HomeMy WebLinkAboutPHELPS TOINTON MINOR SUBDIVISION AND IL SITE PLAN REVIEW - 47 93 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTLOG OF BORING NO. 5
Page 1 of 1
CLIENT
ARCHITECT/ENGINEER
Phel Tointon
SITE Lots 12, 13, 18, & 19 N. Lemay Subdivision
PROJECT
Fort Collins Colorado
Proposed Building
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
Empire Laboratories
Incorporated
Division of Tetracon
BORING STARTED 6-11-93
WL•
g 4.4' W D
= 4.4' A.B.
BORING COMPLETED 6-11-93
WL
RIG CME-55
FOREMAN DL
�-
Checked 4 days A.B.
APPROVED NRS
JOB # 20935151
71
17 1
LOG OF BORING NO. 4
e 10"
CLIENT
ARCHMMENGINEER
Phelps Tointon
SrrF Lots 12, 13, 18, & 19 N. Lamy Subdivision
PROJECT'
Fort Collins, Colorado
Proposed Building
SAMPLES
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Approx. Surface Elev.: 93.5 ft.
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4.0 89.5
SILTY SAND WITH GRAVEI.
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Cobbles below 6.5 ft.
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15.0 78.5
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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 6-11-93
Empire Laboratories
Incorporated
WL
31 4.89 W.D.
4X A.B.
BORING COMPLETED 6-11-93
VIL
R10 CMEE-55
FORE -WAN DL
Division of Teffacon
WL
Checked 4 days A.B.
APPROVED NRS
JOB # 20935151
LOG OF BORING NO. 3
e 1 of 1
CLIENT
ARCHITEMENGINEER
Phelps Tointon
SITE Lots 12, 13, 18, & 19 N. Lamy Subdivision
PROJECT
Fort Collins Colorado
Proposed Building
SAMPLES
TESTS
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DESCRIPTION
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Approx. Surface Elev.: 94.4 fL
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0.5 6" TOPSOIL 93.9
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Brown/red, moist to wet = 89.4
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5
Cobbles below 5 ft.
SW
3
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12"
29
10.8
SM
PA
►►
10
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SW
4
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12"
34
15.4
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15.0 79.4
15
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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
Empire Laboratories
incorporated
Division of Terrscon
BORING STARTED 6-11-93
WL
g 5.21 W.D.
Z 4.71 A.B.
BORING COMPLETED 6-11-93
WL
RIG CME-55
FOREMAN DL
wl
Checked 4 days A.B.
APPROVED pIRS
JOB p 20935151
LOG OF BORING NO. 2
Page 1 of 1
CLIENT
ARCHITECT/ENGINEER
Phelps Tointon
SITE Lots 12, 130 18, & 19 N. Lemay Subdivision
PROJECT
Fort Collins Colorado
Proposed Building
SAMPLES
TESTS
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Approx. Surface Elev.: 94.6 ft.
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CLAYEY SAND
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12"
7
Brown, moist, medium
PA
SC
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12"
14.3
116
1430
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12"
2
15.8
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5
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GRAVEL.
SILTY SAND WITH
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7.0 87 6
Cobbles below 7 ft.
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12"
43
9.0
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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
Empire Laboratories
Incorporated
BORING STARTED 6-11-93
WL
s_ 5.89 W.D.
= 4.89 A.B.
BORING COMPLETED 6-11-93
RIG CW-55
FOREMAN DL
WL
Division of Tecracon
w'I
Checked 4 days A.B.
APPROVED NRS
JOB 0 20935151
LOG OF BORING NO. 1
Page 1 of 1
CLIENT I
ARCH1TECf/ENCINEER
Phel Tointon
sTPE Lots 12, 13, 18, & 19 N. Lemay Subdivision
PROJECT
Fort Collins Colorado
Proposed Building
SAMPLES
TESTS
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DESCRIPTION
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Approx. Surface Elev.: 95.2 ft.
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0.5 6" TOPSOIL 94.7
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Brown, moist, medium to stiff
35
SC
1
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12"
12.4
116
1660
3.5 91.7
SW
SM
2
SS
12"
11
7.5
SILTY SAND WITH GRAVEL
PA
Brown/red, moist to wet =
Medium to dense Y
5
6.0 89.2
Cobbles below 6 ft.
SW
3
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12"
32
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SM
117.91
PA
i.
