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APPLICANT NAME CRITTENI)OM
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CITY ENCINITAS STATE: ZTT- :
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LICENSE NO� : -03848 T f,, Ns
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M-20-2005 13:16 FROM-S.Ca.So ATestine 619-280-4717 T-505 P.002 F-554
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(619)280-4321 San Diego,CA 92160-0627
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February 1, 2005 SCS&T No. 0411351
Report No. 1
Mr.Tim McCollum
McCollum Construction.
29616 Nuevo Road
Nuevo, California 92567
Subject: REPORT OF SOIL INVESTIGATION
CRITTENDEN RESIDENCE
961 NARDO ROAD
ENCINITAS, CALIFORNIA
Dear Mr. McCollum:
In accordance with your request, we have completed a soil investigation for the subject project.
The findings and recommendations of our study are presented herewith.
In general, the findings of this study indicate that the site is suitable for the proposed
development. ' The main geotechnical conditions affecting construction are the presence of
potentially compressible fill and colluvium underlying the site, as well as highly expansive soils.
These conditions will require special site preparation and foundation' considerations as
described herein.
If you have any questions after reviewing the findings and recommendations contained in the
attached report, please do. not hesitate -to contact this office. This opportunity to be of
professional service is sincerely appreciated,
Respectfully submitted, .
SOUTHERN C ORNIA S G, INC.
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I filer, R W 7 ..NO.
Vice F'r ent
(4) Addressee f
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hfAY 72 ;
` 2005
04-20-2005 13:16 FROM-S.Ca.Soil&Testing 619-280-4717 T-505 P.003 F-554
TABLE OF CONTENTS
SECTION PAGE
1. INTRODUCTION AND PROJECT DESCRIPTION...w.....»..w..,,h......... ».w».wwwww.».www.w.wl
2. PROJECT SCOPE.............»...,................w.».....,,..............»......»w.»..........................
3. FINDINGS..w..wo....»»................o......M..q..wow.»».w.w.»».uu.wb....,..ww...ww»owww.awww.ww..w»w»wpb
3.1. STrE DESCRIPT ION...................... .2
3.2. SOIL DESCRIP'T'ION................. ............................. ......,...... ._ ......................... ........................2
3.3. GROUNDWATER........ ......................... .............................................. .... .. ........................:...2
4. CONCLUSIONS........._......«............»......w.......,w.......w................».......................w................2
5. PRELIMINARY RECOMMENDATIONS.h..................».»».....».......h.h......_..w.w.ww.w.w....www,..3
51. GRADING................. ............................ ........................................... 3
5.1.1. Site Preparation.................................................... ........... ..3
5.1.2. Surface Drainage..................................................................................................................3
5.1.3. Earthwork.. ....................... .. ............................................ .... .4
5.2. FOUNDATIONS..... ...................... ...... .... ......................................... . .... . .................4
5.2.1. General................................................. ...................................................................... ......4
5.2.2. Reinforcement ...................................-.......................................... .. . 4
5.2.3. Seismic Design Factors.................. ....... .................................................................... 4
5.2.4. Lateral Resistance.......................... ............................................................... 5
5.2.5. Settlement Characteristics............... .. ........................................................... :.... .5
5.2,6. Expansion Characteristics............................. ... .............................................. .. .. 5
5.2.7. Foundation Plan.Review................ ........................... ..................5
5.2.8. Foundation Excavation Observation.. ........................................... .. . ...... . .................5
5.3. INTERIOR CONCRM SLABS4W-GRADE•.........................................................................•....,.•.•_...6
5.4. INTERIOR CONCRETE SLABS-ON-GRADP........................................................................................b
S.S. ML%CELLA.NEOUS CONSTRI crION CONSIDERATIONS.......... ..........:..................... ............ .7
6. FIELD EXPLORATION.....,-..--..-....---..-. 8
7. LIMITA'T'IONS..........».......................w..............w........»...,..........................................w....w...w.......»8
7.1- REVIEW,OBSERVATION AND TOTING.................... ........................................... 8
. ...................
7.2. UNIFORMITY OF CONDITIONS.................... ......................8
7.3. CHANGE IN SCOPE...................................... .......... 9
7.4. TIME LIMITATIONS..................... ... . .. .. ........ '.9
7.5. PROFESSIONAL STANDARD.... .. .. ..................................................................................................9
8. LABORATORY TESTING.....w....w.........................................................w.............,..........................9
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04-20-2005 13:16 FROM—S.Ca.Soil&Testing 619-280-4717 T-505 P.004 F-554
TABLE OF CONTENTS (Continued)
SECTION PAGE
ATTACHMENTS
FIGURES
Figure 1 Site Location Map
PLATES
Plate 1 Site Plan
Plate 2 Soil Classification Chart
Plates 3-5 Test Trench Logs
Plate 6 Grain Size Distribution
APPENDICES
Appendix A Technical Bulletin
S.
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04-20-2005 13:18 FROM-S.0.Soil&Testing 619-280-4717 T-505 P.00T/027 F-554
McCollum Construction
Crittenden Residence February i,2005
SCS&T No.041*6r-t
Page 2
WHROM
3. FINDINGS
3.1- SITE DESCRIPTION
The project site is a rectangular-shaped parcel located at 961 Nardo Road in the city of
Encinitas, California. The site is bordered by Nardo Road on the west and developed
residential property on all other sides. The property slopes gently to the west and is occupied
by a single-family residential structure.
3.2. SOIL DESCRIPTION
Based upon the findings of our Investigation, the site is underlain by artificially-placed fill soils,
colluvium and terrace deposits.
.Fill Soils; Fill was encountered in all the trenches, extending to a depth of one foot below
existing grade. These deposits consist of brown and dark brown, wet, loose, silty sand.
Some of the fill contains roots.
Colluvium. Colluvial deposits were encountered underlying the fill to a depth of about 3 to
3'h feet. This material consists of dark brown, grayish and dark brownish-gray, moist, loose,
silty sand with clay and soft sandy clay.
Terrace Deposits; Terrace deposits underlie the surficial soils. This material consists of
olive grayish-brown, moist to humid, medium dense to dense, silty sand.
3.3. GROUNDWATER
Minor seepage was encountered at the fill to colluvium contact, It is our opinion that this is due
to recent rains and the less permeable characteristics of some of the colluvium. No
groundwater was noted during our investigation. However, changes in groundwater levels can
occur after development of a site, as a result of alteration of the permeability characteristics of
the $oil, alteration in drainage patterns, or increases in irrigation water. It is our opinion that
seepage can be most effectively addressed on an individual basis if and when it develops.
4. CONCLUSIONS
In general, no geotechnical conditions were encountered which would preclude the construction
of the residence as currently proposed provided the recommendations presented herein are
implemented.
The subject site is underlain by about 3'/a feet of potentially compressible fill and colluvium.
These materials are considered unsuitable, in their present condition, for the support of
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C.
0 -20-2005 13:18 FRONT-S.Ca.SoilVesting 619-280-4717 T-505 P.008/02T F-554
McCollum Construction February 1,2W5 Cniftenden ReSid@nce SCS&T No. 0411361-1
Page S
settlement sensitive improvements. It is therefore recommended that these materials be
removed. They can be replaced as compacted fill where needed to meet final grades. in
addition, the prevailing foundation soils are highly expansive. The following recommendations
assume that a conventional foundation system will be utilized.to support the proposed structure.
