HomeMy WebLinkAboutHARMONY PUD - Filed GR-GEOTECHNICAL REPORT/SOILS REPORT -0
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REPORT
OF A
GEOTECHNICAL INVESTIGATION
FOR
SUP€RJR DATSUN P.U.D. , PHASE I
FORT COLLINS, COLORADO
PEMCO BUILDERS, INC.
FORT COLLINS, COLORADO
PROJECT NO. 5391-83
BY
EMPIRE LABORATORIES, INC.
214 NORTH HOWES STREET
FORT COLLINS, COLORADO 80521
TABLE OF CONTENTS
Tableof Contents .............................................. i
Letterof Transmittal .......................................... i
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
Hveem Stabilometer Data ..................................... B-4
Summaryof Test Results ..................................... B-5
AppendixC.................................................... C-1
I . . Empire IAlbratories, Inc.
MATERIALS AND FOUNDATION ENGINEERS
214 No. Howes Fort Collins, Colorado 80522
P.O. Box 429 (303) 484-0359
December 19, 1983
Pemco Builders, Inc.
333 West Drake Road
Fort Collins, Colorado 80526
Attention: Mr. Jeff Smith
Gentlemen:
Branch Offices
1242 6"amwood Place
Longmont, Colorado 80501
P.O. Box 1135
303) 776-3921
3151 Nation Way
Cheyenne, Wyoming 82001
P O Box 10076
307) 632 9224
We are pleased to submit our Report of a Geotechnical Investigation
prepared for the planned Superior Datsun automobile dealership and the
proposed adjacent South Mason Street and Kensington Drive located in
south Fort Collins, Colorado.
Based upon our findings in the subsurface, we feel that 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 findinqs.
Very truly yours,
EMPIRE LAB0RA ORIE INC.
D
Neil R. Sherrod
Senior Engineering Geologist
Reviewed by:
Chester C. Smith, P.E.
President
cic
cc: Sutter Architects Planners
Gene Evenson, Structural Engineer
MEMBER OF CONSULTING ENGINEERS COUNCIL
II
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REPORT
OF A
GEOTECHNICAL INVESTIGATION
SCOPE
This report presents the results of a geotechnical evaluation
prepared for the proposed automobile dealership, associated parking
and adjacent streets located at the northwest corner of Harmony Road and
South College Avenue in south 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
groundwater conditions, and (4) develop criteria for determining pavement
design and make recommendations regarding pavement types and
thicknesses for the proposed parking areas and streets at the site.
SITE EXPLORATION
The field exploration, carried out on December 9, 1983, consisted of
drilling, logging, and sampling fourteen (14) test borings. 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 groundwater 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 mad
continuous observations of the soils encountered.
1-
SITE LOCATION AND DESCRIPTION
The proposed site is located north of Harmony Road and west of South
College Avenue in south Fort Collins, Colorado. More particularly, the
site is described as Superior Datsun P. U . D . , Phase 1, a tract of land
situate in the Southeast 1/4 of Section 35, Township 7 North, Range 69
West of the Sixth P.M., City of Fort Collins, County of Larimer, Colorado.
The site consists of a relatively flat, vacant area which has minor
drainage to the south and east. A large drainage ditch runs north -south
in the approximate center of the property. An old building foundation is
located in the northeast corner of the site. The area is currently
vegetated with grass and weeds. Three large cottonwood trees surround
the existing basement foundation. In addition, small trees line the north
edge of the property where Kensington Drive is to be constructed.
Utilities have been placed along the proposed Kensington Drive, and the
center line for both Kensington Drive and South Mason Street were staked
at the time of the site exploration. Existing residences are located along
College Avenue to the north, and the Colorado and Southern Railroad
tracks and Wicks Lumber are located to the west of the project area.
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, pH,
swelling potentials, and the Atterberg limits were determined. A summary
of the test results is included in Appendix B. Swell -consolidation and
liveem stabilometer characteristics were also determined, and curves
showing this data are included in Appendix B.
2-
i 0
SOIL AND GROUNDWATER 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) Topsoil and Fill Material: The majority of the site is overlain by
a one-half (1/2) to one (1) foot layer of silty topsoil. The upper
six (6) inches of the topsoil 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 one (1 ) to one and one-half
1-1/2) foot layer of fill material was encountered at the surface
in Borings 2, 3, 5, 6, and 12. The fill consists of a
heterogeneous mixture of silt, sand, clay, and gravel. It is not
known whether the fill has been uniformly or properly compacted;
therefore, this material should not be used as a foundation soil or
as a fill and/or backfill material.
