HomeMy WebLinkAboutFOSSIL CREEK NURSERY PUD - PRELIMINARY - 40-95 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTJ l .',I V.
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 So#
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.
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inc.
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.
Coluuvium
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, (18,000 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.
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inc.
LABORATORY TESTS
SIGNIFICANCE AND PURPOSE
TEST
SIGNIFICANCE
PURPOSE
California
Used to evaluate the potential strength of subgrade soil, subbase,
Pavement
Bearing
and base course material, including recycled materials for use in
Thickness
Ratio
road and airfield pavements.
Design
Used to develop an estimate of both the rate and amount of both
Foundation
Consolidation
differential and total settlement of a structure.
Design
Used to determine the consolidated drained shear strength of soil
Bearing Capacity,
Direct
or rock.
Foundation Design &
Shear
Slope Stability
Dry
Used to determine the in -place density of natural, inorganic, fine-
Index Property
Density
grained soils.
Soil Behavior
Used to measure the expansive potential of fine-grained soil and to
Foundation & Slab
Expansion
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 to
Soil
Plastic Limit,
characterize the fine-grained fraction of soils, and to specify the
Classification
Plasticity Index
fine-grained fraction of construction materials.
Oxidation-
Used to determine the tendency of the soil to donate or accept
Corrosion
Reduction
electrons through a change of the oxidation state within the soil.
Potential
Potential
Used to determine the capacity of soil or rock to conduct a liquid
Groundwater
Permeability
or gas.
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, subbase,
Pavement
R-Value
and base course material, including recycled materials for use in
Thickness
road and airfield pavements.
Design
Soluble
Used to determine the quantitative amount of soluble sulfates
Corrosion
Sulphate
within a soil mass.
Potential
Used to determine the quantitative amounts of sulfides within a
Corrosion
Sulfide Content
soil mass.
Potential
To obtain the approximate compressive strength of soils that
Bearing Capacity
Unconfined
possess sufficient cohesion to permit testing in the unconfined
Analysis for
Compression
state.
Foundations
Water
Used to determine the quantitative amount of water in a soil mass.
Index Property
Content
Soil Behavior
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inc.
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests"
Coarse -Grained Gravels more than Clean Gravels Less Cu > 4 and 1 < Cc <3E
Soils more than 50% of coarse than 5 /6 finesc
50% retained on fraction retained on
No. 200 sieve No. 4 sieve Cu < 4 and/or 1 > Cc > 3E
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.
(75-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
60
50
x '0
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y20
0.
10
7
4
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Soil Classification
Group Group Name°
..._I
GW Well -graded gravel`
GP Poorly graded aravr
Gravels with Fines
more than 12% finest
Fines classify as ML or MH
GM
Silty gravel,G,H
Fines classify as CL or CH
GC
Clayey gravel'•"-"
Clean Sands Less
Cu > 6 and 1 < Cc < 3E
SW
Well -graded sand'
than 5% fines'
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 sand'-"`
inorganic
PI > 7 and plots on or above "A line'
CL
Lean clayl.L•M
PI < 4 or plots below "A" line'
ML
SiltK.�M
organic
Liquid limit - oven dried
Organic clayK•L•M•"
< 0.75
OL
Liquid limit - not dried
Organic Silt K,L.M.0
inorganic
PI plots on or above "A" line
CH
Fat clayK,L,M
PI lots below "A" line
MH
Elastic SiltK,L,M
organic
Liquid limit - oven dried
Organic clayKL,M.v
< 0.75
OH
Liquid limit - not dried
Organic siltK,L,M.°
f oraanic matter, dark in color, and orqanic odor
PT
Peat
(p,6)2
aCu=Dca1DLo Cc =
DL6 X Dc6
Flf soil contains > 15% sand, add "with
sand" to group name.
Glf 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.
Llf 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.
'PI plots on or above "A" line.
GPI plots below "A" line.
F.r d...lft.l.n of IIn.-graln.E wile
/
ana nn.-araln.a fwctlon of aoana-
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Evu.ti"n of 'R -line
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V1na0.9 16 to
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Off'
09-
MH OR
OH
i
10 16 20 30
40 50 80 70 80 °o 100 11C
LIQUID LIMIT (LL)
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inc.