If a post tensioned system to be used, additional recommendations can be provided.
5. PRELIMINARY RECOMMENDATIONS
5.1. GRADING
5.1.1. Site Preparation
Site preparation should begin with the demolition of existing improvements and the removal
of the resulting debris, as well as any vegetation and deleterious matter from the areas of
the site to receive the proposed structure and any associated improvements. It is
recommended that the existing compressible fill and colluvium be removed and thoroughly .
mixed. The soils removed should be moisture conditioned, and replaced as uniformly
compacted fill where needed to meet proposed grades, Clayey soils should.be compacted
at a minimum moisture content-of 2 percentage points above optimum. Care should be
exercised not to get clayey soils too wet. Minimum lateral removal limits should be 5 feet
beyond the perimeter of the improvements or property line, whichever is less. The soils
exposed at the bottom of the excavation should be scarified to a'depth of 12 inches,
moisture-conditioned and compacted to at least 90% relative compaction prior to the
placement of fill soils. All fill,should be placed in 6-to 8-thick loose lifts 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
1557-00, Method A or C.
5.1.2. Surface Drainage
Proper drainage is imperative due to the expansive characteristics of the foundation soils.
Drainage around the improvements should be designed to collect and direct surface water
away from the improvements and toward appropriate drainage devices. Rain gutters with
downspouts that discharge runoff away from the structure into controlled drainage devices
are recommended.
The ground around the proposed improvements should be graded so that surface water
flows rapidly away from the improvements without ponding. In general, we recommend that
the ground adjacent to structures be sloped away at a gradient of at least 2 percent.
Densely vegetated areas where runoff can be impaired should have a minimum gradient of
at least 5 percent within the first 5 feet from the structure.
f
04-20-2005 13:18 FROM-S.Ca.Soil&Testing 619-280-4717 T-505 P.009/027 F-554
McCollum Construction
Crittenden Residence February 1,2005
SCS&T No. 0411361-1
Page 4
Drainage patterns provided at the time of fine grading should be maintained throughout the
life of the proposed improvements. Site irrigation should be limited to the minimum
necessary to sustain landscape growth, and over-watering should be avoided. Should
excessive irrigation or impaired drainage occurs, zones of wet or saturated soil may
develop.
5.1.3. Earthwork
All earthwork should be accomplished in accordance with the attached Recommended
Grading Specifications and Special Provisions. All special site preparation
recommendations presented in the sections above will supersede those in the standard
Recommended Grading Specifications. Fill should be compacted to at least 90 percent
relative compaction at or slightly over optimum moisture content. Utility trench backfill within
5 feet of the proposed structures and beneath pavements should be compacted to a
minimum of 90% relative compaction. The upper 12 inches of subgrade beneath paved
areas should be compacted to 9% relative compaction. This compaction should be obtained
by the paving contractor just prior to placing the aggregate base material and should not be
part of the mass grading requirements.
5.2. FOUNDATIONS ;
5.2.1. General
Shallow foundations may be utilized for the support of the proposed improvements. The
footings should have a minimum depth of 24 inches below lowest adjacent finish pad grade
(below interior slab-on-grade and sand blanket). A minimum width of 12 and 24 inches is
recommended for continuous and isolated footings, respectively. A bearing capacity of
1500 pounds per square foot (psf) may be assumed for said footings. The bearing capacity
may be increased by 1/3 when considering wind or seismic forces.
5.2.2. Reinforcement
Both exterior and interior continuous footings should be reinforced with at least two No.'5
bars positioned near the bottom of the footing and at least two No. 5 bars positioned near
the top of the footing. This reinforcement is based on soil characteristics and is not intended
to be in lieu of reinforcement necessary to satisfy structural considerations.
5.2.3. Seismic Design Factors
Provided below are seismic design factors applicable to the subject project. The seismic
design factors were determined in accordance with the California Building Code.
04-20-2005 13:18 FROM-S.Ca.Soil&Testing 619-260-471T T-505 P-010/027 F-554
McCollum Construction February 1,2aP5
Crittenden Residence SCSS T No. 0411361-1
page 5
Seismic Zone 4. 2=0.40
Source Fault: Rose Canyon
Seismic Source Type: B
Soil Profile Type: St)
Distance to Seismic Source: 14.5 kilometers
Near-Source Factor Ne;1.0
Near-Source Factor N„=1.0
It is likely that the site will experience the effects of at least one' moderate to large
earthquake during the life of the proposed Improvements.
5.2.4. Lateral Resistance
Resistance to lateral loads may be provided by friction at the base of the footing and by
passive pressure against the adjacent compacted fill. For concrete footings on terrace
deposits, a coefficient of friction of 0.25 may be used. For calculating passive pressure, an
equivalent fluid unit weight of 250 pounds per cubic foot may be used. Passive pressure
should not exceed 1,500 pounds per square foot. When combining frictional and passive
resistance, the latter should be reduced by 1/3.
5.2.5. Settlement Characteristics
The anticipated total and/or differential settlements for the proposed structure may be
considered to be within tolerable limits provided the recommendations presented in this
report are followed. It should be recognized that minor cracks normally occur In concrete
slabs and foundations due to shrinkage during curing or redistribution of stresses and some
cracks may be anticipated. Such cracks are not necessarily an indication of excessive
vertical movements.
5.2.6. Expansion Characteristics
The prevailing foundation soils were found to be highly expansive. The recommendations in
this report reflect this condition.
5.2:7. Foundation Plan Review
The foundation plans should be submitted to SCS&T for review to ascertain that the
recommendations contained in this report have been implemented, and no revised
recommendations are necessary due to change in the development scheme.
5.2.8. Foundation Excavation Observation
It is recommended that all foundation excavations be approved by a representative from this
office prior to forming or placement of reinforcing steel.
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04=20-2005 13:19 FROM-S.0.SoilVesting 619-280-4717 T-505 P-011/027 F-554
AdcCaHum Construction
Crittenden Residence February 1,2005
SCS&T No.0411361-1
Page 6
5.3. INTERIOR CONCRETE SLABS-ON-GRADE
Interior concrete slab-on-grade flours should have a thickness of at least 5 inches and be
reinforced with at least No. 4 reinforcing bars placed at 12 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. Slab;reinforcement should be placed approximately at mid-height
of the slab and should extend at least 6 inches into the footings. Slabs-on-grade should be
underlain by a 4-Inch thick blanket of clean, poorly graded, coarse sand (sand equivalent = 30
or greater] or crushed rock. This blanket should consist of no more than 20 percent and 10
percent passing the #100 and #200 sieves, respectively. Where moisture sensitive floor
coverings are planned, vapor retardant should be placed over the sand layer. An additional 2
inches of sand.should be placed over the vapor retardant. Typically, visqueen is used as a
vapor retardant. If visqueen is used, a minimum 10-mil is recommended,
It is our understanding that the moisture protection described above will allow the transmission
of 6 to 12 pounds of moisture per 1000 square feet per day through the slab under normal
conditions. Moisture emissions may vary widely depending upon factors such as concrete type
and subgrade moisture conditions. If this amount of moisture ,is excessive, additional
recommendations will be provided by this office. It is recommended that moisture emission tests
be performed prior to the placement of floor coverings to ascertain whether moisture emission
values are within the manufacturer's specifications. In addition, over-watering should be
avoided, and good site drainage should be established and maintained to prevent the build-up
of excess sub-slab moisture.
