HomeMy WebLinkAboutSOILS AND FOUNDATION EVALUATIONS - 29151 RIVERSIDE DRIVE SOILS SOUTHWEST, INC.
SOILS, MATERIALS AND ENVIRONMENTAL ENGINEERING
897 VIA LATA, SUITE N COLTON,CA 92324 • (909)370-0474 • (909) 370-0481 • FAX(909)370-3156
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Planned Addition to Existing Storage Facility
Lake Elsinore Self-Storage
29151 Riverside Drive
Lake Elsinore, California
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Project No. 99035-F
March 26, 1999
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Prepared for:
Mr. Mike Blassi
The Chancellor Group, Inc.
P.O. Box 18839
Anaheim, California 91817
Established 1984
1 SOILS SOUTHWEST, INC.
SOILS, MATERIALS AND ENVIRONMENTAL ENGINEERING
897 VIA LATH, SUITE N • COLTON, CA 92324 • (909) 370-0474 (909) 370-0481 FAX(909) 370-3156
March 26, 1999 Project No. 99035-F
Mr. Mike Blassi
The Chancellor Group, Inc.
P.O. Box 18839
Anaheim, California 91817
Subject: Report of soils and Foundation Evaluations
Planned Addition to Existing Self Storage Facility
Lake Elsinore Self Storage
29151 Riverside Drive
Lake Elsinore, California
Dear Mr. Blassi
Presented herewith is the Report of Soils and Foundation Evaluations conducted for the site of
the planned addition to existing storage facility located at 29151 Riverside Drive, Lake Elsinore,
California.
1 Soils encountered primarily consist of upper fills and/or dry and disturbed, loose to medium
dense, silty, fine to medium coarse sand; underlain by alluvial deposits of light brown, medium
to dense, gravelly, fine to medium coarse sand with isolated rocks to the maximum depth
explored. Properly constructed conventional spread foundations established exclusively into
J compacted fills, are expected to provide adequate support for the development planned.
This report has been substantiated by subsurface explorations and mathematical analysis made
J in accordance with the generally accepted engineering principles, including those field and
laboratory testing considered necessary in the circumstances.
Thank you for the opportunity to be of service on this project. Should you have any questions
regarding this report, please call the undersigned at your convenience.
Respectfully submitted,
Soils Southwest, nc.
I Moloy Gupta, R E 31708 r NO.3°6
Marco Cantu
dist/ 4-addressee
Established 1984
Addition/Lake Elsinore Self Storage 99035-F
TABLE OF CONTENTS
Section Page No.
Letter of Transmittal 2
Site Vicinity Map 4
1.0 Introduction
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1.1 Proposed Development 5
1.2 Site Description 5
2.0 Scope of Work 6
1 3.0 Existing Site Conditions 7
3.1 Subsurface Conditions 7
3.2 Excavatibility 7
3.3 Groundwater 8
3.4 Subsurface Variations
8 3.5 Liquefaction Potential 8
3.6 Potential Seismic Hazards 8
4.0 Evaluations and Recommendations g
1 4.1 General Evaluations g
I 4.1.1 Preparations for Building Pad g
4.1.2 Compacted Fill 9
4.2 Spread Foundations 10
4.3 Concrete Slab-on-Grade 10
4.4 Resistance to Lateral Loads 11
4.5 Shrinkage and Subsidence 11
4.6 Construction Considerations 11
4.6.1 Unsupported Excavations 11
4.6.2 Supported Excavations 11
1 4.7 Site Preparations 11
4.8 Soil Caving 12
4.9 Structural Pavement Thickness 12
4.10 Retaining Walls 12
_l 4.11 Utility Trench Backfill 13
J 4.12 Pre-Construction Meeting 13
4.13 Seasonal Limitations 13
` l 4.14 Planters 14
J 4.15 Landscape Maintenance 14
4.16 Observations and Testing During Grading 14
1 4.17 Plan Review 14
J5.0 Earthwork/General Grading Recommendations 15
`I 6.0 Closure 17
J Plot Plan & Test Locations 18
7.0 Appendix A-Field Explorations 19
`I Log of Test Explorations 20
J 8.0 Appendix B-Laboratory Test Programs 21
Professional Limitation 23
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SITE VICINITY MAP
(Not to Scale)
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1.0 Introduction
This report presents the results of Soils and Foundation Evaluations conducted for the site
of the planned addition to the existing Lake Elsinore Self Storage facility located at 29151
Riverside Drive, Lake Elsinore, California.
The purpose of this evaluation is to determine the nature and engineering properties of the
near grade and subsurface soils and to provide geotechnical recommendations for foundation
design, slab-on-grade, retaining wall, paving and parking, site grading, utility trench backfill and
inspection and testing during construction.
The evaluation included subsurface explorations, soil sampling, laboratory testing, engineering
analyses and preparation of this report. The recommendations contained reflect our best
estimate of the soils conditions encountered during field investigations conducted for the site.
