2010-10489 SGK SOIL a TSSTINO, INC
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µAR 2 2 2010
San Diego Office
PHONE
P.O. Box 600627
(619) 280 -4321
(760) 775-5983
San Diego, CA 92 160-062 7
TOLL FREE
(877) 215 -4321
6280 Riverdale Street
San Diego, CA 92120
F A X
(619) 280.4717
www.scst.com
Indio Office
PHONE
83.740 Citrus Avenue
(760) 775-5983
Suite G
TO L L F R E E
(877) 215 -4321
Indio, CA 92 201 -34 38
FAX
(760) 775 -8362
www.scst.com
GEOTECHNICAL INVESTIGATION
MAGDALENA ECKE YMCA
PLANNED PRESCHOOL ADDITION
200 SAXONY ROAD
ENCINITAS, CALIFORNIA
PREPARED FOR:
MR. RON LELAKES
MAGDALENA ECKE YMCA
200 SAXONY ROAD
ENCINITAS, CALIFORNIA 92024
PREPARED BY:
SOUTHERN CALIFORNIA SOIL 3 TESTING, INC.
6280 RIVERDALE STREET
SAN DIEGO, CALIFORNIA 92120
Providing Professional Engineenng Services Since 1959
9 SOIL 4 TESTING, INC.
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San Diego Office
PHONE
P.Q. BOX 600627
(619) 280 -4321
San Diego, CA 9 2160 -062 7
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215-43.21
6280 Riverdale Street
- San Diego, CA 92120
F A X
(619) 280.4717
www.scst.com
September 2, 2009
Mr. Ron Lelakes
Magdalena Ecke YMCA
200 Saxony Road
Encinitas, California 92024
Subject: GEOTECHNICAL INVESTIGATION
MAGDALENA ECKE YMCA
PLANNED PRESCHOOL ADDITION
200 SAXONY ROAD
ENCINITAS, CALIFORNIA
Dear Mr. Lelakes:
Indio Office
PHONE 83 -740 Citrus Avenue
(760) 775 -5983
TO L L F R E E Suite G
(877) 215.4321 Indio, CA 92201.3438
FAX
(760) 775 -8362 www.scst.com
SCS &T No. 0911114
Report No. 1
This letter transmits Southern California Soil & Testing Inc.'s (SCS &T) report describing the
geotechnical investigation performed for the planned addition to the preschool at the Magdalena
Ecke YMCA located in the City of Encinitas, California.
This investigation was conducted in general conformance with the scope of work presented in
SCS &Ts proposal dated August 6, 2009. If you have any questions concerning this report, or
need additional information, please call us at (619) 280 -4321.
S �k1 (c IA SOIL AND TESTING, INC.
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Fir! Obod I Engineer
GBF:aw
(4) Addressee
TABLE OF CONTENTS
SECTION PAGE
EXECUTIVE SUMMARY.... ...._..__ -...._ ............... _.._ .... .... .... »..» »... » »..... ».»
1.
INTRODUCTION. ».. ».._ ..... ..»»..»»...... ... ..» .......
» » ... .... ... _ ..... .............. »..... »»..1
1.1 GENERAL ........................................................................................................
..............................1
1.2 SCOPE OF WORK .............................................................................................
............................... 1
1.1.1 Field Explorat ion ...................................................................................
............................... 1
1.2.2 Laboratory Testing ................................................................................
............................... 1
1.2.3 Analysis and Report ...............................................................................
............................... 1
2.
SITE AND SUBSURFACE CONDITIONS....... —..Y
2.1 SITE DESCRIPTION ..........................................................................................
............................... 2
2.2 SUBSURFACE CONDITIONS .......................................................................»...
............_.................. 2
2.3 SEISMIC DESIGN PARAMETERS .......................................................................
............................... 2
3.
CONCLUSIONS ...............__...»........_ » » . ... ... .. .. ... .. ... ».. ».. 2
4.
