HomeMy WebLinkAboutTract Map 3752 Temecula Medical Center Geotechnical Investigation_ PROFESSIONAL ENGINEERS CONSULTING, Inc.
GEOTECHNICAL ENVIRONMENTAL TESTING INSPFCTION
25422 Trnhuco Rd. 4105 Luke Forest, C4 92630 Phone 949-768-3693 info a'pes'niLann
27636 Yne:Road.k L7 Temecula, CA 92591 Phone 951-698-4598 wIvw.pesoiLeom
GEOTECHNICAL INVESTIGATIONS
SITE:
Pacific Media Properties„
31775 De Portola Road
Temecula, CA 92592
DATE:
April 19, 2014
Project Number:
PM0414
PREPARED FOR:
Pacific Media Properties
Mr. Warren Owens
PO Box 2248
Orange, CA 92859
PROFESSIONAL ENGINEERS CONSULTING, Inc.
GEOTECHNICAL ENVIRONMENTAL TESTING INSPECTION
25421 Trabuco Rd. #105 Lake Forest. CA 92630 Phone 949-768-3693 injoCa'pesoiLeom
27636 Ynez Road, H L7 Temecula, CA 92591 Phone 951-698-4598 uvIrir.pesoiLcom
April 19. 2014
Mr. Warren Owens
Pacific Media Properties
PO Box 2248
Orange, CA 92859
Dear Mr. Owens:
Professional Engineers Consulting, Inc. is pleased to present you this soil report for your
project located at 31775.De Portola Road, Temecula. CA 92592.
Based on the actual site condition, laboratory analyses, and our field observations, we
are providing you a summary of geotechnical studies. It is our opinion that the
enclosed conclusions and recommendations can be used for the design and construction
of this project.
This opportunity to be of professional service is greatly appreciated. Should you have
any questions or require additional information, please do not hesitate to contact our
office at 949-768-3693.
Respectfully Submitted,
PROFESSIONAL ENGINEERS CONSULTING, Inc.
/ QpOFESS/O
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Exp. 6I33014
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`P'l CIVIL
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Saeed Shahidi
Registered Civil Engineer
PROFESSIONAL ENGINEERS CONSULTING, Inc.
TABLE OF CONTENTS
INTRODUCTION I
SCOPE OF WORK I
SITE LOCATION&DESCRIPTION I
PROPOSED DEVELOPMENT 2
LIQUEFACTION CONDITIONS 2
SEISMICITY&FAULTING 3
GEOTECHNICAL INVESTIGATION 4
FIELD STUDY 4
LABORATORY TESTING 4
ATTERBERG LIMITS 4
SOIL CLASSIFICATION 5
PARTICLE SIZE ANALYSES 5
R-VALUE 6
FIELD OBSERVATION 6
CONCLUSIONS AND RECOMMENDATIONS 6
FOUNDATION DESIGN RECOMMENDATIONS 7
ALOWABLE FOUNDATION PRESSURE 8
LATERAL RESISTANCE 9
SETTLEMENT 9
EARTHWORK AND GROUND PREPARATION 9
IMPORTED SOIL 10-
FILL PLACEMENT&TESTING I I
EFFECT OF GRADINFG ON ADJOINING PROPERTIES I I
POST-GRADING CONSIDERATION 12
PAD DRAINAGE 12
UTILITY TRENCH BACKFILL 12
SITE CLEARING 13
FOOTING OBSERVATION 13
SOLUBALE SULFATE;CONCRETE TYPE 13
MASONARY GARDEN WALLS 13
EXTERIOR CONCRETE FLATWORK 14
REINFORCEMENT 14
SUBGRADE PREPARATION 14
EDGE BEAMS 15
FUTUREIMPROVEMENT 15
CONCRETE AND ASPHALT PAVEMENTS 16
PRELIMINARY ASPHALTIC CONCRETE PAVEMENT DESIGN 16
STRUCTURAL PAVEMENT SECTION 17
4 f'
PROFESSIONAL ENGINEERS CONSULTING, Inc.
TABLE OF CONTENTS (Continued..........)
GEOTECHNICAL OBSERVATION AND TESTING 18
LIMITATIONS 19
APPENDIX A
FIGURES
I. SITE LOCATION
2. SITE MAP-SAMPLING LOCATIONS,
3. SEISMIC HAZARD MAP
4. GEOLOGIC MAP
APPENDIX B
TRENCH LOGS
APPENDIX C
SUMMARY OF LABORATORY ANALYSIS
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Soil Report
PadAc Media Properties
31775 De Portola Road, Temecula, CA 92592
Project Number:PM0414 Page I of 19
INTRODUCTION
This report was prepared by Professional Engineers Consulting, Inc. to provide
geotechnical investigation for the construction of a,medical building facility within the
lot located at 31775 be Portola Road, Temecula, CA 92592. See figures 1 & 2.
The scope of this study is designed to determine and evaluate the surface and
subsurface conditions on the subject site and to present preliminary recommendations
for the foundation systems, structural design, and grading requirements for the building
and the parking area.
SCOPE OF WORK
• Placing four exploratory trenches, logging, soil sampling and preparation for the
purpose of laboratory testing, engineering design recommendations, and analyses.
• Laboratory testing of selected soil and/or bedrock samples, including visual
classification
• Preparation of a report presenting our findings, conclusions, and geotechnical
recommendations for the type of foundation, structural design, seismic design,
parking lot section, and grading procedures.
• Providing seismic design values and recommendations
SITE,LOCAT/ON& DESCRIPTION
The subject lot is within the City of Temecula at approximately two miles east of 15
Freeway. The area in general is developed with residential and commercial structures.