5.4. EXTERIOR CONCRETE SLABS-ON-GRADE
Exterior slabs and driveway slabs should have a minimum thickness of 5 inches and should be
reinforced with at least No. 4 bars at 12 inches on center each way. All slabs should be
provided with weakened plane Joints. Exterior slabs adjacent to landscape areas should be
provided with cut off walls designed following the minimum recommendations for dimension and
reinforcement provided for continuous footings.
Joints should be placed in accordance with the American Concrete Institute (ACI) guidelines
Section 3.13. Joints should be placed where cracks. are anticipated to develop naturally.
Alternative patterns consistent with ACI guidelines also can be used. The landscape architect
can be consulted in selecting the final joint patterns to improve the aesthetics of the concrete
slabs-on-grade.
U4 20-2005 13:19 FROM-S.Ca.Soil&Testing 619-280-4717 T-505 P.012/027 F-554
McCollum Construction Febnra 1,2QR5
Crittenden Residence SCS&TNo, 0411361-1
Page T
A 1-inch maximum size aggregate concrete mix is recommended for exterior slabs. A
water/cement ratio of less than 0.6 is recommended. A lower water content will decrease the
potential for shrinkage cracks. It is strongly suggested that the driveway concrete mix have a
minimum compressive strength of 3,000 pounds per square inch (psi). This suggestion is
meant to address early driveway use prior to .full concrete curing. Both coarse and fine
aggregate should conform to the "GreenbooW' Standard Specifications for Public Works
Construction.
It would be prudent to consult with a Materials Engineer regarding review of the concrete mix
design, and to retain a Registered Special Inspector to observe placement of the concrete.
Special attention should be paid to the method of curing the concrete to reduce the potential for
excessive shrinkage and resultant random cracking. It should be recognized that minor cracks
occur nominally in concrete slabs and foundations due to shrinkage during curing redistribution of
stresses. Some shrinkage cracks may be expected. Such cracks are not necessarily an
indication of vertical movements or structural distress.
Factors that contribute tb the amount of shrinkage that takes place in a slab-on-grade include
joint spacing, depth, and design; concrete mix components; water/cement ratio and surface
finishing techniques. According to the attached undated 'Technical Bulletin" (see Appendix A)
published by the Southern California Rock products Association and Southern California Ready
Mixed Concrete Association, flatwork formed of high-slump concrete (high water/cement ratio)
utilizing 3/8-inch maximum size aggregate ("Pea Gravel Grout" mix) is likely to exhibit extensive
shrinkage and cracking. Cracks most often occur in random patterns between construction
joints.
5.5. MISCELLANEOUS CONSTRUCTION CONSIDERATIONS
The presence of highly expansive foundation soils will require careful design, construction and
maintenance of the subject site. Special foundation recommendations reflecting this condition
are contained in this report. In addition, the following items should be considered.
1) All clayey soils below concrete should be kept at a minimum moisture content of at
least 2 percentage points above optimum until concrete is placed.
2) Landscaping adjacent to foundations should be limited or avoided.
3) Utility lines should be designed to include flexible connections.
4) Sand backfill in utility trenches should be limited, and trenches should be sloped
away from structure_
I ...
7 :
04-20-2005 13:19 FROM-S.Ca.So ATesting 619-260-4717 T-505 P.013/027 F-554
McCollum Construction February i
Crittenden Residence ry 2006
SCS&T No.041 1361-1
Page 8
NMI
6. FIELD EXPLORATION
Three trenches were excavated on January 7, 2005 at the locations indicated on the attached
Plate No. 1. The field work was conducted under the observation of our engineering personnel.
The trenches were carefully logged when made. These logs are presented on the following
Plate Nos. 3 through 5. The soils are described in accordance with the Unified Soil
Classification System as illustrated on the attached simplified chart on Plate No. 2. In addition,
a verbal textural description,the wet color, the apparent moisture and the density or consistency
are provided. The density of granular soils is given as very loose, loose, medium dense, dense
or very dense. The consistency of silts or clays is given as very soft, soft, medium stiff, stiff,
very stiff, or hard.
Disturbed and "undisturbed" samples of typical and representative soils were obtained and
returned to the laboratory for testing.
7. LIMITATIONS
7.1. REVIEW, OBSERVATION AND TESTING
The recommendations presented in this report are contingent upon our review of final plans and
specifications. Such plans and specifications should be made available to the geotechnical
engineer and engineering geologist so that they may review and verify their compliance with this
report and with Appendix Chapter 33 of the Uniform Building Code.
It is recommended that SCS&T be retained to provide continuous soil engineering services
during the earthwork operations. This is to verify compliance with the design concepts,
specifications or recommendations and to allow design changes in the event that subsurface
conditions differ from those anticipated prior to start of construction.
7.2. 'UNIFORMITY OF CONDITIONS
The recommendations and opinions expressed in this report reflect our best estimate of the
project requirements based on an evaluation of the subsurface soil conditions encountered at
the subsurface exploration locations and on the assumption that the soil conditions do not
deviate appreciably from those encountered. It should be recognized that the performance of
the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen
variations in the soil conditions that may occur in the intermediate and unexplored areas. Any
unusual conditions not covered in this report that may be encountered during site development
�'SC.
04-20-2005 13:20 FROM-S.0.Soil&Testing 619-280-4717 T-505 P.014/027 F-554
McCollum Construction February 1,2005
CrKtenden Residence SCS&T No. 0411367-1
Page 8
should be brought to the attention of the geotechnical engineer so that he may make
modifications if necessary.
7.3. CHANGE IN SCOPE
This office should be advised of any changes in the project scope or proposed site grading so
that we may determine if the recommendations contained herein are appropriate. This should
be verified in writing or modified by a written addendum.
7.4. TIME'LIMITATIONS
The findings of this report are valid as of this date. Changes in the condition of a property can,
however, occur with the passage of time,whether they are due'to natural processes or the work
of man on this or adjacent properties. In addition, changes in the standards-of-practice and/or
government codes may occur. Due to such changes, the findings of this report may be
invalidated wholly or in part by changes beyond our control. Therefore,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.
7.5. PROFESSIONAL STANDARD
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 locations where our borings, surveys, and explorations are made, and that
our data, interpretations, and recommendations be based solely on the information obtained by
us. We will be responsible for those data, interpretations, and recommendations, but shall not
be responsible for the 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.
8. LABORATORY TESTING
Laboratory tests were performed in accordance with the generally accepted American Society
for Testing and Materials (ASTM) test methods or suggested procedures. A brief description of
the tests performed is presented below:
rF
a C.