4.1 SITE PREPARATION AND GRADI NG .................................................................
............................... 3
4.1.1 Site Preparation .....................................................................................
............................... 3
4.1.2 Earthwork ..............................................................................................
..............................3
4.1.3 Site Excavation Characteristics .............................................................
............................... 3
4.1.4 Imported Soil ............................................... a.........................................................
.............. 3
Surface4.1.5 Drainage ...................................................................................
............................... 4
4.1.6 Grading Plan Review .............................................................................
............................... 4
4.1.7 Temporary Excavations .........................................................................
............................... 4
4.2 FOUNDATIONS .................................................................................................
..............................5
4.2.1 Shallow Spread Footings .......................................................................
............................... 5
4.2.2 Existing Footings to Support New Loads ..............................................
............................... 5
4.2.3 Settlement Characteristics .....................................................................
............................... 5
4.2.4 Foundation Plan Review .......................................................................
............................... 5
4.2.5 Foundation Excavation Observations ...................................................
............................... 5
4.3 SLABS -ON -GRADE ..........................................................................................
............................... 6
4.3.1 Interior Concrete Slabs -on- Grade .........................................................
............................... 6
4.3.2 Exterior Slabs -On -Grade ......................................................................
............................... 6
5. GEOTECEMCAL ENGINEERING DURING CONSTRUCTION......._.__...._.. . 7
6. CLOSURE— ......................... »..» ...__. ........ ... » »........... .._.... » »..7
ATTACHMENTS
FIGURES
Figure 1 - Site Location Map
Figure 2 - Exploratory Test Pit Location Map
APPENDICES
Appendix I - Logs of Exploratory Test Pits
Appendix 11- Laboratory Testing
15C
ST
EXECUTIVE SUMMARY
This report presents the results of the geotechnical investigation Southern California Soil and
Testing, Inc. performed for the planned addition to the preschool at the Magdalena Ecke YMCA
located at 200 Saxony Road in the City of Encinitas, California. We understand that the addition
will consist of a single story structure. The purpose of our work is to provide conclusions and
recommendations regarding the geotechnical aspects of the project.
Two exploratory test pits were excavated using hand -tools to a depth of about 5 feet.
Materials encountered in the test pits consisted of fill and formational materiel commonly
identified as very old surficiat deposits. The fill is comprised of loose clayey sand. The surficial
deposits are comprised of medium dense to dense clayey sand. No groundwater was
encountered in our test pits.
The main geotechnical consideration affecting the planned additions is the presence of loose fill
material and potentially compressible surficiat deposits that are considered unsuitable for the
support of settlement sensitive structures. In the areas beneath the planned improvements, the
existing fill should be excavated in its entirety. Additionally, a portion of the surficial deposits
should be excavated. It is anticipated the excavated materials can be replaced as compacted
fill. The planned addition can be supported on spread footings with bottom levels in compacted
fill material. The grading and foundation recommendations herein will need to be updated once
final grading and foundation plans are developed.
1. INTRODUCTION
1.1 GENERAL
This report presents the results of the geotechnical investigation Southern California Soil and
Testing, Inc. performed for the planned addition to the preschool located at Magdalena Ecke
YMCA located in the City of Encinitas, California. Existing improvements consist of a single -
story structure and associated hardscape. We understand that the project will consist of a
lateral addition to the existing structure. The purpose of our work is to provide conclusions and
recommendations regarding the geotechnical aspects of the project. The location of the site is
shown on Figure 1.
1.2 SCOPE OF WORK
1.2.1 Field Exploration
Subsurface conditions were explored by excavating 2 exploratory test pits that extended
approximately 5 feet deep at the locations shown on Figure 2. A SCSBT geologist logged
the test pits and obtained samples for examination and laboratory testing. The logs of the
test pits are in Appendix I. Soils are classified according to the Unified Sal Classification
System illustrated on Figure 1 -1.
