTING WIDTH
1 Story See Body 12 12"12"
2 Story of Report 12"12"12"
-----------------------------:-------------------------------------------------
EXTERIOR FOOTING DE PT7-N
1 Story See Body 12"
-
18 24"
2 Story of Report 18"18"24------------------------- ---------------- ---------------- ------------------ --------------
INTERIOR FOOTING DEPTH
I Story 12 12"12
2 Story 12"12"18 1,
24"
24"
------------ ---------------- ---------------- ----------------- ------
FCOTP- ;I REINFORCEMENT Not Required 2 1)4 Bars 2 115 Bars 4 114 Bars---
1 Top I Top 2 Top
1 Bottom 1 Bottom 2 Bottom
------------------------- ---------------- ----------------
SLAB THICK NESS 4" Nominal --4" Nominal---- 4" Nominal 4" Actual
------------------------- -------------- ----------------- --------------
SLAB REINFORCE?-ENT Not Requ ired 6" x 6" 6" x 6" 113 Bars on 18I
-------- ---10/1110------- --116/116---------- -Center----- -a
-----------------------------------------------------
MOISTURE BARRIER (2) 6 Mil 6 Mil 6 Mil 6 Mil
I
visqueen Visqueen Visqueen V.isqueen
2" Sand 2" Sand 2" Sand 2" Sand
------------------------- ---------------- ---------------- ----------------- ---------------
GARAGE REINFOPCEMENT Not Required 6" x 6" Free Floating Free Floating
1/4 Slab (3)1110/1110 or 6" x 6"6" x 6
1/4 Slab (3)1110/1110 116/116
GRADE BEAM - GARAGE Nc.r Required.Not Required Sarre as Adj.Satre as Adj.
Erfl'RANCE Ext. Ftg Ext. F'tg.
SUBGRADE Not Required Not Required 4" Coarse 4" Coarse
Sand (4)Sand (4)
------------------------- ---------------- ----------------- ----------------- ----------------
PRESATURATION Not Required , Above Opt. to 110% of Opt . 120% of Opt.
Depth of Ftg. M/C to Depth M/C to Depth
(No Testing) F`tg. Ftg.
NOTE:
1. The surrounding areas should be graded so as to ensure drainage away from the
building .
2. Concrete floor slab in areas to be covered with rmisture sensitive coverings
shall be constructed over a 6 mil plastic membrane. The plastic should be
properly lapped, sealed and protected with sand.
3. Quartering of slab should be accanplished by the use of pre-melded expansion
joint material and not by saw cutting.
Two (2") inches of sand over moisture barrier may be included in this four (4")
inch total.
Ir
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24
STRATA-TECH
VICINITY MAP
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W.O./53 89 SCALE ! "=:C,ooo DATE %q
PLOT PLAN
STRATA-TECH
W.O. 153 $'9 SCALE DATE 19/
STRATA-TECH
G E O T E C H N I C A L C O N S U L T A N T S
BORING LOG
PROJECT:HUNTINGTON HARBOR II LOCATION:SEE PLAN
BORING NO.: 1 ELEVATION:a rox. 6'DRILL DATE:7/11/89
LOGGED BY:TDH DRIVING WEIGHT:
C7 J Z }
L_I
L)U) Vi LL E75 LL LU
a DESCRIPTION OF MATERIALS 0WW J ¢3 p ¢o UmOW¢uU W U
Z
0 WO
CC7
?j al Cr O
o_j
a U
A/C/Base 12"
Dark grey, black clay, silty,
organic, very moist, moderately firm,
layered with brown medium sands, damp
FILL
5 Dark grey silt, clayey, moderately
stiff, moist, layered with peat,
oranic odor
1 Black with sandy clay , silt, very 4/10
moist to wet , highly organic,and
odor, soft
Grey black with fine sand, very claye
moist, moderately soft to loose,
dccasional peat stringer, fresh
organics
20 Brown clay, stiff/hard moist, layered
with brown medium sand , saturated,
I loose
4/6 ,
12/20
STRATA-TECH
G E 0 , T E C H N I C A L C O N S U L T A N T S
BORING LOG
PROJECT:
BORING NO.:
HUNTINGTON HARBOR II LOCATION:
1 ELEVATION: - DRILL DATE:
_. LOGGED BY: DRIVING WEIGHT:
5
- 30-
z }
O 0 -L w
0cn Q Q)w z >
DESCRIPTION OF MATERIALS O O w 0 w 0
zD LLm
Qm
2 cc U
EOH 0 30 feet
Water encountered @ 20 feet
STRATA--ECH
G 'E O T E C H N C A L C O N S U L T A N T S
S
BORING LOG
PROJECT:HUNTINGTON HARBOR II
BORING NO.: 2 ELEVATION:
LOGGED BY:
DESCRIPTION OF MATERIALS
A/C Base 12"
5
Red brown sandy clay, moist, stiff,
grades to clayey sand dense, moist
1 Brown medium to coarse sand, moderate y
dense, clean, saturated
15-
"0 Brown sand , medium to very coarse
grain , saturated, dense
LOCATION:
aprox. 6'
TDH
SEE PLAN
DRILL DATE: 7/11/89
DRIVING WEIGHT:
J z
OU) C6 "-
_
U)
Wa:>
u v
El 3:
wO
T-0
(D
to >0 W0
am
O
co (LO
STRATA-TECH
G E O `T E C H N 4 C A L C O N S U L T A N T S
BORING LOG
HUNTINGTON HARBOR IIPROJECT: LocATION:
BORING NO.: 2 ELEVATION:DRILL DATE:
LOGGED BY: DRIVING WEIGHT:
ri
(00J
J
QN U)
Z
Q, LL
}F-k
(n
W
j > -10 U)W
H =
a
DESCRIPTION OF MATERIALS W J 0 <co o9 g2
w Q O Z-1 0 }U)0 WO
O Cr Z W m CC co 2 CC OOZ)a o
25
30 Brown sand , predominately medium
grain , trace small pebbles, saturate
sands are gradational
11/41
35 EOH @ 35 feet
STRATA-TECH
G- E O T E C H N I C A L C O N S U L T A N T S
BORING LOG
PIOJECT:HUNTINGTON HARBOR II
BORING NO,; 3
00J
0
a
U
ELEVATION;
LOCATION;
aprox. 6'
LOGGED BY;
DESCRIPTION OF MATERIALS
Concrete/4" Sand
Grey and black silt clay, moist,
soft, organic odor, minor brick
fragments
FILL
TDH
SEE PLAN
DRILL DATE:7/1 1 /89
DRIVING WEIGHT;
J z }
U
°LL ~LL ¢
=
wo
WQ QN Ir C7
W
F-c d
-0 w0 m o 0 wO
Z W m mJ a: 6
D 4.0
11/24
Red brown sandy clay, stiff, moist,
trace of organics
I
10 Red brown sandy clay, stiff, moist,
trace of organics
Sand, brown, medium grain, saturated
17/3
11/1 /1
STRATA -TECH
G E O T E C H N I C A L C O N S U L T A N T S
BORING LOG
PROJECT:HUNTINGTON HARBOR SEE PLANLOCATION:
BORING NO,:4 ELEVATION:aprox. 6 'DRILL DATE;7/11/89
TDHLOGGED BY: DRIVING WEIGHT;
J z >-
LL U)
DESCRIPTION OF MATERIALS woJ OIr c o I o°
UJ Co 00
Concrete/Sand
Grey black /brown silty clay, clayey
sand, moist , loose to sort, brick
fragments,peat
FILL o
Black clayey silt, very moist , modera ely
soft, very organic , peat stringers
6/15 !Gr
Brown grey clay, slightly sandy,
moderately stiff, very moist
6/21
15 Sand, saturated, dense 15/2 /
20 EOH @ 20 feet 6/31
STRATA-TECH
G E O T E C H N I C A L C O N S U L T A N T S
s
PROJECT:HUNTINGTON HARBOR II
BORING NO.: 5
BORING LOG
LOCATION:
ELEVATION:aprox. 6'
SEE PLAN
- DRILL DATE:7/ 1 1 /89
LOGGED BY:TDH DRIVING WEIGHT:
(9 J0
Us`DESCRIPTION OF MATERIALS
WUj
GF
0-0.u'
WO zC7
A/C Base
Grey black silt, clay, organic,
very moist, soft
?_
0 t} W
QtL W u) LL D >10.C7 W o; Q.r-3 O Q 0 cn QJ L'm
¢J 2 QWm
U om
W O
5 10/16
Red brown clay, slightly sandy,
moderately firm , moist,
10 Olive grey silt with fine sand, stif 9/16 /
very moist, hard concretions
15 Brown sand, medium grain, moist,
very dense layered with grey olive
silt, very stiff to hard, moist
20 EOH 2 20 feet
8/13
I-
SPECIFICATIONS FOR GRADING
SITE CLEARING
All existing vegetation shall be stripped and hauled from the site.
PREPARATION
After the foundation for the fill has been cleared, plowed or
scarified, it shall be disced or bladed until it is uniform and
free from large clods, brought to a proper moisture content and
compacted to not less than ninety (90) percent of the maximum dry
density in accordance with ASTM;D-1557-78 (5 layers - 25 blows per
layer; 10 lb. hammer dropped 18"; 4" diameter mold).
MATERIALS
On-site materials may be used for fill, or fill materials shall
consist of materials approved by the Soils Engineer and may be
obtained from the excavation of banks, borrow pit9 or any other
approved source. The materials used should be free of vegetable
matter and other deleterious substances and shall not contain rocks
or lumps greater than eight (8) inches in maximum dimension.
PLACING SPREADING AND COMPACTING .'ILL MATERIALS
Where natural slopes exceed five (5) horizontal to one (1)
vertical, the exposed bedrock shall be benched prier to placing
fill.
The selected fill material shall be placed in layers which, when
compacted, shall not exceed six (6) inches in thickness. Each layer
shall be spread evenly and shall be thoroughly mixed during the
spreading to ensure uniformity of material and moisture of each
layer.
Where moisture of the fill material is below the limits specified
by the Soils Engineer, water shall be added until the moisture
content is as required to ensure thorough bonding and thorough
co,iipaction.
Where moisture content of the fill material is above. the limits
specified by the Soils Engineer, the fill materials shall be
aerated by blading or other satisfactory methods until the moisture
content is as specified.
