HomeMy WebLinkAboutHARMONY MARKET 3RD FILING STEELE'S EXPANSION - Filed GR-GEOTECHNICAL REPORT/SOILS REPORT -U
REPORT
OF A
GEOTECHNICAL INVESTIGATION
FOR
PROPOSED STEELE'S
HARMONY MARKET
FORT COLLINS, COLORADO
THE NEENAN COMPANY
FORT COLLINS, COLORADO
PROJECT NO. 8566-90
M
EMPIRE LABORATORIES, INC.
301 NORTH HOWES STREET
FORT COLLINS, COLORADO 80521
TABLE OF CONTENTS
Tableof Contents .............................................. i
Letterof Transmittal ..........................................
Report......................................................... 1
AppendixA .................................................... A -1
Test Boring Location Plan .................................... A-2
Keyto Borings ............................................... A -3
Logof Borings ............................................... A-4
AppendixB.................................................... B -1
Consolidation Test Data ...................................... B-2
Summaryof Test Results ..................................... B-4
AppendixC.................................................... C-1
1
Empire Laboratories, Inc.
GEOTECHNICAL ENGINEERING & MATERIALS TESTING
July 16, 1990
The Neenan Company
P. O. Box 2127
Fort Collins, Colorado 80522
Attention: Mr. Denny Meyer, Project Manager
Gentlemen:
CORPORATE OFFICE
P.O. Box 503 • 301 No. Howes
Fort Collins, Colorado 80522
303) 484-0359
FAX No. (303) 484-0454
We are pleased to submit our Report of a Geotechnical Investigation
prepared for the proposed Steele's Market located at the corner of
OakRidge Drive and Lemay Avenue in southeast Fort Collins, Colorado.
Based upon our findings in the subsurface, it is our opinion the site is
suitable for the proposed construction, providing the design criteria and
recommendations set forth in this report are met. The accompanying
report presents our findings in the subsurface and our recommendations
based upon these findings.
Very truly yours,
EMPIRE LABORATORIES, INC.
eeil R. herrod
Senior Engineering Geologist
Reviewed by:
Chester C. Smith, P.E.
President
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Bich Offices
P.O. Box 16859 P.O. Box 1135 P.O. Box 1744
Colorado Springs. CO 80935 Longmont. CO 80502 Greeley, CO 80632
719) 597-21 16 (303) 776-3921 (303) 351-0460
Member of Consulting Engineers Council
P.O. Box 5659
Cheyenne. WY 82003
307) 632-9224
REPORT
OF A
GEOTECHNICAL INVESTIGATION
SCOPE
This report presents the results of a geotechnical evaluation
prepared for the proposed Steele's Market located on the northwest
corner of Lemay Avenue and OakRidge Drive in southeast Fort Collins,
Colorado. The investigation included test borings and laboratory testing
of samples obtained from these borings.
The objectives of this study were to (1) evaluate the subsurface
conditions at the site relative to the proposed construction, (2) make
recommendations regarding the design of the substructure, (3)
recommend certain precautions which should be taken because of adverse
soil and/or ground water conditions, and (4) make recommendations
regarding pavement types and thicknesses for the proposed parking,
drives and loading areas to be constructed at the site.
SITE EXPLORATION
i
The field exploration, carried out on July 11, 1990, consisted of
drilling, logging, and sampling eight (8) test borings. The test borings
were located by Empire Laboratories, Inc. from existing street
intersections using conventional chaining methods. The locations of the
test borings are shown on the Test Boring Location Plan included in
Appendix A of this report. Boring logs prepared from the field logs are
shown in Appendix A. These logs show soils encountered, location of
sampling, and ground water at the time of the exploration.
The borings were advanced with a four -inch diameter, continuous -
type, power -flight auger drill. During the drilling operations, a
geotechnical engineer from Empire Laboratories, Inc. was present and
made continuous observations of the soils encountered.