1.2.2 Laboratory Testing
The laboratory program consisted of tests for
: Sieve Analysis
• Maximum Density and Optimum Moisture Content
• Direct Shear
The results of the laboratory tests, and brief explanations of test procedures, are in
Appendix II.
1.2.3 Analysis and Report
The results of the field and laboratory tests were evaluated to develop conclusions and
recommendations regarding:
1. Subsurface conditions beneath the site.
2. Site preparation recommendations.
3. Criteria for seismic design in accordance with California Building Code procedures.
4. Alternatives for foundation support along with geotechnical engineering criteria for
design of the foundations.
5. Resistance to lateral loads.
6. Estimated foundation settlements.
7. Support for concrete slabs -on - grade.
v;
51 : T
Ecke YMCA Preschool Expansion September 2. 2009
200 Saxony Road SCSBT No. 0911114 -01
Enclndes, California Page 2
2. SITE AND SUBSURFACE CONDITIONS
2.1 SITE DESCRIPTION
The location of the planned addition is located at the southeast corner of the existing structure.
The area is bounded by a parking lot on the west, play area on the east, and typically
landscaping on the south. At the time of site investigation the area was covered with asphalt
concrete and grass. Topographically the area of the planned improvement is a relatively flat site
with a total elevation difference of about 1 foot over a span of about 80 feet.
2.2 SUBSURFACE CONDITIONS
Materials encountered in the test pits consisted of fill and formational material mapped as very
old surficial deposits. The fill is comprised of loose clayey sand. The surficiai deposits are
comprised of medium dense to dense clayey sand.
Groundwater was not encountered in the test pits. The permanent groundwater level is
expected to be below a depth that will influence planned construction. However, groundwater
levels can fluctuate seasonally, and can rise significantly following periods of precipitation.
2.3 SEISMIC DESIGN PARAMETERS
A geologic hazard likely to affect the project is groundshaking as a result of movement along an
active fault zone in the vicinity of the subject site. The site coefficients and adjusted maximum
considered earthquake spectral response acceleration parameters in accordance with the 2007
California Building Code based on the 2006 International Building Code are presented below:
Site Coordinates: Latitude 33.0510
Longitude 117.2850
Site Class: D
Site Coefficient F, = 1.0
Site Coefficient F, = 1.5
Spectral Response Acceleration at Short Periods S, = 1.356
Spectral Response Acceleration at 1- Second Period S, = 0.508
Sms =F,S,
SM, =FxS,
SDs=2l3' Sw
SD, =2/3• Sm,
3. CONCLUSIONS
Earthwork for the project is expected to consist of cuts and fills of less than 7 feet in depth. The
new buildings can be supported on shallow foundations founded in compacted fill following site
preparation in accordance with ft following recommendations.
S
Ecke YMCA Preschool Expansion Seplember 2, 2009
200 Saxony Road SCSBT No. 0911114-01
EnonNas, Callfomla Page 3
4. RECOMMENDATIONS
4.1 SITE PREPARATION AND GRADING
4.1.1 Site Preparation
Site preparation should begin with the removal of vegetation and debris. The existing soils
should be excavated to a depth of two feet below planned footing bottom levels in the
structure area and two feet below the planned subgrade elevation of the hardscape
improvements. Additionally, the existing fill should be excavated in its entirety. Excavations
up to about 7 feet in depth should be anticipated. Horizontally, the excavation should
extend at least five feet outside perimeter footing lines or planned hardscape improvements
or up to existing improvements whichever is less.
A SCS &T representative should observe conditions exposed in the bottom of the excavation
to determine if additional removal is required.
4.1.2 Earthwork
The material exposed in the bottom of the excavation should be scarified to a depth of 12
inches, moisture conditioned and compacted to at least 90% relative compaction. Excavated
materials, except for soil containing roots and organic debris, can be used as compacted fill.