It is not to be considered as a warranty of the soils conditions existing in other areas, or for
1 the depths beyond the excavations conducted.
1.1 Proposed Development
fBased on the preliminary information supplied, it is understood that as an addition to existing
storage, the subject development will primarily consist of three (3) detached narrow and long
structures to be constructed on the vacant portion of the parcel situated near the northern corner
1 of Collier Avenue and Riverside Drive, City of Lake Elsinore, Riverside County, California.
The structures planned are expected one story wood-frame and stucco or concrete block
1 construction with concrete slab-on-grade. Interior driveways consisting of concrete or asphalt
paving, are also planned. Conventional spread foundations with isolated pier and/or continuous
wall footings, are anticipated with the development proposed. Associated construction of exterior
street improvements are anticipated. Considering existing topography and finished planned pad
grades, minor to moderate grading is expected.
1.2 Site Description
Being a portion of an existing storage facility, the irregular shaped area of planned development
is presently vacant and unimproved. In general, the addition area is bounded by existing storage
on the north, by Collier Avenue on the south, by Riverside Drive on the east, and by other vacant
unimproved parcels on the west. Overall vertical relief is estimated to about 2 feet, with sheet
J flow from incidental rainfall flowing towards the south With the exception of minor weed and
grass, no other,significant features pertinent to this investigation, are noted.
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2.0 Scope of Work
Geotechnical evaluation included subsurface explorations, soil sampling, necessary
laboratory testing, engineering analyses and the preparation of this report. The scope of work
included the following tasks:
o Excavations of two (2) exploratory borings using hand-auger advanced to
maximum 10.5 feet below grade. During explorations, soils encountered were
continuously logged, and bulk and undisturbed samples were procured where
feasible. Collected samples were subsequently transferred to our laboratory for
necessary testing.
Descriptions of the soils encountered are provided on the Test Boring Logs
in Appendix A. Approximate locations of test excavations with respect to the
surroundings, are shown on Plate 1.
o Laboratory testing conducted on selected bulk and undisturbed soil samples
were programmed according to the project requirements. The laboratory testing
included determinations of Moisture-Density, Maximum Dry Density and Optimum
l Moisture contents, soil's Shear Strengths and Consolidation characteristics under
1 anticipated structural loadings. Descriptions of the test procedures used and
test results are provided in Appendix B.
Io Based on the data of our field investigations and laboratory testing, engineering
analyses and evaluations were made, on which to base our recommendations
for foundation design, slab-on-grade, site preparations and grading and
inspection during construction.
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3.0 Existing Site Conditions
The area of the planned construction is presently vacant and unimproved. With the exception
of minor weed and grass, no other significant features are noted.
3.1 Subsurface Conditions
Evaluations for site subsoil conditions are based upon soil explorations, laboratory testing and
on engineering analysis considered necessary for the project.
l The subsoils encountered primarily consist of upper dry, loose and/or disturbed, light to yellowish
brown fine to medium coarse gravelly sand with some rocks, overlying moderately dense, natural
deposits of gravelly sand with cobbles and rocks to the maximum depth explored.
1 Based on field explorations, soil sampling, field in-situ testing and subsequent laboratory
analysis and engineering evaluations, the following site soil characteristics are described:
The upper dry, relatively loose soils exhibit in-place densities considerably lower than the
generally accepted 90 percent of the laboratory determined soils Maximum Dry Density as
1 determined by the ASTM D1557-91 test methods. Depth of such upper dry and loose soils
encountered is estimated to vary from 2 to 2.5 feet below the present grade surface. Although
dry, the underlying natural deposits are considered geotechnically competent to support
structural fills for further construction.
1 Laboratory shear tests conducted on the upper bulk soils remolded to 90 percent of the
laboratory determined Maximum Dry Density indicate moderate shear strengths under increased
Imoisture conditions. Results of the laboratory shear test is provided in Plate B-1 in Appendix B.
Consolidation test conducted on the upper remolded soils indicate low potentials for
1 compressibility under anticipated structural loadings. Results of the laboratory determined soils
consolidation potential is shown on Plate B-2 in Appendix B.
1 Considering sandy nature, the site soils are non-expansive in nature in contact with water. No
laboratory testing is performed to verify the soil Expansion Index, El, and none such is
considered necessary at this time, or for in future.
JBased on the site conditions described, the upper 2 to 2.5 feet of the site soils are considered
unsuitable for directly supporting structural loading in their present state. However, when
reworked in form of overexcavation and replacement as engineered fill compacted to minimum
90%, the soils such placed should be considered adequate for directly supporting the planned
structures and pertinent.
I 3.2 Excavatibility
It is our opinion that grading and excavations required for the project may be accomplished using
conventional construction equipment. However, some difficulty may be experienced during deep
trenching due to very dense underlying soils as encountered at depth.
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3.3 Groundwater
No shallow depth groundwater was encountered and none such is expected during grading and
construction. It is recommended, however, that provisions should be made during construction
to dispose off surface runoffs from incidental rainfall away from structural pads once constructed.