SITE LOCATION AND DESCRIPTION
The site of the proposed supermarket is located north of Oak Ridge
Drive and west of Lemay Avenue in southeast Fort Collins, Colorado.
More particularly, the site is described as a tract of land situate in the
Northeast 1 /4 of Section 1, Township 6 North, Range 69 West of the
Sixth P.M., City of Fort Collins, Larimer County, Colorado.
The site consists of irrigated farmland currently vegetated with
alfalfa. The property is relatively flat and has minor drainage to the
east-northeast. A dry irrigation lateral runs along the western edge of
the proposed building site. The property is bordered to the north by
vacant land followed by Harmony Road, on the south by OakRidge Drive,
on the east by South Lemay Avenue and on the west by fallow farmland
and Pace Membership Warehouse.
LABORATORY TESTS AND EVALUATION
Samples obtained from the test borings were subjected to testing in
the laboratory to provide a sound basis for evaluating the physical
properties of the soils encountered. Moisture contents, dry unit
weights, unconfined compressive strengths, water soluble sulfates,
swelling potentials, and the Atterberg limits were determined. A
summary of the test results is included in Appendix B. Consolidation
and swell -consolidation characteristics were also determined, and curves
showing this data are included in Appendix B.
SOIL AND GROUND WATER CONDITIONS
The soil profile at the site consists of strata of materials arranged
in different combinations. In order of increasing depths, they are as
follows:
1) Silty Topsoil and Fill Material: The majority of the site is
overlain by a six (6) inch layer of silty topsoil. The topsoil
2-
has been penetrated by root growth and organic matter and
should not be used as a bearing soil or as a fill and/or backfill
material. A two (2) foot layer of fill material was encountered
at the surface of Boring 5. The fill consists of a mixture of
brown silty clay and tan to red sandy silty clay. It is not
known whether the fill has been uniformly or properly
compacted; therefore, the fill should not be used as a bearing
soil.
2) Silty Clay: A layer of silty clay underlies the topsoil and/or
fill and extends to depths of two and one-half (2-1/2) to five
and one-half (5-1/2) feet below the surface. The silty clay is
plastic, is dry to damp and exhibits generally moderate bearing
characteristics. When wetted, the clay stratum exhibits
moderate swell potential; and upon loading, minor consolidation
occurs.
3) Sandy Silty Clay: A layer of tan to red sandy silty clay
underlies the upper clays and extends to the depths explored
and/or the gravel stratum. The lower silty clay stratum
contains varying amounts of sand, traces of gravel, is damp to
moist and exhibits generally moderate bearing characteristics.
When wetted and upon loading, consolidation of the lower clay
stratum readily occurs.
4) Clayey Sand and Gravel: This stratum was encountered below
the upper clay soils in Borings 1 , 2, and 5 at depths of
thirteen (13) to fourteen and one-half (14-1 /2) feet below the
surface and extends to greater depths. The sand and gravel
contains varying amounts of clay, is poorly graded, is medium
dense to dense and exhibits moderate bearing characteristics.
5) Ground Water: At the time of the investigation, free ground
water was encountered in Borings 1 through 5 at depths of ten
10) to eleven (11) feet below the surface. No free ground
3-
water was encountered in the Borings 6, 7 and 8 at depths of
ten (10) feet below the surface. Water levels in this area are
subject to change due to seasonal variations and irrigation
demands on and/or adjacent to the property.
RECOMMENDATIONS AND DISCUSSION
It is our understanding the proposed market is to be a single -story,
slab -on -grade structure having a steel frame site cast walls and a bar
joist roof. The building will be at approximate existing grade with
maximum cuts and fills of less than two (2) feet proposed. A parking
area is planned to the north. A loading dock is to be located at the
southeast corner of the building, and drive areas are to be located to
the south, east and north of the proposed building.
Site Grading, Excavation and Utilities
Specifications pertaining to site grading are included below and in
Appendix C of this report. It is recommended that the upper six (6)
inches of topsoil penetrated by root growth and organic matter below
building, filled and paved areas be stripped and stockpiled for reuse in
planted areas. All existing fill should be removed from within proposed
building areas and stockpiled for reuse or wasted from the site.