10
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SW
4
SS
12"
35
9.1
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15.0 80.2
15
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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
Laboratories
EmpireIN
Incorporated
BORING STARTED 6-11-93
WL
s 5.31 W.D.
= 4.89 A.B.
BORING COMPLETED 6-11-93
RIG CME-55
FOREMAN DL
WL
Division of Tertacon
WL
4 days A.B.
APPROVED NRSJOB
k 20935151Checked
_,,.__
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of lo0 200 300
SUAL� I"� 1001
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inc.
7
,;
Terracon
�i Phelps Tointon
ELi Project No. 20935151
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 of fill placed on the site is considered part of
T continuing geotechnical engineering service for the project. Field and laboratory testing of
concrete and steel should be performed to determine whether applicable requirements have been
met. It would be logical for Empire Laboratories, Inc. to provide these services since we are most
qualified to determine 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
reevaluate the recommendations of this report.
�{ J
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. We are available to discuss the scope
of such studies with you.
19
Terracon
Phelps Tointon
ELl Project No. 20935151
impervious soil should be used in the upper layer of backfill to reduce the potential for
water infiltration.
Additional Design and Construction Considerations:
• Exterior Slab Design and Construction: Exterior slabs -on -grade, exterior architectural
features, and utilities founded on, or in backfill may experience some movement due to the
volume change of the backfill. Potential movement could be reduced by:
• minimizing moisture increases in the backfill
• controlling moisture -density during placement of backfill
• using designs which allow vertical movement between the exterior features and
adjoining structural elements
• placing effective control joints on relatively close centers
• allowing vertical movements in utility connections
• Underground Utility Systems: All underground piping within or near the proposed structure
should be designed with flexible couplings, so minor deviations in alignment do not result
in breakage or distress. Utility knockouts in grade beams should be oversized to
accommodate differential movements.
• Corrosion Protection: Results of soluble sulfate testing indicate that ASTM Type I Portland
cement is suitable for all concrete on and below grade. However, if there is no, or minimal
cost differential, use of ASTM Type II Portland cement is recommended for additional
sulfate resistance of construction concrete. Foundation concrete should be designed in
accordance with the provisions of the ACI Design Manual, Section 318-121.
GENERAL COMMENTS
It is recommended that the Geotechnical Engineer be retained to provide a general review of final
design plans and specifications in order that grading and foundation recommendations may be
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.
18
Phelps Tointon Terracon
ELl Project No. 20935151
The contractor should retain a geotechnical engineer to monitor the soils exposed in all
excavations and provide engineering services for such slopes. This will provide an
opportunity to monitor the soil types encountered and to modify the excavation slopes as
necessary. It also offers an opportunity to verify the stability of the excavation slopes
during construction.
IDrainage:
• 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 10 percent for at least 10 feet from perimeter walls. Backfill against
footings, exterior walls, and in utility and sprinkler line trenches should be well
'a 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
J exterior slabs or paving.
4. Sprinkler systems should not be installed within 5 feet of foundation walls.
Landscape irrigation adjacent to the foundation system should be minimized or
eliminated.
k
• Subsurface Drainage: Free -draining, granular soils containing less than five percent fines
(by weight) passing a No. 200 sieve should be placed adjacent to walls which retain earth.
A drainage system consisting of either weep holes or perforated drain lines (placed near the
base of the wall) should be used to intercept and discharge water which would tend to
saturate the backfill. Where used, drain lines should be embedded in a uniformly graded
filter material and provided with adequate clean -outs for periodic maintenance. An
+�
17
1
Phelps Tointon Terracon
ELl Project No. 20935151
J
Maximum Slope
Material Horizontal. • Vertical
Cohesive soils (clays and silts) ................................ 2:1
Cohesionless soils ........................................ 3:1
Bedrock............................................... 2:1
If steeper slopes are required for site development, stability analyses should be
completed to design the grading plan.
2. The face of all slopes should be compacted to the minimum specification for fill
embankments. Alternately, fill slopes can be over -built and trimmed to compacted
1 material.
• Compliance: Recommendations for 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.
• Utility Construction: Excavations into the on -site soils will 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
j exist throughout the proposed area of excavation. If different subsurface conditions are
encountered at the time of construction, we recommend that we be contacted immediately
to evaluate the conditions encountered.
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.