2) Silty Clay: A layer of brown plastic silty clay was encountered
below the topsoil and fill in Borings 1 , 3, and 11 and extends to
depths two (2) to five (5) feet below the surface. The silty clay
has low in situ moistures and exhibits moderate bearing
characteristics. When wetted, the clay stratum exhibits moderate
swell potential.
3) Sandy and/or Gravelly Silty Clay: This stratum underlies the
topsoil, fill, and upper clay and extends to the depths explored
and/or bedrock below. The brown to red silty clay contains
varying amounts of sand and minor amounts of gravel and
exhibits moderate to high bearing characteristics in its dry to
damp in situ condition. When wetted, the granular clay stratum
exhibits low to moderate swell potential; and upon loading, minor
consolidation occurs.
3-
1]
4) Sandstone Bedrock: The bedrock was encountered below the
upper clay in Borings 1 , 3, 5, 7, and 8 at depths ten and
one-half (10-1/2) to fourteen and one-half (14-1/2) feet below the
surface. In general, the upper one (1 ) foot of the bedrock is
highly weathered; however, in Boring 8, a dense sandstone
caprock was encountered at the top of the bedrock stratum.
The sandstone is firm to dense and exhibits very high to
extremely high bearing characteristics.
5) Groundwater: At the time of the investigation, no free
groundwater was encountered at the site to the depths explored.
Water levels in this area may be subject to change due to
seasonal variations and irrigation demands on and adjacent to the
site.
RECOMMENDATIONS AND DISCUSSION
It is our understanding that the proposed car dealership is to be a
single -story structure having conventional slab -on -grade construction.
The structure is to be surrounded by customer parking, new and used
car storage, and new car displays. South Mason Street is to be built
adjacent to the west side of the property and extend to harmony Road.
Kensington Drive is to be constructed along the north edge of the site.
Recommendations for future Phase II located south of the project area are
not included in this report.
Site Grading 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 and the upper six (6) inches of existing fill penetrated
by root growth and organic matter below building, filled, and paved areas
be stripped and stockpiled for reuse in planted areas or wasted from the
site. All existing concrete, organic matter, brush, or other unsuitable
material should be removed. The bottom of the existing drainage or
irrigation ditch that traverses the site should also be thoroughly cleaned
4-
of vegetation silt, muck, and saturated subsoils. All concrete and other
material should be removed from existing foundations and the excavations
should be thoroughly cleaned. The excavated areas as well as the
existing drainage ditch should be inspected by the geotechnical engineer
prior to backfilling. The upper six (6) inches of the natural subgrade
and the upper one (1) foot of existing fill subgrade below building,
paved, and filled areas should be scarified and recompacted 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.) Any
additional fill should consist of the on -site soils or imported materials
approved by the geotechnical engineer. All fill should be placed in
uniform six (6) to eight (8) inch lifts and mechanically compacted two
percent (2%) wet of optimum moisture to at least ninety-five percent (95%)
of Standard Proctor Density ASTM D 698-78. This should include fill
placed in the existing excavations and the ditch.
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.
Utility trenches dug four (4) feet or more into the upper subsoils
should be excavated on slopes no steeper than 1:1. The bedrock may be
excavated on vertical slopes. Excavation of the bedrock may require the
use of heavy-duty construction equipment. 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. Proper placement of the bedrock a
backfill may be difficult.
5-
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.
Resistivity tests performed in the field and pH and water soluble
sulfate tests performed in the laboratory indicate that the subsoils at
the site are noncorrosive, and protection of utility pipe will not be
required.
Foundation
In view of the loads transmitted by the proposed automobile dealership
building and the soil conditions encountered at the site, it is recommended
that the 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. The
structural fill should be constructed in accordance with the
recommendations discussed in the "Site Grading 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 three thousand (3000) 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 one thousand (1000) pounds per square foot.
The predicted settlement under the above maximum loading, as
determined by laboratory consolidation tests, should be less than one-half
1 / 2) inch, generally considered to be within acceptable tolerances.
6-
Slabs on Grade
Due to the swelling pressures exerted by the materials at subgrade,
some movement of slabs on grade is anticipated. If the owner is willing
to assume the risk of possible slab movement, the following
recommendations may reduce slab movement and its adverse effects.