Fill should be placed in 6- to 8 -inch thick loose lifts, moisture conditioned to near optimum
moisture content, and compacted to at least 90% relative compaction. The maximum dry
density and optimum moisture content for the evaluation of relative compaction should be
determined in accordance with ASTM D 1557.
Utility trench backfill within 3 feet of the structure and beneath pavements and hardscape
should be compacted to a minimum of 90% relative compaction. The upper 12 inches of
subgrade beneath slabs and paved areas should be compacted to at least 95% relative
compaction. Site preparation should begin with the removal of the existing improvements,
vegetation and debris in the areas to receive new structures. The existing fill should be
excavated in its entirety to a depth of 1 8-inches below lowest planned footing.
4.1.3 Site Excavation Characteristics
It Is anticipated that excavation can be achieved with conventional earthwork equipment in
good working order. However, it should be noted that well cemented zones and boulders
may be encountered during grading.
4.1.4 Imported Soil
Imported fill should consist of predominately granular soil free of organic material and rocks
greater than 6 inches in maximum dimension. Imported soil should have an Expansion
ST
Ecke YMCA Preschool Expansion
Sectembor 2, 2009
200 Saxony Road
SCS &T No. 0911114-01
Encinitas, Caliromia
Page 4
Index of 20 or less and should be inspected and, if appropriate, tested by SCS &T prior to
transport to the site.
4.1.5 Surface Drainage
Final surface grades around the building should be designed to collect and direct surface
water away from the structure and toward appropriate drainage facilities. The ground around
the structure should be graded so that surface water flows rapidly away from the structure
without ponding. In general, we recommend that the ground adjacent to the structure slope
away at a gradient of at least 2 %. Densely vegetated areas where runoff can be impaired
should have a minimum gradient of at least 5% within the first 5 feet from the structure. Roof
gutters with downspouts that discharge directly into a dosed drainage system are
recommended on structures.
Drainage pattems established at the time of fine grading should be maintained throughout
the life of the proposed structures. Site irrigation should be limited to the minimum
necessary to sustain landscape growth. Should excessive irrigation, impaired drainage, or
unusually high rainfall occur, saturated zones of perched groundwater can develop.
4.1.6 Grading Plan Review
The grading plans should be submitted to SCS &T for review to ascertain whether the intent
of the recommendations contained in this report have been implemented, and that no
revised recommendations are necessary due to changes in the development scheme.
4.1.7 Temporary Excavations
Temporary slopes in FlII should not be steeper than 1:1 (horizontal:vertical). Temporary
slopes in the surficial deposits should not be steeper than ' /Y:1 (horizontal: vertical). The
faces of temporary slopes should be inspected daily by the contractor's Competent Person
before personnel are allowed to enter the excavation. Any zones of potential instability,
sloughing or raveling should be brought to the attention of the Engineer and corrective
action implemented before personnel begin working in the trenches or excavations. Existing
fill should be classified as Type C soils in accordance with CaIOSHA guidelines. The
surficial deposits can be classified as Type B soil in accordance with CalOSHA guidelines.
The footings supporting the existing structure should be supported in areas where the
horizontal distance between the top of the excavation and the existing footing is less than
the depth of the excavation.
Ecke YMCA Preschool Expansion September 2, 2009
200 Saxony Road SCS& T No. 091111401
Encinitas, Cadfamia Page 5
4.2 FOUNDATIONS
4.2.1 Shallow Spread Footings
Shallow spread footings can be used to support the planned addition. The footings should
extend to a minimum depth of 18 inches below lowest adjacent finish pad grade. A
minimum width of 12 inches is recommended for continuous footings. Isolated footings
should be at least 24 inches wide. A bearing capacity of 2,500 pounds per square foot (psq
can be used. This value can be increased by % when considering the total of all loads,
including wind or seismic forces. Footings located adjacent to slopes should be extended to
a depth such that a minimum distance of 7 feet exists between the outside bottom footing
edge and the face of slopes.
