HomeMy WebLinkAboutFOSSIL CREEK OFFICE PARK WEST PUD PRELIMINARY - 52 91C - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTGEOTECHNICAL ENGINEERING REPORT
PROPOSED PAVEMENT
CAMERON PARK, SECOND FILING
SOUTH COLLEGE AVENUE
FORT COLLINS, COLORADO
PROJECT NO.20955212
JANUARY 11, 1996
Prepared for.
LAGUNITAS COMPANY
3307 SOUTH COLLEGE AVENUE, SUITE 200
FORT COLLINS, COLORADO 80525
ATTN: MR. JOHN PROUTY
Prepared by. ,
Terracon Consultants Western, Inc.
Empire Division
301 North Howes Street
Fort Collins, Colorado 80525
lfarracon
Geotechnical Engineering Exploration Terracon
Lagunitas Company
Project No. 20955212
Concrete should be deposited by truck mixers or agitators and placed a maximum of 90
minutes from the time the water is added to the mix. Other specifications outlined by the
Colorado Department of Transportation should be followed.
Longitudinal and transverse joints should be provided as needed in concrete pavements for
expansion/contraction and isolation. The location and extent of joints should be based upon
the final pavement geometry and should be placed (in feet) at roughly twice the slab
thickness (in inches) on center in either direction. Sawed joints should be cut within 24-
hours of concrete placement, and should be a minimum of 25% of slab thickness plus 1/4
inch. All joints should be sealed to prevent entry of foreign material and doweled where
Jnecessary for load transfer.
Future performance of pavements constructed on the clayey soils at this site will be
dependent upon several factors, including:
• maintaining stable moisture content of the subgrade soils and
providing for a planned program of preventative maintenance.
The performance of all pavements can be enhanced by minimizing excess moisture which
can reach the subgrade soils. The following recommendations should be considered at
minimum:
• Site grading at a minimum 2% grade away from the pavements;
-• Compaction of any utility trenches for landscaped areas to the same criteria as the
pavement subgrade;
• Sealing all landscaped areas in oradjacent to pavements to minimize or prevent
J— moisture migration to subgrade soils;
• Placing compacted backfill against the exterior side of curb and gutter; and,
• Placing curb, gutter and/or sidewalk directly on subgrade soils without the use of
base course materials.
JPreventative maintenance should be planned and provided for an on -going pavement
management program in order to enhance future pavement performance. Preventative
maintenance activities are intended to slow the rate of pavement deterioration and to
preserve the pavement investment. '
-j Preventative maintenance consists of both localized maintenance (e.g. crack sealing and
J patching) and global' maintenance (e.g. surface sealing). Preventative maintenance is
usually the first priority when implementing a planned pavement maintenance program and
provides the highest retum on investment for pavements.
7
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Geotechnical Engineering Exploration
Lagunitas Company
Project No. 20955212
Terracon
Recommended preventative maintenance policies for asphalt and jointed concrete
pavements, based upon type and severity of distress, are provided in Appendix D. Prior to
implementing any maintenance, additional engineering observation is recommended to
determine the type and extent of preventative maintenance.
Earthwork
Site Clearing and Subgrade Preparation:
1. Strip and remove existing vegetation, debris, and other. deleterious materials
from proposed pavement areas. All exposed surfaces should be free of
— mounds and depressions which could prevent uniform compaction.
2. If unexpected fills or underground facilities are encountered during site
clearing, such features should be removed and the excavation thoroughly
cleaned prior to backfill placement and/or construction. All excavations
j should be observed by the geotechnical engineer prior to backfill placement.
3. Stripped materials consisting of vegetation and organic materials should be
— wasted from the site or used to revegetate exposed slopes after completion of
grading operations. If it is necessary to dispose of organic materials on -site,
they should be placed in non-structural areas and in fill sections not
exceeding 5 feet in height.
4. Sloping areas steeper than 5:1 (horizontal:vertical) should be benched to
reduce the potential for slippage between existing slopes and fills. Benches
should be level and wide enough to accommodate compaction and earth
,— --- moving equipment.
5. The site should be initially graded to create a relatively level surface to receive
fill, and to provide for a relatively uniform thickness of fill beneath proposed
pavement.
J 6. All exposed areas which will receive fill and/or pavement, once properly
cleared, should be scarified to a minimum depth of S inches, conditioned to
7 near optimum moisture content, and compacted. .
_ 7. On -site soils in proposed pavement areas may pump or become unstable or
unworkable at high water contents. Workability may be improved by
scarifying and drying. Overexcavation of wet zones and replacement with
i
8
Geotechnical Engineering Exploration
Lagunitas Company
Project No. 20955212
Terracon
granular materials may be necessary. Lightweight excavation equipment may
be required to reduce subgrade pumping.
Use of lime, fly ash, kiln dust, cement or geotextiles could also be considered
as a stabilization technique. Laboratory evaluation is recommended to
determine the effect of chemical stabilization on subgrade soils prior to
construction.
Proof -rolling of the subgrade may be required to determine stability prior to
paving.
• Fill Materials:
1. Clean on -site soils or approved imported materials may be used as fill
material for general site grading and pavement areas.
2. Frozen soils should not be used as fill or backfill.
3. Imported soils (if required) should conform to the following or be approved by
the Project Geotechnical Engineer:
Percent finer by weight
Gradation (ASTM C136)
100
3"............................................................................................... 70-100
No. 4 Sieve................................................................................... 50-80
No. 200 Sieve.......................................................................... 50 (max)
LiquidLimit................................................................... 35 (max)
• Plasticity Index............................................................. 15 (max)
4. Aggregate base should conform to Colorado Department of Transportation
Class 5 or 6 specifications..
R
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Geotechnical Engineering Exploration
J Lagunitas Company
Project No. 20955212
Placement and Compaction:
Terracon
1. Place and compact fill in horizontal lifts, using equipment and procedures that
will produce recommended moisture contents and densities throughout the
lift.