DRILLING AND EXPLORATION
DRILLING & SAMPLING SYMBOLS:
R : Ring Barrel] - 2.42" I.D., 3" O.D., unless otherwise noted
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
PA: Power Auger
FT: Fish Tail Bit
HA : Hand Auger
RB : Rock Bit
DB : Diamond Bit = 4", N, B
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 ISM).
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 PROPORTIONS OF
SAND AND GRAVEL
Descriptive Term(s)
(of Components Also
Percent of
Present in Sample)
Dry Weight
Trace
< 15
With
15 - 29
Modifier
> 30
RELATIVE PROPORTIONS OF FINES
Descriptive Term(s)
(of Components Also
Percent of
Present in Sample)
Dry Weight
Trace
< 5
With
5 - 12
Modifier
> 12
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
GRAIN SIZE TERMINOLOGY
Major Component
of Sample
Size Range
Boulders
Over 12 in. (300mm)
Cobbles
12 in. to 3 in.
(300mm to 75mm)
Gravel
3 in. to #4 sieve
(75mm to 4.75mm)
Sand
#4 to #200 sieve
(4.75mm to 0.075mm)
Silt or Clay
Passing #200 Sieve
(0.075mm)
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inc.
0.5
1.0
1.5
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APPLIED PRESSURE, TSF
Boring and depth (Ft.) Classification DD MC 7
101 3 3.0 1 Sandy Lean Clay 109 17
PROJECT Fossil Creek Nursery, Greenhouse & Parking JOB NO. 2095507
Lot - 4919 South College Avenue DATE 7/20/95
CONSOLIDATION TEST
TERRACON
Consultants Westem,Inc.
V
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).520
).515
).510
).505
).500
).495
).490
D.485
D.480
0.475
0.470
0.465
0.460
0.1 1 10
APPLIED PRESSURE, TSF
Boring and depth (Ft.) IClassification DD MC%
101 3 3.0 1 Sandy Lean Clay 109 17
PROJECT Fossil Creek Nurserv. Greenhouse & Parking JOB NO. 20955107
Lot - 4919 South College Avenue DATE 7/20/95
CONSOLIDATION TEST
TERRACON
Consultants Westem,lnc.
LOG OF BORING No. 5
Page 1 of 1
CLIENT
ARCHITECT / ENGINEER
Jim Sell Design
Jim Sell Design
SITE 4919 South College Avenue
PROJECT
Fort Collins, Colorado
Fossil Creek Nu ery, Greenhouse & Parking Lot
SAMPLES
TESTS
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4.0
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
���RIG
BORING STARTED 7-10-95
UZ None
1
BORING COMPLETED 7-10-95
LWL:
Hand Auger
FOREMAN DML
Hole filled In A.B.
APPROVED NHS
JOB N 20955107
LOG OF BORING No. 4
Page 1 of 1
CLIENT
ARCHITECT / ENGINEER
Jim Sell Design
Jim Sell Design
SITE 4919 South College Avenue
PROJECT
Fort Collins, Colorado
Fossil Creek Nursery, Greenhouse & Parking Lot
SAMPLES
TESTS
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SANDY LEAN CLAY
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Tan, moist, medium stiff
4.0
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
wr L® lrw2o"'RIG
BORING STARTED 7-10-95
µL
SL None
=
BORING COMPLETED 7-10-95
WL
Hand Auger
FOREMAN Dom,
WL
Hole filled in A.B.
APPROVED NRS
JOB N 20955107
LOG OF BORING No. 3 Page 1 of 1
CLIENT
ARCHITECT I ENGINEER
Jim Sell Design
Jim Sell Design
SITE 4919 South College Avenue
PROJECT
Fort Collins, Colorado
Fossil Creek Nursery, Greenhouse & Parking Lot
SAMPLES
TESTS
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2740
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15.0
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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
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BORING STARTED 7-6-95
Q None W.D.Irerracu"
BORING COMPLETED 7�6_95
I�
RIG CI�NIE-55
FORE D1YIL
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Hole filled in A.B.