After each layer has been placed, mixed and spread evenly, it shall
be thoroughly compacted to not les., than ninety (90) percent of the
maximum dry density in accordance with ASTM:D-l557-78 (5 layers -
25 blows per layer; 10 lbs. hammer dropped 18 inches; 4" diameter
mold) or other density tests which will attain equivalent results.
Compaction shall be by sheepsfoot roller, multi-wheel pneumatic
tire roller or ocher types of acceptable rollers. Rollers shall be
SPECIFICATIONS FOR GRADING PAGE 2
cf such design that they will be able to compact the fill to the
specified density. Rolling shall be accomplished while the fill
material is at specified moisture content. Rolling of each
layer shall be continuous over the entire area and the roller shall
make sufficient trips to ensure that the desired density has been
obtained. The final surface of the lot. areas to receive slabs on
grade should be rolled to a dense, smooth surface.
The outside of all fill slopes shall be compacted by means of
sheepsfoot rollers or other suitable equipment. Compaction
operations shall be continued until the outer nine (9) inches of
the slope is at least ninety (90) percent compacted. Compacting of
the slopes may he progressively in increments of three (3) feet to
five (5) feet of fill height as the fill is brought tc grade, or
after the fill is brought to its total height.
Field density tests shall be made by the Soils Engineer of the
compaction of each layer of fill. Density tests shall be made at
intervals not to exceed two (2) feet of fill height provided all
layers are tested. Where the sheepsfoot rollers are used, the soil
may be disturbed to a depth of several inches and density readings
shall be taken in the compacted material below the disturbed
surface. When these readings indicate that the density of any layer
of fill or portion there is below the required ninety (90) percent
density, the particular layer or portion shall be reworked until
the required density has been obtained.
The grading specifications should be a part of the project
specifice1;ions .
The Soil Engineer shall review the grading plans prior to gradi::;.
INSPECTION
The Soil Engineer shall provide continuous supervision of the site
clearing and grading operation so that he can verify the grading
was done in accordance with the accepted plans and specifications.
SEASONAL LIMITATIONS
No fill material shall be placed, spread or rolled during un
favorable weather conditions. When work is interrupted by heavy
rains, fill operations shall not be resumed until the field tests
by the Soils Engineer indicate the moisture content and density of
the fill are as previously specified.
EXPANSIVE SOIL CONDITIONS
Whenever expansive soil conditions are encountered, '--he moisture
content of the. fill or recompacted soil shall be as recommended in
the expansive soil recommendations included herewith.
STRATA-TECH
G E O T E C H N C A L C O N S U L T A N T S
PRELIMINARY GEOTECHNICAL INVESTIGATION
FOR PROPOSED RESIDENTIAL DEVELOPMENT
AT 4121 WARNER AVENUE,
HUNTINGTON BEACH, CALIFORNIA
Corducted For:
Mr. Feraydoun Ahadapour
Huntington Harbor Bay Club
4121 Warner Avenue
Huntington Beach, California
August 29, 1989
W.O. 15389
's``ff STRATA-TECH
1 A C O G S U L T A N T S
7372 Walnul Avenue, Unit F, 8u 3 Park, California 90620 • 714-521-5611 • 213-427-8099
11 August 29; 1989 P7.O. 15389
Mr. Feraydoun Ahadapour
Huntington Harbor Bay Club
4121 Warner Avenue
Huntingtcn Beach, CA 92649
Dear Mr. Ahadapour,
Subject: Preliminary Geotechnical
Investigation for Proposed
Residential Development at 4121
Warner zvenue, Huntington
Beach, California
Pursuant to your request, a Preliminary Geotechnical Investigation
has been performed at the subject site. The purposes of the
investigation were to determine the general engineering
characteristics of the earth materials on and underlying the site
and to provide recommendations for the design of foundation and
underground improvements.
It is our understanding that the proposed development will consist
single family three story wood-frame-stucco houses over slab on
grade. The structural loads are not known at this time, but for
the purpose of this report, they are assumed to be on the order of
35 kips for column loads and 1.5 kips per lineal foot for wall
loads.
SCOPE
The scope of the investigation carried out was based upon the
planning information provided us and consisted of field, laboratory
and office evaluation of site conditions.
Field work consisted of reconnaissance of the site, examination of
5 exploratory borings, and collection of representative soil
samples.
Office and laboratory work consisted of laboratory testing of
selected soil samples as described in Appendix A.geotechnical
evaluation, and preparation of this report.
3TRA1'A-TECH
L E O T E C H N I C A L C O N S U L T A N T S
MR. AHADAPOUR -2-
SITE CONDITIONS
W.O. 15389
The subject site is an essentially level, irregular shaped parcel
comprising approximately 2.6 aces of developed land. It is
presently occupied by the Club House and its appurtenance which
include; 2 tennis courts, patios, cabanas, parking lot and a sandy
beach. Property boundaries front Sceptre Lane on the east, Warner
Avenue on the south, condominiums towards the north and a turning
basin and marina towards the east.
Site configuration is further illustrated by the accompanying site
plan.
EARTH MATERIALS
Earth materials encountered in the exploratory borings consist of
two basic types, namely fill and native soils.
Fill soils encountered consist of dark-green-black silty clays,
silts and fine sands with bits of concrete and brick rubble to
depths ranging from 2 to 5 feet. Natural soils encountered in the
borings consist of gray silt, clays with :Layers of peat, sandy
clays and red-brown sandy clays.
Soil materials are further described on the attached Boring Logs.