Currently, the site is vacant
L
5
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Sol/Report
PadAc Media Propert/es
31775 De Portola Road, Temecula, CA 92592
Project Number. PM0414 Page 1 of 19
PROPOSED DEVELOPMENT
The lot is going to be used for the construction a medical center. Structures are to be
supported on -continuous and isolated pad footing type foundations. Loads on the
foundations are unknown but are not anticipated to exceed 50 kips per linear foot for
column loads. The proposed floors could consist of continuous concrete slabs placed
on finish grade and supported by footings. Finished floor elevations will be anticipated
to have approximately- + 2 % gradient from the street level and also in accordance
with the city of Temecula design standards.
Surface drainage will be controlled by sloped concrete flatwork earth swales and area
drains will be designed to carry surface water to drain outside the property.
Currently architectural and engineering plans are not finalized. Therefore, our
conclusions are preliminary and subject to modification. -
Should details involved in final design vary from those outlined above, this firm should
be notified for review and possible revision of our recommendations. Otherwise we
cannot take any responsibility.
LIQUEFACTION CONDITIONS
Liquefaction can occur when saturated loose and fine granular soils are subjected to
excessive ground vibrations or exposure to groundwater.
Per "Public Safety Element" publication issued by the city of Temecula, the site is within
the area with liquefaction potential as shown on Figure 3.
The subsurface mainly consists of sandy silty soil material with some thin layers of clay.
Groundwater was not encountered during our investigations. Additional liquefaction
study may be needed based on the city of Temecula standards.
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Soil Report
Paddle Media Properties
31775 De Portola Road, Temecula, CA 92592
Project Number:PM0414 Page 3 of 19
SEISMICITY and FAULTING
PER 48 States, 2005 ASCE 7 Standard for Latitude = 33.4, Longitude = -117.1
Spectral Response Accelerations Sr and Sl
Ss and SI = Mapped Spectral Acceleration Values
Site Class D - Fa .= 1.0 ,Fv = 1.0
Data are based on.a 0.01 deg grid spacing,
Period Sa
(sec) (g)
0.2 1.765, (Ss, Site Class D)
I.0 0:632 (SI, Site Class Dj
Spectral Response ACcelerationS.3Ms and SMI
;SMs = Fa x Ss and SMI = Fv x S1
Site Class D - Fa = 1.0 ,Fv = 1.5
Period Sa
(sec) (g)
0.2 1.765 (SMs, Site Class D)
1.6 0:948 (SMI, Site Class D)
Design Spectra/Response Accelerations SDs and SDl
SDs'= 2/3 x SMs and SDI = 2/3 x SMI
Site Class D - Fa = 1.0 ,Fv = 1.5
Period Sa
(sec) (g)
0.2 1.176 (SDs, Site Class D)
1.0 0.632 (SDI, Site Class D)
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Soil Report
Pacific Media Properties
31775 De Portole Road, Temecula, CA 92592
Project Number:PM0414 Page 4 of 19
GEOTECHN/CAL INVEST/CATIONS
FIELD STUDY
Geotechnical, field studies consisting of site observations and subsurface exploration
were started on April 8, 2014, by placing total of four trenches to depths of 10 feet to
verify the subsurface conditions. . Our Registered Civil - Engineer the encountered
formations. The trench logs are included in Appendix 'B'. Approximate locations of
Trenches are shown on Figure 2.
Undisturbed samples of the soils were obtained at selected intervals. Undisturbed
samples were obtained by driving a thin walled steel sampler with successive drops of a
25-pound weight having a free fall of 18 inches. Undisturbed soils were retained in
close fitting moisture proof containers and transported to our,laboratory. Grab samples
were also taken to perform geotechnicaI laboratory tests.
The exploratory trenches used for subsurface exploration were backfilled with the
native soil and with reasonable effort to restore the area to its original condition.
LABORATORY TESTING
Laboratory analyses were performed per ASTM Standards.
ATTERSERC LIMITS(ASTM D 4318)
The sample is processed to remove any material retained on a 425-um (No. 40) sieve.
The Liquid Limit is determined by performing trials in which a portion of the sample is
spread in a brass cup, divided in two by a grooving tool, and then allowed to Flow
together from the shocks caused by repeatedly dropping the cup in a standard
mechanical device. The multipoint liquid limit, Method A, requires three or more trials
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Soil Report
Pad&Medla Properties
31775 De Portola Road, Temecula, CA 92592
Project Number:PM0414 Page 5 of 19
over a range of water contents to be performed and the data from the trial plotted or
calculated to make a relationship from which the liquid limit is determined.
The one-point liquid limit, method B, uses the data from two trials at one water
content multiplied by a correction factor to determine the liquid limit.
The Plastic Limit is determined by alternatively pressing together and rolling into a 3.2
mm diameter thread a small portion of the plastic soil until its water content is reduced
to a point at which the thread is crumbles and can no longer be pressed together and
rolled. The water content of the soil at this point is reported as Plastic Limit. Plasticity
Index is the difference between Liquid and Plastic Limit.
5O1L CLASSIFICAT/ON
The field classification of the soils was verified in the laboratory in general accordance
with the Unified Soil Classification System. The final classification is shown on the
trench logs.
PARTICLE SIZE ANAL Y51S
The procedure is repeated for a sufficient number of water contents to establish a
relationship between the dry unit weight and the water content of the soil. This data,
when plotted, presents a curvilinear relationship known as the compaction curve. The
values of optimum water content and modified maximum dry unit weight are
determined from the compaction curve. A specimen of the soil is washed over a 75-um
(No. 200) sieve. Clay and other particles that are dispersed by the wash water, as well
as water-soluble materials, are removed from the soil during the test.