16
Terracon
Phelps Tointon
ELl Project No. 20935151
• 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. Uncompacted fill lifts should not exceed 10 inches loose thickness.
3. No fill should be placed over frozen ground.
4. Materials should be compacted to the following:
Material
Minimum Percent
Compaction (ASTM D698)
On -site soils:
Beneath foundations ................................... 95
Beneath slabs ....................................... 95
Beneath pavements ................................... 95
Imported fill:
Beneath foundations ................................... 95
Beneath slabs ....................................... 95
Beneath pavements ................................... 95
Aggregate base (beneath slabs) ................................ 95
Miscellaneous backfill....................................... 90
5. On -site silty clayey sand and sandy lean clay subsoils should be compacted within
a moisture content range of optimum moisture content to 2 percent wet of optimum
moisture. Imported soils should be compacted within a moisture range of 2 percent
below to 2 percent above optimum.
• Slopes:
1. For permanent slopes in compacted fill areas, recommended maximum
configurations for on -site materials are as follows:
15
Terracon
Phelps Tointon
ELl Project No. 20935161
3. A minimum 8-inch layer of clean, graded gravel should be placed beneath the floor
slab of the south/rear portion of the manufacturing building.
• Pavement Subgrade Preparation: The subgrade should be scarified, moistened as required,
and recompacted for a minimum depth of 12 inches prior to placement of fill and pavement
materials.
• Fill Materials:
1. Clean on -site soils or imported materials may be used as fill material for the
following:
• general site grading • exterior slab areas
• foundation areas • pavement areas
• interior floor slab areas • foundation backfill
2. Frozen soils should not be used as fill or backfill.
3. Imported soils (if required) should conform to the following:
• Gradation (ASTM C136):
percent finer by weight
6.. ............................................... 100
3.. ........................................... 70-100
No. 4 Sieve .............................. ..... 50-100
No. 200 Sieve .................................. 15 (max)
• Liquid Limit .................................... 30 (max)
• Plasticity Index .................................. 15'(max)
4. Aggregate base should conform to Colorado Department of Transportation Class 5
or 6 specifications.
14
Terracon
Phelps Tointon
ELi Project No. 20935151
• Excavation:
1. It is anticipated that excavations for the proposed construction can be accomplished
with conventional earthmoving equipment.
2. Some additional effort may be necessary to extract boulder sized materials,
particularly in deep narrow excavations such as utility trenches at a depth of
approximately six (6) to seven (7) feet below the surface.
3. Groundwater seepage should be anticipated for excavations approaching the level
of groundwater. Pumping from sumps may be utilized to control water within the
excavations. Well points may be required for significant groundwater flow, or
where excavations penetrate groundwater to a significant depth.
4. On -site clayey sand and/or sandy lean clay soils 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. Use of lime, fly ash kiln dust, cement or geotextiles could also be
considered as a stabilization technique. Adequate laboratory testing should be
performed prior to use of chemical stabilization to evaluate the strength
characteristics and the affect these materials have on the physical properties of the
soils. Lightweight excavation equipment may be required to reduce subgrade
pumping.
5. All excavations should be dug on safe and stable slopes. The slope of the sides of
the excavations should comply with local codes or OSHA regulations. The side
slopes of the excavations should be maintained under safe conditions until
completion of backfilling.
• Slab Subarade Preparation:
1. Where existing on -site natural soils will support floor slab, the soils should be
scarified, moisture conditioned and compacted to a minimum depth of 12 inches.
2. A minimum 4-inch layer of clean graded gravel should be -placed beneath the floor
slab of the front/north portion of the manufacturing building.
13
Phelps Tointon Terracon
EL/ Project No. 20935151
Earthwork:
• Genera/ Considerations: The conclusions contained in this report for the proposed
construction are contingent upon compliance with recommendations presented in this
section.
Although fills or underground facilities such as septic tanks, cesspools, basements, utilities
were not observed during site reconnaissance, such features might be encountered during
construction.
• Site C/ear/n4:
1. 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, the excavation thoroughly cleaned and backfilled.
All excavations should be observed by the geotechnical engineer prior to backfill
placement.
3. Stripped materials consisting of 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.
J 4. Sloping areas steeper than 2:1 to 3:1 (horizontal:vertical) should be benched to
reduce the potential for slippage between existing slopes and fills. Benches should
rbe 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 building
structures.
