HomeMy WebLinkAboutSUNSTONE VILLAGE PUD, 5TH FILING - FINAL - 42-89B - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORT,r f %
REPORT
OF A
GEOTECHNICAL INVESTIGATION
FOR
TIMBERLINE FARMS, PHASE I
FORT COLLINS, COLORADO
THE GROUP, INC.
FORT COLLINS, COLORADO
PROJECT NO. 8115-89
m-
EMPIRE LABORATORIES, INC.
301 NORTH HOWES STREET
FORT COLLINS, COLORADO 80521
TABLE OF CONTENTS
Table of Contents .............................................. i
Letter of Transmittal .......................................... i
Report......................................................... 1
Appendix A ....................................................
A-1
Test Boring Location Plan ....................................
A-2
Key to Borings ...............................................
A-3
Log of Borings ...............................................
A -4
Appendix B....................................................
B-1
Consolidation Test Data ......................................
B-2
Hveem Stabilometer Data .....................................
B-5
Summary of Test Results .....................................
B-6
Appendix C....................................................
C-1
2
Ern ire laboratories, Inc.
p
GEOTECHNICAL ENGINEERING & MATERIALS TESTING
Auclust 24, 1989
The Group, Inc.
375 East Horsetooth
Fort Collins, Colorado 80525
Attention: Ms. Linda Hopkins
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 residential subdivision located south of
Caribou Drive 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 LABORAT9RIES, INC.
fJ /
KefI h rod
Senior Engineering Geologist
Reviewed by:
Chester C. Smith, P.E.
President
cic
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e. r) o;qe 5L`
••�°°�O C >•oy��o"
Branch offices
P.O. Box 16859 P.O. Box 1135 P.O. Box 1744 P.O. Box 5659
Colorado Springs, CO 80935 Longmont, CO 80502 Greeley, CO 80632 Cheyenne, WY 82003
(719) 597-2116 (303) 776-3921 (303) 351.0460 (307) 632-9224
Member of Consulting Engineers Council
REPORT
OF A
GEOTECHNICAL INVESTIGATION
SCOPE
This report presents the results of a geotechnical evaluation
prepared for the proposed single-family residential development located
east of Timberline Road on the south side of Caribou 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 substructures, (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 streets to be
constructed at the site.
SITE EXPLORATION
The field exploration, carried out on August 4 and 21, 1989,
consisted of drilling, logging, and sampling thirteen (13) test borings.
The test borings were located by Empire Laboratories, Inc. from the
existing street and property lines 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.
-1-
SITE LOCATION AND DESCRIPTION
The proposed site is located east of Timberline Road along the south
side of Caribou Drive in southeast Fort Collins, Colorado. 'r More
particularly, the site is described as Timberline Farms, Phase 1, a
subdivision situate in the Southwest 1ILt of Section 32, Township 7
North, Range 68 West of the Sixth P.M., City of Fort Collins, Larimer
County, Colorado.
The site consists of an irrigated farm field. The majority of the site
is vegetated with alfalfa and weeds. At the time of our initial
investigation, grain was growing along south and east edges of the
property. At the time additional drilling was done to complete the
project, the grain had been cut. The property is bordered on the north
by Caribou Drive, on the east by an existing residential subdivision and
a mobile home park, and on the south and west by cultivated farm
fields. The site slopes gently to the north and east and has positive
drainage in these directions.
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, resistivity, sulfides, oxidation-reduction potential,
pH and the Atterberg limits were determined. A summary of the test
results is included in Appendix B. Consolidation, swell -consolidation
and Hveem stabilometer 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:
-2-
(1) Silty Topsoil: The area tested is overlain by a six (6) inch
layer of silty topsoil. 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.
(2) Silty Clay: A layer of brown silty clay underlies the topsoil in
all but Borings 10, 11 and 12 and extends to depths of one (1 )
to fourteen and one-half (14-1 /2) feet below the surface. The
silty clay is plastic, contains minor amounts of sand, is dry to
moist and exhibits generally moderate bearing characteristics.