2. No fill should be placed over frozen ground.
3. Materials should be compacted to the following:
Minimum Percent
Material
(ASTM D698)
Subgrade soils beneath paved areas.......................................................95
On -site soils or approved imported fill:
Beneathpavements........................................................................95
Utilities............................................................................................95
Aggregate base (beneath pavement).............................................95
Miscellaneous backfill.....................................................................90
4. If a well defined maximum density curve cannot be generated by impact
compaction in the laboratory for any fill type, engineered fill should be
compacted to a minimum of 80 percent relative density as determined by
ASTM D4253 D4254.
5. Granular soils should be compacted within a moisture content range of 3
percent below to 3 ,percent above optimum unless modified by the project
geotechnical engineer.
6. Clay soils placed beneath pavement should be compacted within a moisture
content range of 2 percent below to 2 percent above optimum.
Compliance
Performance of pavement elements supported on compacted fills or prepared
subgrade depend upon compliance with "Earthwork" recommendations. To assess
10
Geotechnical Engineering Exploration
Lagunitas Company
Project No. 20955212
Terracon
compliance, observation and testing should be performed under the direction of the
geotechnical engineer.
Excavation and Trench Construction
Excavations into the on -site soils will encounter a variety of conditions. Excavations
into the clays and bedrock can be expected to stand on relatively steep temporary
slopes during construction. However, caving soils may also be encountered. The
individual contractor(s) should be made responsible for designing and constructing
stable, temporary excavations as required to maintain stability of both the excavation
sides and bottom. All excavations should be sloped or shored in the interest of
safety following local and federal regulations, including current OSHA excavation and
trench safety standards.
Drainage
Surface Drainage:
Positive drainage should be provided during construction and maintained throughout
the life of the proposed construction. Infiltration of water into utility excavations must
be prevented during construction. Surface features which could retain water in areas
adjacent to pavements should be sealed or eliminated.
Additional Design and Construction Considerations
Underground Utility Systems
- All piping should be adequately bedded for proper load. distribution. It is suggested
that clean, graded gravel compacted to 75 percent of Relative Density ASTM D4253
be used as bedding. Utility trenches should be excavated on safe and stable slopes
in accordance with OSHA regulations as discussed above. Backfill should consist of
the on -site soils or existing bedrock. If bedrock is used, all. plus 6-inch material
should be removed from it prior to its use. The pipe backfill should be compacted to
a minimum of 95 percent of Standard Proctor Density ASTM D698.
i
GENERAL COMMENTS
It is recommended that the Geotechnical Engineer be retained to provide a general review of
final design plans and specifications in order to confirm that grading and pavement
recommendations have been interpreted and implemented. In the event that any changes
Geotechnical Engineering Exploration Terracon
Lagunitas Company
Project No. 20955212
of the proposed project are planned, the conclusions and recommendations contained in this
report should be reviewed and the report modified or supplemented as necessary.
The Geotechnical Engineer should also be retained to provide services during grading and
construction phases of the work. Construction testing, including. field and laboratory
evaluation of fill, backfill and pavement materials should be performed to determine whether
applicable project requirements have been met. It would be logical for Terracon Consultants
Western, Inc. to provide these additional services for continuing from design through
construction and to determine the consistency of field conditions with those data used in our
analyses.
The analyses and recommendations in this report are based in part upon data obtained from
the field exploration. The nature and extent of variations beyond the location of test borings
may not become evident until construction. If variations then appear evident, it may be
necessary to re-evaluate the recommendations of this report.
Our professional services were performed using that degree of care and skill ordinarily
exercised, under similar circumstances, by reputable geotechnical engineers practicing in
this or similar localities. No warranty, express or implied, is made. We prepared the report
as an aid in design of the proposed project. This report is not a bidding document. Any
contractor reviewing this report must draw his own conclusions regarding site conditions and
specific construction techniques to be used on this project.
This report is for the exclusive purpose of providing geotechnical engineering and/or testing
information and recommendations. The scope of services for this project does not include,
either specifically or by implication, any environmental assessment of the site or
identification of contaminated or hazardous materials or conditions. If the owner is
concerned about the potential for such contamination, other studies should be undertaken.
12
FIGURE 1: _ SITE PLAN,
ALVORADA DRIVE & CAMERON DRIVE
TORT COLLINS, COL_ORADO
TCW INC. PROJECT No. 20955212
N
SCALE 1" = 200'
Irerracon
CONSULTANTS WESTERN, INC.
EMPIRE DIVISION
4
LOG OF BORING No. 1
Page 1 of 1
CLIENT
ARCHITECT / ENGINEER
John Prouty
SITE Cameron Park
PROJECT
Fort Collinsp Colorado
Proposed Pavement
SAMPLES
TESTS
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CLAYEY S ND
Buff/tan, moist, medium dense
5
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SS
12"
12
10
4
SS
12"
11
7.0
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
1 erracon
BORING STARTED 1-4-96
WL
g None W.D.=
None A.B.
BORING COMPLETED 1-4-96
WI.
RIG CME-55
rOREMAN DML
WI,
Water checked 8 days A.B.
APPROVED NRS
JOB # 20955212
I
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LOG OF BORING No. 2
Page 1 of 1
CLIENT
ARCHITECT /ENGINEER
John Prouty
SITE Cameron Park
PROJECT
Fort Collins Colorado
Proposed Pavement
SAMPLES
TESTS
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Rust/tan, moist, hard
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Rust/tan, moist, very hard
.4
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6"
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7.5
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
� lerracon
BORING STARTED 1-4-96
µ'L
g None W.D.
IT None A.B.
BORING COMPLETED 1-4-96
wil
RIG CME-55
rOREMAN DML
N I-
Water checked 8 days A.B.