Subgrade below slabs on grade should be prepared in accordance with
the recommendations discussed in the "Site Grading and Utilities" section
of this report. It is extremely important that the subgrade below slabs on
grade be wetted to two percent (2%) wet of optimum moisture just prior to
placement of slab gravel and concrete. If the subgrade below the
proposed building is allowed to dry prior to placement of slabs on grade,
it should be rescarified and recompacted two percent (2%) wet of optimum
moisture just prior to slab construction.
Slabs on grade supporting heavy floor loads should be underlain by at
least six (6) inches of crushed gravel base course, compacted at optimum
moisture to at least ninety-five percent (95%) of Standard Proctor Density
ASTM D 698-78. (See Appendix C.) Office and other areas transmitting
light floor loads should be underlain by a minimum of four (4) inches of
clean gravel or crushed rock devoid of fines. The gravel base course
and/or gravel should help to distribute floor loads and should act as a
capillary break. Slabs on grade should be designed for the imposed
loading, and it is recommended that they be designed structurally
independent of bearing members. To minimize and control shrinkage
cracks which may develop in slabs on grade, we suggest that control joint
be placed every ten (10) to fifteen (15) feet and that the total area
contained within these joints be no greater than two hundred twenty-five
225) square feet.
We further recommend that nonbearing partitions placed on floor slabs
be provided with a 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.
7-
Parkina Aas and Streets •
Drives, Parking and Car Storage
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 are
recommended at the site:
Drives
Asphaltic Concrete 21"
Crushed Aggregate Base Course 9"
Total Pavement Thickness 11"
Asphaltic Concrete 22"
Plant Mix Bituminous Base Course 3"
Total Pavement Thickness 51"
Parking & Car Storage
Asphaltic Concrete 22"
Crushed Aggregate Base Course 7"
Total Pavement Thickness 91"
Asphaltic Concrete 2"
Plant Mix Bituminous Base Course 3"
Total Pavement Thickness 5"
Subgrade below proposed parking areas should be prepared in accordance
with the recommendations and discussions in the "Site Grading and
Utilities" section of this report. 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.
8-
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
vegetable matter and lumps or balls of clay and should meet the City of
Fort Collins Specification Class 6 Aggregate Base Course which follows:
Sieve Size % Passing
3/4" 100
4 30-65
8 25-55
200 3-12
Liquid Limit - 30 Maximum
Plasticity Index - 6 Maximum
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 asphaltic concrete shall meet City of Fort Collins specifications and
shall be placed in accordance with these specifications.
A feasible pavement alternate would be nonreinforced concrete
pavement. Using a modulus of subgrade reaction of one hundred (100)
pounds per square inch per inch, a design life of twenty (20) years, and
concrete with a modulus of rupture of five hundred fifty (550) pounds per
square inch, a pavement thickness of four and one-half (4-1 /2) inches of
nonreinforced concrete is recommended as a feasible alternate for the
proposed driveways, and four (4) inches of nonreinforced concrete should
be used for for parking and car storage areas. Subgrade below the
proposed pavement shall be prepared in accordance with the
recommendations discussed in the "Site Grading and Utilities" section of
this report.
All concrete used in the pavement shall meet ASTM specifications,
and all aggregate shall conform to ASTM C-33 specifications. Concrete
should be designed with a minimum modulus of rupture of five hundred
9-
7
fifty (550) pounds per square inch in twenty-eight (28) days. It is
suggested that a minimum cement content of five and one-half (5-1/2)
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.
All catch basins and manhole castings shall be separated from the
pavement with expansion joint material. The jointing plan shall be
prepared by the contractor and/or architect and approved by the engineer
prior to pavement. Longitudinal and transverse joint spacing should be
at regular ten (10) to thirteen (13) foot intervals. All longitudinal
and transverse contraction joints should have a depth approximately
equal to one-fourth (1/4) the pavement thickness. The joints should be
cut within twenty-four (24) hours of pouring. Expansion joints must 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 shall be cleaned and sealed before opening to traffic. A uniform,
gritty final surface texture should be provided. Curing shall be
obtained with uniform coverage with white membrane curing compound or b
seven-day coverage with white polyethylene or waterproof paper. The
completed pavement shall 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.
Streets
It is our understanding that South Mason Street has been classified as
a collector street, and Kensington Drive is classified as a local commercial
street.