Existing fill containing debris or organic matter should be wasted from
the site. The upper six (6) inches of the natural subgrade below
building, filled and paved areas should be scarified and recompacted
between optimum moisture and two percent (2%) wet of optimum moisture
to at least ninety-five percent (95%) of Standard Proctor Density ASTM
D 698-78. (See Appendix C.) The fill should consist of the on -site
soils, existing fill devoid of debris or imported granular materials
approved by the geotechnical engineer. Fill should be placed in uniform
six (6) to eight (8) inch lifts and mechanically compacted between
optimum moisture and two percent (2%) wet of optimum moisture to at
least ninety-five percent (95%) of Standard Proctor Density ASTM D
698-78. In computing earthwork quantities, an estimated shrinkage
factor of eighteen percent (18%) to twenty-three percent (23%) may be
used for the on -site clays compacted to the above -recommended density.
All excavations should be dug on safe and stable slopes. The slope
of the sides of the excavations should comply with local codes or OSHA
regulations. Where this is not practical, sheeting, shoring and/or
bracing of the excavation will be required. The sheeting, shoring and
bracing of the excavation should be done to prevent sliding or caving of
the excavation walls and to protect construction workers and adjacent
structures. The side slopes of the excavation or sheeting, shoring or
bracing should be maintained under safe conditions until completion of
backfilling. In addition, heavy construction equipment should be kept a
safe distance from the edge of the excavation.
Where utilities are excavated below ground water, dewatering will be
needed during placement of pipe and backfilling for proper construction.
All piping should be adequately bedded for proper load distribution.
Backfill placed in utility trenches in open and planted areas should be
compacted in uniform lifts at optimum moisture to at least ninety percent
90%) of Standard Proctor Density ASTM D 698-78 the full depth of the
trench. The upper four (4) feet of backfill placed in utility trenches
under roadways and paved areas should be compacted at or near optimum
moisture to at least ninety-five percent (95%) of Standard Proctor
Density ASTM D 698-78, and the lower portion of these trenches should
be compacted to at least ninety percent (90%) of Standard Proctor
Density ASTM D 698-78. Addition of moisture to and/or drying of the
subsoils may be needed for proper compaction.
Stripping, grubbing, subgrade preparation, and fill and backfill
placement should be accomplished under continuous observation of the
geotechnical engineer. Field density tests should be taken daily in the
compacted subgrade, fill, and backfill under the direction of the
geotechnical engineer.
Foundation
In view of the loads transmitted by the proposed structure and the
soil conditions encountered at the site, it is recommended that the
5-
structure be supported by conventional -type spread footings and/or
grade beams. All footings and/or grade beams should be founded on the
original, undisturbed soil or on a structural fill extended to the
undisturbed soil. All exterior footings should be placed a minimum of
thirty (30) inches below finished grade for frost protection. In no case
should footings be founded on the existing fill encountered at the site.
The structural fill should be constructed in accordance with the
recommendations discussed in the "Site Grading, Excavation and Utilities"
section of this report. The structural integrity of the fill as well as the
identification and undisturbed nature of the soil should be verified by
the geotechnical engineer prior to placement of any foundation concrete.
Footings and/or grade beams founded at the above levels may be
designed for a maximum allowable bearing capacity of two thousand two
hundred fifty (2250) pounds per square foot (dead load plus maximum
live load). To counteract swelling pressures which will develop if the
subsoils become wetted, all footings and/or grade beams should be
designed for a minimum dead load of seven hundred fifty (750) pounds
per square foot.
The predicted settlement under the above maximum loading, as
determined by laboratory consolidation tests, should be less than
three -fourths (3/4) incW, generally considered to be within acceptable
tolerances.