CONCLUSIONS AND RECOMMENDATIONS
Development of the site as proposed is considered feasible from a
soils engineering standpoint, provided that the recommendations
stated herein are incorporated in the design and are implemented
in the field.
GRADING RECOMMENDATIONS
The existing structures shall be demolished and all debris hauled
from the construction site. Subterranean service and old systems
shall be stripped and also removed from the building sites.
All existing vegetation and debris shall be stripped and hauled
from the site.
Grading for the proposed building pads where conventional footings
may be employed (see plan ) will require overexcavation and
recompaction of the existing fills (approximately 3 to 5 feet)
below and 5 feet outside building footprint.
STRATA-TECH
G E O T E C H N I C A L C O N S U L T A N T S
MR. AHADAPOUR -3-W.O. 15389
Where pile foundations are required, recompaction of the upper 2
feet of existing soils is required.
Grading and/or foundation plans shall be reviewed by the soil
Engineer. All recommendations are subject to modification upon
review of such plans.
The entire grading operation shall be done in accordance with the
attached "Specifications for Grading".
Any import fill materials to the site shall not have an expansion
index greater than 20, and shall be tested and approved by our
laboratory.
FOUNDATIONS
The proposed structures may be supported by isolated and continuous
spread footings placed a minimum depth of 18" inches below lowest
adjacent finish grade utilizing a recommended safe bearing value
of 1,500 pounds per square foot where permitted !;ee plan). This
value is for dead plus live load and may be increased by 1/3 for
total including seismic and wind loads where allowed by code.
Increases in bearing capacity for increases in footing dimensions
are tabulated below:
Minimum Minimum Bearing Increase
Type Depth Width Value De th Width Maximum
(inches) (inches) (psf) (psf/ft)(psf/ft)
Continuous 18 6 1,500 200 100 2,000
Where friction pile foundations are required (see plan) design
shall conform to the following criteria.
1) See Plate A for allowable load for driven 12" and 14"
square pre -cast and pre -stressed concrete piles.
2) The recommended pile capacities may be increased by 1/3
when considering total loads including transient wind or
seismic loadings . The weight of pile may be neglected in
the considering of dead loads.
3) Piles in groups shall be placed at least three (3) feet
on centers . For this spacing , no reduction in pile
capacity need be applied to count for group affects.
STfATA-TECH
G E O T E C H N I C A L C O N S U L T A N T S
MR. AHADAPOUR -4-W.O. 15389
4) All piles shall be driven to the predetermined design
lengths as shown on Plate A, except as may be modified
on the basis of the driving criteria. The pile driving
criteria to be used in the field during pile driving
operations depends on the types of-pile driving equipment
used. The criteria shall be determined by driving
approximately ten (10) indicator piles prior to the start
of driving for the project. These indicator piles may be
actual foundation piling driven in their final position.
The indicator piles shall be driven prior to ordering
piles.
5) The driving resistance will range from low within soft
soils to relatively high within the deeper dense sand.
To facilitate driving of the piles, predrilling may be
required. The need for predrilling, however, shall be
determined by the installation of indicator piles. The
actual predrilled depth and the size of predrilled hole
shall be adjusted so that the desired driving resistance
is obtained.
6) All pile driving operations shall be observed by the
Engineer. All foundation excavations (pile, caps, etc.)
shall be inspected and approved by the Soils Engineer
prior to placing of forms, reinforcements or concrete.
The excavation shall be trimmed neat and level. No loose,
sloughed, or moisture softened material from foundation
excavations may be spread in slab-on-grade areas unless
compacted and tested.
7) The point of fixity is estimated to be at a depth of 18
feet below the existing grade.
LATERAL DESIGN FOR CONVENTIONAL FOUNDATIONS
Latera" _estraint at the base of footings and on slabs may be
assumed to be the product of the dead load and a coefficient of
friction of 0.30. Passive pressure on the face of footings may also
be used to resist lateral forces. A passive pressure of zero (0)
at the surface of finished grade, increasing at the rate of 200
pounds per square foot per foot of depth to a maximum value of
2,000 pounds per square foot, may be used for natural soil and
compacted fill 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.
STRATA - TECH
G E 0 T E C H N I C A L C O N S U L T A N T S
MR. AHAHAPOUR -5- W.O. 15389
LATERAL DESIGN FOR PILE FOUNDATIONS
Lateral loads may be resisted by batter piles, soil friction and
passive bearing of soils. The axial capacity of the batter pile may
be taken as equal to the capacity of a vertical pile driven to the
same tip elevation. Passive bearing of one hundred and fifty (150)
pounds per square foot and a coefficient of friction of 0.20 may
be use where slabs or pile caps are cast against the natural
materials or compacted fill. If passive pressure and friction are
combined when evaluating lateral resistance, the value of passive
pressure shall be limited to 2/3 of the values given above.
FLOOR SLABS
Slabs on grade should be designed according to recommendations for
high expansive conditions, as shown on Plate B. Care should be
ex-rcised to ensure that reinforcing mesh is placed in the center
c `he slab.
The soil should be kept moist prior to casting the slab. However,
if the soils at grade become disturbed during construction, they
should be brought to approximately optimum moisture content and be
rolled to a firm, unyielding condition prior to placing concrete.