When wetted, the clay stratum exhibits slight to moderate swell
potential; and upon loading, consolidation occurs.
(3) Sandy Silty Clay: This stratum underlies the topsoil and/or
upper clays and extends to the depths explored. The red silty
clay is plastic, contains varying amounts of sand and traces of
gravel and exhibits generally moderate bearing characteristics
in its damp to moist natural condition. When wetted, the clay
stratum exhibits slight to moderate swell potential; and upon
loading, consolidation occurs.
(4) Ground Water: At the time of the investigation, free ground
water was encountered in Borings 1 through 3, 5, 12, and 13
at depths of seven (7) to fourteen and one-half (14-1 /2) feet
below the surface. No free ground water was encountered in
the remaining borings drilled at the site to the depths
explored. Water levels in this area are subject to change due
to seasonal variations and irrigation demands on and/or adjacent
to the site.
RECOMMENDATIONS AND DISCUSSION
It is our understanding the site is to be developed for single-family
residential construction. Stoney Creek Drive and Stoneridge Drive are
to be constructed through the site along with several cul-de-sacs. Due
-3-
to the relatively flat nature of the site, minor amounts of site grading is
anticipated.
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. The upper six (6) inches of the subgrade below
building, paved and filled areas should be scarified and recompacted at
to two percent (2%) wet of optimum moisture to at least ninety-five
percent (950) of Standard Proctor Density ASTM D 698-78. (See
Appendix C.) Due to the plastic nature of the clay subsoils and high
moisture contents encountered in portions of the site, stabilization of the
subgrade below streets may be required. Where required, the subgrade
should be stabilized by use of granular pit run, geotextiles, lime, fly
ash, kiln dust or by other suitable means. Proof rolling of the
subgrade may be required to determine if stabilization will be required.
Fill should consist of the on -site soils or imported granular material
approved by the geotechnical engineer. Fill should be placed in uniform
six (6) to eight (8) inch lifts and mechanically compacted at to two
percent (2%) wet of optimum moisture to a minimum of ninety-five percent
(950) of Standard Proctor Density ASTM D 698-78.
In computing earthwork quantities, an estimated shrinkage factor of
eighteen percent (18 0) 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. It is
suggested that excavated slopes be on minimum grades of 1-1 /2:1 or
flatter. The slope of the sides of the excavations should comply with
local codes or OSHA regulations. The side slopes of the excavation
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.
-4-
a
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.
Laboratory resistivity tests, pH, oxidation-reduction and sulfide
tests performed in the laboratory indicate that the subsoils at the site
are noncorrosive, and protection of metal utility pipe, in our opinion,
will not be required.
Fntjnriatinnc
In view of the loads transmitted by the proposed residential
construction and the soil conditions encountered at the site, it is
recommended that the structures 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 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, Excavation and Utilities" section of this report. The
structural integrity of the fill as well as the identification and
-5-
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 one thousand five hundred (1500) 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 five hundred (500) 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) inch, generally considered to be within acceptable
tolerances.
Basements, Dewatering Systems and Slabs on Grade
Basement construction is feasible at the site, provided finished
basement slabs are placed a minimum of three (3) feet above existing
ground water or above adjusted ground water levels after the area is
graded and/or underdrains are constructed below the sanitary sewers at
the site. Ground water levels were shallowest along the northern edge
of the property. Ground water was encountered at depths of seven (7)
to nine (9) feet below the surface in the northeast and northwest
corners of the site, respectively. Where finished basement slabs are
placed within three (3) feet of existing ground water, then complete
dewatering systems should be provided around the lower basement areas.
The dewatering system should contain a four (4) inch diameter
perforated pipe, underslab gravel, a sump and pump, and/or other
suitable drain outlet. The perforated pipe should be placed around the
entire perimeter of the lower basement area. All piping in the perimeter
trench should be surrounded by clean, graded gravel from three -fourths
(3/4) inch to the #4 sieve in accordance with ASTM C 33-78, Size No.