The loss is mass resulting from the wash treatment is calculated as mass percent of the
original sample and is reported as the percentage of material finer than a 75-um (No.
200) sieve by washing.
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Sol/Report
Padfic Media Properties
31775 De Portola Road, Temecula, CA 92592
Project Number:PM0414 Page 6 of 19
R-VALUE
This test method covers the procedure for testing both treated and untreated
laboratory compacted soils or aggregates with the stabilometer and expansion pressure
devices to obtain .results indicative of performance when placed in the base, subbase,
or subgrade of a road subjected to traffic. It is used to determine the structural section
of asphalt concrete pavement.
FIELD OBSERVATION
Based on field observations from the samples obtained from the four 10 feet deep
trenches, we can present the following:
The subsurface consisted of partially disturbed soil within the top 2.5 feet, mainly from
demolishing the old structures. Some random debris of rubbles were observed within
this depth.
This layer was underlain by dense sandy silty soil, becoming very dense at 5 feet.
This unit consists of fine-grained floodplain deposits, mainly sands, silts, and some clay.
These sediments are unconsolidated on the upper few feet. they are typically dense at
lower depths. Generally, the subsurface of the site consists of young alluvium (map
symbol: Qya). Groundwater was not encountered in our trenches.
CONCLUSIONS AND RECOMMENDATIONS
It is our opinion that subject property can be developed by using conventional and
deepened footings with grade beams and slab-on-grade floors, provided that our
enclosed conclusions and recommendations are implemented into the design criteria
and project specifications.
1
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Soil Report
Pad&Media Properties
31775 De Portola Road, Temecula, CA 92592
Project Number: PM0414 Page 7 of 19
However, our conclusions at this time are preliminary and are subject to review and
modification after reviewing the final plans and design specifications.
FOUNDATION DESIGN RECOMMENDATIONS
• All exterior-building footings should be founded at a minimum depth of 24 inches
below the lowest adjacent final grade. Interior footings may be founded at a
minimum depth of 24 inches below the lowest adjacent final grade. This value is
applicable for a 2 story building. Extra 12 inches of,depth"will be required for each
additional story.
• Continuous footings should be reinforced with 4 No. 4 bars, 2 at every one foot.
• Exterior isolated pad footings intended for support of roof overhangs such as patio
covers should be a-minimum of 24 inches square, and founded at a minimum depth
of 48 inches below the lowest adjacent final grade. The pad footings should be
reinforced with No. 4 bars spaced 18 inches on centers, both ways, near the
bottoms of the footings.
• Living area concrete Floor slabs should be a full 5 inches thick an underlain with 3
inches of clean sand or gravel. All slabs should be reinforced with No. 3 bars
spaced 18 inches on centers, both ways. All slab reinforcement should be supported
on concrete chairs or bricks to ensure the desired placement near mid depth. Rebars
should be No. 3 and spaced 18 inches
• Living area Floor slabs should be underlain with a moisture vapor barrier consisting
of a polyvinyl chloride membrane such as 6 mil Visqueen, or equivalent, placed on
top of the 2-inch sand. At least 2 inch of clean sand should be placed over the
membrane to promote uniform curing of the concrete.
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Soil Report
Red&Media Properties
31775 De Portola Road. Temecula, CA 92592
Project Number: PM0414 Page 8 of 19
• Garage floor slabs should be a full 5 inches thick and underlain with 4 inches of
clean sand or gravel. Garage and parking slabs should be reinforced in a similar
manner as living area slabs and poured separately from adjacent wall footings with
a positive separation maintained with 3/8-inch minimum felt expansion joint
materials, and then quartered with weakened plane joints. A 12-inch wide by 24-
inch deep grade beam should also be provided across garage entrances. The grade
beam should be reinforced with four No. 4 bars, two top and two at every one
foot.
• Prior.to placing concrete, the subgrade below all living area and garage slabs should
be presoaked to achieve a moisture content that is 30 percent_ or greater above
optimum moisture content.. This moisture content should penetrate to a minimum
depth of 12 inches into the subgrade
ALLOWABLE FOUNDAT/ON PRESSURE
The allowable foundation pressure value is 1,500 psf for footings having a minimum
width and depth of 12 inches. An increase of twenty percent shall be allowed for each
additional foot of width of depth to a maximum value of three times the designated
value. Additionally, an increase of one third shall be permitted when considering load
combinations including wind or earthquake loads.
The above values are based on footings placed directly against compacted fill. In the
case where footing sides are formed, all backfill against footings should be compacted
to at least 90 percent of maximum dry density..
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Sol/Report
Pacific Media Properties
31775 De Porto/a Road, Temecula, CA 92592
Project Number:PM0414 Page 9 of 19
LATERAL RESISTANCE
A passive earth pressure of 150 pounds per square foot per foot of depth may be used
to determine lateral bearing resistance for footings. Lateral sliding resistance coefficient
should'be 0.25. The above values are based on footings placed directly against bedrock
or compacted fill. In the case where footing sides are formed, all backfill against
footings should be compacted to at least 90 percent of maximum dry density.
SETTLEMENT
The majority of total and differential settlements are expected to occur during
construction or shortly thereafter as building loads are applied. However, should there
be any ground shaking, some small seismically induced settlements may occur.
Due to the fact that the site is within an area with the potential for liquefaction, we
recommend a conservative approach by the structural engineer and performing
liquefaction study to determine proper value for the settlement.