3.4 Subsurface Variations
Based on the results of our subsurface explorations and on past experience, it is our opinion that
variations in the continuity, depths of subsoil deposits and ground water conditions may be
1 expected. Due to the nature and depositional characteristics of the soils underlying, care should
be exercised in interpolating or extrapolating of the subsurface soils existing in between and
beyond the test explorations.
l3.5 Liquefaction
Liquefaction is caused by build up of excess hydrostatic pressure in saturated cohesionless soils
due to cyclic stress generated by ground shaking during an earthquake. The significant factors
on which liquefaction potential of a soil deposit depends, among others include, soil type, relative
soil density, intensity of earthquake, duration of ground shaking, and depth of ground water.
1 Considering granular nature of the subsoils exposed, potential for site soil liquefaction should be
considered minimal.
1 3.6 Potential Seismic Hazards
The site is located within Southern California, which is within an active seismic area where large
numbers of earthquakes are recorded each year. It is recommended that structural design should
conform to the seismic design requirements as recommended in the current UBC or others.
ILocal loose granular soils in their present state may be considered susceptible to settlement due
to repeated dynamic loading induced by strong motion earthquakes. However,the subexcavation
and replacement grading procedures as recommended in this report should be adequate to
provide a rigid mat type load bearing subgrade, thereby resulting an uniform seismically induced
settlements to footings, if any.
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4.0 Evaluations and Recommendations
4.1 General Evaluations
Based on field explorations, laboratory testing and subsequent engineering analysis, it is our
opinion that from geotechnical viewpoint, the site should be considered suitable for future
development provided the recommendations presented are incorporated in final design and
construction. In order to minimize potential differential settlements, it is recommended that
structural footings should be established exclusively into engineered fills compacted to minimum
90% Footings and slabs straddling over cut/fill transition, should be avoided.
Structural design considerations should include the probability of moderate to high peak ground
accelerations from relatively active nearby earthquake faults. However, the effects of ground
shaking can be satisfactorily mitigated by implementation of the seismic design requirements and
procedures outlined in the latest Uniform Building Code.
4.1.1 Preparations for Structural Pad
No site grading plans are available at this time, consequently it is unknown if any new fills will
1 added on the present grade for the structural pads proposed. Based on the existing topography,
however, some fill placement is anticipated. Considering above, along with the presence of the
upper loose and/or disturbed soils described, it is our opinion that prior to new fill placement
1 to planned grades, the surficial soils existing within the structural pad areas and five feet
beyond should be subexcavated to about 2.5 feet, or to the sufficient depth so as to
maintain an overall uniform 18-inch thick compacted fill blanket below the planned footing
1 bottoms, whichever is greater.
Unless otherwise described, load bearing structural fills should be compacted to minimum 90%
1 of the soil's Maximum Dry Density as determined by the laboratory standard ASTM D1557-91.
General earthwork recommendations for fill placement are provided in Section 5 of this report.
Structural fill placement should be monitored by this firm during grading and construction.
4.1.2 Compacted Fills
On-site soils free of organic, debris and rocks larger than 6-inch in diameter, should be
considered suitable for re-use during construction. In event larger rocks are encountered, such
may be used within deeper fills in excess of 10 feet. No 'nesting' of large rocks, however, will
be allowed during grading. Additional recommendations for such will be provided during grading,
Jif warranted.
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4.2 Spread Foundations
The planned structures may be supported by continuous wall and/or isolated spread footings
founded exclusively into compacted fills. For adequate support, footings for single story
structures should be sized to at least 12-inch wide, embedded to at least 12-inch below the
lowest adjacent final grade. No cut/fill transition conditions should be allowed for structural
footings and concrete slab-on-grade planned.
lFor design, allowable vertical bearing for footings placed into compacted fills may be calculated
based on the following equations:
lSquare Footings: q = 1100 + 600d + 250b, and
Continuous Footing: q = 950 + 600d + 300b, where
q = allowable soil vertical bearing capacity, in psf.
d = footing depth in ft., minimum recommended 1 ft.,
b = smallest width of footing in ft., minimum recommended is 1 ft.
lThe recommended bearing capacities may be increased for each increment in footing depth in
excess of the depth recommended.
1 The bearing values indicated are for total dead and frequently applied live loads. However, to
minimize settlements, total maximum bearing values should be limited to 3000 and 2500 pounds
per square foot for isolated pier and continuous wall footings, respectively. If normal code
requirements are applied, the above capacities may further be increased by an additional 1/3 for
short duration of loading which include the effect of wind and seismic forces.
From geotechnical view point, footing reinforcements consisting of 144 rebar near the bottom
1 of continuous footings, are recommended. Additional reinforcements if specified by project
structural engineer should be incorporated during construction.