10-
Flexible Pavement
It is our opinion that flexible pavement is suitable for the proposed
street construction at the site. A flexible pavement alternate should
consist of asphaltic concrete underlain by crushed aggregate base course
and subbase or asphaltic concrete underlain by plant mix bituminous
base course. Using the City of Fort Collins "Design Criteria and
Standards for Streets," a serviceability index of 2.5 for South Mason
Street and Kensington Drive, a regional factor of 0.75, an "R" value of
22, a twenty (20) year design life, eighteen (18) kip equivalent daily load
applications of 40 for South Mason Street and 15 for Kensington Drive,
and weighted structural numbers of 2.55 for South Mason Street and 2.15
for Kensington Drive, the following pavement thicknesses are
recommended:
Kensington Drive
Asphaltic Concrete 3"
Crushed Aggregate Base Course 7"
Total Pavement Thickness 10"
Asphaltic Concrete 21"
Plant Mix Bituminous Base Course 3"
Total Pavement Thickness 51"
South Mason Street
Asphaltic Concrete
Crushed Ag regate Base Course 6" Select
Subbase 5" Total
Pavement ickness 14 Asphaltic
oncrete 3" Plan
ix Bituminous Base Co se 31" otal
Pavement Thickness 61" 11-
The select subbase and crushed aggregate base course should meet City of
Fort Collins specifications. The subgrade below the proposed asphalt
pavement should be prepared in accordance with the recommendations
discussed in the "Site Grading" section of this report. Upon proper
preparation of the subgrade, the subbase and base course should be
placed and compacted at optimum moisture to at least ninety-five percent
95%) of Standard Proctor Density ASTM D 698-78. (See Appendix C. )
It is recommended that the asphaltic concrete and/or plant mix
bituminous base be placed in two (2) to three (3) inch lifts. All plant
mix base course and asphaltic concrete shall meet City of Fort Collins
specifications and should be placed in accordance with these
specifications. All subbase material shall have an "R" value of 70 or
greater, the crushed aggregate base course shall have an "R" value of 78
or greater, the plant mix bituminous base course shall have an Rt value of
90 or greater, and the asphaltic concrete shall have an Rt value of 95 or
greater. Field density tests should be taken in the aggregate base,
bituminous base, and asphalt under the direction of the geotechnical
engineer.
Rigid Pavement
A feasible pavement alternate at the site would be rigid pavement.
Using the eighteen (18) kip equivalent daily load application described
above, a modulus of subgrade reaction of one hundred (100) pounds per
square inch per inch based on an "R" value of 7, a design life of twenty
20) years, and concrete designed with a modulus of rupture of five
hundred fifty (550) pounds per square inch, the following pavement
thicknesses are recommended:
Kensington Drive
Nonreinforced Concrete - 5"
South Mason Street
Nonreinforced Concrete - 6"
12-
0
Subgrade below proposed streets should be prepared in accordance with
the recommendations discussed in the "Site Grading and Utilities" section
of this report. Concrete pavement should be placed directly on the
subgrade that has been uniformly and properly prepared in accordance
with the above recommendations. All concrete used in the paving shall
meet ASTM specifications, and all aggregate shall conform to ASTM C-33
specifications. The concrete should be designed with a minimum modulus
of rupture of five hundred fifty (550) pounds per square inch in
twenty-eight (28) days. It is recommended that laboratory mix designs be
done to determine the proper proportions of aggregates, cement, and water
necessary to meet these requirements. It is essential that the concrete
have a low water -cement ratio, an adequate cement factor, and sufficient
quantities of entrained air. Joints should be carefully designed and
constructed in accordance with the City of Fort Collins "Design Criteria
and Standards for Streets" to insure good performance of the pavement.
It is recommended that all concrete pavement be placed in accordance with
City of Fort Collins specifications. If paving is done during cold weather,
acceptable cold weather procedures as outlined in the City specifications
should be utilized. The concrete pavement should be properly cured and
protected in accordance with the above specifications. Concrete injured b
frost should be removed and replaced. It is recommended that the
pavement not be opened to traffic until a flexural strength of four
hundred (400) pounds per square inch is obtained or a minimum of
fourteen (14) days after the concrete has been placed.
GENERAL RECOMMENDATIONS
1) Laboratory test results indicate that water soluble sulfates in the
soil are negligible, and a Type I cement may be used in concrete
exposed to subsoils. Slabs on grade subjected to de-icing
chemicals should be composed of a more durable concrete using a
Type II cement with low water -cement ratios and higher air
contents.