In areas where a moisture sensitive floor covering will be used,
a vapor barrier consisting of a plastic film (6 mil polyvinyl
chloride or equivalent) should be used. 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 (2) inches of sand
is spread over the vapor barrier prior to placement of concrete.
UTILITY LINE BACKFILLS
It is recommended that backfills placed below and within five (5)
feet of buildings and below asphalt concrete pavement and portland
cement concrete flatwork 1_ compacted to at least ninety (90%)
percent of maximum density. Backfills placed in other areas to be
landscaped need only to be compacted to eighty-five (85%) percent
of maximum density. All backfills require testing at two (2) foot
vertical intervals during placement.
TENTATIVE PAVEMENT SECTIONS
Final pavement sections should be based on the results of R-Value
determinations performed at the completion of rough grading. For
STRATA-TECH
G E O T E C N N I C A L C g N S U L T A N T S
MR. AHADAPOUR -6- W.O. 15389
planning purposes, an R-Value of five has been assumed. Use of this
assumed value, together with Traffic Indexes (TI) of three and one-
half (3.5) for parking and four and one-half (4.5) for driveways,
results in the following sections:
Area TI GE
Driveways 4.5 1.36
Parking 3.5 1.06
Pavement Sections
AC AB
311 *811
or 4" **611
311 **511
Subgrade
*24"
*24"
* Compacted to 90% relative compaction
** Compacted to 95% relative compaction
ENGINEERING CONSULTATION TESTING AND INSPECTION
We will be pleased to provide additional input with respect to
foundation design once methods of construction and/or nature of
imported soil has been determined.
Grading and foundation plans should be reviewed by this office
prior to commencement of grading so that appropriate
recommendations, if needed can be made.
Areas to receive fill should be inspected when unsuitable materials
have been removed and prior to placement c f fill, and fill should
be tested for compaction as it is placed.
GENERAL INFORMATION
This report presents recommendations pertaining to the subject site
based on the assumption that the subsurface conditions do not
deviate appreciably from those disclosed by our exploratory
excavations. Our recommendations are based on the technical
information, our understanding of the proposed construction, and
our experience in the geotechnical field. We do not guarantee the
performance of the project, only that our engineering work and
judgments meet the standard of care of our pwofession at this time.
In view of the general conditions in the area, the possibility of
different local soil conditions may exist. Any deviation or
unexpected condition observed during construction should be brought
to the attention of the Geotechnical Engineer. In this way, any
supplemental recommen dations can be made with a minimum of delay
necessary to the project.
STRATA-TECH .
G E O T E C H N I C A L C O N S U L T A N T S
MR. AHADAPOUR -7-1
W.G. 15389
If the proposed construction will differ from our present
understanding of the project, the existing information and possibly
new factors may have to be evaluated. Any design changes and the
finished plans should be reviewed by the Geotechnical Consultant.
Of particular importance would be extending development to new
areas, changes in structural loading conditions, postponed
development for more than a year, or changes in ownership.
This report is issued with the understanding that is the
responsibility of the owner, or of his representative, to ensure
that the information and recommendations contained here are called
to the attention of the Architects and Engineers for the project
and incorporated into the plans and that the necessary steps are
taken to see that the contractors and ^ubcontractors carry out such
recommendations in the field.
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:
STRATA-TECH
'i 2J
-'`S
1`BRU E; jA. PACW*g'= -'GE °62 f
OF CA L""%"
ROLAND ACUNA
STAFF GEOLOGIST
s,'rRATA - TECH
G E O T E C H N I C A L C O N S U L T A N T S
PLPTE A
DOWNWARD DRIVEN-PILE CAPACITY
ALLOWABLE LOAD (KIP)
20, 40 60 80 100 120
RECON€NDED MINIMUM P^NETRATION = 40'
40 -
45
50
55
18 SQUARE PRESTRESSED
CONCRETE PILE
16" SQUARE PRESTRESSED
CONCRETE PILE
NOTES:
1. Minimum pile penetration 40 feet below pile cap
2. Piles in group shall not be spaced less than 2 1/2 diameters
on centers
3. Values may increased 1/3 when considering total loads
including transient wind or seismic loading
4. The recommended uplift capacity of each pile is one -half (1/2)
of the values sh3wn above
5. The indicated values are based on the strength of the soils;i
i
STRATA-TECH
G'E O T E C H N I C A L C O N S U L T A N T S
I MR. FERAYDOUN AHADAPOUR
APPENDIX A
W.O. 15389
This appendix contains a description of the field investigation,
laboratory testing procedures and results, site plan, and expansive
soil recommendations.
FIELD INVESTIGATION
Field investigation was performed on 7/11/89, consisting of the
excavation of 5 exploratory borings by truck mounted hollow stem
auger equipment at locations shown on the attached site plan. As
drilling progressed, personnel from this office visually classified
the soils encountered, and secured representative samples for
laboratory testing.
Undisturbed samples for detailed testing in our laboratory were
obtained by pushing or driving a sampling spoca into the material.
A solid barrel type spoon was used having an inside diameter of
2.50 inches with a tapered cutting tip at the lower end and a ball
valve at the upper end. The barrel is lined with thin brass rings,
each one (1) inch in length. The spoon penetrated into the soil
below the depth of boring approximately twelve (12) inches. The
central portion of this sample was retained for testing. All
samples in their natural field condition were sealed in airtight
containers and transported to the laboratory.