APPROVED Ngs
JOB a 20955212
LOG OF BORING No. 3 - Page 1 of 1
CLIENT
John Prouty
ARCHITECT / ENGINEER
SITE Cameron Park
Fort Collins Colorado
PROJECT
Proposed Pavement
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50/.3
12
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
Irerrc eon
BORING STARTED 1-4-96
Q None W.D.
None A.B.
ING COMPLETED 96
LWI,
RIG CME-55
FOREMAN DML
APPROVED NRS
JOB N 20955212
Water checked 8 da S A.B.
t,
Irerracon
CONSULTANTS WESTERN, INC.
EMPIRE DIVISION
January 16, 1996
P.O. Box 503 • 301 N. Howes
Fort Collins, Colorado 80522
(970)484-0359 Fax (970) 484-0454
Larry G. O'Dell, P.E.
Lagunitas Company
Nell R. Sherrod, C.P.G.
3307 South College Avenue, Suite 200
Fort Collins, Colorado 80525
• Attn: Mr. John Prouty
J Re: Geotechnical Engineering Report - Proposed Pavement
Cameron Park, Second Filing, South College Avenue
Fort Collins, Colorado
Project No. 20955212
i Terracon Consultants Western, Inc., Empire Division has completed a geotechnical
J engineering exploration for the proposed project to be located at South College Avenue and
Cameron Drive in south Fort Collins, Colorado.
The results of our engineering study, including the boring location diagram, laboratory test
results, test boring records, and the geotechnical recommendations needed to aid in the
design and construction of pavement and other earth connected phases of this project are
attached. Further details are provided in this report.
-' We appreciate the opportunity to be of service to you on this phase of your project. If you
_ have any questions concerning this report, or if we may be of further service to you, please
do not hesitate to contact us.
Sincerely,
! TERRACON CONSULTANTS WESTERN, INC.
J Empire Division
J - Prepared -by: - - ,sop0"t�B0trRE,,,,'//
••••• � Reviewed by:
SC
0 Jam,
�_.., /fin � C���i ��`•;
Isa R. Schoenfeld, P.E. =y 23702 �; Iliam J. Attwooll, P.E.
Geotechnical Engineer 0.6: ;mac sistant Office Manager
• w
Copies to: Addressee (1)
Stewart & Associates - Dick Rutherford (2)
J
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Offices of The Terracon Companies, Inc. Geotechnical, Environmental and Materials Engineers
Arizona ■ Arkansas ■ Colorado ■ Idaho ■ Illinois ■ Iowa ■ Kansas ■ Minnesota
-� Missouri ■ Montana ■ Nebraska ■ Nevada ■ Oklahoma ■ Texas ■ Utah ■ Wyoming
QUALITY ENGINEERING SINCE 1965
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RESISTANCE R-VALUE ' & EXPANSION
PRESSURE OF COMPACTED SOIL
ASTM-D 2844
CLIENT: LAGUNITAS COMPANY
PROJECT: JOB No. 20955212
LOCATION OF SAMPLE: COMPOSITE SAMPLE BORING 2 0 0.5' - 4'
SAMPLE DATA
TEST SPECIMEN :
1
. 2
3
COMPACTION PRESSURE
- PSI
60
100
200
DENSITY - PCF
111.2
116.4
120.6
MOISTURE - %
17.4
15.9.
14.5
EXPANSION PRESSURE -
PSI
0
0
.15
HORIZONTAL PRESSURE
Q 160 PSI
147
139
119
SAMPLE HEIGHT - IN.
2.54
2.52
2.55
EXUDATION PRESSURE -
PSI
173
239
323
UNCORRECTED R-VALUE
5.0
8.5
19.7
CORRECTED R-VALUE
5.0
8.5
20.3
R-VALUE AT 300 PSI EXUDATION PRESSURE = 17.0
100
80
60
40
20
0
100 200 300 400 500 600. 700 800
EXUDATION PRESSURE PSI
I rerrac
CONSULTANTS WESTERN, INC.
EMPIRE DIVISION
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DRILLING AND EXPLORATION
DRILLING & SAMPLING SYMBOLS:
SS : Split Spoon - 1%" I.D., 2" O.D., unless otherwise noted
PS : Piston Sample
ST : Thin -Walled Tube - 2" O.D., unless otherwise noted
WS : Wash Sample
R : Ring Barrel Sampler - 2.42" I.D., 3" O.D. unless otherwise noted.
PA : Power Auger
FT : Fish Tail Bit
HA : Hand Auger
RB : Rock Bit
DB : Diamond Bit
BS : Bulk Sample
AS : Auger Sample
PM : Pressure Meter
HS : Hollow Stem Auger
DC : Dutch Cone
WB :'Wash Bore
Penetration Test: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except where noted.
WATER LEVEL MEASUREMENT SYMBOLS:
WL Water Level WS :While Sampling
WCI : Wet Cave in WD :While Drilling
DCI : Dry Cave in BCR : Before Casing Removal
AB : After Boring ACR : After Casting Removal
Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the
indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater
levels is not possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION
Soil Classification is based on the Unified Soil Classification
system and the ASTM Designations D-2487 and D-2488.
Coarse Grained Soils have more than 50% of their dry
weight retained on a #200 sieve; they are described as:
boulders, cobbles, gravel or sand. Fine Grained Soils have
less than 50% of their dry weight retained on a #200 sieve;
they are described as: clays, if they are plastic, and silts if
they are slightly plastic or non -plastic. Major constituents
may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain
size. In addition to gradation, coarse grained soils are
defined on the basis of their relative in -place density and
fine grained soils on the basis of their consistency.
Example: Lean clay with sand, trace gravel, stiff (CL); silty
sand, trace gravel, medium dense (SM).