Lateral loads will be resisted by friction between the bottoms of footings and passive
pressure on the faces of footings and other structural elements below grade. A friction factor
of 0.30 can be used. Passive pressure can be computed using a lateral pressure value of
300 psf per foot of depth below the ground surface. The upper 1 foot of soil should not be
relied on for passive support unless the ground is covered with pavements or stabs.
41.2 Existing Footings to Support New Loads
The existing footings to support new loads should extend down to competent material as
determined by the project geotechnical engineer. This will need to be verified in the field
during construction. In areas where the footings do not extend into competent material the
footings should be strengthened with grade beams that extend to the proper depth as
determined by the project geotechnical engineer.
4.2.3 Settlement Characteristics
Total footing settlements are estimated to be less than '/2 inch. Differential settlements
between adjacent footings, and between the middle and ends of continuous footings, are
estimated to be less than '/2 inch. Settlements should occur rapidly, and should be
completed shortly after structural loads are applied.
4.2.4 Foundation Plan Review
The foundation plans should be submitted to SCS &T for review to ascertain that the intent of
the recommendations in this report have been implemented and that revised
recommendations are not necessary as a result of changes after this report was completed.
4.2.5 Foundation Excavation Observations
It is recommended that foundation excavations be approved by a representative from
SCS &T prior to forming or placing reinforcing steel.
a� 1
Ecke YMCA Preschool Expansion September 2. 2009
200 Saxony Road SCSBT No. 0911114 -01
Encinitas, CaGlomia Page 6
4.3 SLABS -ON -GRADE
4.3.1 Interior Concrete Slabs -on -Grade
Concrete slabs- on-grade should have a thickness of at least 5 inches and be reinforced with
at least No. 3 reinforcing bars placed at 18 inches on- center each way. Slab reinforcement
should be placed approximately at mid - height of the slab and extend at least 6 inches down
into the footings.
Slabs -on -grade should be underlain by a 4 -inch thick blanket of clean, poorly graded, coarse
sand or crushed rock. A moisture vapor retarder /barrier should be placed beneath slabs
where floor coverings will be installed. Typically, plastic is used as a vapor retardant. If
plastic is used, a minimum 10-mil is recommended. The plastic should comply with ASTM E
1745. Plastic installation should comply with ASTM E 1643.
Current construction practice typically includes placement of a two-inch thick sand cushion
between the bottom of the concrete slab and the moisture vapor retarder/barrier. This
cushion can provide some protection to the vapor retarder /barrier during construction, and
may assist in reducing the potential for edge cutting in the slab during curing. However, the
sand layer also provides a source of moisture vapor to the underside of the slab that can
increase the time required to reduce moisture vapor emissions to limits acceptable for the
type of floor covering placed on lop of the slab. The floor covering manufacturer should be
contacted to detennine the volume of moisture vapor allowable and any treatment needed to
reduce moisture vapor emissions to acceptable limits for the particular type of floor covering
installed.
4.3.2 Exterior Slabs-On -Grade
The upper 2 feet of soil below exterior concrete slabs-0n -grade should have an Expansion
Index of 20 or less. Exterior concrete stabs -on -grade should have a minimum thickness of 4
inches; reinforced with at least No. 3 bars at 18 inches on center each way. Slabs should be
provided with weakened plane joints. Joints should be placed in accordance with the
American Concrete Institute Guidelines. The landscape architect should be consulted in
selecting the final joint patterns.
A 1 -inch maximum size aggregate mix is recommended for concrete for exterior slabs. A
water /cement ratio of less than 0.45 also is recommended, to decrease the potential for
shrinkage cracks. The corrosion potential of on -site soils with respect to reinforced concrete
will need to be taken into account in concrete mix design. Coarse and fine aggregate in
concrete should conform to the °Greenbook" Standard Specifications for Public Works
Construction.