67. The gravel should extend from at least three (3) inches below the
bottom of the pipe to a minimum of two (2) feet above the ground water
above the pipe, the full width of the trench. To minimize the cost of
gravel backfill, it is suggested that the excavation be limited to the area
-6-
necessary for construction; however, the trench should be a minimum of
twelve (12) inches wide. The top of the gravel backfill adjacent to
foundation walls should be covered with an untreated building paper to
help minimize clogging of the medium with earth backfill. To minimize
the potential for surface water to enter the system, it is recommended
that a clay backfill be placed over the system and compacted at or near
optimum moisture to at least ninety percent (90%) of Standard Proctor
Density ASTM D 698-78. (See Appendix C.) We recommend that the
drainage pipe be placed at least one (1) foot below the finished basement
slab and have a minimum grade of one -eighth (1 /8) inch per foot. All
lower level slabs surrounded by perimeter drains should be underlain by
a minimum of eight (8) inches of clean, graded gravel or crushed rock
devoid of fines. The drainage system should empty into a sewer
underdrain should one adequately sized to accept the anticipated flows
be constructed at the site, or the water from the drain should empty
into a sump provided in the lower basement area. The sump should be a
minimum of eighteen (18) inches in diameter and three (3) feet deep. A
minimum of one (1) foot of clean, graded gravel meeting the above
specifications should be placed adjacent to the bottom and sides of the
sump. The sump should be provided with a pump designed to discharge
all flow to the sump. Water from the sump should be disposed ..of by
suitable means well beyond the foundation of the building.
Subgrade below slabs on grade should be prepared in accordance
with the recommendations discussed in the "Site Grading, Excavation and
Utilities" section of this report. All slabs on grade at the upper level
should be underlain by a minimum of four (4) inches of gravel or
crushed rock devoid of fines. Basement slabs should be underlain by a
minimum of eight (8) inches of clean, graded gravel or crushed rock
devoid of fines. The gravel layer will act as a capillary break and will
help to distribute floor loads. It is recommended that all slabs on grade
be designed structurally independent of bearing members. It should be
noted that the subsoils at the site are expansive; and if the subsoils
below slabs on grade become wetted, movement of slab on grade may
occur.
-7-
To minimize and control shrinkage cracks which will develop in
slabs on grade, it is suggested 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 slabs on grade not be placed on frozen ground and
that they be protected from freezing temperatures until they are
properly cured.
Streets
All streets within the subdivision have been classified as local
streets by the City of Fort Collins.
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 asphalt concrete underlain by crushed aggregate base course
or asphalt concrete underlain by plant mix bituminous base course.
Using the City of Fort Collins "Design Criteria and Standards for
Streets" dated July 1986, a serviceability index of 2.0, a regional factor
of 1.0, an "R" value of 6, a twenty (20) year design life, eighteen (18)
kip equivalent daily load applications of 5 for the cul-de-sacs, 10 for
Stoneridge Drive and 15 for Stoney Creek Drive, and weighted
structural numbers of 2.35 for the cul-de-sacs, 2.60 for Stoneridge
Drive and 2.80 for Stoney Creek Drive, the following minimum pavement
thicknesses are recommended:
ri i I-ria-Car-c
Asphalt Concrete 21"
Crushed Aggregate Base Course 11"
Total Pavement Thickness 131"
-8-
Asphalt Concrete 2"
Plant Mix Bituminous Base Course 41"
Total Pavement Thickness 61"
Stoneridge Drive
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"
Stoney Creek Drive
Asphalt Concrete 311
Crushed Aggregate Base Course 13"
Total Pavement Thickness 16"
Asphalt Concrete 2"
Plant Mix Bituminous Base Course 5111
Total Pavement Thickness 7111
The crushed aggregate base course should meet City of Fort Collins
Class 5 or 6 specifications. The subgrade below the proposed asphalt
pavement should be prepared in accordance with the recommendations
discussed in the "Site Grading, Excavation and Utilities" section of this
report. Upon proper preparation of the subgrade, the base course
should be placed and compacted at optimum moisture to at least
ninety-five percent (950) of Standard Proctor Density ASTM D 698-78.