Descriptions of the soils encountered are presented on the attached
Boring logs. The data presented on these logs is a simplification
of actual subsurface conditions encountered and applies only at the
specific boring location and the date excavated. It is not
warranted to be representative of subsurface conditions at other
locations and times.
LABORATORY TESTING
Field samples were examined in the laboratory and a testing program
was then established to develop data for preliminary evaluation of
geotechnical conditions.
Field moisture and dry densities were calculated for each
undisturbed sample.
Maximum density-optimum moisture relationships were established. for
use in evaluation of in-situ conditions and for future use during
grading operations.
Direct shear tests were performed on specimens at near saturation
under various normal loads. The results of test are based on
STRATA-TECH
G C O' E C fi N i C A L C O N S U L T A N T S
ultimate residual values.
MR. AHADAPOUR -2-W.O. 15389
Expansion tests were performed on typical specimens of natural
soils in accordance with the procedures outlined in U.B.C. Standard
29-2.
Corrosion tests of on site soils were conducted.
TEST RESULTS
In-Situ Moisture Densi -tuy
Boring
No.
Depth in
Feet
Field
Density
(pcf)
rield
Moist ire o
(pcf)
1 5 104.6 21.0
1 10 103.8 23.1
1 15 104.8 21.7
1 20 106.2 21.1
1 25 88.6 33.0
2 5 120.4 11.9
2 10 112.0 17.3
3 5 123,0 28.9
3 10 104.1 22.0
3 15 109.7 16.5
4 5 93.0 28.9
4 10 104.1 22.0
4 15 109.7 16.5
5 5 111.8 18.2
5 10 101.1 23.0
Maximum Densit' 0 timum Moisture ASTM:D-1557-70
Boring Depth in Maximum Optimum
No. Feet Density Moisture%
(pcf) (pcf)
1
4
1-3 123.5 20.0
1-3 132.1 23.1
STRATA-TECH
G 0 t N S U L T A N T S
MR. AHI:DAPOUR -3- W.O. 15389
Direct Shear
Boring Depth in Cohesion Angle ofInternal
No. Feet Lbs./Sq.Ft. Friction (Degrees)
1 5 200 18
1 10 150 28
Ex ansion Index U.B.C. Standard 29-2
Boring
No.
Depth in
Feet
F'-nansion
;idex
Expansion
Index
1 3-4 94 High
2 5 72 Medium
4 3-•5 87 Medium
STRATA-TECH
G E O T E C H N I C A L C O N S U L T A N T S
MR. AHADAPOUR -3- W.O. 15389
Dij.ect Shear
Boring Depth in Cohesion Angle ofrnternal
No. Feet Lbs./Sq.Ft. Friction (Degrees)
1 5 200 18
1 10 150 28
Ex ansion Index U.B.C. Standard 29-2
Boriny Depth in Expansion Expansion
No. Feet Index Index
1 3-4
5
3-5
94 High
72 Medium
87 Medium
EXPANSIVE SOIL RECC?1iENDAfIONS
W.O. 15389
PLATE B
VERY LCW LCw MEDIUM HIGH
EXPANSION INDEX 0 - 20 21 - )0 51 - 90 91 - 130
FAT I NG WIDTH
1 Story See Body 12"12 12"
2 Story of Report 12"12"12"
----------------------------------------------------------------------------------
EXTERIOR FOOTING DEPTH
1 Story See Body 12"18"24"
2 Story of Report 18"18"24"
------- ---------------------------------------------------
INTERIOR FOOTING DEPTH
1 Story 12"12"12"24" 1
2 Story 12"12"1a"24"
------------------------------------------------------------------------
FOOTING REINFORCEMENT Not Required 2 114 Bars 2 15 Bars 4 H4 Bars
1 Top
1 Bottom
1 Top
1 Bottom
2 Top
2 Bot,;n
-------------------------
SAAB THICKNESS
-------------------------
SLAB REINFORCEMENT
----------------
4" Nominal
----------------
Not Required
4" Nominal
-----------------
4" Nominal
-------------------
6" x 6"
116/-6-----------------
6 Mil
4" Actual
----------------
113 Bars on 1811
Center Both Wail
----------------
6 MilMOISTURE BARRIER (2)
_JkRAGE REINFORCEMENT
---------- ---------------
GRADE BEAM GARAGE
ENTRANCE
-------------------------
SUBGRADE
PRESA'ILIRATION
----------------
6 Mil
Visqueen
2" Sand
----------------
Not Required
1/4 Slab (3)
Not Required
Not Required
Not Required
6" x 6"
1110/1110
----------------
6 Mil
Visqueen
2" Sand
----------------
6" x 6"
1110/1110 or
1/4 Slab (3)
Not Required
-----------------
Not Required
Visqueen Visqueen
2" Sand 2" Sand
----------------- ----------------
Free Floating Free Floating
6" x6" 6"x6
1110/1110 116/116
----------------- ----------------
Same as Adj. Sarre as Adj.
Ext. Ftg. Ext. Ftg.
---------------------------------
4" Coarse I 4" Coarse
Sand (4)Sand (4 )
---------------
120% of Opt.
M/C to Depth
Ftg.
---------------- -----------------
Above Opt. to 110% of Opt.
Depth of Ftg. M/C to Depth
(No Testing) Ftg.