The settlements of properly designed and constructed foundations supported on engineered
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fill, comprising of site soils or its equivalent or better, and carrying maximum anticipated vertical
loadings, are expected to be within tolerable limits. Estimated total and differential settlements
are about 3/4 and 1/2-inch, respectively.
1 4.3 Concrete Slab-on-Grade
J The prepared subgrade to receive foundations should be considered adequate for concrete slab-
on-grade. For normal load bearing conditions, 4-inch thick (nominal) concrete slabs reinforced
with 6x6-#10x#10 VWVF, or with#3 rebar at 24-inch o/c, is recommended. Within storage areas,
concrete slabs should be at least 5-inch thick, reinforced with 6x6-#6x#6 WWF, or with#3 re-bar
J placed at 18-inch o/c. Supplemental recommendations on such should be supplied by project
structural engineer. For elastic design, a subgrade soil modulus of 300 psi/in. may be used for
slab support.
Within moisture sensitive areas, concrete slabs should be underlain by 2-inch of granular sand,
overlying 6-mil thick Visqueen, or other similar water proofing material.
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4.4 Resistance to Lateral Loads
1 Resistance to lateral loads can be restrained by friction acting at the base of foundations and
by passive earth pressure. A coefficient of friction of 0.32 may be assumed with normal dead
load forces for footing established on compacted fill. An allowable passive lateral earth
resistance of 250 pounds per square foot per foot of depth, may be assumed for the sides of
foundations poured against compacted fill. The maximum lateral passive earth pressure is
recommended not to exceed 2500 pounds per square foot. For design, lateral pressure of native
soils when used as level backfill may be estimated from the following equivalent fluid density:
1 Active: 32 pcf
Passive: 250 pcf
At Rest: 50 pcf
l4.5 Shrinkage and Subsidence
Based on the results of field observations and laboratory testing, it is our opinion that the upper
32 to 4 feet of subgrade soils when used as backfill, may be subjected to a volume change.
Assuming a 90%relative compaction for structural fills, and assuming an overexcavation and re-
compaction depth of 30-inch, such volume change due to shrinkage may be on the order of 12
to 15 percent. Further volume change may be expected following removal of roots and surficial
vegetation, and during preparation of the underlying natural soils required to receive compacted
fill. Site subsoils subsidence may be approximated to 2.5-inch when conventional construction
equipments are used.
4.6 Construction Consideration
4.6.1 Unsupported Excavation
Temporary construction excavation up to a maximum depth of 4 feet may be made without any
lateral support. It is recommended that no surcharge loads such as construction equipments, be
allowed within a line drawn upward at 45 degree from the toe of excavation. Use of sloping
1 for deep excavation may be applicable where plan dimensions of the excavation are not
constrained by any existing structure.
4.6.2 Supported Excavations
If vertical excavations exceeding 4 feet in depths become warranted, such should be achieved
1 using shoring to support side walls.
4.7 Site Preparation
Following removal of surface vegetation and trees and tree roots, the site preparations should
include subexcavation of the upper existing soils, stock-piling, moisturization and/or aeration to
3% to 5% over optimum moisture content. Site preparation should also include re-placement of
the excavated on-site and/or imported fill materials as load bearing mat blanket compacted to
90 percent or better. Such earth work should be in accordance with the applicable grading
} recommendations provided in the current UBC and as recommended in Section 5.0 of this report.
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4.8 Soil Caving
During excavations for deep utility trenches, 'some' caving may be expected. Otherwise
specified, temporary excavations should be made at a slope ratio of 2 to 1 (horizontal to
vertical) or flatter, and as per the construction guidelines provided by CalOsha.
4.9 Structural Pavement Thickness
Based on estimated Traffic Index(TI) and on the assumed R-value of 55 for the local sandy soils
encountered, the following flexible pavement sections are recommended for the traffic conditions
as described.
Service Area Traffic Pavement Thickness (inch)
Index(TI) Type a.c base
Drive & Entry 4.5 a.c over base 3.0 3.0
1 Way or or
concrete 5.5" of concrete
1 Off-Site
Widening 7.0 a.c over base 3.5 5.5
1 Within interior driveways, subgrade soils should be scarified to 18-inch, moisture conditioned to
3% to 5% percent over optimum, and recompacted to at least 95 percent relative compaction
(ASTM D1557-91). Base materials when used should similarly be recompacted to minimum 95%.
The recommendations provided should be considered 'preliminary', and need to be verified
following R-value testing of the soils procured from street final grade. The recommendations
supplied are for estimation purposes. Final pavement sections should be verified based on actual
R-value testing of the soils procured following completion of mass grading.
4.10 Retaining Wall
It is expected that some minor retaining walls will be associated with the development planned.
Retaining walls, if planned, should be designed using the following equivalent fluid density:
Slope Surface of Equivalent Fluid Density (pcf)
Retained Material Imported Local
J (horz. to vert.) Clean Sand Site Soil
Level 30 33
2:1 35 42
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The recommended lateral pressures do not include any surface load surcharge. Use of heavy
1 equipment near retaining wall may develop lateral pressure in excess of the parameters
` described above. walls adjacent to traffic areas should be designed to resist a uniform lateral
pressure of 100 pounds per square foot, which is a result of an assumed 300 pounds per square
foot surcharge behind the walls due to normal traffic. If the traffic is kept back ten feet from the
wall, the traffic surcharge may be neglected.