6. All exposed areas which will receive fill, once properly cleared and benched where
necessary, should be scarified to a minimum depth of twelve inches, conditioned
to near optimum moisture content, and compacted.
12
Phelps Tointon Terracon
ELl Project No. 20935151
• Maintaining stable moisture content of the subgrade soils; and,
• Providing for a planned program of preventative maintenance.
Since the clay soils on the site have shrink/swell characteristics, pavements could crack in the
future primarily because of expansion of the soils when subjected to an increase in moisture
content to the subgrade. The cracking, while not desirable, does not necessarily constitute
structural failure of the pavement.
The performance of all pavements, but in particular the recommended asphalt sections, 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, or adjacent to pavements to minimize or prevent
moisture migration to subgrade soils;
• Placing compacted backfill against the exterior side of curb and gutter; and;
I • Placing curb, gutter and/or sidewalk directly on subgrade soils without the use of
base course materials.
Preventative maintenance should be planned and provided for through 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.
Preventive maintenance consists of both localized maintenance (e.g. crack sealing and 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 return on
1 investment for pavements.
II
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.
11
Phelps Tointon Terracon
ELl Project No. 20935151
Asphalt concrete should be obtained from an approved mix design stating the Marshall or Hveem
properties, optimum asphalt content, job mix formula, and recommended mixing and placing
temperatures. Aggregate used in asphalt concrete should meet a particular gradation. Use of
materials meeting Colorado Department of Transportation Grading C or CX specifications is
recommended. The mix design should be submitted prior to construction to verify its adequacy.
The asphalt material should be placed in maximum 3-inch lifts, and should be compacted to a
—, minimum of 95% Marshall or Hveem density (ASTM D-1559).
�j • Rigid Pavement: Where rigid pavements are used the concrete should be obtained from an
J approved mix design with the following minimum properties:
•
Compressive Strength @ 28 days ...................
3750 psi minimum
•
Modules of Rupture @ 28 days .....................
700 psi minimum
•
•
Strength Requirements ..............
Minimum Cement Content ..............
• • • ASTM C-94
5.5 sacks/cu.yd.
•
Cement Type ....................................
Type I Portland
•
•
Entrained Air Content ................
Concrete Aggregate
• ............. • • • 6% + 2%
ASTM C-33 and COOT Section 703
0
•
Aggregate Size .................................
Maximum Water Content .......................
1 inch maximum
0.49 lb/lb of cement
•
Maximum Allowable Slump ...............................
4 inches
I
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.
J
i
J,
0
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 spaced (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 depth 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.
Future performance of pavements constructed on the clay soils at this site will be dependent upon
several factors, including:
10
J
Phelps Tointon Terracon
ELI Project No. 20935151
Recommended Pavement Section Thickness
(Inches)
Asphalt
Concrete
Surface
Aggregate
Base
Course
Plant Mix
Bituminous
Base
Course
Portland
Cement
Concrete
TOTAL
Traffic Area
Alternative
A
2.5
4.0
6.5
Automobile
B
2.0
2.0
4.0
Parking
C
5.0
5.0
A
3.0
6.0
9.0
Main Traffic
Corridors/
B
2.0
3.5
5.0
Truck Access
C
6.0
6.0
Each alternative should be investigated with respect to current material availability and economic
conditions. In view of the subgrade soil conditions and projected traffic, either full -depth asphalt
or rigid concrete pavement sections should be considered in areas of main traffic corridors, drive
bays or truck access. Rigid concrete pavement is recommended at the location of dumpsters
where trash trucks will park and load.
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 Class 5 or 6 specifications is recommended.
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 determine
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 compacted
to a minimum of 95% Standard Proctor density (ASTM D-698), within a moisture content range
of 2 percent below, to 2 percent above optimum. Where base course thickness exceeds 6 inches,
the material should be placed and compacted in two or more lifts of equal thickness.
9
L
Terracon
Phelps Tointon
ELi Project No. 20935151
• Interior trench backfill placed beneath slabs should be compacted in accordance
with recommended specifications outlined below.
• In areas subjected to normal loading, a minimum 4-inch layer of clean graded gravel
should be placed beneath the interior slab for heavy loading areas such as the south
or rear portion of the building. A minimum 8-inch layer of clean graded gravel
should be placed beneath the interior slab.