EARTHWORK AND GROUND PREPARATION
All earthwork and grading should be performed in accordance with all applicable
requirements of the grading code of the city of Temecula, California, and the
recommendations provided below:
• .For any area used for structure, surface must be over-excavated for a minimum of 4
feet below the existing grade and recompacted for 90% of laboratory maximum
density. The overexcavation must be extended to a minimum of 5 feet beyond the
boundaries.
e
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Soll Report
Pad&Medla Properties
31775 De Portola Road, Temecula, CA 92592
Project Number:PM0414 Page 10 of 19
• For any area used for parking, surface must be over-excavated for a minimum of
2.5 feet below the existing grade and recompacted for 90% of laboratory
maximum density. The overexcavation must be extended to a minimum of 5 feet
beyond the boundaries.
• Prior to placing fill, all areas to receive fill should first be scarified, watered or air
dried as necessary to achieve near optimum moisture conditions, and then
recompacted in-place for 90%.
• For proposed driveway and parking subgrade areas, all base material shall be
compacted for 95% of laboratory maximum density.
• The soil must be moisture conditioned to achieve no more than 3% higher than
optimum moisture content.
• Fill soils shall be, placed in 8-inch lifts; moisture conditioned and compacted to the
required level of compaction.
• All significant weeds or rootlets should be stripped and removed offsite.
• All cobbles and gravels over 8" diameter must be removed from the pad or any
backfilling area.
• Stockpile soil materials that are to be used as fill should be cleared of any unsuitable
materials prior to placement as properly compacted fill.
IMPORTED SOILS
Imported soils should consist of clean materials void of trash, organic and similar
deleterious materials, and rock exceeding a maximum dimension of 8 inches.
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Aoll Report
PadAc Media Propertler
31775 De Portola Road, Temecula, CA 92592
Project Number:PM0414 Page 11 of 19
The imported soil should also exhibit an expansion potential of low expansion, as
determined in accordance with UBC Standard Test No. 29-2.
A representative of this firm should approve prospective import soils before
transporting to, the site. The grading contractor should accommodate sufficient time for
performing the above tests, prior to importing soil materials.
FILL PACEMENTAND TESTINC
All fills should be placed in 8-inch-thick maximum lifts, watered or air-dried as
necessary to achieve near optimum moisture conditions, and then compacted in-place
to a minimum relative compaction of 90% for the pads and 95% for the base material
for driveway and parking areas.
The laboratory maximum dry density and optimum moisture. content for each change
in soil type should be determined in accordance with Test Method ASTM D 1557-91.
A representative of this firm should be present onsite during grading operations to
verify proper placement and adequate compaction of all fills, as well as to verify
compliance with the other geotechnical recommendations presented herein.
EFFECTS OF GRADING ON ADJOINING PROPERTIES
Based on our site observation, the proposed grading and construction will not
adversely affect the geotechnical stability of adjoining properties provided that grading
and construction are performed in accordance with the recommendations presented
herein.
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Soll Report
Pad&Media Properties
31775 De Portola Road, Temecula, CA 92592
Project Number: PM0414 Page 12 of 19
Should there be any anticipation regarding this issue, it will be the responsibility of the
grading contractor to contact our firm and the owner before starting the job or during
the construction. Otherwise we can not take any responsibility.
POST-GRAD/NC CONSIDERATIONS
PAD DRAINAGE
Positive drainage devices consisting of sloped concrete flatwork, area drains, and
graded earth swales have been designed for the site. The purpose of these devices is to
reduce water infiltration into the subgrade, and to, direct surface waters .away from
building foundations, walls and sloped areas. The homeowner is advised that all
drainage devices should be properly maintained throughout the lifetime of the
development.
UTILITY TRENCH BACKFILL
All utility trench backfill should be compacted to a minimum relative compaction of 90
percent. Trench backfill materials should be placed in lifts no greater than 8 inches in
thickness, watered or air dried as necessary to achieve a moisture content that is 2 to 3
points over optimum moisture content,.and then mechanically compacted in place to a
minimum relative compaction of 90 percent.
Where exterior and/or interior utility trenches are proposed parallel to any building
footing, the bottoms of these trenches should not extend below a 1:1 plane projected
downward from the bottom edge of the adjacent footing. Where this condition
occurs, the adjacent footing should be deepened or the utility constructed and
backfilled prior to constructing the footing.
A representative of this firm should be notified 48 hours in advance to verify adequate
compaction of the backfill.
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Sol/Report
PadAc Media Properties
31775 De Portola Road, Temecula, CA 92592
Project Number: PM0414 Page 13 of 19
SITE CLEARING
All soil, vegetation, and rock debris excavated from stripping and foundation trenches
are to be disposed offsite in a proper manner. This also includes refuses such as bushes,
organic material, stumps and construction debris. No debris or reject materials from the
excavations are to be placed on the slope behind the retaining walls or used as backfill.
FOOTING OBSERVAT/ONS
All footing trenches should be observed by a representative of this firm to verify that
they have been excavated into competent bearing materials. These observations
should be performed prior to the placement of forms, reinforcement, or concrete. The
excavations should be trimmed neat, level.and square. All loose, sloughed or moisture-
softened soils and/or construction debris should be removed prior to the placement of
concrete. Excavated soils derived from footing and utility trenches should not be
placed in slab-on-grade areas unless they are compacted to at least 90 percent of
maximum dry density.
SOLUBLE SULFA TE A NA L YSES
Per UBC standards, type V cement with 2,500 psi and 0.5 water content ratio is
recommended.
MASONRY GARDEN WALLS
Footings for masonry garden walls on level ground should be embedded at a minimum
depth of 12 inches below the lowest competent soil material.
All footings should also be reinforced with a minimum of four No. 4 bars, two top and
two bottom. In order to mitigate the potential for unsightly cracking related to the
possible effects of differential settlement and/or expansion, construction joints should
also be provided in the garden walls at each corner and at horizontal intervals of at.