'y1,
04-20-2005 13:20 FROM-S.Ca.So ATesting 619-280-4717 T-505 P.015/02T F-554
McCollum Construction
Crritenden Residence February 1,2oo5
SCS&rNo, 0411361-1
Page 10
a) CLASSIFICATION: Field classifications were verified in the laboratory by visual
examination. The final soil classifications are in accordance with the Unified Soil
Classification System.
b) MOISTURE-DENSITY: In-place moisture contents and dry densities were determined
for representative soil samples. This information was an aid to classification and
permitted recognition of variations in material'consistency with depth. The dry unit
weight is determined in pounds per cubic foot, and the in-place moisture content is
determined as a percentage of-the soil's dry weight. The results are summarized in the
trench logs,
c) GRAIN SIZE DISTRIBUTION: The grain size distribution was determined for
representative samples of the native soils in accordance with ASTM D 422. The results
of these tests are presented on Plate No: 6.
d) EXPANSION INDEX TESTS: An expansion index test on remolded samples was
performed on representative samples of soils likely to be present at finish grade. The
test was performed on the portion of the sample passing the #4 standard sieve. The
sample was brought to optimum moisture content and then dried back to a constant
moisture content for 12 hours at 230 ± 9 degrees Fahrenheit. The specimen was
brought to 50 percent saturation, compacted in two layers in a 4-inch diameter mold,and
then trimmed to a height of 1-inch. The specimen was placed in a cortsolidometer with
Porous stones at the top and bottom, a total normal load of 12.63 pounds was placed
(144.7 psf), and the sample was allowed-to consolidate for a period of 10 minutes. The
sample was allowed to become saturated, and the change in vertical movement was
recorded until the rate of expansion became nominal. The expansion index is reported
herein as the total vertical displacement times the fraction of the sample passing the #4
sieve times 1000. The results are presented herein.
EXPANSION INDEX TEST RESULTS
Sample T1 0 1'—3ylx'
CondPtion Remolded
Initial Moisture Content (°/a) 12.1%
Initial Density (pef) 102.4 pcf
Final Moisture Content (%) 144.7 psf
Expansion Index 113
CLASSIFICATION OF EXPANSIVE SOIL
Expansion Index Potential Expansion
1-20 Very Low
21-50 Low
51-90 Medium
91-130 High
Above 130 Very High
04-20-2005 13:20 FROM-S.Ca.Soil&Testing 619-280-4717 T-505 P-016/027 F-554
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04-20-2005 13:20 FROM-S.Ca.Soil&Testing 619-280-4717 T-505 P-017/02T F-554
SUBSURFACE EXPLORATION LEGEND
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION CIROUP
SYMBOL TYPICAL NAMES
1. COARSE GRAINED,more than half of material is larger than No_200 sieve Size.
Q1 sir CLEAN GRAVELS G,W Well graded gravels,gravel-send 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
sieve size but GRAVELS WITH FINES GM Silly gravels,poorly graded grave;-sand-sift mixtures.
smaller than 30. (Appreciable amount of fines)
GC Clayey gravels,poorly graded grave!-sand,clay mixtures.
SALADS CLEAN SANDS SW Well graded sand,gravelly sands,little or no fines_
More than half of
coarse fraction Is SP Poorly graded sands,gravely sands,little or no fines.
smaller than No.A 9r Y
sieve fie- SANDS WITH FINES SM Silty sands, oor
(Appreciable amount of fines) p N graded sand and sihy mixtures.
SC Clayey sands,poorly graded sand and clay mixtures.
11. FINE GRAINED,more than half of material is smaller than No.200 sieve size_
SILTS AND CLAYS ML Inorganic silts and very fine sands,rock flour,sandy sift
Liquid Limit less than 50 or clayey-silt-sand mixtures with alight plasticity,
CL Inorganic clays of low to medium plasticity,
gravelly days,sandy days,slity,days,lean days.
OL Organic silts and organic silty days or low plasticity,
SILTS AND CLAYS MH Inorganic sifts,micaceous or diatomaceous fine
Liquid Limit greater than 50 sandy or silty coos,elastic silts.
CH Inorganic clays of high plaorkity,fat clays.
OH Organic days of medium to high plasticity.
111. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils.
y - Water level at time Of excavation or as indicated CK - Undisturbed chunk sample
.US - Undisturbed,driven ring Sample or tube sample � - Bulk Semple
SC Sand Cone SP - Standard penetration sample
CON - Consolidation DS- Direct Shear
El - mansion Index SA - Sieve Analysis
MS - Maximum Size of Particle PI - Plastic Index
MAX - Maximum Density RC - Relative Compaction
ST - Shelby Tube UC - Unconfined Compression
SPT Standard Penetration Sample TX - Triaxial Compression
PH - pH&ResletMty RS - Ring Sheer
$F/CL - Sulfate&Chloride AL - Atterberg Limits
SOUTHERN CALIFORNIA CRITTENDEN RESIDENCE
SOIL&TESTING, INC. BY: DBA
DATE: 01-27-05
JOf3 NUMBER: Oaf 1361-1 pa--rE NO__ 2
04-20-2005 13:21 FROM-S.Ca.Soil&Testing 619-260-4717 T-505 P.018/027 F-554
LOG OF EXPLORATORY TRENCH NUMBER T-1
Date Excavated; 01-17-05 Logged by MM
Equipment: CAT 303 Mini Trackhoe Project Manager: DBA
Surface Elevation(ft): N/A Depth to Water(ft): N/A
SAMPLE
cn w
� U �
u~. ¢ w Q
w SUMMARY
OF SUBSURFACE CONDITIONS m CC r j
Q 0 >
Cr
v
Sm FILL: Dark brown,wet, loose, SILTY SAND, roots
1 Minor seepage at contact
pi COLLUVIUM: Dark brownish-gray,moist, soft, SANDY CLAY
2
3
sM TERRACE DEPOSITS: Gray olive brown,very moist, medium
4 dense,SILTY SAND
Humid,dense CK 8.4
5
Practical refusal at s feet
s
7
s
s
10
SOUTHERN CALIFORNIA CRITTENDEN RESIDENCE
SOIL&TESTING, INC. BY: DBA DATE; 01-27-05
.Im.k ..
Inc NUMBER: 0411361-t PLATE NO.: 3
04-20-2005 13:21 FROM-S.Ca.Soil&Testing 619-280-4717 T-505 P.019/027 F-554
LOG OF EXPLORATORY TRENCH NUMBER T-2
Date Excavated: 01-17-06 Logged by: MM
Equipment: CAT 303 Mini Traokhoe Project Manager: DBA
Surface Elevation (ft): NIA Depth to Water(h): N/A
$AMPLE
cc
LU CD
w SUMMARY OF SUBSURFACE CONDITIONS X
b
sm FILL; Brown, wet, loose, SILTY SAND, roots
Minor see a e at contact
COLLUviUM4: Dark brown, moist, loose, SILTY SAND with
SM CLAY
2
CK 17.0 103.2
3 sm TERRACE DEPOSITS: Olive grayish-brown, moist, medium
dense, SILTY SAND
4 -- ----- ---
Dense CK
5 Practical refusal at 4.5 feet
s
8
8
10
~ SOUTHERN CALIFORNIA CRITTENDEN RESIDENCE
SOIL&TESTING,jNC. BY; DBA DATE: 01-27-05
J08 NUMBER: 0411361-1 PLATE NO.: 4
04-20-2005 13:21 FROM-S.Ca.Soil&Testing 619-260-4717 T-505 P.020/027 F-554
LOG OF EXPLORATORY TRENCH NUMBER T-3
Date Excavated: 01-17-05
Equipment. togged by: MM
CAT 303 Mini Trackhoe Project Manager; DBA
Surface Elevation(ft): NIA Depth to Water(ft): NIA
SAMPLES
�x U W
Lu
Lu SUMMARY OF SUBSURFACE CONDITIONS =
w � M � Q P
SM FILL. Brown,wet,loose,SILTY SAND, roots
1
CH COLLUVIUiN:Dark brown, moist,soft, SANDY CLAY
CK
3
SM TERRACE DEPOSIT'S:Olive grayish-brown,very moist,
4 medium dense, SILTY SAND
5 Humid, dense 132 ryas
CK Practical refusal at 5 feet
6
7
8
9
10
SOUTHERN CALIFORNIA CRITTENDEN RESIDENCE
SOIL& TESTING, INC. 5Y: D8A
DATE,E: 01-27-05
JOB NUMBER: 0411361-1 PLATE NO.: 5
04-20-2005 13:21 FROM-S.Ca.SoilUestinQ 619-260-4717 T-505 P.021/027 F-554
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04-20-2005 13:21 FROM-S.Ca.Soil&Testing 619-280-4717
T-505 P.022/027 F-554
APPENDIX A
e
f!