(See Appendix C.)
It is recommended that the asphalt concrete and/or plant mix
bituminous base course be placed in two (2) to three (3) inch lifts. All
plant mix bituminous base course and asphalt concrete shall meet City of
Fort Collins specifications and should be placed in accordance with these
specifications. The crushed aggregate base course shall have an "R"
-9-
value between 70 and 77, the plant mix bituminous base course shall
have an Rt value of 90 or greater, and the asphalt concrete shall have
an Rt value of 95 or greater. The "R" value of the pavement materials
used should be verified by laboratory tests. Field density tests should
be taken in the aggregate base course, bituminous base course, and
asphalt concrete 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 6, a design life of twenty
(20) years, and concrete designed with a modulus of rupture of six
hundred (600) pounds per square inch, the following minimum pavement
thicknesses are recommended:
C, I i I-rla-car-c
Nonreinforced Concrete - 5"
Stoneridge Drive
Nonreinforced Concrete - 5"
Stoney Creek Drive
Nonreinforced Concrete - 5"
Subgrade below proposed streets should be prepared in accordance with
the recommendations discussed in the "Site Grading, Excavation 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 six hundred (600) 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
-10-
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 ensure 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 by 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 1-II 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 with low water -cement ratios and higher air contents.
(2) Finished grade should be sloped away from the structures on all
sides to give positive drainage. Ten percent (100) for the first
ten (10) feet away from the structures is the suggested slope.
(3) Backfill around the outside perimeter of the structures 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) Plumbing and utility trenches underlying slabs and paved areas
should be backfilled with an approved material compacted to at
-11-
least ninety-five percent (95%) of Standard Proctor Density
ASTM D 698-78. Puddling should not be permitted as a method
of compaction.
(5) Gutters and downspouts should be designed to carry roof
runoff water well beyond the backfill area.
(6) Underground sprinkling systeriis should be designed such that
piping is placed a minimum of five (5) feet outside the backfill
of the structures. 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.
(7) Footing and/or grade beam sizes should be proportioned to
equalize the unit loads applied to the soil and thus minimize
differential settlements.
(8) It is recommended that compaction requirements specified herein
be verified in the field with density tests performed under the
direction of the geotechnical engineer.
(9) It is recommended that a registered professional engineer design
the substructures 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
this project. In the event that any changes in the design of the
structures or their locations 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
-12-
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.
-13-
APPENDIX A.
0
61
in
TEST BORING LOCATION PLAN
V r -f 0. M NDKT-H 00Nwr ouLr
CAM 6ou VZIV
I'- -�Zno
6, 2
A-2
EMPIRE LAISORATORIES INC.
•
KEY TO BORING LOGO
TOPSOIL
�•` •
GRAVEL
FILL
��•
SAND & GRAVEL
�
SILT
"%
•
SILTY SAND & GRAVEL
CLAYEY SILT
o 0o
COBBLES
SANDY SILT
''
SAND, GRAVEL & COBBLES
CLAY
WEATHERED BEDROCK
�
SILTY CLAY
SILTSTONE BEDROCK
vSANDY
CLAY
CLAYSTONE BEDROCK
SAND
SANDSTONE BEDROCK
SILTY SAND
LE]LIMESTONE
LLA•
CLAYEY SAND
GRANITE
SANDY SILTY CLAY
r
SHELBY TUBE SAMPLE
STANDARD PENETRATION
DRIVE SAMPLER
WATER TABLE 10 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 LA00RAT RIES, INC,
LOG OF bMNGs
vP�-C L KI- Na I_ K6 z N.b, 3 �. 4
105
100
95
91
•ll
� ftll.