1 Installation of'french-drain' behind retaining walls are recommended to minimize water pressure
build-up. Use of impervious material is preferred within the upper 18 inches of the backfill placed.
l Backfill behind retaining wall should be compacted to a minimum 90 percent relative compaction
relative to the Maximum Dry Density as determined by the ASTM D1557-91 test method.
Flooding and/or jetting behind wall should not be permitted. On-site sandy soils may be used for
backfill behind walls.
4.11 Utility Trench Backfill
IUtility trench backfill within the structural pad and beyond, should be placed in accordance with
the following recommendations:
o Trench backfill should be placed in thin lifts compacted to 90 percent or better of the
laboratory maximum dry density for the soils used. As an alternative, clean
granular sand may be used having a SE value greater than 30. Adequate jetting
J is required underneath utilities placed at depth. Soils Southwest, Inc. assumes no
J responsibility in event sufficient jetting is not associated, thereby causing potential future
caving to street paving, curb-gutter, or other peripheral structures.
1 o Exterior trenches along a foundation or a toe of a slope and extending below a 1:1
imaginary line projected from the outside bottom edge of the footing or toe of the
slope, should be compacted to 90 percent of the Maximum Dry Density for the soils used
during backfill. All trench excavations should conform to the requirements and safety
as specified by the Cal-Osha
J4.12 Pre-Construction Meeting
It is recommended that no clearing of the site or any grading operation be performed without
the presence of a representative of this office. An on-site pre-grading meeting should be
arranged between the soils engineer and the grading contractor prior to any construction.
J4.13 Seasonal Limitations
No fill shall be placed, spread or rolled during unfavorable weather conditions. Where the
work is interrupted by heavy rains, fill operations shall not be resumed until moisture conditions
are considered favorable by the soils engineer.
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4.14 Planters
To minimize potential differential settlement to foundations, planters requiring heavy irrigation
should be restricted from using adjacent to footings. In event such becomes unavoidable,
1 planter boxes with sealed bottoms, should be considered.
4.15 Landscape Maintenance
Only the amount of irrigation necessary to sustain plant life should be provided. Pad drainage
should be directed towards streets and to other approved areas away from foundations. Slope
areas should be planted with draught resistant vegetation. Over watering landscape areas could
adversely affect the proposed site development during its life-time use.
i4.16 Observations and Testing During Construction
Recommendations provided in this report are based on the assumption that all foundations will
1 be placed on natural soils for basement structure and into properly compacted engineered fill
for portions of the building planned on grade. Excavated footings should be inspected, verified
and certified by soils engineer prior to steel and concrete placement to ensure their sufficient
embedment and proper bearing on compacted engineered fill. Additional inspections by soils
1 engineer is recommended to verify footing excavations being free of loose and disturbed
material. All structural backfill should be placed and compacted under direct observations and
testing by this facility. Excess soils generated from footing excavations should be removed from
I pad areas and such should not be allowed on subgrades as uncompacted fill prepared to receive
concrete slab-on-grade.
4.17 Plan Review
J The recommendations presented should be considered 'preliminary' since lot by lot actual
building locations are unknown. It is recommended that foundation and precise grading and
improvement plans should be available to this office for review to minimize misunderstanding
between the plans and recommendations presented. Further, foundation excavations should be
observed, verified and tested, if necessary, prior to concrete pour. If during construction,
conditions are observed different from those as described in this report, revised and/or up-dated
recommendations will be required.
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5.0 Earth Work/General Grading Recommendations
Site preparations and grading should involve overexcavation and replacement of local soils as
structural fill compacted to 90% or better.
Structural Backfill:
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During grading, excavated site soils should be considered suitable for reuse as backfill material.
Loose soils, formwork and debris should be removed prior to backfilling the walls. On-site sand
backfill should be placed and compacted in accordance with the recommended specifications
provided below. Where space limitations do not allow conventional backfilling operations, special
backfill materials and procedures may be required. Pea gravel or other select backfill can be
used in limited space areas. Recommendations for placement and densification of pea gravel
or other special backfill can be provided during construction.
ISite Drainage:
Adequate positive drainage should be provided away from the structure to prevent water from
ponding and to reduce percolation of water into backfill. A desirable slope for surface drainage
is 2 percent in landscape areas and 1 percent In paved areas. Planters and landscaped areas
adjacent to building perimeter should be designed to minimize water filtration into subsoils.
Considerations should be given to the use of closed planter bottoms, concrete slabs and
perimeter subdrains where applicable.