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Soil Report
Pad&Media Properties
31775 De Portola Road, Temecula, CA 92592
Project Number:PM0414 Page 14 of 19
least 20 feet. The separation should be provided in the blocks and not extend through
the footings. The footings should be poured monolithically with continuous rebars to
serve as effective "grade beams" below the walls.
EXTERIOR CONCRETE FLA TWORK
To reduce the potential of unsightly cracking related to the effects of soils, concrete
sidewalks and patio-type slabs should be at least 4 inches thick and provided with saw
cuts or expansion joint every 6 feet or less. Concrete driveway slabs should be at least
6 inches thick and provided with saw cuts or expansion joints every 10 feet or less.
REINFORCEMENT
Consideration should be given to reinforcing all concrete patio-type-slabs, driveways
and sidewalks greater than 5 feet in width with No. 3 bars spaced 18 inches on centers,
both ways. The reinforcement should be positioned near the middle of the slabs by
means of concrete chairs or brick. All cold joints should be provide with dowels
consisting of No. 3 bars, 24 inches in length, and spaced 18 inches on center.
SURCRADE PREPARATION
As a further measure to mitigate cracking and/or shifting of concrete flatwork, the
subgrade soils below concrete flatwork should be thoroughly moistened prior to
placing concrete.
The moisture content of the soils should be about 130 percent of optimum moisture
content and penetrate to a depth of approximately 12 inches below the bottom of the
slabs.
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Soil Report
Pad&Medla Properties
31775 De Portola Road, Temecula, CA 92592
Project Number:PM0414 Page 15 of 19
EDGE BEAMS
Where the outer edges of concrete flatwork such as patios and driveways are to be
bordered by landscaping, consideration should be given to the use of edge beams
(thickened edges) to mitigate infiltration of water under the slabs. Edge beams should
be 6 to 8 inches wide, extend 12 inches below the tops of the finish slab surfaces, and
be reinforced with a minimum of two No. 4 bars, one top and one bottom.
FUTURE IMPROVEMENTS
Should any new structures or improvements be proposed at any time in the future
other than those shown on the enclosed site plan and discussed herein, our firm should
be notified 'so that we may provide design recommendations to maintain the integrity
of the new improvement.
Potential problems can develop when drainage on the pad is altered in any way (i.e.,
excavations or placement of fills associated with construction of new walkways, patios,
garden walls and planters). Therefore, it is recommended that we be engaged to
review the final design drawings, specifications and grading plan prior to any new
constructions.
If we are not given the opportunity to review these documents with respect to the
geotechnical aspects of new construction and grading, we can take no responsibility for
misinterpretation of our recommendations presented herein.
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Soil Report
Fad&Media Properties
31775 De Portola Road Temecula, CA 92592
Project Number:PM0414 Page 16 of 19
CONCRETE AND ASPHALT PAVEMENTS
PRELIMINAR YASPHAL TIC CONCRETE PAVEMENTDESIGN
Following Asphaltic concrete pavement sections have been computed in accordance
with the State of California design procedures..
Subgrade soil immediately below the aggregate base (base) should be compacted to a
minimum of 90 percent relative compaction based on ASTM Test Method D1557 to a
minimum depth of 24 inches.
Final subgrade compaction should be performed prior to placing base or Asphaltic
concrete and after all utility trench backfills have been compacted and tested.
Base materials should consist of Class.2 aggregate base ( not miscellaneous) conforming
to Section 26-1.02B of the St California Standard Specifications or crushed aggregate
base . conforming to Section 200-2 of Standard Specifications for Public Works
Construction (Greenbook).
Base materials should be compacted to a minimum of 95 percent relative compaction
based on ASTM Test Method 0157.
The base materials should be at or slightly below optimum moisture content when
compacted. Asphaltic concrete materials and construction should conform to Section
203 of the Greenbook.
PROFESSIONAL ENGINEERS CONSULTING, Inc.
foll Report
Pad&Media Properties
31775 De Portola Road, Temecula, CA 92592
Project Number:PM0414 Page 17 of 19
STRUCTURAL PAVEMENT SECTION
TI = 5
R-Value 62
AC.thickness: 4 inches minimum
Road Base Thickness: 6 inches minimum
R value and additional verification for the TI
The following are our recommendation for the structural pavement sections:
Based on the onsite soil condition, 2.500 psi and Type V cement and 0.45 water
cement ratio shall be used in concrete. All joints (longitudinal, construction and
expansion) should be in accordance with current specifications.
Currently due to changeability of the onsite soil during the grading and also possibility
of importing soil, the R- Value and sulfate tests on the soil for the pads, driveways, and
parking areas will be subject to some modification. In order to obtain a proper
concrete type and pavement design, we recommend performing confirmatory R- Value
and sulfate test during grading the pads and parking area, followed by TI and
pavement section design.
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Soll Report
Padflc Media Properties
31775 De PorMle Road, Temecula, CA 92592
Project Number: PM0414 Page 18 of 19
GEomcw/CAL OBSERVAT/ON 6 TEST/NG
Several observations, site inspections, meetings, and testing will be required throughout
the construction, followings are the typical items:
o Pre-construction meeting.
o Bottom inspection of all overexcavations.
o During the compaction of overexcavated area and the precise grade.
o Footing excavations, prior to the pouring of concrete.
o After presoaking the slabs upgrade and prior to pouring concrete slabs:
o During the construction of area drain and utility trenches.
o During the placement of subgrade for parking and driveways.
o During the placement of the base material for the parking and driveway.
o When any unusual conditions are encountered during any construction operation
subsequent to this report.
All inspections are subject to a minimum of prior 24 hours notice (within working day
period). Pre-grade meeting is subject to a minimum of two working days notice.