M
Eck@ YMCA Preschool Expansion September 2, 2009
200 Saxony Road SCSdT No. 0911114 -01
Encirxtas, California Page 7
S. GEOTECHNICAL ENGINEERING DURING CONSTRUCTION
The geotechnical engineer should review project plans and specifications prior to bidding and
construction to check that the intent of the recommendations in this report has been
incorporated. Observations and tests should be performed during construction. If the
conditions encountered during construction differ from those anticipated based on the
subsurface exploration program, the presence of the geotechnical engineer during construction
will enable an evaluation of the exposed conditions and modifications of the recommendations
in this report or development of additional recommendations in a timely manner.
SCSBT should be advised of any changes in the project scope so that the recommendations
contained in this report can be evaluated with respect to the revised plans. Changes in
recommendations will be verified in writing. The findings in this report are valid as of the date of
this report. Changes in the condition of the site can, however, occur with the passage of time,
whether they are due to natural processes or work on this or adjacent areas. In addition,
changes in the standards of practice and government regulations can occur. Thus, the findings
in this report may be invalidated wholly or in part by changes beyond our control. This report
should not be relied upon after a period of two years without a review by us verifying the
suitability of the conclusions and recommendations to site conditions at that time.
In the performance of our professional services, we comply with that level of care and skill
ordinarily exercised by members of our profession currently practicing under similar conditions
and in the same locality. The client recognizes that subsurface conditions may vary from those
encountered at the pit locations, and that our data, interpretations, and recommendations are
based solely on the Information obtained by us. We will be responsible for those data,
interpretations, and recommendations, but shall not be responsible for interpretations by others
of the Information developed. Our services consist of professional consultation and observation
only, and no warranty of any kind whatsoever, express or implied, is made or intended in
connection with the work performed or to be performed by us, or by our proposal for consulting
or other services, or by our furnishing of oral or written reports or findings.
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Date: September 1, 2009 Figure:
EkSOUTHERN CALIFORNIA ECKE YMCA PRESCHOOL By: AKN
SOIL & TESTING, INC. EXPANSION
Job No.: 0911114 -1
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APPENDIX I
APPENDIX I
FIELD INVESTIGATION
Two exploratory test pits were excavated using hand tools at the locations indicated on Figure 2
on August 25, 2009. The fieldwork was performed under the observation of our geotechnical
engineer, who also lagged the pits and obtained samples of the materials encountered.
Relatively undisturbed chunk samples and disturbed bulk samples were obtained from the
excavated material.
The test pit logs are presented on Figures 1 -2 through 1 -3. Soils are described in accordance
with the Unified Soil Gassi ication System illustrated on Figure 1 -1.
SC
ST
SUBSURFACE EXPLORATION LEGEND
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION GROUP
SYMBOL
TYPICAL NAMES
_
1. COARSE DRAINED, more than W1. of material is
larger than No. 200 sieve size.
GRAVELS CLEAN GRAVELS GW
Well graded gravels, gravel -sand mixtures, little or no fines.
More than half of
coarse fraction is GP
Poorly graded gravels, gravel sand mixtures, little or no fines.
larger than No.4
slave size but GRAVELS WITH FINES GM
Silty gravels, poorly graded gravel- sand -silt mixtures.
smaller than 3 ". (Appreciable amount
of fines) GC
Clayey gravels, poorly graded gravel -sand, clay mixtures.
SANDS CLEAN SANDS SW
Well graded sand, gravelly sands, little or no fines.
More than half of
coarse fraction Is SP
Poorly graded sands, gravelly sands, little or no fines.
smaller than
No. 4 sieve size. SANDS WITH FINES SM
Silty sands, poorly graded sand and silty mixtures.
(Appreciable amount
of fines) SC
Clayey sands, poorly graded sand and clay mixtures.