13-
2) Finished grade should be sloped away from the structure on all
sides to give positive drainage. Ten percent (10%) for the first
ten (10) feet away from the structure is the suggested slope.
3) Eackfill around the outside perimeter of the structure should be
mechanically compacted at optimum moisture to at least ninety
percent (90%) of Standard Proctor Density ASTM D 698-78. (See
Appendix C.) Puddling should not be permitted as a method of
compaction.
4) Gutters and downspouts should be designed to carry roof runoff
water well beyond the backfill area.
5) 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.
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 engineer design
the substructure and that he take into account the findings and
recommendations of this report.
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
14-
this project. In the event that any changes in the design of the
structure or 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 groundwater
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.
15-
APPENDIX A.
TEST BORING LOCATION PLAN
m.H-- ToPoF e-Jm
al v. I cY)-o_
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Ylco o5i D i31 iLv+r l: .
No.2
x- . LD r
tJa to N 9 ' rho. II - .. -
a La-
is aLl; 01-100
y
7D
10,
A-2
EMPIRE LABORATORIES, INC.
KEY TO BORING LOGS •
r777 TOPSOIL GRAVEL
FILL SAND & GRAVEL
SILT i SILTY SAND & GRAVEL
CLAYEY SILT oop COBBLES
i . SANDY SILT
17-17,711
7' SAND, GRAVEL & COBBLES
CLAY
WEATHERED BEDROCK
F1SILTY CLAY Fq- SILTSTONE BEDROCK
ZIAEl
SANDY CLAY CLAYSTONE BEDROCK
SAND P SANDSTONE BEDROCK
SILTY SAND LIMESTONE
CLAYEY SAND xxx
x x GRANITE
r c x
SANDY SILTY CLAY
SHELBY TUBE SAMPLE
STANDARD PENETRATION DRIVE SAMPLER
Z
WATER TABLE 3 DAYS AFTER DRILLING
C HOLECAVED
T
5/12 Indicates that 5 blows of a 140 pound hammer falling 30 inches was required to penetrate 12 inches.
A-3
EMPIRE LAGORATORIES, INC
LOG OF BORINGS
Vl TIOd o. 0.2 .3 4 0•
110
105
100
95
90
gym
says
cum
WAn
a
A 4
85
NOTE* T^V is top of curb Elevation = 100.0' .
A-4
EMPIRE LABORATORIES, INC.
LOG OF BORINGS •
1 LLVAjlo o. o.4 o.`I o.8
110
105
100
95
90
n-5
EMPIRE LABORATORIES, INC,
LOG OF BORINGS
EL VATIorJ
105
WWAR Era
rA
10J
WA
Nor PIFA
95
90
A-6
EMPIRE LABORATORIES, INC.
LOG OF BORINGS •
r-LsvkTlA iTo. 53 0• t
110
105
100
9 5
90
cos
XAM•
m
A-7
EMPIRE LABORATORIES, INC_
s •
APPENDIX B.
620
800
5800
60
c•
540
1-1
H
52L-r, 0
500
430
460
440
X
4 . C3
J
2.0
J
WT
11
M
r
Cu
6.49
SVLL - .CONSOLIDATION TET PRO. 5191
BORING N4.: 2
DEPTH: 3,0
DRY DENSITY:106,4
M4I STURE: 19 , 9
1 0.25 0.5 1.0 5 10
APPLIED PF'E_;SURE - TSF
VJF T ADDED
0.25 0.5 1.0 5 10
APPLIED PRES'z-;URE - T F
Et1F'IF'E LASC)FRRTC,F'IES INC.
B-2
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GORING 2
DEPTH: S,0
DRY DENSITY:106,5
MOISTURE:15.5
0.25 0.5 1.0 5 10
APPLIED PRESSURE - TSF
HATER ADDED
0.1 8.25 0.5 1.0
APPLIEI RRES"S URE - TSF
EMPIRE LBBORBTORIEs INC
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I 10
RESISTAE R-VALUE IIND EXPRNSIO PRESSURE
OF COMPACTED SOIL
ASTM -- D 2844
CLIENT: PEMCO BUILDERS INC.