• If moisture sensitive floor coverings are used on interior slabs, consideration should
be given to the use of barriers to minimize potential vapor rise through the slab.
• Floor slabs should not be constructed on frozen subgrade.
• Other design and construction considerations, as outlined in the ACI Design Manual,
Section 302.1 R are recommended.
Pavement Design & Construction:
• Flexible Pavement: It is our opinion flexible pavement is suitable for the proposed parking
area associated with the construction of the manufacturing building. The required total
thickness for the pavement structure is dependent primarily upon the foundation soil or
subgrade and upon traffic conditions based on soil conditions encountered at the site and
the type and volume of traffic using a group index of two (2) as a criteria for pavement
design. The following minimum pavement thicknesses should be provided of the pavement
structure.
0
Phelps Tointon Terracon
ELI Project No. 20935151
• Passive:
Cohesive soil backfill (on -site clay and/or clayey sand) :: ; :.::::: . 200 psf/ft
Shallow foundation walls . 255 psf/ft
Imported Granular Backfill ............................... 300 psf/ft
Where the design includes restrained elements, the following equivalent fluid pressures are
recommended:
• At -rest:
Cohesive soil backfill (on -site clay) ......: ........... : :.... 60 psf/ft
Cohesive Structural Fill 55 psf/ft
Imported Granular Backfill................................ 55 psf/ft
Seismic Considerations: The project site is located in Seismic Risk Zone I of the Seismic Zone
Map of the United States as indicated by the Uniform Building Code. Based upon' the nature of
the subsurface materials, a seismic site coefficient of 1.0 should be used for the design of
structures for the proposed project (Uniform Building Code, Table No. 23-J).
Floor Slab Deg n and Construction: Non -expansive, or only low expansive soils will support the
floor slab. Some differential movement of a slab -on -grade floor system is possible should the
subgrade soils become elevated in moisture content. Such movements are considered within
general tolerance for normal slab -on -grade movements. To reduce any potential slab movements,
the subgrade soils should be prepared as outlined in the earthwork section of this report.
For structural design of concrete slabs -on -grade, a modules of subgrade reaction of 100 pounds
per cubic inch (pci) may be used for floors supported on existing or engineered fill consisting of
on -site soils. A modules of 200 pci may be used for floors supported on non -expansive imported
fill meeting the specifications outlined below.
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.
0 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.
7
Terracon
Phelps Tointon
ELl Project No. 20935151
undisturbed subsoils, recompacted native soils and/or engineered fill material is recommended for
support of the proposed structure. The footings may be designed for a maximum bearing pressure
of 1,500 pounds per square foot (psf). In addition, the footings should be sized to maintain a
minimum deadload of 500 psf. 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.
The bottom of the footings and/or grade beams should be located a minimum of two (2) feet
above groundwater level at an elevation of 92 or higher (see Log of Borings in Appendix A).
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 or
differential settlements resulting from the assumed structural loads are estimated to be on the
order of % inch or less, provided that:
• foundations are constructed as we recommend, and
• essentially no changes occur in water contents of foundation soils.
Additional foundation movements could occur if water from any source infiltrates the foundation
soils; therefore, proper drainage should be provided in the final design and during construction.
All footings, foundation walls, and masonry walls should be reinforced to reduce the potential for
distress caused by differential foundation movements. The use of joints at openings or other
discontinuities in masonry walls is recommended.
Foundation excavations should be observed by the geotechnical engineer. If the soil conditions
encountered differ significantly from those presented in this report, supplemental recommendations
will be required.
Lateral Earth Pressures: For soils above any free water surface, recommended equivalent fluid
pressures for unrestrained elements are:
• Active:
Cohesive soil backfill (on -site clay or silt) ..................... 50 psf/ft
Cohesionless soil backfill (on -site silty sand with gravel) ........... 40 psf/ft
Cohesive Structural Fill (imported clay material) ................. 55 psf/ft
Compacted imported granular backfill ........................ 35 psf/ft
L
Phelps Tointon Terracon
ELI Project No. 20935151
medium dense to dense and exhibits generally moderate bearing characteristics in its in -situ
condition.
Laboratory Test Results: Laboratory test results indicate that the on -site subsoils at shallow
depths have low expansive potential. The water is added to the on -site subsoil material at shallow
depths and upon loading, consolidation occurs.
Groundwater Conditions: Groundwater was encountered at depths of four and one-half (4'/2) to
five and one-half (5'/2) feet below the surface in the test borings at the time of field exploration.