II. FINE GRAINED, more than W% of material is smaller than No. 200 sieve size.
SILTS AND CLAYS ML
Inorganic slits and very fine sands, rock flour, sandy slit
(Liquid Limit
or clayey -silt -sand mixtures with slight plasticity.
less than 50)
CL
Inorganic clays of low to medium plasticity,
gravelly clays, sandy clays, silty clays, lean days.
OL
Organic silts and organic silty clays or low plasticity.
SILTS AND CLAYS MH
Inorganic silts, micaceous or diatomaceous fine
(Liquid Limit
sandy or silty soils, elastic silts.
greater than 50) CH
Inorganic clays of high plasticity, fat clays.
OH
Organic clays of medium to high plasticity.
III. HIGHLY ORGANIC SOILS PT
Peat and other highly organic soils.
Q Water level at time of excavation or as indicated MS - Maximum Size of Particle
®- Bulk Sample
MAX - Maximum Density
AL - Atterberg Limits
pH - pH & Resistivity
CAL - Modifled California pentratlon test sampler RC - Relative Compaction
CK - Undisturbed chunk sample
RV - R Value
CL - Chloride
SA - Sieve Analysis
CON - Consolidation
SC - Sand Cone
COR - Corrosivlty Test
SF - Sulfate & Chloride
- Sulfate
SPT - Standard penetration test sampler
. Chloride
ST - Shelby Tube
- pH and Resistivity
TX - Triaxial Compression
DS - Direct Shear
UC - Unconfined Compression
El - Expansion index
ECKE YMCA PRESCHOOL EXPANSION
OUTHERN CALIFORNIA
By:
AKN
Date: 912109
SOIL & TESTING, INC.
[&:
Job Number. 09111141
Figure: 41
LOG OF BORING NUMBER HA -1
Date Excavated: 8125109 Logged by: AKN
Equipment: Hand Tools Project Manager GF
Surface Elevation (ft): NIA Depth to Water (ft): N/A
SAMPLES
LU
zi,
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K
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SUMMARY OF SUBSURFACE CONDITIONS
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SC
Very Old Parallc Deposits (Qvop,a): Medium reddish-
SA, DS, MAX
brown, medium dense to dense, mottled, fine to medium
grained, CLAYEY SAND.
1
2
Becomes dense at 2 feet.
3
4
5
TERMINATED AT S FEET. NO GROUNDWATER OR
SEEPAGE ENCOUNTERED
6
7
8
9
1
101
ECKE YMCA PRESCHOOL EXPANSION
SOUTHERN CALIFORNIA
By; AKN
Date: September 1, 2009
SOIL 8 TESTING, INC.
Job Number: 0911114 -1
Figure: 1-2
LOG OF BORING NUMBER HA -2
Date Excavated: 8125109 Logged by AKN
Equipment: Hand Tools Project Manager: GF
Surface Elevation (ft): WA Depth to Water (ft): N/A
SAMPLES
W
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SUMMARY OF SUBSURFACE CONDITIONS
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6 Inches of sod and associated topsoil
sc
ARTIFICIAL FILL (Q-C: Medium brown, medium dense,
1
CLAYEY SAND. Scattered concrete and asphaltic concrete
debris and gravel up to 3 inches in diameter.
2
3
4
SC
Very Old Paralic Deposits (Qvop,sl: Medium reddish -
brown, moist, dense, mottled, fine to medium grained,
CLAYEY SAND.
5
TERMINATED AT 5 FEET. NO GRAOUNDWATER OR
SEEPAGE ENCOUNTERED
6
7
8
9
10
ECKE YMCA PRESCHOOL EXPANSION
SOUTHERN CALIFORNIA
&
By: AKIN
Date: September 1, 2009
SOIL & TESTING, INC.
Job Number: 09111141
Figure: 1-3
APPENDIX 11
APPENDIX II
LABORATORY TESTING
SUMMARY
Laboratory tests were performed to provide geotechnical parameters for engineering analyses.