To avoid any possible delays or misinterpretations, a representative of our firm must
be notified to attend the pre-construction meeting with the grading contractor and city
inspector to review the grading plans and the soil report and site condition and discuss
potential changes prior to proceeding grading. We cannot take any responsibility for
changes if we are not given the opportunity to attend the pregrade meeting and also
review the grading plans and foundation plans prior to the construction.
PROFESSIONAL ENGINEERS CONSULTING, Inc.
Soil Report
Pad&Medla Properties
31775 De Portola Road, Temecula, CA 92592
Project Number: PM0414 Page 19 of 19
LIMITATIONS
The geotechnical assessment activities presented in this report have been conducted in
accordance with current practice and the standard of care exercised, by geotechnical
consultants performing similar tasks in this area.
No warranty, expressed or implied, is made regarding the conclusions, professional
opinions, and recommendations expressed in this report. The conclusions. are based
solely upon an analysis of the conditions as observed by our personnel and as reported
to use by regulatory agencies and other named sources are and also based on surface
and subsurface conditions present and our present state of geotechnical knowledge.
They are not meant to imply a control of nature. If actual conditions differ from those
described in this report, our office should be notified.
The usage of this report in any independent form cannot be approved unless specific,
written verification of the applicability of the recommendations is obtained from our
firm.
The services provided in this report are only to provide geotechnical characteristics of
the subsurface, based on our field data and observations only and also following the
ASTM standards. By accepting this report, the client will agree that we are not
responsible for reviewing any private investigation that may have been performed at
the site or surroundings and not released to public agencies, particularly by the
Homeowner Association or leading property management company. We take no
responsibility for any matter that is not disclosed to us prior or during our studies.
PROFESSIONAL ENGINEERS CONSULTING, Inc.
APPENDIX "A"
FIGURES & MAPS
Class—
f7) P.J
FlEwnlirl ichwl
000(04 Rd
1775 Je Portela Rd
GTal(I p g Fi�d
jq Hawk ra*ft'ly
Val iart 6<e�wr
poll
Q 014,
4
1(d 141hk 501 t i h
i,mck Im
SITE LOCATION
A 31775 De Portola Road, Temecula, CA 92592
PROFESSIONAL ENGINEERS CONSULTING, Inc. N Project No.: PM0414 Figure: 1
I o 0 o
L
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T 6 T 3
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SITE MAP - SAMPLING LOCATIONS
31775 De Portola Road, Temecula, CA 92592
PROFESSIONAL ENGINEERS CON5ULTING, Inc. Project No.: PM0414 Figure: 2
Figure PS-1
Seismic Hazards
C1111 OE TEMECUTA GENERAL PLAN
Legend
Liquefaction Hazard Zones -^•�••••
Estimated Fault Locations y meTa r Cour"a
1Mum 1 W�elsioe
•� Temecula City Boundary
Y
����• Sphere of Influence Boundary r r
(Manning Area Boundary 31
Sm e.To u,*GIs YM CoaorvSr qg A.,,
e —
CA \ i
r
i
\ \
\ o
a, ♦ �f
s i -
Y
i
T
« _ CITY OF TEMECULA SEISNIIC
HAZARD MAP
PROFESSIONAL ENGINEERS CONSULTING, Inc. Project No.: PM0414 Figure: 3
'o�Qvoa - slrE
70 5� p 4 2
5 �r I Qp , �
35 15� �Tta 3 �• �'� QY v a -
Q pf
MZU so �. sn Qvoa
Kgb 50 _ `. 3 ao cps 5
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Qis? 5 30Qya
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60 �
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/�0 �q1� Qw,"k-�
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T ' . o in
GEOLOGIC MAP
A 31775 De Portola Road, Temecula, CA 92592
PROFE55IONAL ENGINEERS CONSULTING, Inc. N Project No.: PM0414 Figure: 4
PROFESSIONAL ENGINEERS CONSULTING, Inc.
APPENDIX "B"
TRENCH LOGS
PROFESSIONAL ENGINEERS CONSULTING, Inc.
TRENCH LOG
Surface Elevation:NA Logged By.SS
Trench Orientation:E W Date:04-8-14 T 1
Trench Dimensions:2x I Ox 10 Equipment: Backhoe
Groundwater Depth:NA This log is a representation of subsurface conditions at the
time&place of excavation.
SAMPLE
= ENGINEERING
Y o o a w CLASSIFICATION AND DESCRIPTION
m f— m ii a6 m O F
0—2.5•
sm _ Brown sandy silt, loose artificial fill,dry
X —
2.5'—C5'
ml —5'0 Brown sandy silt,medium dense,damp
4.5'—1 0.0'
sm _ Brown sandy silt with some thin layers of clay,dense, moist
10.0 Cemented at 5 feet
Heavily cemented at 6.5 feet and below
15.0
c c Loose
Soil
Ground
surface
5.0
Trench
profile
Native
Soil
10.0
15.0
Location& Situation: Surface Gradient:NA
31775 Die Portola Road, Temecula, CA 92592 Scale:- 0./1 nch Project No.:
1„=5.0' PM0414
PROFESSIONAL ENGINEERS CONSULTING, Inc.
TRENCH LOG
Surface Elevation:NA Logged By.SS
Trench Orientation:EW Date:04-8-14 T2
Trench Dimensions:2s10r10 Equipment: Backhce
Groundwater Depth:NA This log is a representation of subsurface conditions at the
time&place ofescaavtion.
SAMPLE
F = U ENGINEERING
o O
o orrs d a CLASSIFICATION AND DESCRIPTION
sm 0—3.5'
Brown sandy silt,loose artificial fill,some rubbles,dry
X _
sm —50 3.5'-5.0'
Brown sandy silt,medium dense,damp
sm — 5.0'—1 0.0' .