__CONSISTENCY OF FINE-GRAINED SOILS
Unconfined Compressive
Strength, Qu, psf Consistency
<
500
Very Soft
500 -
1,000
Soft
1,001 -
2,000
Medium
2,001 -
4,000
Stiff
4,001 -
8,000
Very Stiff
8,001 - 16,000
Very Hard
RELATIVE DENSITY OF COARSE -GRAINED SOILS:
N-Blows/ft
Relative Density
0-3
Very Loose
4-9
Loose
10-29
Medium Dense
30-49
Dense
50-80
Very Dense
80 +
Extremely Dense
PHYSICAL PROPERTIES OF BEDROCK
DEGREE OF WEATHERING:
Slight
Slight decomposition of parent material on
joints. May be color change.
Moderate
Some decomposition and color change
throughout.
High
Rock highly decomposed, may be extremely
broken.
HARDNESS AND DEGREE OF CEMENTATION:
Limestone and Dolomite:
Hard
Difficult to scratch with knife.
Moderately
Can be scratched easily with knife,
Hard
Cannot be scratched with fingernail.
Soft
Can be scratched with fingernail.
Shale, Siltstone and Claystone:
Hard
Can be scratched easily with knife, cannot
be scratched with fingernail.
Moderately
Can be scratched with fingernail.
Hard
Soft
Can be easily dented but not molded with
fingers.
Sandstone and Cons lomerate:
Well
Capable of scratching a knife blade.
Cemented
Cemented .
Can.be scratched with knife.
Poorly Can be broken apart easily with fingers.
Cemented
lferracon
UNIFIED SOIL CLASSIFICATION SYSTEM
Soil Classification
Criteria for Assigning Group Symbols and Group Names Using Laboratory Testd'
Group Group Name'
Coarse -Grained
Gravels more than
Clean Gravels Less
Cu > 4 and 1 < Cc <3'
GW Well -graded ravel`
g g
Soils more than
50% of coarse
than 5% finest
50% retained on
fraction retained on
No. 200 sieve
No. 4 sieve
Cu < 4 and/or 1 > Cc > 30
GP Poorly graded gravel`
Gravels with Fines c
more than 12% fines
Fines classify as ML or MH
GM Silty gravel,G,H
Sands 50% or more
of coarse fraction
passes No. 4 sieve
Fine -Grained Soils Silts and Clays
50% or more Liquid limit less
passes the than 50
No. 200 sieve
Silts and Clays
Liquid limit 50
or more
Highly organic soils Prim
ABased on the material passing the 3-in.
175-mm) sieve
'if field sample contained cobbles or
boulders, or both, add "with cobbles or
boulders, or both" to group name.
cGravels with 5 to 12% fines require dual
symbols:
GW-GM well -graded gravel with silt
GW-GC well -graded gravel with clay
GP -GM poorly graded gravel with silt
GP -GC poorly graded gravel with clay
"Sands with 5 to 12% fines require dual
symbols:
SW-SM well -graded sand with silt
SW -SC well -graded sand with clay
SP-SM poorly graded sand with silt
SP-SC poorly graded sand with clay
ou
Fines classify as CL or CH
GC
Clayey gravel'-'-"
Clean Sands Less
Cu > 6 and 1 < Cc < 3°
SW
Well -graded sand'
than 5% fine SE
Cu < 6 and/or 1 > Cc > 3E
SP
Poorly graded sand'.
Sands with Fines
Fines classify as ML or MH
SM
Silty sand',"-'
more than 12% fines°
Fines Classify as CL or CH
Sc
Clayey sand0H1
inorganic
PI > 7 and plots on or above "A line'
CL
Lean clay"•`•"'
PI < 4 or plots below "A" line'
ML
SiltK,L•"
organic
Liquid limit -oven dried
Organic clay rLM,N
< 0.75
OL
Liquid limit - not dried
Organic silt`•L.".o
inorganic
PI plots on or above "A" line
CH
Fat clayK,L M
PI lots below "A" line
MH
Elastic Silta•L•M
organic
Liquid limit -oven dried
Organic clay"•L".P
�< 0.75
OH
Liquid limit - not dried
Organic silt"•L•M•0
r organic matter. dark in color, and organic odor
PT
Peat
aCu`Dao/Dzo CC a (DX 1)
D!o x Dao
'if soil contains > 15% sand, add "with
sand" to group name.
'if fines classify as CL-ML, use dual symbol
GC -GM, or SC-SM.
"If fines are organic, add "with organic fines"
to group name.
'If soil contains > 15% gravel, add "with
gravel" to group name.
'If Atterberg limits plot in shaded area, soil is
a CL-ML, silty clay.
"If soil contains 15 to 29% plus No. 200, add
.With sand" or "with gravel", whichever is
predominant.
'if soil contains > 30% plus No. 200
predominantly sand, add "sandy" to group
name.
"If soil contains > 30% plus No. 200,
predominantly gravel, add "gravelly" to group
name.
"PI > 4 and plots on or above "A" line.
°PI < 4 or plots below "A" line.
PPI plots on or above "A" line.
°PI plots below "A" line.
for elonllleallon of fin.-groln.d Sall.
and Iin.-yrclnod Iracllon of enoroo-
p,nlnod .ei"
Eauc+ian of 'A - iine
I Oxx
P
Eaucli"n of U.iine
Ve1tic.1 of LL0.9 (LL 1e Pl)
G
Off'
ZI
MH oR
OH
L OR OL
0
o +o +a zo w ao w ac ro so . 90 boo Ic
LIQUID LIMIT (LL)
lferracon
ROCK CLASSIFICATION
(Based on ASTM C-294)
Sedimentary Rocks
Sedimentary rocks are. stratified materials laid down by water or wind. The sediments may be
composed of particles of pre-existing rocks derived by mechanical weathering, evaporation or by
chemical or organic origin. The sediments are usually indurated by cementation or compaction.
Chert
Very fine-grained siliceous rock composed of micro -crystalline or crypto-
crystalline quartz, chalcedony or opal. Chert is various colored, porous to
dense, hard and has a conchoidal to splintery fracture.