The following tests were conducted:
• CLASSIFICATION: Field classifications were verified in the laboratory by visual
examination. The final soil classifications are in accordance with the Unified Soil
Classification System.
• GRAIN SIZE DISTRIBUTION: A Grain size distribution was determined for one sample
in accordance with ASTM D 422. The result of this test is presented on Figure II -1.
• MAXIMUM DENSITY AND OPTIMUM MOISTURE CONTENT: The maximum density
and optimum moisture content of one sample was determined in accordance with ASTM
D 1557. The results are presented on Figure II -2.
• DIRECT SHEAR: Direct shear tests were performed in accordance with ASTM D 3080.
The shear stress was applied at a constant rate of strain of approximately 0.003 inch per
minute. The results of these tests are presented on Figure 11 -3.
Soil samples not tested are now stored in our laboratory for future reference and analysis, if
needed. Unless notified to the contrary, all samples will be disposed of 30 days from the date of
this report.
5 C
fl
Cobbles
C Y 1 -W W 310- w sd 010 Nis 030 SQ&W 0100 0200
100
80
Coarse I Flne
I Coarse Mwium I Fine
1
- —
— --
70
— —
€� so
50
—�
-
G
--
4
20
-
10
—
1000 100 10 1 0.1 0.01
Grain Size In Millimeters
Cobbles
I vel
I Sand
j Sitt or Clay
Coarse I Flne
I Coarse Mwium I Fine
SAMPLE LOCATION UNIFIED SOIL CLASSIFICATION: Sc ATTERSERG LIMITS
HA -1 0 Od DESCRIPTION CLAYEY SANG LIO D UST
L ASTIC LUAIY
P
PLASTICITY INDEX
SOUTHERN CALIFORNIA
SOIL 8 TESTING, INC. ECKE YMCA PRESCHOOL EXPANSION
B GF Date: SspumWr t, 2009
.In61Jum1ur 09111141 Finurn• 11-1
MAXIMUM DENSITY & OPTIMUM MOISTURE CONTENT
ASTM D 1557 -00
SAMPLE
DESCRIPTION
DRY DENSITY MOISTURE
.�
HA -1 @ 0 -5 ft
Medium reddish -brown CLAYEY SAND
128.6 9.4
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
ECKE YMCA PRESCHOOL EXPANSION
By: GF
I Date: s.ptembx 1, 200
Job Number: 0811114 -1
Fi gure: II -2
F
1 50
46
40
33
W 3.0
5
2,5
y
ti
q
2.0
1.6
1.0
0.s
00
Direct Shear Test Results
0.0 0S +d 13 20 23 3.0 3.6 4.0 ..s &0
Confining Pressure (uerl
INTERNAL COHESION
FRICTION INTERCEPT
SAMPLE
DESCRIPTION
i
Ivor-)
HA1 QO_5
SILTY SAND
■ Shear Strengtb at Q.2
inches of Deformation
Remolded to 90% Relative Compaction
Shear Strength at
36
202
0.2 inches of Deformation
ECKE YMCA
PRESCHOOL EXPANSION
SOUTHERN CALIFORNIA
SOIL & TESTING
BY,
GF
IN
Job Number:
09711141
FI ure: 11-3
•
00
OF
00
ON
0.0 0S +d 13 20 23 3.0 3.6 4.0 ..s &0
Confining Pressure (uerl
INTERNAL COHESION
FRICTION INTERCEPT
SAMPLE
DESCRIPTION
ANGLE DEG.
Ivor-)
HA1 QO_5
SILTY SAND
Remolded to 90% Relative Compaction
Shear Strength at
36
202
0.2 inches of Deformation
ECKE YMCA
PRESCHOOL EXPANSION
SOUTHERN CALIFORNIA
SOIL & TESTING
BY,
GF
Date: 9/2/2009
Job Number:
09711141
FI ure: 11-3