Slabs on Grade
Due to the swelling pressures exerted by the materials at subgrade,
it is our opinion that the only positive solution for construction of the
slab where movement will not occur is a structural floor with a void
beneath it. However, the cost of this type of system may be prohibitive.
It is our opinion that, with certain precautions and knowing that some
risk is involved, a floating floor slab may be a reasonable alternative.
If the owner is willing to assume the risk of future slab movement and
related structural damage, the following recommendations may reduce slab
movement and its adverse effects.
6-
Subgrade below slabs on grade at the upper level should be prepared
in accordance with the recommendations discussed in the "Site Grading,
Excavation and Utilities" section of this report. If the subgrade below
slabs on grade is allowed to dry below the required moisture, the
subgrade should be rescarified and recompacted to two percent (2%) wet
of optimum moisture to the required density just prior to placement of
underslab gravel and concrete. Slabs on grade supporting light floor
loads should be underlain by a minimum of four (4) inches of clean,
graded gravel or crushed rock devoid of fines. Slabs on grade
supporting heavy loads should be underlain by a minimum of six (6)
inches of crushed aggregate base course meeting Colorado Department of
Highways Class 5 or 6 specifications. The base course should be
compacted at to slightly wet of optimum moisture to a minimum of
ninety-five percent (95 0) of Standard Proctor Density ASTM D 698-78.
See Appendix C.) Slabs on grade should be designed and constructed
structurally independent of bearing members.
To minimize and control shrinkage cracks which may develop in slabs
on grade, we suggest that control joints be placed every fifteen (15) to
twenty (20) feet and that the total area contained within these joints
be no greater than four hundred (400) square feet. In addition, if
building construction is%done during winter months, it is recommended
that the slab on grade not be poured until the building has been
enclosed and heat is available within the building area so that
slab -on -grade concrete is not placed on frozen ground. This will also
aid in proper curing of the slab concrete.
We further recommend that nonbearing partitions placed on floor
slabs be provided with a minimum one and one-half (1-1/2) inch slip
joint (either top or bottom). Slip joints reduce pressure applied by
heaving floor slabs and thus minimize damage to the portion of the
structure above. It is emphasized that if the subsoils are kept dry,
movement of slabs on grade should be minimal. However, if moisture is
permitted to reach the subsoils below the slabs, heaving will probably
occur.
Backfill
Backfill placed adjacent to the building should consist of the on -site
silty and/or sandy silty clay soils or imported granular material approved
by the geotechnical engineer. The backfill should be mechanically
compacted in uniform six (6) to eight (8) inch lifts between optimum
moisture and two percent (2%) wet of optimum moisture to a minimum of
ninety-five percent (950) of Standard Proctor Density ASTM D 698-78
see Appendix C) or eighty percent (80%) of Relative Density ASTM D
4253, D 4254. Free-standing foundation walls backfilled with the on -site
clay soils should be designed using a hydrostatic pressure distribution
and equivalent fluid pressure of fifty-five (55) pounds per cubic foot
per foot depth of backfill.