III:/'91T••
04-20-2005 13:22 FROM-S.0.Soil&Testing 619-280-4717
T-505 P.023/027 F-554
Southern Southern
California California
Rock TECHNICAL
Rock Ready Mixed
Products Concrete
A-ociation Association
BULLETIN
TLT T TIN
318" AGGREGATE '`-EA GRAVEL GROUT"
MM FOR USE IN FLA TWORK
"Pea Gravel"pump mixes are being used in
ninny locations in Southern California for slabs on
grade. Many complaints of poor' concrete, mainly cracking,The ease of placing this .concrete,, long distances ly from ready-mix to the use of these mixes.
manpower has been the p�ary reason for the increased use of Y mix track w� minimum
snnall lute grout pmnps.
Slabs made of high slump concrete improperly cured in an
reinforcement, will shrink excessively and crack extensively. y environrn,nt, with or without
Ileft mixes tend to nk
than conventional 1" aggregate concrete mixes because of the need for more sand osr fnesmand
water to make the mix more fluid or purnpable. This increased shrinkage will cause more
cracking. Minimum Cement contents are usually ordered for economy. This makes for a higher
water/cement ratio that also leads to lower strengths and more cracking.
Freedom from random cracking is desired for all concrete floors.- The degree to which random
shrinkage cracking can be reduced is improved b '
potential that contains the r usrng concse aggregate rete
maximum size of coar with a minimum shrinkage
coarse aggregate consistent with placing and finishing meth and the maximum amount of
od aggregate a lower water content in the concrete which results in s. A larger Tess shrinkage of the p�ieze pets
Suggested Spacing of Control Points
Slab Less than
thickness er t slum less
inches 'l,-iq.aggregate Y4-in..aaggregate p Cogtra!Jaint
spacing,ft. than 4-in. Min.depth
spacing % spacing,ft. Inches
3 �
S $ � 2 0.75
10 l
13 1.00
6 12 1 15 1.25
5
7 14 15 2g 1.50
1,75
Crack control of concrete slabs on grade is dependent
the concrete, curing environtnent and suggested jointpspac spacing ascdemons shrinkage by the nabove
table.
04-20-2005 13:22 FROM-S.Ca.So ATestinii 619-280-4717 T-505 P.024/027 F-554
Building Residential Driveways� Sidewalks
and Patios in Southern California
Concrete is an excellent building material for residential LAYOUT - JOINTS
construction. In addition to its superior overall appe&wm.it can
be molded to 1184y shape& and finished with many textures. 11e fim task of the Planning process is to determine the
Concrete may be colored or combined with stone,brick,or the location and slope of the concrete.The conarese should be sloped
paving in many interesting patterns. Concrete is a good material sa that water drains away fim buildings and does not a=mulate
TO use for ground cover, Concrete slabs are low."Writenanc", in low spots. A slope of i to 2%(or.1/8 tot/4 inch per linear foot)
long-lasting home additions,especially when compared to other is genamlly recomweaded.
materials. Ccm=te shrinks as it dries out and thevefore will crack, b3
With cmvfull planning the average homeowner can consbuct order t0 control creaks 11110 straight lines and to minimize the
his own patio or sidewalk, or he may choose to employ an oecunrence of cracks,"coatraedon"and'4soUdonrr joints are cut
cxpc ienc ed contractor. In eithct case the bomeowner should or tool grooved into concrete slabs, "7oiuts^ are simply
familiarize himself with these guidelines so that the and result weakened cross sections in slabs resulting in good looldag
will be consistent with the homeowner's desires. preplanned cracks,(figure 2)
poll q
v t+ b sWVl p Stoop
n walk r
a
V
Porch
Isolalion
taints ,_ Steps
aa
i wl
Front walk 6�iP
*t 9.
Double-car
a vO� a
Control
joints
Isolation jointE SitlbwOtk
Flort Curb
FI9.1 Concrete-Wks,driveways,aril patios should be provided vwth pmpWy-
piacea jams.
04-20-2005 13:22 FROM-S.Ca.Soil&Testing 619-280-4717 T-505 P.025/027 F-554
Contrvi joints
SAWILD TOOLED SLAB THICKNESS - REINFORCING
SLAB ''u)'R V •7 -.��. "_'.. ,., •.r Most walks and driveways ire constructed ap�'oximately "
�• ' •, , SLA15 thick unless vehicles heavier fhan cars hequently pm over the
„ �I{ 'IU `t11
concrete. If the slab is subjected to heavier loads,a thickn f O ess
{U soil iusually reeonuriende& It is important that the slabs are
CONCRM cpAem s at:Low.iotfg unifomply thick. TIey shanld be as thick in the middle as they are
Fig.2 at the edges.
Wire fabric or other types of steel rciurfM*are geoery not
needed or recommended for walks.patios,and driveways.
A)"Contraction doints"ate grooves built into Slabs which
allow the concrete to break in a straight line, The maximum
distance between contraction joints should generally be held
down to about IO feet, Slab sections should be approximately
square and should not be reshaped. The length of a slab should
not exceed 1.s times the width Driveways which are two cars FORMWORK AND SUBGRADE PREPARATION
wide should be provided with a joint down the griddle of the
driveway(figure 1). Joints should be cut to a depth It is important that the sor7 beneath the slab is cut to a uniform
lease a of the thickness Joints s the slab (e.g.cut o d P equal to at depth,is firm and compacted,and is moist but not wet This soil
�p in a 4" thick must be stable or the concrete will crack. It is usually not
slab). If the joint is to be created by saw-cuttiAg rather than by necessary lax plastic shoe
grooving with a tool before the concrete has hardened,the saw s' place 'B'm�exterior placed slabs
cutting should be dope no later than the day after'the concrete is and rt is never recommended that tits Concrape is placed directly
placed(especially during hot weather),the seine clay, onto plastic sheeting. If plastid sheeting is to be used,place a 2"
Y. possible. layer of damp, not wet, sand on top of the plastic so that the
conno=te can dry out uniformly throughout its depth.
B)"Isolatlon Joint'which s Tarmwork must be sturdy and adequate]y braced. 2 x 4-mch
separate the slab from adjacent boards are generally used and should be staked no moue than 4
fixed structures such as house footings and plumbing fixtures feet apart. All"butt joints"in the lumber should be backed up
will allow the concrete to shrink back from those structures with a stake (figum 4). Renwaber, you will not have tune to
instead of cracking out in the middle of the slab. In order to construct or 17000nst uct the formwork when the concrete arrives
Prevent the new slab from bonding to existing structures and so do the necessary wort:nowl
Pipes, the slab should be isolated by placing premolded joint
material or building paper between the new slab and those
structures(figure 3). Either avoid installing drains case into the
new slab,or allow for slab movement around the drain. A wide
joint space may be filled with caulking later.