When checked 24 hours after drilling, groundwater was also encountered at depths of four and
one-half (4'/2) to five and one-half (5'/2) feet below the surface. 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
The site appears suitable for the proposed manufacturing building construction. There are no
known geologic hazards which would preclude development as currently planned.
Because of variations in the engineering properties of the on -site soils, foundation bearing levels,
structural loads and possible final grades, the following foundation systems were evaluated for use
on the site.
• conventional -type spread footings and/or continuous grade beams bearing on the
undisturbed soil; and
0 conventional -type spread footings and/or continuous grade beams bearing on
engineered fill.
Slab -on -grade construction is considered acceptable for use when subgrade soils consist of the
on -site sandy lean clay or the silty clay sand or approved engineered fill material provided the
design and construction recommendations discussed in the "Earthwork" section of this report are
followed.
Site grading for the proposed construction should be completed in accordance with the
recommendations discussed in the "Earthwork" section of this report.
Foundation Systems: Due to the presence of low expansive swelling soils at the site,
conventional -type spread footings and/or continuous grade beam foundation systems bearing on
5
Phelps Tointon Terracon
ELl Project No. 20935151
causing the uplifting of the Front Range and the 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 Pierre shale underlies site at approximate depths of 20 to 30 feet below the surface. The
regional dip of bedrock in this area is slight and in an easterly direction. Seismic activity in the
area is anticipated to be low and from a structural standpoint, the property should be relatively
stable.
Groundwater underlies the subject site at depths of approximately four and one-half (4Y:) to five
and one-half (5'/:) feet below the surface. The property lies within the drainage basin of the
Cache La Poudre River. Groundwater directional flow at the site is anticipated to be in a
southeasterly direction towards Cache La Poudre River which is located approximately one-half
(Yz) mile south of the subject site.
Soil Conditions: The profile at the site consists of stratum of materials arranged in different
combinations. In order of increasing depths, they are as follows.
1. Silty Topsoil. The area tested is overlain by a one-half (Yz) foot layer of silty topsoil. The
7 topsoil has been penetrated by root growth and organic matter and should not be used as
a bearing soil or as a fill and/or backfill material.
J2. Silty Clayey Sand. This brown, moist to damp, loose to medium dense, silty clayey sand
material was encountered below the topsoil in test borings 1, 2 3, and 5 and extends to
7 a depth of three (3) to five (5) feet below the surface. The silty clayey sand material
exhibits moderate bearing characteristics in its moist to damp in -situ condition.
J3. Sandy Lean Clay. This cohesive, tan to light brown, moist, medium stiff sandy lean clay
was encountered below the topsoil in test boring No. 4 and extends to a depth of four (4)
feet below the surface. The sandy lean clay is plastic, moist and exhibits moderate bearing
characteristics in its moist, in -situ condition.
4. Silty Sand and Gravel. This granular, silty sand with gravel stratum was encountered in
all five (5) test borings at a depth of three (3) to five (5) feet below the surface and
extends beyond the depths explored. Cobbles ranging in the size of three (3) to six (6)
inches in diameter were encountered within the silty sand with gravel stratum at depths
of five (5) to six and one-half (6Yz) feet below the surface. The granular stratum varies
in from a silty sand with gravel to a relatively clean sand with gravel and cobbles. It is
4
Terracon
Phelps Tointon
ELI Project No. 20935151
Laboratory Testing: All samples retrieved during the field exploration were returned to the
laboratory for evaluation 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, final boring logs prepared, and an applicable
laboratory testing program was formulated to determine engineering properties of the subsurface
materials. Boring Logs for the project are presented in Appendix A.
Selected soil samples were tested for the following engineering properties:
• Water content 0 Swell consolidation
• Dry density • Plasticity
• Unconfined Compressive Strength • Soluble sulphate content
• Expansion
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 test were
performed in general accordance with applicable ASTM, local or other accepted standards.
SITE CONDITIONS
The site for the proposed office/manufacturing building is currently a vacant tract of land.
Vegetation at this site consists of relatively short growth of medium to dense grass and weeds.
The site is relatively flat with minor surface drainage in the south to southeast direction. The
property is bordered on the north by Buckingham Street and to the east by vacant land with North
Lemay located beyond. South of the subject site is the Vanworks shop and southeast of the site
are storage units. West of the site is also vacant land.