APPROVED NRS
JJOB# 20955107
LOG OF BORING No. 2 Page 1 of 1
CLIENT
ARCHITECT / ENGINEER
Jim Sell Design
Jim Sell Design
SITE 4919 South College Avenue
PROJECT
Fort Collins, Colorado
Fossil Creek Nursery, Greenhouse & Parking Lot
SAMPLES
TESTS
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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
BORING STARTED 7-6-95
WL
9 None W.D.W.D•
BORING COMPLETED 7-6-95
WI
Alrerraccin
RIG CME-55
FOREMAN DML
WL
Hole filled in A.B.
APPROVED NRS
JOB N 20955107
LOG OF BORING No. 1 Page 1 of 1
CLIENT
ARCHITECT / ENGINEER
Jim Sell Design
Jim Sell Design
SITE 4919 South College Avenue
PROJECT
Fort Collins, Colorado
Fossil Creek Nursery, Greenhouse & Parking Lot
SAMPLES
TESTS
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105
2330
SANDY LEAN CLAY
Tan, moist, soft
3
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12"
4
17
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12"
15
108
3300
5
SS
12"
3
16
10
— -
6
SS
12"
4
25
15.0
15
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
1rerr womuc I
BORING STARTED 7-6-95
WL
4 None W.D.=
BORING COMPLETED 7-6-95
WL
I ]A
RIG CME-55
FOREMAN DML
WL
Hole filled in A.B.
APPROVED NRS
JOB N 20955107
FIGURE 1: SITE PLAN Ui
.ei-919 sou'ri-i COLLEGE AVENUE
FOR,r CO.[-.T-,INS, QDLORADO SCALE I" = 200'
ELL No. 2095.5107
CONSULTANTS WFSTERN, INC.
EMPIRE LAHORA'rojuES DIVISION
Geotechnical Engineering Exploration
Jim Sell Design
Terracon Project No. 20955107
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 foundation
recommendations have been interpreted and implemented. In the event that any changes
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 excavation,
grading, foundation and construction phases of the work. Observation of footing
excavations should be performed prior to placement of reinforcing and concrete to confirm
that satisfactory bearing materials are present and is considered a necessary part of
continuing geotechnical engineering services for the project. Construction testing, including
field and laboratory evaluation of fill, backfill, pavement materials, concrete and steel should
be performed to determine whether applicable project requirements have been met. It
would be logical for Empire Laboratories, 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.
13
Geotechnical Engineering Exploration
Jim Sell Design
Terracon Project No. 20955107
As a safety measure, it is recommended that all vehicles and soil piles be kept to a
minimum lateral distance from the crest of the slope equal to no less than the slope
height. The exposed slope face should be protected against the elements.
Drainage:
• Surface Drainage:
1. Positive drainage should be provided during construction and maintained
throughout the life of the proposed facility. Infiltration of water into utility
or foundation excavations must be prevented during construction. Planters
and other surface features which could retain water in areas adjacent to the
building or pavements should be sealed or eliminated.
2. In areas where sidewalks or paving do not immediately adjoin the structure,
we recommend that protective slopes be provided with a minimum grade of
approximately 5 percent for at least 10 feet from perimeter walls. Backfill
against footings, exterior walls and in utility and sprinkler line trenches should
be well compacted and free of all construction debris to reduce the possibility
of moisture infiltration.
3. Downspouts, roof drains or scuppers should discharge into splash blocks or
extensions when the ground surface beneath such features is not protected
by exterior slabs or paving.
4. Sprinkler systems should not be installed within 5 feet of foundation walls.
Landscaped irrigation adjacent to the foundation system should be minimized
or eliminated.
• Corrosion Protection: Results of soluble sulfate testing indicate that ASTM Type 1-II
Portland cement is suitable for all concrete on or below grade.
12
Geotechnical Engineering Exploration
Jim Sell Design
Terracon Project No. 20955107
Minimum Percent
Material (ASTM D698)
Subgrade soils beneath fill areas ..................... 95
On -site soils or approved imported fill:
Beneath foundations ......................... 98
Beneath slabs ............................. 95
Beneath pavements ......................... 95
Aggregate base (beneath slabs) ...................... 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 75 percent relative density as determined by
ASTM D4253 D4254.