Retaining Walls and Light Standards
Retaining walls three (3) feet or less in height constructed at the
site should be backfilled with the on -site clay soils. These relatively
impervious clays will help prevent surface water from reaching the
backfill area. The clay backfill should be compacted in uniform lifts
between optimum moisture and two percent (2%) wet of optimum moisture
to a minimum of ninety-five percent (95 0) of Standard Proctor Density
ASTM D 698-78. (See Appendix C.) Retaining wall structures over
three (3) feet in height constructed at the site should be backfilled with
approved, free -draining granular material to within one and one-half
1-1 /2) to two (2) feet of the top of the structure. The granular
backfill should be compacted to at least eighty percent (80°) of Relative
Density ASTM D 4253-83, D 4254-83. Untreated building paper or filter
fabric should be placed between the granular backfill and overlying clay
backfill to prevent the overlying backfill from clogging the filter
material. The upper one and one-half (1-1/2) to two (2) feet of backfill
behind retaining walls over three (3) feet in height should consist of the
on -site relatively impervious clay material compacted to the
above -required density. Retaining walls backfilled with the on -site clays
should be designed using a hydrostatic pressure distribution and
M
equivalent fluid pressure of fifty-five (55) pounds per cubic foot per
foot depth of backfill. Retaining walls backfilled with imported granular
material should be designed using a hydrostatic pressure distribution
and equivalent fluid pressure of forty (40) pounds per cubic foot per
foot depth of granular backfill. The maximum toe pressure should not
exceed two thousand two hundred fifty (2250) pounds per square foot,
and the bottom of the footing should be placed a minimum of thirty (30)
inches below the low side finished grade for frost protection. Footings
should be founded on the original, undisturbed soil or on properly
compacted structural fill constructed in accordance with the
recommendations discussed in the "Site Grading, Excavation and Utilities"
section of this report. Retaining walls should not be placed on the
existing fill encountered at the site. Weep holes should be provided in
the retaining wall so that hydrostatic pressures which may develop
behind the walls will be minimized. Positive drainage should be provided
away from the top of the wall to prevent ponding of water in the area
behind the wall.
It is recommended that all light standards be drilled pier type
foundations. The ultimate passive pressure of the upper clay soils
encountered at the site at depth Z may be expressed by the equation Pp
20OZ + 3000 pounds per square foot. The above passive pressure may
be used in the design criteria for resisting lateral loads and overturning
moments developed on the pier. It is suggested that a factor of safety
of 3 be used in conjunction with the above equation. All piers should
extend a minimum of thirty (30) inches below finished grade for frost
protection. Piers should be founded on the original, undisturbed soil or
properly placed fill that has been compacted to a minimum of ninety-five
percent (950) of Standard Proctor Density ASTM D 698-78 (see Appendix
C) in accordance with the recommendations discussed in the "Site
Grading, Excavation and Utilities" section of this report.
Pavement
The required total thickness for the pavement structure is dependent
primarily upon the foundation soil or subgrade and upon traffic
conditions. Based on the soil conditions encountered at the site and the
type and volume of traffic and using a group index of 10 as the
criterion for pavement design, the following minimum pavement
thicknesses should be provided for the pavement structure:
Passenger Car Parking
Asphalt Concrete 21"
Crushed Aggregate Base Course 10"
Total Pavement Thickness 12.2111
Asphalt Concrete 2"
Plant Mix Bituminous Base Course 4"
Total Pavement Thickness 6
Driveway Areas
Asphalt Concrete 3"
Crushed Aggregate Base Course 10"
Total Pavement Thickness 13"
Asphalt Concrete 2"
Plant Mix Bitum-noun Base Course 41"
Total Pavement Thickness 6j"
Truck Loading and Truck Drive Areas
Asphalt Concrete 3"
Crushed Aggregate Base Course 12"
Total Pavement Thickness 15"
Asphalt Concrete 2"
Plant Mix Bituminous Base Course 5"
Total Pavement Thickness 7"
Subgrade below proposed paved areas should be prepared in accordance
with the recommendations discussed in the "Site Grading, Excavation and
Utilities" section. The surface of the subgrade should be hard,
uniform, smooth, and true to grade. To prevent the growth of weeds,
it is suggested that all subgrade under parking areas be treated with a
soil sterilant.
The base course overlying the subgrade should consist of a hard,
durable, crushed rock or stone and filler and should have a minimum
R" value of 80. The composite base course material should be free from
organic matter and lumps or balls of clay and should meet the City of
Fort Collins and/or Colorado Department of Highways Specification Class
5 or 6 Aggregate Base Course. The base course should be placed on
the subgrade at or near optimum moisture and compacted to at least
ninety-five percent (95%) of Standard Proctor Density ASTM D 698-78.
See Appendix C.) It is important that the base course be shaped to
grade so that proper drainage of the parking area is obtained.
All asphalt concrete shall meet City of Fort Collins and/or Colorado
Department of Highways specifications and shall be placed in accordance
with these specifications.