----------------------------------------------------------------------------------------------
N'TE:
1. The surrounding areas should be graded so as to ensure drainage away from the
building.
2. Concrete floor slab in areas to be covered with moisture sensitive coveritgs
shall be constructed over a 6 mil plastic membrane., The plastic should be
properly lapped, sealed and protected with said.
3. Quartering of slab should be accomplished by the use of pre-rrolded expansion.
joint material and not by saw cutting.
4. Two (2") inches of sand over moisture barrier may be included in this four (4")
inch total.
.v t•r1:,4..iiL +pi- riirrucl:-r?VICINITY MAP
p
I`SCCNAR 3 OR, Irl'i I II Il f J J. =Jia ;--.G t ...
STRATA-TECH
4 ,t FA5 MA4/li ¢q.
/ li xl17
11 FF
c•l ,4 / ' i1f' -fl Mfr :T i r_'
Isand`..
Sa I r GIrrGn- t---,/ f enr_:•-mil E-__.._..,•_",.
"-"Dflll _ CCIH I'OI:A7'I. 111)l"4I){{;1- _ - _ `T Hole ltl OHnTE L\=J -- - -1,7 .,.i Cp GAR)
I lI I'<
-',--
G
41 C!I' I m Is 2LI (--U
G I 5=55UU, 2,L '
W
V
n•r ,erc"_
STRATA-TECH
W.O. 953 81 DATE /917
STRATA-TECH
G E O T E C H N I C A L C O N S U L T A N T S
BORING LOG
PROJECT:HUNTINGTON HARBOR 11 LOCATION:SEE PLAN
BORING NO.; 1 _ ELEVATION:2pLOX. 6'DRILL DATE:7/ 11/89
LOGGED BY:TDH DRIVING WEIGHT:
C7 J Z
0
}
u. -OV) (6 LL LLto W> -
M
W
0.DESCRIPTION OF MATERIALS o f
i
U
W O Om
CJ
<
co o v N
0 0?W Wm OM Cr
CL ''
A/C/Base 12"
Dark grey, black clay, silty,
organic, very moist, moderately firm,
layered with brown medium sands, damp
FILL
5 Dark grey silt , clayey, moderately
stiff, moist, layered with peat,
oranic odor
Black with sandy clay , silt, very 4/10
moist to wet , highly organic,and
odor, soft
Grey black with fine sand, very claye
moist, moderately soft to loose,
dccasional peat stringer, fresh
organics
4/6
20 Brown clay, stiff/hard moist, layered 12/20
with brown medium sand, saturated,
loose
STRATA-TECH
G E 0 T E C H N I C A L C O N S U L T A N T S
BORING LOG
PROJECT:HUNTINGTON HARBOR II LOCATION:
BORING NO.: - 1 ELEVATION:DRILL DATE:
LOGGED BY: DRIVING WEIGHT:
U) C6
M a DESCRIPTION OF MATERIALS
o 2 z
(9
EOH @ 30 feet
Water encountered @ 20 feet
12/32
LOCATION:
aprox. 6'
TDH
SEE PLAN
DRILL DATE :7/ 1 1 /89
DRIVING WEIGHT:
zO }
(n
LL u) LL w >'
DESCRIPTION OF MATERIALS w J¢3 O ¢owC-)
uv w0 m 0 wOzz03wcorQL)
-'a
A/C Base 12"I
STRATA-TECH
G E O T E C H N I C A L C O N S U L T A N T S
BORING LOG
PROJECT:HUNT tGTON HARBOR II
BORING NO.: 2 ELEVATION:
LOGGED BY:
5
Red brown sandy clay , moist, stiff,
grades to clayey san -, dense, moist
Brown medium to coarse sand, moderately
aense, clean , saturated
Brown sand , medium to very coarse
grain , saturated, dense
STRATA-TECH
G E O T E C H N I C A L C O N S U L T A N T S
y
BORING LOG
HUNTINGTON HARBOR IIPROJECT:LOCATION:-
BORING NO.: 2 ELEVATION:DRILL DATE:
LOGGED BY: DRIVING WEIGHT:
Co0 zO >_
~Cn B LL u-i
C:l
x DESCRIPTION OF MATERIALS 0W¢O ¢WLWdu U WOO 0 m u O0W
>..¢m
JIL0
8/2625
30._.l Brown sand, predominately medium
grain, trace small pebbles, saturate
sands are gradational
11/41
35 EOH @ 35 feet
STRATA-TECF-H
G E O T E C H N I C A L C O N S U L T A N T S
DESCRIPTION OP MATERIALS
Concrete /4" Sand
Grey and black silt clay, moist,
soft, organic odor, minor brick
fragments
FILL
r
PROJECT;HUNTINGTON HARBOR II LOCATION:
DRIVING WEIGHT:
BORING NO.: 3 ELEVATION:aprox. 6'DRILL DATE:7/11/89
LOGGED B`(:
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Red brown sandy clay, stiff, moist,
trace of organics
10 Red brown sandy clay, stiff, moist,
trace of organics
Sand, brown, medium grain , saturated
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SEE PLAN
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BORING LOG
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9/17
STRATA-TECH
G E O T E C H N I C A L C O N S U L T A N T S
BORING LOG
SEE PLANHUNTINGTON HARBOR LOCATION:PROJECT:
'BORING NO.:4
- ELEVATION:
aarOX.DRILL DATE:7/11/89
TDHLOGGED BY: DRIVING WEIGHT:
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Concrete/Sand
Grey black/brown silty clay, clayey
sand, moist , loose to soft, brick
fragments,peat
FILL
5 Black clayey silt, very moist, modera ely 6/15 !G l
soft, very organic, peat stringers
1 Brown grey clay, slightly sandy,
moderately stiff, very moist
6/21
15 Sand, saturated, dense 15/2 /
20 EOH @ 20 feet 6/31
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STRATA-TECH
G E O T E C H N I C A L C O N S U L T A N T S
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PROJECT:
BORING NO,.