• Compliance: Performance of slabs -on -grade, foundations and pavement elements
supported on compacted fills or prepared subgrade depend upon compliance with
"Earthwork" recommendations. To assess compliance, observation and testing
should be performed under the direction of the geotechnical engineer.
s Excavation and Trench Construction: Excavations into the on -site soils may
encounter caving soils and possibly groundwater, depending upon the final depth of
excavation. 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.
The soils to be penetrated by the proposed excavations may vary significantly across
the site. The preliminary soil classifications are based solely on the materials
encountered in widely spaced exploratory test borings. The contractor should verify
that similar conditions exist throughout the proposed area of excavation. If different
subsurface conditions are encountered at the time of construction, the actual
conditions should be evaluated to determine any excavation modifications necessary
to maintain safe conditions.
11
Geotechnical Engineering Exploration
Jim Sell Design
Terracon Project No. 20955107
• general site grading
• foundation areas
• interior floor slab areas
• exterior slab areas
• pavement areas
• foundation backfill
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:
Gradation
Percent finer by weight
(ASTM C136)
6.. ......................................... 100
3.. ....................................... 70-100
No. 4 Sieve .................................. 50-80
No. 200 Sieve .............................. 60 (max)
• Liquid Limit ........................... 30(max)
• Plasticity Index ......................... 15 (max)
4. Aggregate base should conform to Colorado Department of Transportation
Class 5 or 6 specifications. Select subbase should conform to Colorado
Department of Transportation Class 1 specifications.
• Placement and Compaction:
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:
10
Geotechnical Engineering Exploration
Jim Sell Design
Terracon Project No. 20955107
4. Demolition of existing building should include removal of any foundation
system. All materials derived from the demolition of existing structures and
pavements should be removed from the site and not be allowed for use in
any on -site fills.
5. All exposed areas which will receive fill, floor slabs and/or pavement, should
be scarified to a minimum depth of 8 inches, conditioned to near optimum
moisture content, and compacted.
• Excavation:
1. It is anticipated that excavations for the proposed construction can be
accomplished with conventional earthmoving equipment.
2. On -site clay 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
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 the following:
a
Geotechnical Engineering Exploration
Jim Sell Design
Terracon Project No. 20955107
• Maximum Water Content ................... 0.49 lb/lb of cement
• Maximum Allowable Slump .......................... 4 inches
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 dowelled where
necessary for load transfer. Where dowels cannot be used at joints accessible to wheel
loads, pavement thickness should be increased by 25 percent at the joints and tapered to
regular thickness in 5 feet.
Earthwork:
• Site Clearing and Subgrade Preparation:
Strip and remove existing vegetation, debris and other deleterious materials
from proposed building and 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
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.
0
Geotechnical Engineering Exploration
Jim Sell Design
Terracon Project No. 20955107
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.
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 and select subbase should be placed in lifts not exceeding six inches
and should be 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
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).
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 ................. 650 psi minimum
• Strength Requirements ........................... ASTM C94
• Minimum Cement Content .................... 6.5 sacks/cu. yd.
• Cement Type ................................ Type I Portland
o Entrained Air Content .............................. 6 to 8%
• Concrete Aggregate ............ ASTM C33 and CDOT Section 703
• Aggregate Size ............................. 1 inch maximum
7
Geotechnical Engineering Exploration
Jim Sell Design
Terracon Project No. 20955107
• In areas subjected to normal loading, a minimum 4-inch layer of clean -graded
gravel should be placed beneath interior slabs. For heavy loading,
reevaluation of slab and/or base course thickness may be required.
• Floor slabs should not be constructed on frozen subgrade.
For structural design of concrete slabs -on -grade, a modulus of subgrade reaction of 150
pounds per cubic inch (pci) may be used for floors supported on existing or engineered fill
consisting of on -site soils.
Pavement Design and Construction: 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, the type and volume of traffic and
using a group index of"5 as the criterion for pavement design, the following minimum
pavement thicknesses are recommended:
Recommended Pavement Section Thickn{
ess incliesi
Traffic. Area
Alter-
native
Asphalt'
Concret'
Aggregate
Select ';
Ptant-Mixed
Portland
Base
Subbase;
gkummous
Cement
Total
Course
Base
Concrete
Surface
A
3
4
7
Automobile
B
2
2Y:
4Y=
Parking
C
5
5
A
3
7
10
Main
71
Traffic
B
2
3 Yz
5 Y,
Corridors
C
6
6
Each alternative should be investigated with respect to current material availability and
economic conditions. Rigid concrete pavement, a minimum of 6 inches in thickness, is
recommended at the location of dumpsters where trash trucks will park and load.