_ Brown-sandy silt with some thin layers of clay,dense, moist,
10.0 Cemented
_ Heavily cemented at 7.5 feet and below
15.0
It r Loose
Soil
Ground
surface
5.0
Trench
profile
Native
Soil
10.0
15.0
Location & Situation: Surface Gradient:NA
31775 Die Porlola Road, Temewle, CA 92592 Scale:— ft./Inch PrcJmt No.:
,=5.01 PM0414
PROFESSIONAL ENGINEERS CONSULTING, Inc.
TRENCH LOG
Surface Elevation:NA Logged By:SS
Trench Orientation:EW Date:04-8-14 T3
Trench Dimensions:2xl0x10 Equipment: Backhoe
Groundwater Depth:NA This log is a representation of subsurface conditions at the
time&place of excavation.
SAMPLE
Lx'p " ENGINEERING
Y 3 9 a o a w CLASSIFICATION AND DESCRIPTION
o }}
F-
sm _ 0-1.5'
Brown sandy silt,loose to medium dense,dry
X
sm L5'—2.5'
_5.0 Brown sandy silt,medium dense,damp
sm - 2.5'-10.0'
_ Brown sandy silt with some thin layers of clay,dense, moist
10.0 Cemented
.Heavily cemented at 6.0 feet and below
15.0
t t Loose
Soil
Ground
surface
5.0
Trench
profile
Native
Soil
10.0
15.0
Location& Situation: Surface Gradient:NA
31775 De Porro/a Road Temecula, CA 92592 Scale:- fl./l nch PrciKt No
1„=5.0' PM0414
PROFESSIONAL ENGINEERS CONSULTING, Inc.
TRENCH LOG
Surface Elevation:NA Logged By:SS
Trench Orientation:EW Date:04-8-14 T4
Trench Dimensions:2xl0x10 Equipment: Backhce
Groundwater Depth:NA This log is a representation of subsurface conditions at the
time&olace ofevcavation.
SAMPLE
F ENGINEERING
Y g 9 o 'u a CLASSIFICATION AND DESCRIPTION
0 r
yH
sm _ 0- 1.5'
Brown sandy sill, loose to medium dense,dry
X —
ml 5.0 1.5'—2.5'
Brown sandy silt, medium dense,damp
sm — 2.5'—10.0'
_ Brown sandy silt with some"thin layers of clay,dense, moist"
10.0 - Cemented _
Heavily cemented at 6.0 feet and below
15.0
i t Loose
Soil
- Ground
surface
5.0
Trench
profile
Native
Soil
10.0
15.0
Location&Situation: Surface Gradient:NA
31775 De Porro/a Road, Temecula, CA 92592 scale:- ft./Inch Pr^iKt No
I,,=5.01 PM0414
PROFESSIONAL ENGINEERS CONSULTING, Inc.
TRENCH LOG
Surface Elevation:NA Logged By. SS _
Trench Orientation:EW Date:04-8-14 TS
Trench Dimensions: WWI[) Equipment: Backhoe
Groundwater Depth:NA This log is a mpresentation of subsurface conditions at the
time&place ofexca%ation.
SAMPLE
ENGINEERING
Y o g r U a CLASSIFICATION AND DESCRIPTION
0
i14 c °�'
ml _ 0-2.5'
Brown sandy silt, loose to medium dense,dry
X —
sm 5.0
— 2.5'-10.0'
— Brown sandy silt with some thin layers of clay,dense,moist
sm — Cemented
- 10.0 Heavily cemented at 7.0 feet and below
15.0
c Loose
Soil
Ground
surface
5.0
Trench
profile
Native
Soil
10.0
15.0
Location& Situation: Surface Gradient:NA
37775 De Porto%Road, remeada. CA 92592 scale:— ft./Inch Project No.:
I"=5.0' PM0414
PROFESSIONAL ENGINEERS CONSULTING, Inc.
TRENCH LOG
Surface Elevation:NA Logged By:SS
Trench Orientation:EW Date:04.8.14 T6
Trench Dimensions:2x I0x10 Equipment Backhoe
Groundwater Depth:NA This log is a representation of subsurface conditions at the
time&place of excavation.
SAMPLE
x ENGINEERING
Y 3 9 r o CLASSIFICATION AND DESCRIPTION
p p a a
m F m LL ai a C O r�-
sm _ 0-2.5'
Brown sandy silt, loose to medium dense,some rootlets within top
X — 12 inches,dry
—
5.0
sm
— 2.5'—10.0'
— Brown sand-silt mix with some thin layers of clay,dense,moist
Cemented
ml 10.0
Heavily cemented at 7.0 feet and below . .
15.0
i Loose
Soil
Ground
surface
5.0
Trench
profile
Native
Soil
10.0
15.0
Location&Situation: Surface Gradient:NA
31775 Die Porto%Road, rememla, CA 91591 Scale:- ft./Inch Project No.:
1•'=5.0' PM0414
PROFESSIONAL ENGINEERS CONSULTING, Inc.
APPENDIX `B"
LABORATORY RESULTS
AND ANALYSES
PROFESSIONAL ENGINEERS CONSULTING Inc.
PW T/C/TY TEST
31775 De Portola Road
Temecula, CA 92592
ATTERBERG LIMITS
Particles passed # 200
sample Liquid Limit Plastic Limit Plasticity Index
Tl @ 1.0 to 5.0' 48 36 12
Soil Classification: SILT (ML)
ROOM Char!
M SO
6
w fW • �\
O 40 -
2
>e
��
G\\
30
20
0.
MH « OH
Io7 MLcL L
0 0 10 16 20 30 40 SO 60 70 EO 90 100 110
LIQUID LIMIT (LL)
PROFESSIONAL ENGINEERS CONSULTING Inc.