BORING LOG
HUNTINGTON HARBOR II
5 ELEVATION:
LOF ;ED BY: _
LOCATION: _
aprox. 6'
TDH
SEE PLAN
DRILL DATE:7/ 1 1 /89
DRIVING WEIGHT:
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5
Grey black silt, clay, organic,
very moist, soft
Red brown clay, slightly sandy,
moderately firm, moist
10 Olive grey silt with fine sand, stif
very moist , hard concretions
9/16
15 Brown sand , medium grain , moist,
very dense layered with grey olive
silt, very stiff to hard, moist
8/13
-20 EOH 2 20 feet
SPECIFICATIONS FOR GRADING
SITE CLEARING
All existing vegetation shall be stripped and hauled from the site.
PREPARATION
After the foundation for the fill has been cleared, plowed or
scarified, it shall be disced or bladed until it is uniform and
free from large clods, brought to a proper moisture content and
compacted to not less than ninety (90) percent of the maximum dry
density in accordance with ASTM;D-1557-78 (5 layers - 25 blows per
layer; 10 lb. hammer dropped 18"; 4" diameter mold).
MATERIALS
On-site materials may be used for fill, or fill materials shall
consist of materials approved by the Soils Engineer and may be
obtained from the excavation of banks, borrow pits or any other
approved source. The materials used should be free of vegetable
matter and other deleterious substances and shall not contain rocks
or lumps greater than eight (8) inches in maximum dimension.
PLACING SPREADING AND COMPACTING FILL MATERIALS
Where natural slopes exceed five (5) horizontal to one (1)
vertical, the exposed bedrock shall be benched prior to placing
fill.
The selected f1.ll material shall be placed in layers which, when
compacted, shall not exceed, six (6) inches in thickness. Each'layer
shall be spread evenly and shall be thoroughly mixed during the
spreading to ensure uniformity of material and moisture of each
layer.
Where moisture of the fill material is below the limits specified
by the Soils Engineer, water shall be added until the moisture
content is as required to ensure thorough bonding and thorough
compaction.
Where moisture content of the fill material is above the limits
specified by the Soils Engineer, the fill materials shall be
aerated by blading or other satisfactory methods until the moisture
content is as specified.
After each layer has been placed, mixed and spread'evenly, it shall
be thoroughly compacted to not less than ninety (90) percep t of the
maximum dry density in accordance with ASTM:D-1557-78 (5 .ayers -
25 blows per layer; 10 lbs. hammer dropped 18 inches; 4" diameter
mold) or other density tests which will attain equivalent results.
Compaction shall be by sheepsfoot roller, multi-wheel pneumatic
tire roller or other types of acceptable rollers. Rollers shall be
SPECIFICATIONS FOR GRADING PAGE 2
of such design that they will be able to compact the fill to the
specified density. Rolling shall be accomplished while the fill
material is at the specified moisture content. Rolling of each:
layer shall be continuous over the entire area and the roller shall
make sufficient trips to ensure that the desired density has been
obtained. The final surface of the lot areas to receive slabs on
grade should be rolled to a dense, smooth surface.
The outside of all fill slopes shall be compacted by means of
sheepsfoot rollers or other suitable equig...znt. Compaction
operations shall be continued until the outer nine (9) inches of
the slope is at least ninety (90) percent compacted. Compacting of
the slopes may be progressively in increments of three (3) feet to
five (5) feet of fill height as the fill is brought to grade, or
after the fill is brought to its total height.
Field density tests shall be made by the Soils Engineer of the
compaction of each layer of fill. Density tests shall be made at
intervals not to exceed two (2) feet of fill height provided all
layers are tested. Where the sheepsfoot rollers are used, the soil
may be disturbed to a depth of several inches and density readings
shall be taken in the compacted material below the disturbed
surface. When these readings indicate that the density of any layer
of fill or portion there is below the required ninety (90) percent
density, the particular layer or portion shall be reworked until
the required density has been obtained.
The grading specifications should be a part of the project
specifications.
The Soil Engineer shall review the grading plans prior to grading.
INSPECTION
The Soil Engineer shall provide continuous supervision of the site
clearing and grading operation so that he can verify the grading
was done in accordance with the accepted plans and specifications.
SEASONAL LIMITATIONS
No fill material shall be placed, spread. or rolled during un
favorable weather conditions. When work is interrupted by heavy
rains, fill operations shall not be resumed until the field tests
by the Soils Engineer indicate the moisture content and density of
the fill are as previously specif_'.ed.
EXPANSIVE SOIL CONDITIONS
Whenever expansive soil conditions are encountered, the moisture
content of the fill or recompacted soil shall be as recommended in
the expansive soil recommendations included herewith.