Put stake at all butt joints. After nailing,cut
Off stake for
easier finishing.
t 2%4-
Isolation joints ti
• I i
•3 Isolation joint tvl Son.
n '` � • When the slab shrinks,It I Fig.4
preventing free to
�e '�, •+ '' � move,thus
� g a crack.
sus
SOIL
=It ill TOOL UP FIRST!
If the f0ur4atbn settles, the slab Now is the time to Tune up the necessary tools,or to make Sam e not anectsd.
the contractor has the tools he needs.
. A)Sturdy wheelbarrows or buggies are needed if the concrete
use Isolation ldnts bet"m►concrete sections that need to move relative can not be placed directly firom the truck chute,and if the concrete
I o each other. is not going to be pumped. A sturdy"wheelbaroow operator"or
two would be a nice addition to the labia crew.
04-20-2005 13:22 FROM-S.Ca.Soil&Testing 619-280-4717 T-505 P.026/027 F-554
B)Short-handed,square-ended shovels are used to spread out
the concrete in the forms,and to tamp down the concrete along semi-stiff bristled push-broom may be used to create a
the edges of the slab. 8 roughened non-slip surface. In addition to providing an excellent
C)A straightedge(usually a 2 x 4 board)is used to non-slip surface, the use of a "broom finish" reduces or
and level the concrete using a sawing style motion. s�i1cE off eliminates the Sneed for troweling(figure 7),
D)A wood or metal float is used to farther level the concrete 1)A heavy spray application of liquid curing compounds the
without sealing the surface(figure S), most practical method to prevent rapid drying and cradling the
slab. Water may be used istead but the concrete must be kept
continually wet for three to seven days. The use of plc
sheeting may cause strong discoloration of the concrete surface,
ORDERING YOUR CONCRETE
If You Older your own concrete,consult with your local ready_
mixed concrete producer to select the correct concrete Mixture
for your ne&
e , Unless Your house is located at high elevadous
Fig.S where freezing end thawing occurs regularly,there is no need to
use air-entraining adrrbxamn.
gull tioatm may be efther wood or Be sure to tell the supplier if the concrete is to be pumped into
concrete;woos buH floats may be bast tester for a)envained eons, place. Be surd rhat the buck has access to the point at nectar c bull ft floats dg bet*, gull floats are used to want
him to disc a his load. Check the wider driveways and
low t after sta{ghtetlgfn�• Bet rid d the high and hang
the height of overhead power and telephone lines. Be advised
that concrete trucks are heavy and may crack existing walks and
driveways.
E)1?dgcr tools should be used all the way around the exposed The use of PM ((3/8")")1>V mac is not recrnranmx%d for
po se residential use. This type of concr to shrinks more when it dries
edges so that a rounded edge is formed. In addition to snaking the than concede made with I" gravel. Because it shrinks more it
cowmte look good,rounded edges are safer is case of trips and also cracks mote. if the homeowner must use a 3/8" u
please refer to the technical bulletin P �
F) Jointing ools are used to cut $trut ht Brest" lyliY fn. 1 te. :. m-bulletin, byt "Pea O�vel
g g grooves into the published by the Technical
concrete. The jointing tool should have a blade depth of at least Committee of the Southern, California Ready Mixed Concrete
One-fourth the depth of the slab(figure 6), A contractor may elect Association.
to saw-cut joints the next day or may use premolded plastic strips. ConctM is sold in units of cubic yards(l cubic yard equals 2.7
G)A trowel is used to seal and compact the top surface of the cubic feet). Order quantities small enough so that you can place
concrete. Repeated troweling will create a hard smooth slippery and finish the concrete before it hardens. An experienced
surface which usually is not desirable for exterior concrete homeowner should order no more than 3 cubic yards at one time
exposed to rain or other watt; and should have at]cast one other person to help. Avoid piecing
Fig.6
Fig.7
A straightedge sups as a board, 1 inch tTrfok are at lease(3 indles
Is tended as a guide when sco trig with a grc,over wide Smomed finish can be obtelnee by ou"damp brooms across freshy-
floated or tl o eteo svirleces,
04-20-2005 13:23 FROM-S.Ca.So ATesting 619-280-4717
T-505 P.017/027 F-554
concrete duri-4 very hot and windy weather,or at least get more
help. Conmft placed during hot wealher will dry sooner and has REFERENCES
S
a tendency to cra' 1. "Concrete in Practice, from National
Wbw Placing Your order remember to include an allowance Ready Mixed Concrete Aasociaeries- 900 Available,
5traet, Silver
for an additions!1096. This should prevent you from eottting up 'ia�'M�'u°d 20930.
in easu of what you need floc to waste,spillage,and variations 2. "Cement Mason's Guide," publication No. PA122.02I3,Portland
nII����' Cement Association. 5420 Old Orchard Road, Skokie, Illinois
60077
3. "Residential Concrete,-National"OciatiOn of Home Builders,
SAFETY 13th do w Sheen,N_W Washingim D.0 2M.
Exercise crowd control over children,dogs,neighbors and the 4 Institute, Craftsman l o- Slabs ra Grade:'Ai rein, C*n
like.Beware of trucks as they bade into position, wear protective 48219,
clothing like rubber gloves to keep the wet concrete off of your
skirl. People with sensitive skin can have their skin irritated b 5. "Finiehiug Concrete Slabs, Exposed A
wet concrete,
y Calm"Publication No. IS206.01T,Portland Cameo Anociatioll,
5420 Old Orchard Road,Skokie.Illinois 60077.
SUMMARY m w " W=*c&Pmdft,°° M �dpow .�epod by
Further information including advice S v on dial mashes is
contained in the list of refemces in this publication. Building Phone (818) 441-3107 for a list of our preferred ready mixed
residential driveways,sidewalks and patios of concrete is a good concrete providers,
outdoor project for the homeoww. Hopefully these
will assist you in completing a successful and satin Eying ob.lg job.acs
(Mu$01dow in M PublicWft of the National Association of
Home Builders. the American Concrete J%duft, and Portland Cement
Association,)
F CPC
PR
cmm
$00111 CM California
Ready Mixed
Concrete Association
_Q SOIL & TESTING, INC.
2
C
O
PHONE P.O. Box 600627
a (619)280-4321
u San Diego, CA 92160-0627
Z T O L L F R E E
°C (877)215-4321 6280 Riverdale Street
= F A x San Diego, CA 92120
O (619)280-4717 www.scst.com
AS-GRADED
GEOTECHNICAL REPORT
CRITTENDEN RESIDENCE
961 NARDO ROAD
ENCINITAS, CALIFORNIA
PREPARED FOR:
MR. TIM MCCOLLUM
MCCOLLUM CONSTRUCTION
29616 NUEVO ROAD
NUEVO, CALIFORNIA 92567
PREPARED BY:
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
6280 RIVERDALE STREET
SAN DIEGO, CALIFORNIA 92120
Providing Professional Engineering Services Since 1959
SECTION TABLE OF CONTENTS
PAGE
I. SITE DESCRIPTION AND PROPOSED DEVELOPMENT.......................................................1
SITE PREPARATION................
1.1.1. Priman,Equipment..........................................................................
1.1.2. Dernolitiorr, Clearing and Grubbing1
. .3. Site Grading.............