PLASTIC/TY TEST
31775 De Portola Road
Temecula, CA 92592
ATTERBERG LIMITS
Particles passed # 200
Sample Liquid Limit Plastic Limit Plasticity Index
B2 @ 1.0 to 5.0' 40 35 5
Soil Classification: SILT (ML)
60 Plertici Curl
M 30
x mow` y�e
o 40 .
z
49 U1 A(), .;
20
0. MH on OH
107 ML OL
I
00 10 1620 30 40 50 60 70 6o 90 100 110
LIOUIO LIMIT ILL)
PROFESSIONAL ENGINEERS CONSULTING Inc.
PLASTICITY TEST
31775 De Portola Road
Temecula, CA 92592
ATTERBERG LIMITS
Particles passed N 200
Sample Liquid Limit Plastic Limit Plasticity Index
B4 @ 0.0 to 5.0' 50 35 15
Soil Classification: SILT (ML)
60 P/8d/fCl 00,
Cl/er!
o50 .
00
0 00
Z
1- 30
r,
Q 20
a. �� Goa MH on OH
Io
7 — MLoLOL
1
00 10 16 20 w 40 SO w 70 w 90 100 IIO
LIQUID LIMIT (LL)_
PROFESSIONAL ENGINEERS CONSULTING Inc.
PLASTICITY TEST
31775 De Portola Road
Temecula, CA 92592
ATTERBERG LIMITS
Particles passed # 200
sample Liquid Limit Plastic Limit Plasticity Index
T6 @ 1.0 to 5.0' 35 25 10
Soil Classification: SILT(ML)
80 AWN
H SO ,
O `
Wx
'W
O CO
2
r /r 30 /
u_
Q 20
a. /; Gva MH w OH
10
- M «+OL
I
00 10 16 20 30 40 SO 60 70 60 90 too 110
LIQUID LIMIT (LL)
PROFESSIONAL ENGINEERS CONSULTING, Inc.
PAR TICL SIZE ANALYSIS
PROJECT NUMBER: PM0414 SITE: 31775 De Portola Road, Temecula, CA 92592
SAMPLE: T-I DEPTH: 1.0 -6.6 ft.
SIEVE ANALYSIS HYDROMETER ANALYSIS
I CLEAR SIEVE I U.S STANDARD SIEVE NUMBERS I
OPENINGS
r s • 12• f 10 io ao 90 1
100 o
90 i 1 10
�+ 90 �� 1 zc
70 30
00
40 C
� Z
IN-
W 60 , 50 ^<
- - — so
[..
Z 90 ' 70 z
WV U
W zo eo W
0. 0.
10 - , 90
0 100
100 10 1.0 0.1 0.01 0.001
PAR'17CLE DIAMETER IN MM
CnBBIM mtA%M SAND
SHS AND CLAY PAACIION
m® Om ®' mEh® flm
PROFESSIONAL ENGINEERS CONSULTING, Inc.
PARTICL SIZE ANALYSIS
PROJECT NUMBER: PM0414 SITE: 31775 De Portola Road, Temecula, CA 92592
SAMPLE: T-2 DEPTH: 1.0 -6.0 ft.
ICLEAR SIEVE I U.S.STANDARD SIEVE NUMBERS I
oPExwcS. .
• r .s • 11r 4 %o 40 4o so 1 fo foo
100 0
00 1 10
I cc
00 40
04 .Z.
a s0 �f 1 so
W F
04
F F
V 30 70 W
U
W 20 eo W
ar o.
eo
o 100
wo 10 1.0 0.1 0.01 0.001
PAR7ICI.E DIAMETER IN MN
mtAVM SAND COWL ES SRT AND CLAY PMC7TON
m® 0m m® and 0m
q}• 1 u
PROFESSIONAL ENGINEERS CONSULTING, Inc.
PARTICL SIZE ANALYSIS
PROJECT NUMBER: PM0414 SITE: 31775 De Portola Road, Temecula, CA 92592
SAMPLE: T-3 DEPTH: 1.0 -6.0 ft
I CLEAR SIEVE I U.S.STANDARD SIEVE NUMBERS
OPENINGS
2' .S' 1W 4 10 40 40: 60 1 00
100 0
[� 00 Z - 10
.F 90 20
,
70 _ _ 1 _ _
90 �
3 p0
SO 40 Q
_ _ W
Z
FG SO , 1 50
40 Q4
60 94
[. x
Z 30 70 Z
W 20 i 90 04
i 4
10 - 90
p 1 100
100 10 1.0 0.1 0.01 0.001
PARTICLE DIAMETER IN MM
mtAV= SAND
COBBLES SILT AND CLAY FRACTION
m® 0m m --"- Om
PROFESSIONAL ENGINEERS CONSULTING, Inc.
PARTICL SIZE ANALYSIS
PROJECT NUMBER: PM0414 SITE: 31775 De Portola Road, Temecula, CA 92592
SAMPLE: T-4 DEPTH: 1.0 -6.0 ft.
CLEAR smw I U.S.STANDARD SIEVE NUMBERS
OPENINGS
2' .5' 1/2' q 0q0 30 00 7 0. 00
100 p
till ILI
10
IN
BO i I 20
30 I.
'+ 50 I 40 W
07 —} Z
W 50 I 50
-- [s7
40 I � 80
F F
U 30 I 70 W
U
W 20 so W
ar I iL
10 — - — B0
0 loo
100 10 1.0 0.1 0.01 0.001
PARTICLE DIAMETER IN MM
mIA%*M SAT1D
"^^'^"` SILT AND CLAY PRAMON
� em a� mom rm