I Utility Trenches:
Buried utility conduits should be bedded and backfilled around the conduit in accordance with
the project specifications. Where conduit underlies concrete slab-on-grade and pavement, the
remaining trench backfill above the pipe should be placed and compacted in accordance with
the following grading specifications.
General Grading Recommendations:
+ Recommended general specifications for surface preparation to receive fill and compaction for
J structural and utility trench backfill and others, are presented below.
1. Areas to be graded, backfilled or paved, shall be grubbed, stripped and cleaned of all buried and
undetected debris, structures, concrete, vegetation and other deleterious materials prior to grading.
2. Where compacted fill is to provide vertical support for foundations, all loose, soft and other
Iincompetent soils should be removed to full depth as approved by soils engineer, or at least up to
the depth as previously described in this report. The areas of such removal should extend at least 5
feet beyond the perimeter of exterior foundation limit or to the extent as approved by soils engineer during
igrading.
3. The recommended compaction for fill to support foundations and slab-on-grade is 90% of the
maximum dry density at or near optimum moisture content. To minimize any potential differential
i settlement for foundations and slab-on-grade straddling over cut and fill, the cut portion should be
overexcavated and replaced as compacted fill, compacted to at least 90% of the maximum dry density
as described in this report.
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4. Utility trenches within building pad areas and beyond, should be backfilled with granular material
and such should be compacted to at least 90% of the maximum density for the material used.
1 5. Compaction for all structural fills shall be determined relative to the maximum dry density as
determined by ASTM D1557-91 compaction methods. All in-situ field density of compacted fill shall
be determined by the ASTM D1556-82 standard methods or by other approved procedures.
6. All new imported soils, if required, shall be clean, granular, non-expansive material or as
approved by the soils engineer.
7. During grading, fill soils shall be placed as thin layers, thickness of which following compaction shall
not exceed six inches.
l8. ' No rocks over six inches in diameter, shall be permitted to use as a grading material without prior
approval of the soils engineer.
f 9. No jetting and/or water tampering be considered for backfill compaction for utility trenches without
prior approval of the soils engineer. For such backfill, hand tampering with fill layers of 8 to 12 inches
in thickness, or as approved by the soils engineer is recommended.
1 10. Any and all utility trenches at depth as well as cesspool and abandoned septic tank within building
pad area and beyond, should either be completely excavated and removed from the site, or should
be backfilled with gravel, slurry or by other material, as approved by soils engineer.
11. Any and all import soils if required during grading, should be equivalent to the site soils or better.
Such should be approved by the soils engineer prior to their use.
I12. Any and all grading required for pavement, side-walk or other facilities to be used by general
public, should be constructed under direct observation of soils engineer or as required by the local public
agencies.
I13. A site meeting should be held between grading contractor and soils engineer prior to actual
Iconstruction. Two days of prior notice will be required for such meeting.
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6.0 Closure
1 The conclusions and recommendations contained herein, are based on the findings and
observations made at the time of the subsurface test explorations. The recommendations
presented should be considered "preliminary" since they are based on soil samples only.
If during construction, the subsoil conditions appear to be different from those disclosed
during field investigation, this office should be notified to consider any possible need for
1 modification for the geotechnical recommendations provided in this report.
Recommendations provided are based on the assumptions that structural footings will be
established exclusively.into compacted fill. No footings and/or slabs be allowed straddling over
cut/fill transition interface.
Site grading must be performed under inspection by geotechnical representative of this office.
All footing excavations should be inspected prior to steel and concrete placement to ensure that
foundations are founded into satisfactory soils and excavations are free of loose and disturbed
materials.
A pregrading meeting between grading contractor and soils engineer should be arranged,
g g ,
preferably at the site, to discuss the grading procedures to be implemented and other
requirements described in this report to be fulfilled.
This report has been prepared exclusively for the use of the addressee for the project
l referenced in the context. It shall not be transferred or be used by other parties without a
written consent by Soils Southwest, Inc. We cannot be responsible for use of this report by
others without inspection and testing of grading operations by our personnel.
1 Should the project be delayed beyond one year after the date of this report, the
recommendations presented shall be reviewed to consider any possible change in site
1 conditions.
The recommendations presented are based on the assumption that the necessary geotechnical
observations and testing during construction will be performed by a representative of this office.
The field observations are considered a continuation of the geotechnical investigation performed.
If another firm is retained for geotechnical observations and testing, our professional liability and
responsibility shall be limited to the extent that Soils Southwest, Inc. would not be the
geotechnical engineer of record.
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Addition/Lake Elsinore Self Storage 99035-F
PLOT PLAN AND TEST LOCATIONS
(Schematic, Not To Scale)
El. 'f ORO ROAD
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�.~ �Sf
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B-2
OUIt.GING 2
IN k..
6UIWINO 3 '
B-1
GOI.W OR AVENUO
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Legend: B-1 Approx. locations of test boring Plate 1
Page 18 March 26, 1999 SSW
Addition/Lake Elsinore Self Storage 99035-F
7.0 APPENDIX A
1 Field Explorations
Field evaluations included site reconnaissance and subsurface test explorations by using
a backhoe. During site reconnaissance, the surface conditions were noted and test excavation
locations were determined.