Claystone
Fine-grained rock composed of or derived by erosion of silts and clays or any
rock containing clay. Soft massive; gray, black, brown, reddish or green and
may contain carbonate minerals.
Conglomerate
Rock consisting of a considerable amount of rounded gravel, sand and cobbles
with or without interstitial or cementing material. The cementing or interstitial
material may be quartz, opal, calcite, dolomite,' clay, iron oxides or other
materials.
Dolomite
A fine-grained carbonate rock consisting of the mineral dolomite [CaMg
(CO3)2l. May contain noncarbonate impurities such as quartz, chert, clay
minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid
(HCQ.
A fine-grained carbonate rock consisting of the mineral calcite (CaCO3). May
Limestone
contain noncarbonate impurities such as quartz, chert, clay minerals, organic
matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL).
Sandstone
Rock consisting of particles of sand with or without interstitial and cementing
interstitial material may be quartz, opal, calcite,
materials. The cementing or
dolomite, clay, iron oxides or other material.
Shale
Fine-grained rock composed of, or derived by erosion of silts and clays or any
black,
rock containing clay. Shale is hard, platy, or fissile may be gray,
carbonate minerals (calcareous shale).
reddish or green and may contain some
Siltstone
Fine grained rock composed of, or derived by erosion of silts or rock
of silt sized particles (0.0625
containing silt. Siltstones consist predominantly
to 0.002 mm in diameter) and are intermediate rocks between claystones and
sandstones, may be gray, black, brown, reddish or green and may contain
carbonate minerals.
lrerracon
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LABORATORY TESTS
SIGNIFICANCE AND PURPOSE
TEST
SIGNIFICANCE
PURPOSE
California
Used to evaluate the potential strength of subgrade soil,
Pavement
Bearing
subbase, and base course material, including recycled
Thickness
Ratio
materials for use in road and airfield pavements.
Design
Used to develop an estimate of both the rate and amount of
Foundation .
Consolidation
both differential and total settlement of a structure.
Design
Used to determine the consolidated drained shear strength of
Bearing Capacity,
Direct
soil or rock.
Foundation Design &
Shear
Slope Stability
Dry
Used to determine the in -place density of natural, inorganic,
Index Property
Density
fine-grained soils.
Soil Behavior
Used to measure the expansive potential of fine-grained soil
Foundation & Slab
Expansion
and to provide a basis for swell potential classification.
Design
Used for the quantitative determination of the distribution of
Soil
Gradation
particle sizes in soil.
Classification
Liquid &
Used as an integral part of engineering classification systems
Plastic Limit,
to characterize the fine-grained fraction of soils, and to
Soil
Plasticity
specify the fine-grained fraction of construction materials.
Classification
Index
Used to determine the capacity of soil or rock to conduct a
Groundwater
Permeability
liquid or as.
Flow Analysis
Used to determine the degree of acidity or alkalinity of a soil.
Corrosion
p H
Potential
Used to indicate the relative ability of a soil medium to carry
Corrosion
Resistivity
electrical currents.
Potential
Used to evaluate the potential strength of subgrade soil,
Pavement
R-Value
subbase, and base course material, including recycled
Thickness
materials for use in road and airfield pavements.
Design
Soluble
Used to determine the quantitative amount of soluble
Corrosion
Sulphate
sulfates within a soil mass.
Potential
To obtain the approximate compressive strength of soils that
Bearing Capacity
Unconfined
possess sufficient cohesion to permit testing in the
Analysis
Compression
unconfined state.
for
Foundations
Water
Used to determine the quantitative amount of water in a soil
Index Property
Content
mass.
Soil Behavior
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REPORT TERMINOLOGY
(Based on ASTM D653)
Allowable Soil
The recommended maximum contact stress developed at the interface of the
Bearing Capacity
foundation element and the supporting material.
Alluvium
Soil, the constituents of which have been transported in suspension by flowing
water and subsequently deposited by sedimentation.
Aggregate Base
A layer of specified material placed on a subgrade or subbase usually beneath
Course
slabs or pavements.
Backfill
A specified material placed and compacted in a confined area.
Bedrock
A natural aggregate of mineral grains connected by strong and permanent
cohesive forces. Usually requires drilling, wedging, blasting or other methods of
extraordinary force for excavation.
Bench
A horizontal surface in a sloped deposit.
Caisson (Drilled pier
A concrete foundation element cast in a circular excavation which may have an
or Shaft)
enlarged base. Sometimes referred to as a cast -in -place pier or drilled shaft.
Coefficient of
A constant proportionality factor relating normal stress and the corresponding
Friction
shear stress at which sliding starts between the two surfaces.
Colluvium
Soil, the constituents of which have been deposited chiefly by gravity such as
at the foot of a slope or cliff.
Compaction
The densification of a soil by means of mechanical manipulation.
Concrete Slab -on-
A concrete surface layer cast directly upon a base, subbase or subgrade, and
Grade
typically used as a floor system.
Differential
Unequal settlement or heave between, or within foundation elements of a
Movement
structure.
Earth Pressure
The pressure or force exerted by soil on any boundary such as a foundation
wall.
ESAL
Equivalent Single Axle Load, a criteria used to convert traffic to a uniform
standard, 0 8,000 pound axle loads).
Engineered Fill
Specified material placed and compacted to specified density and/or moisture
conditions under observations of a representative of a geotechnical engineer.
Equivalent Fluid
A hypothetical fluid having a unit weight such that it will produce a pressure
against a lateral support presumed to be equivalent to that produced by the
actual soil. This simplified approach is valid only when deformation conditions
are such that the pressure increases linearly with depth and the wall friction is
neglected.
Existing Fill (or
Materials deposited through the action of man prior to exploration of the site.
man-made fill)
Existing Grade
The ground surface at the time of field exploration.
lferracon
REPORT TERMINOLOGY
(Based on ASTM D653)
Expansive Potential
The potential of a soil to expand (increase in volume) due to absorption of
moisture.