A reasonable pavement alternate would be nonreinforced concrete
pavement. Using a modulus of subgrade reaction of one hundred ten
110) pounds per square inch per inch, a design life of twenty (20)
years, and concrete with a modulus of rupture of six hundred (600)
pounds per square irrch, the following pavement thicknesses are
recommended:
Passenger Car Parking
Nonreinforced Concrete - 5"
Driveway Areas
Nonreinforced Concrete - 5"
Truck Loading and Truck Drive Areas
Nonreinforced Concrete - 6"
Subgrade below the proposed pavement should be prepared in accordance
with the recommendations discussed in the "Site Grading, Excavation and
Utilities" section of this report.
Concrete used in the pavement should meet ASTM specifications, and
aggregate should conform to ASTM C-33 specifications. Concrete should
1-
be designed with a minimum modulus of rupture of six hundred (600)
pounds per square inch in twenty-eight (28) days. It is suggested that
a minimum cement content of six and one-half (6-1 /2) sacks be used for
this mix. It is further recommended that laboratory mix designs be done
to determine the proper proportions of aggregate, cement, and water to
meet this requirement. It is essential that the concrete mix have a low
water -cement ratio, an adequate cement factor, and sufficient quantities
of entrained air. It is recommended that the subgrade be in a moist
condition at the time the concrete is placed. The pavement surface
should be free of depressions in which water may stand.
Catch basins and manhole castings should be separated from the
pavement with expansion joint material. The jointing plan should be
prepared by the contractor and/or architect and approved by the
geotechnical engineer prior to pavement. Longitudinal and transverse
joint spacing should be at regular ten (10) to thirteen (13) foot
intervals. Longitudinal and transverse contraction joints should have a
depth approximately equivalent to one-fourth (1 /4) the pavement
thickness. The joints should be cut within twenty-four (24) hours of
pouring. Expansion joints should be full -depth and should only be used
to isolate fixed objects abutting or within the pavement area. Joint
openings wider than one fourth (1 /4) inch should be cleaned and sealed
before opening to traffic. A uniform, gritty final surface texture
should be provided. Curing should be obtained with uniform coverage
with white membrane curing compound or by seven-day coverage with
white polyethylene or waterproof paper. The completed pavement should
be closed to automobile traffic for three (3) days and to truck traffic for
seven (7) days. If paving is done during cold weather, cold weather
procedures should be used. The concrete should be protected from
freezing temperatures until it is at least ten (10) days old.
GENERAL RECOMMENDATIONS
1) Laboratory test results indicate that water soluble sulfates in
the soil are negligible, and a Type 1-II cement may be used in
concrete exposed to subsoils. Slabs on grade subjected to
12-
de-icing chemicals should be composed of a more durable
concrete with low water -cement ratios and higher air contents.
2) Finished grade should be sloped away from the structure on all
sides to give positive drainage. Five percent (5%) for the first
ten (10) feet away from the structure is the suggested slope.
3) Gutters and downspouts should be designed to carry roof
runoff water well beyond the backfill area.
4) Underground sprinkling systems should be designed such that
piping is placed a minimum of five (5) feet outside the backfill
of the structure. Heads should be designed so that irrigation
water is not sprayed onto the foundation walls. These
recommendations should be taken into account in the landscape
planning.
5) Plumbing under slabs should be eliminated wherever possible
since plumbing failures are quite frequently the source of free
water which may cause slab heave.
6) Footing and/or grade beam sizes should be proportioned to
equalize the unit loads applied to the soil and thus minimize
differential settlements.
7) It is recommended that compaction requirements in the project
specifications be verified in the field with density tests
performed under the direction of the geotechnical engineer.
8) It is recommended that a registered professional structural
engineer design the substructure and that he take into account
the findings and recommendations of this report.