1
Explorations in form of borings were excavated by using a hand-auger advanced to a maximum
10.5 feet below the present grade. Soils encountered were logged and such were classified by
visual observations in accordance with the generally accepted classification system. The field
descriptions were modified, where appropriate, to reflect laboratory test results. Approximate test
exploration locations are shown on Plate 1.
lDue to dry gravelly nature, undisturbed soil sampling was difficult, however, when feasible,
relatively undisturbed soils were sampled using a drive sampler lined with soil sampling rings.
The split barrel steel sampler was driven into the bottom of test excavations at various depths.
ISoil samples were retained in brass rings of 2.5 inches in diameter and 1.00 inch in height. The
central portion of each sample was enclosed in a close-fitting waterproof container for shipment
to our laboratory. In addition to undisturbed sample, bulk soil samples were procured as
I described in the logs.
I Logs of test explorations are presented in the following summary sheets, that include the
description of the soils and/or fill materials encountered.
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Addition/Lake Elsinore Self Storage 99035-F
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LOG OF TEST EXPLORATIONS
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Soils Southwest, Inc.
897 Via Lata, Suite N LOG O F BORING 1
Colton, CA 92324
(909) 370-0474 Fax (909) 370-3156
Project: Blassi/Lake Elsinore Self Storage Additi zJob No.: 99035-F
logged By: M. C. Boring Diam.: Hand Auger I Date: 3-2 0-9 9
V•rLL o lq� O O
V C ,;U. tp7 V C
� q „ to �,�E Description and Remarks
E Wee �a a, j ESN n a"
CA a
%IL ) 3 c C� ac> >C�v�i a CLL
GM- Grass and weeds
SM SAND-slightly gravelly, fine to medium
coarse, dry, light to yellowish brown,
loose and disturbed to 2.5', roots, with
occasional rocks and cobbles to 3"
2 (Max. 129 pcf @ 9.5%)
7.8 113 83
GW j� -change in color to greyish brown damp
SW :*w: -gravelly, coarse to very coarse, moist to
rAW . damp, medium dense, reddish grey
8.2 114 91 4l -by Sand-Cone method
1 6
-more gravelly with rounded cobbles and
rocks, damp, medium dense
-heavy Gavin
GW-GP 8 Change in color to reddish brn., damp
-traces of clay, reddish brn., medium dense
w
some caving
10
�e
End of excavation @ 10.2 ft.
J Caving from 6.5 ft.
No water
No bedrock
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1
Groundwater: None Site Location Plate #
Approx. Depth of Bedrock: None
Datum: N/A Lake Elsinore Self Storage
Elevation: N/A 29151 Riverside Drive
ALake Elsinore, California A-�
aBulk/Grab sample � No recovery
I
Soils Southwest, Inc.
Via Lata, Suite N
Col LOG OF BORING 2
Colton, CA 92324
(909) 370-0474 Fax (909) 370-3156
Project: Blassi/Lake Elsinore Self Storage Additi aJob No.: 99035-F
Logged By: M. C. Boring Diam.: G 11 Date: 3-20-99
o
U. W -or_E Description and Remarks
o c We, Zia m 2g a. a ..
F.S10 m
C ac) 7Uw C7 cu.m
GM Grass and weed
SM Sand-dry, loose and disturbed to 2 ft., fine
to medium, light grey to light brown, with
rootlets.
2
-caving, no recovery, damp
8.2 114 G W-
---char a in color----
�;yy,
SW -gravelly, medium to coarse, moist to
i «e• damp, medium dense, reddish grey
4
11...
.:v
6
" ---change in color----
GW-GP �— -gravelly, slightly silty, with traces
I of clay, reddish brown, moist, scattered
04 isolated rounded rocks to 2" in diameter
8
-caving, dry to damp
i
End of boring @ 9.3 ft.
10 Some caving
No bedrock
JNo groundwater
�1 12
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Groundwater: none Site Location Plate #
Approx. Depth of Bedrock: none
Datum: n/a Lake Elsinore Self Storage
Elevation: n/a 29151 Riverside Drive
Lake Elsinore, California A-2
Bulk/Grab sample No recovery , California sampler
Addition/Lake Elsinore Self Storage 99035-F
8.0 APPENDIX B
Laboratory Test Programs
Laboratory tests were conducted on representative soils for the purpose of classification and
for the determination of the physical properties and engineering characteristics. The number
and selection of the types of testing for a given study are based on the geotechnical conditions
of the site. A summary of the various laboratory tests performed for the project is presented
below.
Moisture Content and Dry Density (D2937):
lData obtained from these test, performed on undisturbed samples are used to aid in the
classification and correlation of the soils and to provide qualitative information regarding soil
strength and compressibility.