Finished Grade
The final grade created as a part of the project.
Footing
A portion of the foundation of a structure that transmits loads directly to the
soil.
Foundation
The lower part of a structure that transmits the loads to the soil or bedrock.
Frost Depth
The depth of which the ground becomes frozen during the winter season.
Grade Beam
A foundation element or wall, typically constructed of reinforced concrete,
used to span between other foundation elements such as drilled piers.
Groundwater
Subsurface water found in the zone of saturation of soils, or within fractures
in bedrock.
Heave
Upward movement.
Lithologic
The characteristics which describe the composition and texture of soil and
rock by observation.
Native Grade
The naturally occuring ground surface.
Native Soil
Naturally occurring on -site soil, sometimes referred to as natural soil.
Optimum Moisture
The water content at which a soil can be compacted to a maximum dry unit
Content
weight by a given compactive effort.
Perched Water
Groundwater, usually of limited area maintained above a normal water
elevation by the presence of an intervening relatively impervious continuing
stratum.
Scarify
To mechanically loosen soil or break down existing soil structure.
Settlement
Downward movement.
Skin Friction (Side
The frictional resistance developed between soil and an element of structure
Shear)
such as a drilled pier or shaft.
Soil (earth)
Sediments or other unconsolidated accumulations of solid particles produced
by the physical and chemical disintegration of rocks, and which may or may
not contain organic matter.
Strain
The change in length per unit of length in: a given direction.
Stress
The force per unit area acting within a soil mass.
Strip
To remove from present location.
Subbase
A layer of specified material in a pavement system between the subgrade and
base course.
Subgrade
The soil prepared and compacted to support a structure, slab or pavement
system.
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Distress
Type
Alligator
Cracking
Bleeding
J
J Block
Cracking
1 Bumps &
-� Sags
Corrugation
Depression
'4
J Edge
Cracking
Joint
j] Reflection
Lane/Shoulder
Drop -Off
Longitudinal &
Transverse
Cracking
TABLE D1
RECOMMENDED
PREVENTATIVE MAINTENANCE POLICY
FOR ASPHALT CONCRETE PAVEMENTS
Distress
Recommended
Distress
Distress
Severity
Maintenance
Type
Severity
Patching &
Low
Low
None
Medium.
Full -Depth
utility Cut
Medium
Asphalt Concrete
Patching
High
Patch
High
Low
None
Low
Medium
Surface Sanding
Polished
MediumAggregate
High
Shallow AC Patch
High
Low
None
Low
Medium
Clean &
Potholes
Medium
Seal
High
All Cracks
High
Low
None
Low
Medium
Shallow AC Patch
Railroad
Crossing
Medium
High
Full -Depth Patch
High
Low
None
Low
Medium
Full -Depth
Rutting
Medium
Asphalt Concrete
High
Patch
High
Low
None
Low
Medium
Shallow AC Patch
Shoving
Medium
High
Full -Depth Patch
High
Low
None
Low
Medium
Seal Cracks
Slippage
MediumCracking
High
Full -Depth Patch
High
Low
Clean &
Low
Seal
Medium
All Cracks
Swell
Medium
High
Shallow AC Patch
High
Low
None
Low
Weathering
Medium
Medium
Regrade
& Ravelling
Shoulder
High
High
Low
None
Medium
Clean &
Recommended
Maintenance
None
Full -Depth
Asphalt Concrete
Patch
None
Fog Seal
Shallow AC Patch
Full -Depth
Asphalt Concrete
Patch
No Policy
for
This Project
None
Shallow AC Patch
Full -Depth Patch
None
Mill &
Shallow AC
Patch
None
Shallow
Asphalt Concrete
Patch
None
Shallow AC Patch
Full -Depth Patch
Fog
Seal
Seal
High All Cracks lrerracon
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TABLE D2
RECOMMENDED PREVENTATIVE MAINTENANCE POLICY
FOR JOINTED CONCRETE PAVEMENTS,
Distress
Type
Distress
Severity
Recommended
Maintenance
Distress
Type
Distress
Severity
Recommended
Maintenance
Blow-up
Low
None
Polished
Aggregate
No
Severity
Levels Defined
Groove Surface
or
Overlay
Medium
Full -Depth
Concrete Patch/
Slab Replacement
High
Low
Seal Cracks
No
Corner
Break
Po outs
p
Severity
Levels
Defined
None
Medium
Full -Depth
Concrete Patch
High
Divided
Slab
Low
Seal Cracks
Pumping
No
Severity
Levels
Defined
Underseal,
Seal cracks/joints
Restore
Load Transfer
Medium
Slab
Replacement
High
Low
None
Low
Seal Cracks
Medium
Full -Depth Patch
Medium
Full -Depth
Concrete
Durability
Cracking
Punchout
High
Slab Replacement
High
Patch
Low
None
Low
No
Medium
Grind
Medium
Faulting
Railroad
Crossing
Policy
for this
Project
High
High
Low
None
Scaling
Low
None
Medium
Reseal
Joints
Medium
Slab Replacement,
Full -depth Patch,
or Overlay
Joint
Seal
Map Cracking
Crazing
High
High
Lane/Shoulder
Drop-off
-
Low
Regrade and
Fill Shoulders
to Match
Lane Height
Shrinkage
Cracks
No
Severity
Levels
Defined
None
Medium
High
Linear Cracking
Low
Clean &
Low
None
Medium
Partial -Depth
Concrete Patch
Longitudinal,
Transverse and
Diagonal
Cracks
Seal all Cracks
Spalling
(Comer)
Medium
High
Full -Depth Patch
High
9
Low
None
Low
None
Medium
Seal Cracks or
Medium
Partial -Depth Patch
Large Patching
and
Spelling
(Joint)
High
Utility Cuts
Replace Patch
High
Reconstruct Joint
Low
None
Medium
Replace
Small
Patching
Patch
High
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Terracon
TABLE OF CONTENTS
Page No.