OF
C
o•
75
TDf1, north bonnet bolt fire ivdrant.elevation - 100,01,
11-4 ,
EMPIRE LAbORATOkIM INC.
•
LOG Of BORINGS
LtrVc.� 1DKI 1�b. ---No-- Co N6.7 No. g
115
110
105
100
95
90
_WAM
P
A-5
EMPIRE U.AORATORIES, INC.
LOG Of BOONGS
IEL�/nrl o N Rb. 9 Io tab I J_
115
110
105
100
95
r
_
A-6
E/w4PM LABORATORIES, INC.
�l-�VAtID(�l No. l2
105
100
95
.e]
LOG Of BOViCihlGS
•
r
I
3112
vv
A- 7
EMPIRE IAbOkATORIE3 INC.
APPENDIX B.
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^-^^."-,^^^- �^�� o x �y�n TEST
x
PRO. 8115
DEPTH: 3.0
DRY DEN'331TY: 96.0 PC
0.1 8'25 8.5 1.0 5 �------
18
APPLIED PRL6SURE - TSF
4'8
-8.0 L
0.1
W,ub 0.5 1.0
APPLIED PRESSURE - TSF
EMPIRE LRB0RRTORIEB INC.
5 10
.485
.48e
.475
.470
�
�
+ .465
IT
L:L
.450
.445
.440/
�
SWELL _ /~ANSA| TDHTIAN TEST PRO. 8115
BORING NO. 1 4
u.� 0.25 8.5 1.0 5 �
, 10
APPLIED PRESSURE - TSF
2.0
0.1 0.25 0.5 1.8
APPLIED PRESSURE - TSF
EMPIRE LABORATORIES INC.
B-3
5 10
SWELL - CONSOLIDnTION TEST PRO- 8115
.45c,
.44-5,
.440
4
li
17
.425
4 2 rj
.415
.4 L Cj
.405
0.
BORING r-.JO. 6
DEPTH: 3.0
DRY DENSITY:113.5 PCF
MOISTURE: 17.2 %
APPLIED PRESSURE — TSF
Li
.0
co
L C.
1IRTER ADDED
--F I
—4 Cl
0.1 0.25 0.5 1.0
10
APPLIED PRESSURE — TSF
EVIFIRE LABORATORIES INC.
B-4
0
RESISTANCE R-VALUE AND EXPANSION PRESSURE
OF COMPACTED SOIL
.ASTM — D 2844
CLIENT: THE GROUP INC.
PROJECT: TIMBERLINE FARM PHASE I
LOCATION OF SAMPLE: COMPOSITE SAMPLE BORING NO. 12 Q 0.5' - 4.0'
SAMPLE DATA
TEST SPECIMEN
COMPACTION PRESSURE
- PSI
1
0
2
3
DENSITY - PCF
0
0
MOISTURE - ;
88.5
96.8
96.7
EXPANSION PRESSURE
- PSI
32.4
25.0
24.0
HORIZONTAL PRESSURE
@ 160
8
0.06
0.00
SAMPLE HEIGHT - in.
psi 152
14
136
EXUDATION PRESSURE -
PSI
2.50
2.55 0
2.50
UNCORRECTED R-VALUE
115
2.
378
CORRECTED R-VALUE
3'2
6 1
8.7
3.2
6.1
8.7
R-VALUE AT 300 PSI EXUDATION PRESSURE = 6.4
100
f 1 i
' 1
....................... ......
.... .............
.............................................:.............
1
80
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B- 5
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B- 9
SUMMARY OF TEST RESULTS
Boring
No.
Depth
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%
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Restivity.
Oxidation -Reduction
ohm -cm
Potential (mV) Sulfide pH
10
0.5-4.5
24.7
1600
293 trace 7.7
13
0.5-4.5
30.9
1600
296 trace 7.8
B-11
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 stabiliz;,tion 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.
C-3
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), ASTM 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 ASTM 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