13-
GENERAL COMMENTS
This report has been prepared to aid in the evaluation of the
property and to assist the architect and/or engineer in the design of
this project. In the event that any changes in the design of the
structure or its location are planned, the conclusions and
recommendations contained in this report will not be considered valid
unless said changes are reviewed and conclusions of this report modified
or approved in writing by Empire Laboratories, Inc., the geotechnical
engineer of record.
Every effort was made to provide comprehensive site coverage
through careful locations of the test borings, while keeping the site
investigation economically viable. Variations in soil and ground water
conditions between test borings may be encountered during
construction. In order to permit correlation between the reported
subsurface conditions and the actual conditions encountered during
construction and to aid in carrying out the plans and specifications as
originally contemplated, it is recommended that Empire Laboratories,
Inc. be retained to perform continuous construction review during the
excavation and foundation phases of the work. Empire Laboratories,
Inc. assumes no responsibility for compliance with the recommendations
included in this report unless they have been retained to perform
adequate on -site construction review during the course of construction.
14-
APPENDIX A.
j
FlI
6- I
No. 4
TEST BORING LOCATION PUN
goQtt-16LN—llff I. n
L :
EMPIRE LABORATORIES, iNC-
KEY TO BORING LOGS •
TOPSOIL GRAVEL
FILL SAND & GRAVEL
SILT i SILTY SAND & GRAVEL
CLAYEY SILT oaov
COBBLES
SANDY SILT SAND, GRAVEL & COBBLES
CLAY WEATHERED BEDROCK
SILTY CLAY SILTSTONE BEDROCK
SANDY CLAY CLAYSTONE BEDROCK
ElSAND SANDSTONE BEDROCK
SILTY SAND LIMESTONE
CLAYEY SAND Y x GRANITE
SANDY SILTY CLAY F
SHELBY TUBE SAMPLE
8 STANDARD PENETRATION DRIVE SAMPLER
WATER TABLE 48 hrs.AFTER DRILLING
C
T
HOLECAVED
5/12 Indicates that 5 blows of a 140 pound hammer felling 30 inches was required to penetrate 12 inches.
A-3
E-.-PIPE LGoGR?7-PkfES. IIJC.
LOG Of BORINGS 0
EIEVAfiod Ko.l No.L 0.4
4990 --
4935
4980
4975
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T.B.M. = NE bonnet bolt A fire hydrant; Elevation: 4983.9
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Empi2E LA102-ATORIU, NbC.
LOG OF BORINGS •
aeYAf]LD l N0.4- n1.zp —Nio. I N S
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4970
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EMPIRE lAtC7AT.^R-"l, I;K.
APPENDIX B.
4
4
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02
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APPENDIX C.
APPENDIX C.
Suggested Minimum Specifications for Placement of Compacted
Earth Fill and/or Backfills
GENERAL
The geotechnical engineer shall be the owner's, architect's,
engineer's or contractor's representative to observe placement of
compacted fill and/or backfill on the project. The geotechnical engineer
or his representative shall approve all earth materials prior to their use,
the method of placement and the degree of compaction.
MATERIALS
Soils used for all compacted fill and backfill shall be approved by
the geotechnical engineer or his representative prior to their use. Fill
material shall be free from organic matter, frozen material and other
unsuitable substance and shall not contain rocks or lumps having a
diameter greater than six (6) inches.
SUBGRADE PREPARATION
All topsoil, vegetation, trees, brush, timber, debris, rubbish and all
other unsuitable material shall be removed to a depth satisfactory to the
geotechnical engineer or his representative. The material shall be
disposed of by suitable means prior to beginning preparation of the
subgrade. The subgrade shall be scarified a minimum depth of six (6)
inches, moisture conditioned as necessary and compacted in a suitable
manner prior to placement of fill material. Fill shall not be placed until
approval by the geotechnical engineer or his representative; and in no
case, shall fill material be placed on frozen or unstable ground.
Subgrade which is not stable may require the use of imported granular
material, geotextiles or other methods for stabilization as approved by the
geotechnical engineer.