Letterof Transmittal.............................................................................................................ii
INTRODUCTION.................................................................................................................1
PROPOSEDCONSTRUCTION..........................................................................................1
SITEEXPLORATION............................................................:.............................................1
oField
Exploration......................................................................................................2
LaboratoryTesting.......................................................:...........................................
2
-
SITE CONDITIONS...........................................................................................:......:.........3
SUBSURFACECONDITIONS ................................................ :...........................................
3
Soil and Bedrock Conditions...................................................................................
3 l
J
Field and Laboratory Test Results...........................................................................
4
GroundwaterConditions..........................................................................................
4
-
J
CONCLUSIONS AND RECOMMENDATIONS....................................................................4
Pavement Design and Construction........................................................................
4
-
Earthwork.................:........................................... :.. ................................................
8
Site Clearing and Subgrade Preparation: ...................................................
8
Placement and Compaction: ........................................................................
10
-
Compliance..................................................................................................10
Excavation and Trench Construction...........................................................11
-
Drainage..................................................................................:...............................11
11
SurfaceDrainage: ........................................................................................
Additional Design and Construction Considerations................................................11
-
Underground Utility Systems....:...................................................................11
e
GENERALCOMMENTS.......................................................... :..........................................
11
APPENDIX A
m
Site Plan and Boring Location Diagram
-
Logs of Borings
APPENDIX B
-
Laboratory Test Results
APPENDIX C
-
General Notes
1
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{ GEOTECHNICAL ENGINEERING REPORT
J
PROPOSED PAVEMENT
CAMERON PARK, SECOND FILING
J SOUTH COLLEGE AVENUE
FORT COLLINS, COLORADO .
Project No. 20955212
January 16, 1996
INTRODUCTION
This report contains the results of our geotechnical engineering exploration for the proposed
paved streets to extend west and south from existing Cameron Drive. in south Fort Collins,
Colorado. The site is located in the Southeast 1/4 of Section 2, Township 6 North, Range 69
West of the 6th Principal Meridian.
The purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
• subsurface soil and bedrock conditions
groundwater conditions
• pavement design and construction
The conclusions and recommendations contained in this report are based upon the results
of field and laboratory testing, engineering analyses, our experience with similar soil
j conditions and structures and our understanding of the proposed project.
J
PROPOSED CONSTRUCTION
The existing Cameron Drive will be extended westward approximately 400 feet and then
northward approximately 150 feet. In addition, Alvorada Drive will extend southward
j approximately 300 feet from the new section of Cameron Drive.
I
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SITE EXPLORATION
The scope of the services performed for this project included site reconnaissance by an
engineering geologist, a subsurface exploration program, laboratory testing and engineering
j analysis.
1
Geotechnical Engineering Exploration
Lagunitas Company
Project No. 20955212 .
Field Exploration
Terracon
A total of three test borings were drilled on January 4, 1996 to depths of 7 feet at the
locations shown on the Site Plan, Figure 1. The borings were advanced with a truck -
mounted drilling rig, utilizing 4-inch diameter solid stem augers.
The borings were located in the field by pacing from property lines and the west edge of the
existing Cameron Drive. The accuracy of boring locations should only be assumed to the
level implied by the method used.
Continuous lithologic logs of each boring were recorded by the engineering geologist during.
the drilling operations. At selected intervals, samples of the subsurface materials were taken
by driving a split -spoon sampler. Representative bulk samples of subsurface materials were
obtained from two borings.
Penetration resistance measurements were obtained by driving the split -spoon into the
subsurface materials with a 140-pound hammer falling 30 inches. The penetration
resistance value is a useful index to the consistency, relative density or hardness of the
materials encountered.
The test borings were checked for groundwater at the time of the site exploration and 8 days
after drilling.
Laboratory Testing
All samples retrieved during the field exploration were returned to the laboratory for
observation by the project geotechnical engineer, and were classified in accordance with the
Unified Soil Classification System described in Appendix C. Samples of bedrock were
classified in accordance with the general notes for Bedrock Classification. At that time, the
field descriptions were confirmed or modified as necessaryand an applicable laboratory
testing program was formulated to determine engineering properties of the subsurface
materials. Boring logs were prepared and are presented in Appendix A.
Selected soil and bedrock samples were tested for the following engineering properties:
Water content % Fines
• Liquid Limit R-Value
• Plasticity Limits
Geotechnical Engineering Exploration Terracon
Lagunitas Company
Project No. 20955212
The significance and purpose of each laboratory test is described in Appendix C. Laboratory
test results are presented on the boring logs and in Appendix B, and were used for the
geotechnical engineering analyses, and the development of pavement and earthwork
recommendations. All laboratory tests were performed in general accordance with the
applicable ASTM, local or other accepted standards.
SITE CONDITIONS
The site is a field occupied by several ponds connected by a small stream. The property is
vegetated with grasses, trees and some localized cattails. The site generally slopes to the
east, although the ground surface is relatively uneven. The stream drainage is to the
southeast. The property is bordered to the north by Mills Brothers Landscaping, to the south
by a fence and open space, to the east by the first filing of Cameron Park and to the west by
the Colorado and Southern Railroad tracks.
SUBSURFACE CONDITIONS
J Soil and Bedrock Conditions
The following describes the characteristics of the primary strata in order of increasing
depths:
J Topsoil: A &rfoot layer of topsoil was encountered at the surface of Borings 1 and 2.
The topsoil has been penetrated by root growth and organic matter.
• Fill: A 2-foot layer of fill was encountered at the surface of Boring 3... The fill consists
of sandy lean clay. It is not known whether the fill has been uniformly or properly
., compacted.