2
1.2. FIELD OBSERVATION AND TESTING...................
2
1.3. LABORATORY TESTS ..........................................................
1.4. REMAINING WORK........................................................................................................................3
2. CONCLUSIONS................................................................................................................................3
2.1. FOUNDATIONS..............................................................................................................................3
2.1.1.
w General
2.1.2. Reinforcement..............................
..............................................
3
..................................................................................
3
2.1.3. Foundation E.wavatiorr Observation.................................................................:.
2.1.4. Expansion Characteristic s...................................................................................................4
2.1.5. Settlement Characteristics...................................................................................................4
2.2. ON-GRADE-SLABS ..'
N-GRADE-SLABS .....................
..............
2.2.1. Interior Concrete Slab-on-Grade........................................................................................4
3. LIMITATIONS......................................
ATTACHMENTS
PLATES
Plate 1 Site Plan
Plate 2 In-Place Density Test Results
ST
TIP J�L � E� LLU�
S a
ou �°�
ENGIIEEIZ VG SEJZYME3 DEP_9RTMEAT
37Ty O Capital Improvement Projects
:J District Support Services
'Field Operations
Subdivision Engineering
Traffic Engineering
ROUE CG IN APr3ROVA a
Tt?: subdivision Engineering
Public service Counter
FROM:• Field Operations
Private Contract Inspection
RE: Grading Permit No. 7 •--
Name of Project
Name of Developer P
Site Location- �,.
aaddress�:a:..nu ner. ..srr, t.name.,. su 1 (i[rrJ (bi
:r.. J hav�;inspected the gra ng,• t hesubjeczr .. and':have. fifie.d derthfi*'catranzf-.the••pad .. • .; ,°.c.,;:'•;..::;; ..
the,Engineer of Work,• , 0. ed. - ate; end.certification of soil.'
compaction by the soil Engine-- — .1:am hereby
sat isfi r::tttat the.:>•augh gracfir�g has:b: n •co :FURexi; ...actordar�ce:with�.the:aporoved� :.
- .. �•: .'plans:,-arl.d�••specifi�ation•s;.Cha•pter.�3:2�°of°-the•;Murticipai�•Code;"""ara'd';any ert�xer'•Bppiicar7ie"•:•: .~^•;.�,..;.::t..:.,:.°-.;.Y
errginreering:standards a•n&Sp:ecific project requirements. ° : ... ..•. . . .-t ,
•Based.;an:my observation;.and the.certifications,-.4 taks no.%exception to-the:issaanee".af.a.. :::...s
building permit for the lot(s) as noted or-Phase , if any, but oniy in so far as grading is
concerned. However., this release is not intended to certify the project with respect to
other.engineenng concerns, including .public road, drainage; water, sewer, paric, and trail
improvements, and their availability, any other public improvements, deterred
monumentation;or final grading.' -
Prior to final inspection-of the Building Permit(s) and legal occupancy, I need to be further
advised so that I can verify that final grading (i.a., finished precise grading, planting and
irrigation) has been completed in accordance with the approved plans and specifications.
nature of engineering nspe orJ
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rc (877)215-4321 6280 Riverdale Street
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July 12, 2005 SCS&T No. 0411361
Report No. 5
Mr. Tim McCollum
McCollum Construction
29616 Nuevo Road
Nuevo, California 92567
Subject: AS-GRADED GEOTECHNICAL REPORT
CRITTENDEN RESIDENCE
- 961 NARDO ROAD
ENCINITAS, CALIFORNIA
Reference: "Report of Soil Investigation, Crittenden Residence, 961 Nardo Road, Encinitas,
California"; prepared by Southern California Soil and Testing, Inc.;dated February
1, 2005 (SCS&T 0411361-1).
Dear Mr. McCollum:
_ In accordance with your request, this report has been prepared to present the results of field
observations and tests performed in conjunction with the grading operations at the subject site. Our
services were performed between June 20 and 23, 2005. The grading was performed by Osment
_ Grading. To assist in determining the locations and elevations of our field density tests, we were
provided with an undated site plan prepared by G.W. Rine, which defines the general extent of site
grading.
1. SITE DESCRIPTION AND PROPOSED DEVELOPMENT
Thp project site is located at 961 Nardo Road in the city of Encinitas, California. Grading was
performed to provide for building pad, necessary for the development of a residential structure.
— 1.1. SITE PREPARATION
1.1.1. Primary Equipment
The primary equipment employed for the site grading operation included:
1 — Caterpillar 966 Track Loader 1 — Fire Hose
1 —Case 721 B Loader
McCollum Construction
- Crittenden Residence July 12,2005
SCS&T No. 0411361-5
Page 2
1.1..2. Demolition, Clearing and Grubbing
Site preparation began with the demolition of the existing structure,and clearing and grubbing of
the existing vegetation and organic matter at the proposed development area. The debris and
detrimental material generated from these operations was exported from the site prior to our
arrival.
1.1.3. Site Grading
_ The potentially compressible fill and colluvial deposits were removed from the proposed building
area. The bottoms of the removal areas typically exposed competent terrace deposits. Bottom
of removal elevations and removal limits are shown on Plate No. 1. Subsequent to the
removals, the excavation bottoms were scarified to a depth of about 6 inches, moisture
conditioned, and compacted. The soils generated from the removal operations were placed in
_ the removed areas as uniformly compacted fill material. Typically, fill soils were placed in thin,
moisture conditioned lifts and compacted until field density tests indicated a minimum of 90
percent of maximum dry density. This process continued until desired elevations were reached.
1.2. FIELD OBSERVATION AND TESTING
Field observations and density tests were performed at the locations shown on Plate No. 1 by a
representative of SCSBT during the mass grading operations. The density tests were performed
according to ASTM D 2922-00(nuclear gauge)procedures. The results of these tests are shown on
the attached plates. The accuracy of the in-situ density test locations and elevations is a function of
the accuracy of the survey control provided by others. Unless otherwise noted, their locations and
elevations were determined by pacing and hand level methods and should be considered accurate
only to the degree implied by the method used.
As used herein, the term 'observation" implies only that we observed the progress of work we were
involved with, and performed field density tests,which in conjunction with our observations,were the
basis for our opinion as to whether the work was performed in substantial conformance with the
geotechnical recommendations and the requirements of the applicable agencies.
1.3. LABORATORY TESTS
Maximum dry density determinations were performed on representative samples of the soils used in
the compacted fills according to ASTM D 1557-00, Procedure A. This procedure is used when the
soil contains 20 percent or less by weight of material retained on the #4 sieve. This procedure
specifies that a 4-inch diameter cylindrical mold of 1/30 cubic foot volume be used and that the soil
tested be placed in 5 equal layers with each layer compacted by 25 blows utilizing a 10-pound
hammer with an 18-inch drop.
-
T
McCollum Construction
Crittenden Residence July 12,2005
SCS&T No. 0411361-5
Page 3
1.4. REMAINING WORK
The following operations remain to be completed. It is recommended that field observations and
relative compaction tests be performed during these operations to verify that these operations are
being performed in accordance with job requirements and local grading ordinances.
- • Preparation and the placement of the driveway subgrade;
• Backfilling of retaining walls, if any were'built;
— • Backfilling the underground utility trenches.
2. CONCLUSIONS
Based on our field observations and the in-place density test results, it is the opinion of SCS&T that
the grading work was performed substantially in accordance with the recommendations provided in
the referenced soil report,the City of Encinitas Grading Ordinance and the California Building Code.