Direct Shear (D3080):
Data obtained from this test performed at increased and field moisture conditions on relatively
remolded soil sample is used to evaluate soil shear strengths. Samples contained in brass
sampler rings, placed directly on test apparatus are sheared at a constant strain rate of 0.002
inch per minute under saturated conditions and under varying loads appropriate to represent
anticipated structural loadings. Shearing deformations are recorded to failure. Peak and/or
residual shear strengths are obtained from the measured shearing load versus deflection
Icurve. Test results, plotted on graphical form, are presented on Plate B-1 of this section.
Consolidation (D2835):
IDrive-tube samples are tested at their field moisture contents and at increased moisture
conditions since the soils may become saturated during life-time use of the planned structure.
Data obtained from this test performed on relatively undisturbed and/or remolded samples,
were used to evaluate the consolidation characteristics of foundation soils under anticipated
1 foundation loadings. Preparation for this test involved trimming the sample, placing it in one inch
high brass ring, and loading it into the test apparatus which contained porous stones to
accommodate drainage during testing. Normal axial loads are applied at a load increment
ratio, successive loads being generally twice the preceding.
Soil samples are usually under light normal load conditions to accommodat
e seating of the
apparatus. Samples were tested at the field moisture conditions at a predetermined normal load.
Potentially moisture sensitive soil typically demonstrated significant volume change with the
introduction of free water. The results of the consolidation tests are presented in graphical forms
on Plate B-2.
Potential Expansion
Considering gravelly sandy nature, the site soils are considered non-expansive in contact with
water, and consequently, no expansion tests are performed and none such are considered
w- necessary at this time.
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Addition/Lake Elsinore Self Storage 99035-F
Laboratory Test Results
A. Maximum Dry Density-Optimum Moisture Content
Boring No. & Sample Depth, ft. Max. Dry Density, pcf. Optimum Moisture, %
B-1 @ 0.5-2 129 9.5
lB. In-Situ Moisture Density Determinations
Boring No. & Dry Moisture Laboratory Soil In-Situ Percent
1 Depth, ft. Density, pcf. Content, % Max. Dry Compaction, %
Density, pcf
B-1 @ 2 103 7.8 124 83
J B-1 @ 3.5 114 8.2 124 91
B-2 @ 3.5 111 7.2 124 90
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DIRECT SHEAR TESTS
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NORMAL LOAD— KIPS PER SQUARE FOOT
SYMBOL LOCATION DEPTH ( ft) TEST CONDITION COHESION FRICTION
(psf) (degree)
O B-1 0-2 Bulk-Remolded to 90% 250 29
Proposed Addition to Existing Storage PROJECT NO. 99035-F
Lake Elsinore Self-Storage
J29151 Riverside Drive, Lake Elsinore, California PLATE 134
SOILS SOUTHWEST INC.
JConeuftlne Foundation Enalneers
CONSOLIDATION
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Proposed Addition t. Existing StoragePROJECT NO.
SOILSLake Elsinore Seff-Storage
29151 Riverside Drive, Lake Elsinore, Califomia
SOUTHWEST,Consulting Foundation Engineering, Colton, California
Addition/Lake Elsinore Self Storage 99035-F
PROFESSIONAL LIMITATIONS
Our investigation was performed using the degree of care and skill ordinarily exercised, under similar
circumstances by other reputable Soils Engineers practicing in this general or similar localities. No other
warranty, expressed or implied, is made as to the conclusions and professional advise included in this
report.
The investigations are based on soil samples only, consequently the recommendations provided shall be
considered 'preliminary'. The samples taken and used for testing and the observations made are believed
representative of site conditions; however, soil and geologic conditions can vary significantly between test
excavations. If this occurs, the changed conditions must be evaluated and designs adjusted; or alternate
design recommendations should be supplied.
The report is issued with the understanding that it is the responsibility of the owner, or of his
representative, to ensure that the information and recommendations contained herein are brought to the
attention of the project architect and engineers. Appropriate recommendations should be incorporated into
structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry
out such recommendations in field.
IThe findings of this report are valid as of this present date. However, changes in the conditions of a
property can occur with the passage of time, whether they due to natural process or the works of man on
1 this or adjacent properties. In addition, changes in applicable or appropriate standards may occur from
legislation or broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly
or partially by change outside of our control. Therefore, this report is subject to review and should be
updated after a period of one year.
RECOMMENDED SERVICES
lThe review of grading plans and specifications, field observations and testing by the geotechnical
representative is an integral part of the conclusions and recommendations made in this report. If Soils
Southwest, Inc. (SSW) is not retained for these services, the Client agrees to assume SST's responsibility
Ifor any potential claims that may arise during and after construction, or during the life-time use of the
structure and its appurtenant. The required tests, observations and consultation by the geotechnical
consultant during construction includes, but not be limited to:
J a.Continuous observation and testing during site preparation and grading, and placement of engineered
fill.
b.Observation and inspection of footing trench prior to steel and concrete placement,
c.Consultations as required during construction, or upon your request.
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