JClayey Sand: The sand stratum was encountered below the topsoil and fill layer and
i extends to the underlying bedrock stratum or to the depth explored. The sand is
moist and contains substantial quantities of clay.
i Sandstone Bedrock: The bedrock stratum was encountered in Borings 2 and 3 at
depths of 5 and 31,t feet, respectively. The upper one foot of bedrock is weathered.
The sandstone is moist in its in situ condition.
3
a
Geotechnical Engineering Exploration
Lagunitas Company
Project No. 20955212
Field and Laboratory Test Results
Terracon
Field test results indicate the sand is medium dense in relative density. The weathered
bedrock is hard and the underlying bedrock is very hard.
Groundwater Conditions
Groundwater was not observed in any test boring at the time of the field exploration nor
when checked 8 days after drilling. These observations represent only current groundwater
conditions, and may not be indicative of other times, or at.other locations. Groundwater
Jlevels can be expected to fluctuate with varying seasonal and weather conditions.
Zones of perched and/or trapped groundwater may also occur at times in the subsurface
soils overlying bedrock, on top of the bedrock surface or within permeable fractures in the
bedrock materials. The location and amount of perched water is dependent upon several
II factors, including hydrologic conditions, type of site development, irrigation demands on or
_i adjacent to the site, fluctuations in water features, and seasonal and weather conditions.
CONCLUSIONS AND RECOMMENDATIONS
J Pavement Design and Construction
Design of pavements for the project have been based on the procedures outlined in the
1986 Guideline for Design of Pavement Structures by the American Association of State
JHighway and Transportation Officials (AASHTO).
Traffic criteria provided for pavement thickness designs include equivalent 18-kip single axle
{ loads (ESAL's) of 35 and 20 for Cameron Drive and Alvorada: Drive, respectively
J
Based upon AASHTO criteria, Colorado is located within Climatic Region VI of the United
JStates. This region is characterized as being dry, with hard ground freeze and spring thaw.
The spring thaw condition typically results in saturated or near -saturated subgrade soil
•- moisture conditions. The AASHTO criteria suggests that these moisture conditions are
prevalent for approximately 12-1/2% of the annual moisture variation cycle.
Local drainage characteristics of proposed pavement areas are considered to be good.
These characteristics, coupled with the approximate duration of saturated subgrade
conditions, results in a design drainage coefficient of 1.0 when applying the AASHTO criteria
for design.
A7
2
Geotechnical Engineering Exploration Terracon
Lagunitas Company
Project No. 20955212
For flexible pavement design, a terminal serviceability index of 2.0 was utilized along with
an inherent reliability of 70% and a design life of 20 years. Using a design R-value of 17,
appropriate ESAUday, environmental criteria and other factors, the structural numbers (SN)
of the pavement sections were determined on the basis of the 1986 AASHTO design
equation.
In addition to the flexible pavement design analysis, a rigid pavement design analysis was
completed, based upon AASHTO design procedures. Rigid pavement design is based on
an evaluation of the Modulus of Subgrade Reaction of the soils (K-value), the Modulus of
Rupture of the concrete, and other factors previously outlined. The design K-value of 110
Jfor the subgrade soil was determined by correlation to the laboratory tests results. A
modulus of rupture of 650 psi (working stress 488 psi) was used for pavement concrete.
The rigid pavement thicknesses for each traffic category were determined on the basis of
the AASHTO design equation.
Recommended alternatives for flexible and rigid pavements, summarized for each traffic
area, are as follows:
Recornmendetl Pave
ixd
Potourse
Bituminous
Cement
A
3
8C
E7A[vorada
-6-6
A
3
B
2
1
3-1/2
5-1/2
C
6
6
Each alternative should be investigated with respect to current material availability and
economic conditions.
Aggregate base course (if used on the site) should consist of a blend of sand and gravel
which meets strict specifications for quality and gradation. Use of materials meeting
Colorado Department of Transportation (CDOT) Class 5 or 6 specifications is recommended
for base course.
—
j Geotechnical Engineering Exploration Terracon
J Lagunitas Company
Project No. 20955212
—
I
In addition, the base course material should be moisture stable. Moisture stability is
determined by R-value testing which shows a maximum 12 point difference in R-values
between exudation pressures of 300 psi and 100 psi. Aggregate base course material
should be tested to determined compliance with these specifications prior to importation to
the site.
Aggregate base course should be placed in lifts not exceeding six inches and should be
i compacted to a minimum of 95% Standard Proctor Density (ASTM D698).
Asphalt concrete and/or plant -mixed bituminous base course should be composed of a
mixture of aggregate, filler and additives, if required, and approved bituminous material. The
bituminous base and/or asphalt concrete should conform to approved mix designs stating
the Marshall or Hveem properties, optimum asphalt content, job mix formula and
recommended mixing and placing temperatures. Aggregate used in plant -mixed bituminous
base course and/or asphalt concrete should meet particular gradations. Material meeting
Colorado Department of Transportation Grading C or CX specification is recommended for
asphalt concrete. Aggregate meeting Colorado Department of Transportation Grading G or
C specifications is recommended for plant -mixed bituminous base course. Mix designs
1 should be submitted prior to construction to verify their adequacy. Asphalt material should
be placed in maximum 3-inch lifts and should be compacted to a minimum of 95% Marshall
or Hveem density (ASTM D1559) (ASTM D1560).
I
Where rigid pavements are used, the concrete should be obtained from an approved mix
- design with the following minimum properties:
• Modulus of Rupture @ 28 days
.....................................I.........650 psi minimum
=j-0
i
Strength Requirements..........:................................................:.........ASTM
C94
• Minimum Cement Content ......................................................
6.5 sacks/cu. yd.
�0
Cement Type.............................................................................Type
(Portland
• Entrained Air Content.............................................................................6
to 8%
JConcrete
Aggregate....................................ASTM
C33 and CDOT Section 703
• Aggregate Size........................................................................1
inch maximum
r
JMaximum
Water Content....................................................0.49
lb/lb of cement
• Maximum Allowable Slump ................................
................................... 4 inches