R
Geotechnical Engineering Exploration
Jim Sell Design
Terracon Project No. 20955107
Foundation Systems: Due to the presence of non- to low -swelling soils on the site, spread
footing foundations bearing upon undisturbed subsoils and/or engineered fill are
recommended for support for the proposed structure. The footings may be designed for a
maximum bearing pressure of 1,500 psf. The design bearing pressure applies to dead loads
plus design live load conditions. The design bearing pressure may be increased by one-third
when considering total loads that include wind or seismic conditions.
Exterior footings should be placed a minimum of 30 inches below finished grade for frost
protection. Interior footings should bear a minimum of 12 inches below finished grade.
Finished grade is the lowest adjacent grade for perimeter footings and floor level for interior
footings.
Footings should be proportioned to minimize differential foundation movement.
Proportioning on the basis of equal total settlement is recommended; however,
proportioning to relative constant dead -load pressure will also reduce differential settlement
between adjacent footings. Total settlement resulting from the assumed structural loads
is estimated to be on the order of % inch. Proper drainage should be provided in the final
design and during construction to reduce the settlement potential.
Floor Slab Design and Construction: Non -expansive or low -swelling natural soils or
engineered fill will support the floor slab. Some differential movement of a slab -on -grade
floor system is possible should the subgrade soils increase in moisture content. Such
movements are considered within general tolerance for normal slab -on -grade construction.
To reduce any potential slab movements, the subgrade soils should be prepared as outlined
in the "Earthwork" section of this report.
Additional floor slab design and construction recommendations are as follows:
• Positive separations and/or isolation joints should be provided between slabs
and all foundations, columns or utility lines to allow independent movement.
• Contraction joints should be provided in slabs to control the location and
extent of cracking. Maximum joint spacing of 15 to 20 feet in each direction
is recommended. Joints should be a minimum of 25% of slab thickness plus
'/a inch.
• Interior trench backfill placed beneath slabs should be compacted in
accordance with recommended specifications outlined below.
5
0
Geotechnical Engineering Exploration
Jim Sell Design
Terracon Project No. 20955107
Soil and Bedrock Conditions: The following describes the characteristics of the primary soil
strata:
• Topsoil. A '/2 foot layer of topsoil with organic matter was encountered in Boring
5.
• Fill. A sandy lean clay with gravel fill was encountered in Borings 1, 2, 3 and 4.
Overlying the fill in Boring 4 is 3 inches of gravel base course. The clay fill extends
to depths of %2 to 1'/2 feet below the surface.
• Clay. A sandy lean clay was encountered beneath the topsoil or fill and extended
to the depth of the borings. It is tan and moist.
Field and Laboratory Test Results: Field test results indicate that the clay soils vary from
soft to medium stiff in consistency.
Laboratory test results indicate the subsoils at shallow depth have non to low expansive
potential and moderate compressibility characteristics.
Groundwater Conditions: Groundwater was not observed in any test boring at the time of
field exploration. All borings were filled in immediately after drilling. These observations
represent only current groundwater conditions, and may not be indicative of other times,
or at other locations. Groundwater levels can be expected to fluctuate with varying
seasonal and weather conditions.
CONCLUSIONS AND RECOMMENDATIONS
Geotechnical Considerations: The following foundation systems were evaluated for use on
the site:
• spread footings bearing on undisturbed soils;
• spread footings bearing on engineered fill;
Design and construction recommendations for foundation systems and other earth
connected phases of the project are outlined below.
4
Q
Geotechnical Engineering Exploration
Jim Sell Design
Terracon Project No. 20955107
Selected soil samples were tested for the following engineering properties:
• Water content • Expansion
• Dry density • Plasticity Index
• Consolidation • Water soluble sulfate content
• Compressive strength
The significance and purpose of each laboratory test is described in Appendix C. Laboratory
test results are presented in Appendix B, and were used for the geotechnical engineering
analyses, and the development of foundation 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 currently occupied by an existing house with a barn and several sheds to the
north and west. East and south of the house are pastures. Vegetation consisted of grasses
and numerous trees. Site drainage was generally to the east.