PROJECT: SUPERIOR DFITSUN
LOCATION OF SAMPLE: Boring No.14 @ 1.0'- 4.0'
SAMPLE DATA
TEST SPECIMEN 1 2 3
COMPACTION PRESSURE PSI 0 160 100
DENSITY - PCF 114.0 121.5 118.6
MOISTURE - 17.3 14.5 15.5
EXPANSION PRESSURE: - PSI 0.00 0.00 0.00
HORIZONTAL PRESSURE @ 160 psi 132 112 120
SAMPLE HEIGHT - in. 2.50 2.53 2.51
EXUDATION PRESSURE: - PSI 191 310 275
UNCORRECTED R-VALLIE 10.9 24.0 18.4
CORRECTED R-VALUE 10.9 24.0 18.4
R-VALUE AT 300 PS] EXUDATION PRESSURE = 22.0
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APPENDIX C.
APPENDIX C.
Suggested Specifications for Placement of Compacted Earth Fill
and/or Backfills.
GENERAL
A soils engineer shall be on -site to provide continuous observation
during filling and grading operations and shall be the owner's repre-
sentative to inspect placement of all compacted fill and/or backfill on
the project. The soils engineer shall approve all earth materials prior
to their use, the methods of placing, and the degree of compaction
obtained.
MATERIALS
Soils used for all compacted fill and backfill shall be approved by the
soils engineer prior to their use. The upper two (2) feet of compacted
earth backfill placed adjacent to exterior foundation walls shall be an
impervious, nonexpansive material. No material, including rock, having
a maximum dimension greater than six inches shall be placed in any fill.
Any fill containing rock should be carefully mixed to avoid nesting and
creation of voids. In no case shall frozen material be used as a fill
and/or backfill material.
PREPARATION OF SUBGRADE
All topsoil, vegetation (including trees and brush), timber, debris,
rubbish, and other unsuitable material shall be removed to a depth
satisfactory to the soils engineer and disposed of by suitable means
before beginning preparation of the subgrade. The subgrade surface of
the area to be filled shall be scarified a minimum depth of s-ix inches,
moistened as necessary, and compacted in a manner specified below for
the subsequent layers of fill. Fill shall not be placed on frozen or
muddy ground.
L C-2
1 11
PLACING FILL
No sod, brush, frozen or thawing material, or other unsuitable material
shall be placed in the fill, and no fill shall be placed during unfavorable
weather conditions. All clods shall be broken into small pieces, and
distribution of material in the fill shall be such as to preclude the
formation of lenses of material differing from the surrounding material.
The materials shall be delivered to and spread on the fill surface in a
manner which will result in a uniformly compacted fill. Each layer
shall be thoroughly blade mixed during spreading to insure uniformity of
material and moisture in each layer. Prior to compacting, each layer
shall have a maximum thickness of eight inches, and its upper surface
shall be approximately horizontal. Each successive 6" to 8" lift of
fill being placed on slopes or hillsides should be benched into the
existing slopes, providing good bond between the fill and existing
ground.
MOISTURE CONTROL
While being compacted, the fill material in each layer shall as nearly
as practical contain the amount of moisture required for optimum compaction
or as specified, and the moisture shall be 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 soils engineer, it is not possible to obtain uniform
moisture content by adding water on the fill surface. If, in the opinion
of the soils 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.
COMPACTION
When an acceptable, uniform moisture content is obtained, each layer
shall be compacted by a method acceptable to the soils engineer and as
specified in the foregoing report as determined by applicable standards.
Compaction shall be performed by rolling with approved tamping rollers,
C-3
0 46
pneumatic -tired rollers, three -wheel power rollers, vibratory compactors,
or other approved equipment well -suited to the soil being compacted. If
a sheepfoot roller is used, it shall be provided with cleaner bars
attached in a manner which will prevent the accumulation of material
between the tamper feet. The rollers should be designed so that effective
weight can be increased.
MOISTURE -DENSITY DETERMINATION
Samples of representative fill materials to be placed shall be furnished
by the contractor to the soils engineer for determination of maximum
density and optimum moisture or percent of Relative Density for these
materials. Tests for this determination will be made using methods
conforming to requirements of ASTM D 698, ASTM D 1557, or ASTM D 2049.
Copies of the results of these tests will be furnished to the owner, the
project engineer, and the contractor. These test results shall be the
basis of control for all compaction effort.
DENSITY TESTS
The density and moisture content of each layer of compacted fill will be
determined by the soils engineer in accordance with ASTM D 1556, ASTM D
2167, or ASTM D 2922. Any material found not to comply with the minimum
specified density shall be recompacted until the required density is
obtained. Sufficient density tests shall be made and submitted to
support the soils engineer's recommendations. The results of density
tests will also be furnished to the owner, the project engineer, and the
contractor by the soils engineer.
C-4