Minimum recommendations for the design of the foundations are presented hereinafter.
2.1. FOUNDATIONS
2.1.1. General
Shallow foundations may be utilized for the support of the proposed structure. Footings should
have a minimum depth of 24 inches below the lowest adjacent finish pad grade. A minimum
p width of 12 inches and 24 inches is recommended for continuous and isolated footings,
respectively. A bearing capacity of 1500 pounds per square foot(psf) may be assumed for said
footings. This bearing capacity may be increased by one-third when considering wind and
seismic forces.
2.1.2. Reinforcement
Both exterior and interior continuous footing should be reinforced with at least two No. 5 bars
Positioned near the bottom of the footing and at least two No. 5 bars positioned near the top of
the footing. This reinforcement is based on soil characteristics and is not intended to be in lieu
of reinforcement necessary to satisfy structural considerations.
2.1.3. Foundation Excavation Observation
All footing excavations should be observed by a member of our engineering/geology staff prior
to the placement of forms or reinforcing steel to verify that the foundation excavations extend
into a suitable bearing stratum.
C ,
S
McCollum Construction July 12,2005
Crittenden Residence SCS&T No. 0411361-5
Page 4
2.1.4. Expansion Characteristics
The prevailing foundation soils were judged to be non-detrimentally expansive. The
recommendations contained in this report are applicable to this condition.
2.1.5. Settlement Characteristics
The anticipated total and/or differential settlements for the proposed structures may be
considered to be within tolerable limits, provided the recommendations presented in this report
are followed. It should be recognized that minor cracks normally occur in'concrete slabs and
foundations due to shrinkage during curing or redistribution of stresses and some cracks may be
anticipated. Such cracks are not necessarily an indication of excessive movement.
2.2. ON-GRADE-SLABS
2.2.1. Interior Concrete Slab-on-Grade
Concrete slabs-on-grade should have a thickness of 5 inches and be reinforced with at least No.
4 reinforcing bars placed at 12 inches on-center each way. Slab reinforcement should be
placed approximately at mid-height of the slab and should extend at least 6 inches into the
footings. Slabs-on-grade should be underlain by a 4-inch thick blanket of clean, poorly graded,
coarse sand (sand equivalent=30 or greater) or crushed rock. This blanket should consist of
no more than 20 percent and 10 percent passing the #100 and #200 sieves, respectively.
Where moisture sensitive floor coverings are planned,vapor retardant should be placed over the
~- sand layer. An additional 2 inches of sand should be placed over the vapor retardant. Typically,
visqueen is used as a vapor retardant. If visqueen is used, a minimum 10-mil is recommended.
It is our understanding that the moisture barrier described above will allow the transmission of 6
to 12 pounds of moisture per 1000 square feet per day through the slab under normal
conditions. Moisture emissions may vary widely depending upon factors such as concrete type
and subgrade moisture conditions. If this amount of moisture is excessive, additional
recommendations will be provided by this office. It is recommended that moisture emission tests
be performed prior to the placement of floor coverings to ascertain whether moisture emission
values are within the manufacturer's specifications. In addition, over-watering should be
avoided, and good site drainage should be established and maintained to prevent the build-up of
excess sub-slab moisture.
3. LIMITATIONS
This report covers only the services performed between June 20 and 23, 2005. Our opinions
presented herein are based on our observations and the relative compaction test results and are
c._
T ;
McCollum Construction
Crittenden Residence July 12,2005
SCS&T No. 0411361-5
Page 5
limited by the scope of the services that we agreed to perform. Our services were performed in
accordance with the currently accepted standard of practice and in such a manner as to provide a
reasonable measure of the compliance of the grading operations with the job requirements. No
warranty, express or implied, is given or intended with respect to the services which we have
performed, and neither the performance of those services nor the submittal of this report should be
construed as relieving the contractor of his responsibility to conform with the job requirements.
Our services were generally performed on an `on-call'basis. Therefore, the in-place density tests
performed by our field representative can only be construed as representative of the areas tested
which are shown on the attached plates.
Should you have any questions regarding the contents of this report, or if we may be of further
assistance, please contact our office at your convenience.
Respectfully submitted,
SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
Da dler?CZAO377
Vice Pre ident
DBA:sw
(6) Addressee
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SCS&T LEGEND
NARDO ROAD 04 Approximate Location of
In-Place Density Test
_C-ATP:A Fq—&-oi Approximate Removal
Bottom Elevations
Approximate Limits of
Removal
A%Llld�, 7't�S(� 1 7 L@TOP OF CURB&NORTH
PROPERTY LINE t
ED EXISTING FENCES DO
NOT MATCH PROPERTY
LINES AS SHOWN
ON PLAN
LANDSCAPE AREA
ASSESSOR PARCEL NU1,18ER
96 1 NARDO ROAD
ZONED 5,1'
sic SOUTHERN CALIFORNIA
SIT SOIL & TESTING, INC.
--- z� FENCC Crittenden Residence
By: DBA / DCD Date: 7/12/05
Job No.: 0411361-5 Plate
JOB NAME: Crittenden Residence JOB NUMBER: 0411361-5
Imp
I..,... AwCEp
. ENS TY..TESTS. . .....................
TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP.
NO. DATE LOCATION (feet,MSL) (percent) (p c f) TYPE (percent)
1 6/22/05 See site plan 101.0 FG 10.0 117.1 1 95.6
2 6/22/05 See site plan 99.0 10.3 116.9 1 95.4
3 6/23/05 See site plan 99.0 9.4 113.5 1 92.7
4 6/23/05 See site plan 98.0 8.8 117.1 1 95.6
5 6/23/05 See site plan 101.0 FG 9.2 114.7 1 93.6
6 6/23/05 See site plan 101.0 FG 8.1 120.0 1 98.0
MAXIMUM DENSITY AND OPTIMUM MOISTURE SUMMARY ASTM D1557
Soil Maximum Optimum
Type Soil Description Density, Pcf Moisture. %
1 Light Brown, Silty Sand 122.5 7.8
PLATE NO. 2
Q SOIL & TESTING, INC. ..
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c P H O N E P.O. BOX 600627
a (619)280-4321 San Diego, CA 92160-0627
U T O L L F R E E
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_ F8A X )215 4321 San Diego, CA 92120
o' �TM (619)280-4717 www.scst.com
May 3, 2005 SCS&T No. 0411361
Mr. Tim McCollum
Report No. 4
McCollum Construction
29616 Nuevo Road
Nuevo, California 92567
Subject: THIRD REVIEW OF FOUNDATION PLANS
CRITTENDEN RESIDENCE
961 NARDO ROAD
ENCINITAS, CALIFORNIA
Reference: "Report of Soil Investigation, Crittenden Residence,.961 Nardo Road, Encinitas,
California";prepared by Southern California Soil and Testing, Inc.;dated February 1,
2005 (SCS&T 0411361-1).
Dear Mr. McCollum:
In accordance with your request, this letter has been prepared to verify that we have reviewed the
undated foundation plans prepared by G. W. Rine for the subject project.
'n general, the plans were found to be in accordance with the recommendations provided in the
referenced report.
This opportunity to be of professional service is sincerely appreciated.
Respectfully submitted,
SOUTHERN CALIFORNIA SOIL&.TESTING, INC.
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Da e . Ad r, RCE.
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Vice resident ? y;) ,
DBA:sd
(3) Addressee
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