SUBSURFACE CONDITIONS
Geology: The proposed area is located within the Colorado Piedmont section of the Great
Plains physiographic province. The Colorado Piedmont, formed during Late Tertiary and
Early Quaternary time (approximately 2,000,000 years ago), is a broad, erosional trench
which separates the Southern Rocky Mountains from the High Plains. Structurally, the site
lies along the western flank of the Denver Basin. During the Late Mesozoic and Early
Cenozoic Periods (approximately 70,000,000 years ago), intense tectonic activity occurred,
causing the uplifting of the Front Range and associated downwarping of the Denver Basin
to the east. Relatively flat uplands and broad valleys characterize the present-day
topography of the Colorado Piedmont in this region.
The site is underlain by the Cretaceous Pierre Formation. It is anticipated the bedrock
underlies the site at depths of 20 to 25 feet below the surface. The bedrock is overlain by
residual or alluvial clays of Pleistocene or Recent Age.
3
Geotechnical Engineering Exploration
Jim Sell Design -
Terracon Project No. 20955107
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
analysis.
Field Exploration: A total of 5 test borings were drilled on July 6 and 10, 1995 to depths
of 4 to 15 feet at the locations shown on the Site Plan, Figure 1. Three borings were drilled
within the footprint of the proposed building, and two borings were drilled in the area of
proposed pavements. The structure borings were advanced with a truck -mounted drilling
rig, utilizing 4-inch diameter hollow stem auger. The pavement borings were hand augered.
The borings were located in the field by pacing from existing site features. The accuracy
of boring locations should only be assumed to the level implied by the methods 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 pushing thin -walled Shelby tubes, or by driving split -spoon samplers.
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.
Groundwater measurements were made in each boring at the time of site exploration.
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. At that
time, the field descriptions were confirmed or modified as necessary and 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.
K
t \,
GEOTECHNICAL ENGINEERING REPORT
FOSSIL CREEK NURSERY, P.U.D.
FORT COLLINS, COLORADO
Terracon Project No. 20955107
July 20, 1995
INTRODUCTION
This report contains the results of our geotechnical engineering exploration for the proposed
greenhouse and nursery office to be located on South College Avenue. The site is located
in the NE %a of Section 14, 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
• foundation design and construction
• floor slab design and construction
• pavement design and construction
• earthwork
• drainage
The conclusions and recommendations contained in this report are based upon the results
of field and laboratory testing, engineering analyses, and experience with similar soil
conditions, structures and our understanding of the proposed project.
PROPOSED CONSTRUCTION
Based on information provided, the proposed project consists of a greenhouse and nursery
office and will be a single -story, slab -on -grade metal structure. Wall and column loads are
assumed to be less than 3 klf and 30 kips, respectively.
Final site grading plans were not available prior to preparation of this report. Ground floor
level is anticipated at, or slightly above existing site grade.
e r�
Geotechnical Engineering Exploration
Jim Sell Design
Terracon Project No. 20955107
TABLE OF CONTENTS (Cont'd)
APPENDIX A
Site Plan .......................................... Figure No. 1
Logs of Borings ..................................... Al thru A5
APPENDIX B
Consolidation Tests ................................... 131 thru B2
APPENDIX C: GENERAL NOTES
Drilling & Exploration ....................................... C1
Unified Soil Classification .................................... C2
Laboratory Testing, Significance and Purpose ...................... C3
Report Terminology ........................................ C4
I It,
Geotechnical Engineering Exploration
Jim Sell Design
Terracon Project No. 20955107
TABLE OF CONTENTS
Page No.