FILL PLACEMENT
Fill material shall not be placed during unfavorable weather
conditions. Material proposed for use as fill shall be approved by the
geotechnical engineer or his representative prior to use. Proposed import
material shall be approved by the geotechnical engineer or his
representative prior to hauling to the project site. Fill material shall be
C-2
uniformly mixed such as to preclude the formation of lenses of material
differing from the surrounding material. All clods shall be broken into
small pieces. The contractor shall construct the fill in approximately
horizontal lifts extending the entire length of the fill. The thickness of
the layers before compaction shall not be greater than eight (8) inches.
Fill being placed on slopes or hillsides shall be benched into the existing
slope. A minimum two (2) foot horizontal bench shall be cut into the
existing excavated slope for each four (4) feet vertical of fill, or each lift
should be benched slightly into the existing grade.
MOISTURE CONTROL
Prior to and during compaction operations, the fill material being
placed shall be maintained within the range of optimum moisture specified.
A general recommendation is to maintain -the fill material within two
percent (2%) plus or minus of optimum moisture so that proper compaction
to the specified density may be obtained with a minimal effort. In
building pad and paved areas, material exhibiting swelling potential shall
be maintained between optimum moisture and two percent (2') wet of
optimum moisture content. The moisture content of the fill material shall
be maintained uniform throughout the fill. The contractor may be
required to add necessary moisture to the fill material and to uniformly
mix the water with the fill material if, in the opinion of the geotechnical
engineer, it is not possible to obtain uniform moisture content by adding
water on the fill surface. If, in the opinion of the geotechnical engineer,
the material proposed for use in the compacted fill is too wet to permit
adequate compaction, it shall be dried in an acceptable manner prior to
placement and compaction. Uniform mixing may require discing, blading
or other methods approved by the geotechnical engineer or his
representative.
Adjustments of moisture content shall be made on the basis of
determinations of moisture content by field tests as construction
progresses.
COMPACTION
The contractor shall furnish and operate the necessary types and
kinds of equipment to perform the operations required to obtain the
specified compaction. This equipment may include approved tamping
rollers, rubber tired rollers, smooth wheeled rollers and vibratory
rollers. If a sheepsfoot roller is used, it shall be provided with cleaner
bars so attached as to prevent the accumulation of material between the
tamper feet. Fill areas which are not accessible to full-sized construction
equipment shall be placed in maximum four (4) inch lifts and compacted
with power tampers to the specified density.
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Compaction should meet the minimum percentages of maximum density
as set forth in the project specifications or the recommendations of the
report. The contract specifications supercede the recommendations given
in this report.
MOISTURE DENSITY RELATIONSHIP DETERMINATION
Samples of representative fill materials to be placed shall be
furnished by the contractor to the geotechnical engineer for determination
of maximum density and optimum moisture or relative density. Sufficient
laboratory moisture density or relative density curves will be made to
determine the optimum moisture content and maximum density for the
various soils placed as fill. Tests for this determination will be made
using the appropriate method conforming to the requirements of ASTM D
698 (Standard Proctor), ASTti1 D 1557 (Modified Proctor) or ASTM D 4253,
D 4254 (Relative Density). The materials used for fill shall be classified
in accordance with ASTM D 2487 in order to permit correlation between
the moisture density relationship data and the material being placed and
compacted. Copies of the results of these tests will be furnished to the
client and others as directed by the client. These test results shall be
the basis of control for all compaction effort.
FIELD DENSITY AND MOISTURE TESTS
The in -place density and moisture content of compacted fill will be
determined by the geotechnical engineer or his representative in
accordance with ASTIR D 1556 (sand cone method) or ASTM D 2922, D
3017 (nuclear methods). Material not meeting the required compaction
and/or moisture specifications shall be recompacted and/or moisture
conditioned until the required percent compaction and/or moisture content
is obtained. Sufficient compaction tests shall be made and submitted to
support the geotechnical engineer's or his representative's
recommendations. The results of density tests will also be furnished to
the client and others as directed.
C-4