Letter of Transmittal ............................................... ii
INTRODUCTION ................................................ 1
PROPOSED CONSTRUCTION ...................................... 1
SITE EXPLORATION ................................. ........ 2
Field .Exploration .......................................... 2
Laboratory Testing ......................................... 2
SITE CONDITIONS .............................................. 3
SUBSURFACE CONDITIONS .......... 3
Geology................................................ 3
Soil and Bedrock Conditions .................................. 4
Field and Laboratory Test Results ............................... 4
Groundwater Conditions ..................................... 4
CONCLUSIONS AND RECOMMENDATIONS ............................ 4
Geotechnical Considerations .................................. 4
Foundation Systems ........................................ 5
Floor Slab Design and Construction ............................. 5
Pavement Design and Construction ............................. 6
Earthwork ................................................ 8
Site Clearing and Subgrade Preparation ...................... 8
Excavation ......................................... 9
Fill Materials ........................................ 9
Placement and Compaction 10
Compliance......................................... 11
Excavation and Trench Construction ........................ 11
Drainage................................................ 12
Surface Drainage ..................................... 12
Corrosion Protection ................................... 12
GENERAL COMMENTS ............. ..... _ 13 ...__..
r,
July 20, 1995
Jim Sell Design
117 East Mountain Avenue
Fort Collins, CO 80524
Attn: Mr. Jim Sell
Re: Geotechnical Engineering Report
Fossil Creek Nursery, P.U.D.
Fort Collins, Colorado
Terracon Project No. 20955107
Terracon Consultants Western, Inc. (Terracon) has completed a geotechnical engineering
exploration for the proposed project to be located on College Avenue between County Road
32 and Trilby Road in Fort Collins, Colorado: This study was performed in general
accordance with our proposal number D2095178 dated June 7, 1995.
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 foundations and other earth connected phases of this project are
attached. The accompanying geotechnical report presents our findings and
recommendations concerning the design and construction of foundations and general site
development. 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.
Empire Division
Prepared by:
4
Larry G. O'Dell, P.E.
Office Manager/Principal
LGO/NRS/dmf
Copies to: Addressee (3)
Reviewed b :
NeiYR. S od
Senior Engineering
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U Ic
Geotechnical Engineering Exploration
Jim Sell Design
Terracon Project No. 20955107
PROJECT PERFORMANCE EVALUATION
Was the work schedule satisfactory?
Did project personnel maintain adequate communication
during the course of the work?
Were the reports easy to follow and understand?
Were you satisfied.with the technical competence of the
personnel assigned to this project?
Do you consider the fees for the project compatible
with the services provided?
Can this project be used in future marketing efforts
conducted by our firm?
Would you serve as a client reference for our firm?
How would you rate our overall performance on this project?
Additional Comments:
Yes
No
Yes
No
Yes
No
Yes
No
Yes
No
Yes
No
Yes
No
Excellent Good Satisfactory Poor,
Evaluation completed by:
Title:
Date:
2
t, R
August 1, 1995
Jim Sell Design
117 East Mountain Avenue
Fort Collins, CO 80524
Attn: Mr. Jim Sell
Re: Geotechnical Engineering Report
Fossil Creek Nursery, P.U.D.
Fort Collins, Colorado
Terracon Project No. 20955107
We appreciate being of service to you and trust that the referenced report has satisfactorily
fulfilled your geotechnical engineering requirements for this project. If you have any
questions concerning our report, please 'do not hesitate to contact us.
We are also prepared to assist you during the design and construction phases of the project.
For structural engineering and foundation design services, please contact Mr. Gary Weeks
at 970-484-0359. For assistance concerning our construction phase services, please
contact Mr. Mike Walker at 970-484-0359.
As a valued client, and in an effort to better serve your needs in the future, we would
appreciate your candid evaluation of our work. The attached form and the enclosed
envelope have been provided to assist you in your response. Any additional personal
comments would be especially helpful.
We value your business and look forward to being your geotechnical and materials
engineering consultant on this and future projects. Thank you for the opportunity to be of
service.
Sincerely,
TERRACON CONSULTANTS WESTERN, INC.
Empire Division
Larry G. O'Dell, P.E.
Office Manager/Principal
LGO/dmf
GEOTECHNICAL ENGINEERING REPORT
FOSSIL CREEK NURSERY, P.U.D.
FORT COLLINS, COLORADO
TERRACON PROJECT NO. 20955107
July 20, 1995
Prepared for.
JIM SELL DESIGN
117 EAST MOUNTAIN AVENUE
FORT COLLINS, COLORADO 80524
ATTN: MR. JIM SELL
lrerrocon