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 two million (2,000,000) years ago), is a broad, erosional trench which
separates the Southern Rock 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 seventy million (70,000,000) years ago), intense tectonic activity occurred,
3
Terracon
Phelps Tointon
ELI Project No. 20935151
Other site development will include the construction of a parking lot to the north, east and west
of the proposed building location. Two levels of traffic are anticipated for pavements to be
constructed on the site. These include automobile parking and drive bays/truck access.
SITE EXPLORAT/ON
The scope of the services performed for this project included site reconnaissance by a
geotechnical engineer, a subsurface exploration program, laboratory testing and engineering
analyses.
Field Exploration: A total of five (5) test borings were drilled at the subject site on June 11, 1993
to depths of fifteen (15) below the surface at the locations shown on the Site Plan, Figure 1. The
test borings were drilled within the footprint of the proposed manufacturing building structure.
The test borings were advanced with a truck -mounted drilling rig utilizing 4-inch diameter
continuous -type power flight auger drills.
The location of borings were positioned in the field by ELI with reference to the north and east
property lines. Elevations were taken at the ground surface of each test boring location by
measurements with an engineer's level and rod relative to a temporary benchmark consisting of
the north bonnet bolt of the fire hydrant located on the south side of Buckingham Street
approximately 300 feet east of the proposed structure. The TBM is assumed at an elevation of
100. The accuracy of boring locations and elevations should only be assumed to the level implied
by the methods used to determine each.
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
means of pushing thin -walled Shelby tubes, or by driving split -spoon sampling devices.
Penetration resistance measurements were taken with each sampling with the split -spoon driving
the sampler with a 140-pound hammer falling 30 inches. When properly interpreted, the
penetration resistance is a useful index to the consistency, relative density or hardness of the
materials encountered.
Groundwater conditions were evaluated in each boring at the time of site exploration, and 24
hours after drilling.
2
GEOTECHN/CAL ENGINEERING REPORT
PROPOSED MANUFACTURING BUILDING
LOTS 12, 73, 18 AND 19 OF THE
NORTH LEMAY SUBDIVISION
FORT COLLINS, COLORADO
ELI PROJECT NO. 20935151
INTRODUCTION
Terracon
This report contains the results of our geotechnical engineering exploration prepared for the
proposed manufacturing building to be located on lots 12, 13, 18 and 19 of the North Lemay
Subdivision 2nd Filing in northeast Fort Collins, Colorado. The site is located. in the northeast
quarter of Section 12, Township 7 North, Range 69 West of the 6th Principal Meridian, Larimer
County, Colorado.
The purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
• subsurface soil conditions
• groundwater conditions
• foundation design and construction
• lateral earth pressures
• 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 and structural
conditions.
PROPOSED CONSTRUCTION
Based on information provided by Mr. Tim Brown of Colorado Custom Cabinets, the proposed
structure will consist of a steel frame, slab -on -grade, two-story office portion and single -story
manufacturing building having plan dimensions of 160x250 feet.
Final site grading plans were not available prior to preparation of this report. Ground floor level
is anticipated at the proposed office/manufacturing building at existing grade to approximately two
(2) feet above existing grade.
Phelps Tointon
EL/ Project No. 20935151
TABLE OF CONTENTS (cont.)
Page No.
APPENDIX A
Site Plan .............................................. Figure No. 1
Logs of Borings .......................................... A2 thru A6
APPENDIX B
Laboratory Test Data:
Swell -Consolidation Tests .................................... 61
Summary of Test Results .............................. B2 thru B3
APPENDIX C: GENERAL NOTES
Drilling & Exploration ............................................. C1
Unified Soil Classification ......................................... C2
Laboratory Testing, Significance and Purpose ........................... C3
Report Terminology ............................................. C4
APPENDIX D
Recommended Preventative Maintenance -Asphalt Concrete Pavements ......... D1
Recommended Preventative Maintenance -Jointed Concrete Pavements ......... D2
Phelps Tointon
ELi Project No. 20935151
TABLE OF CONTENTS
No.
Letter of Transmittal ...............................................Page
i
INTRODUCTION.....................................................
1
PROPOSED CONSTRUCTION ...........................................
1
SITE EXPLORATION ..................................................
2
J
Field Exploration ........................
2
Laboratory Testing ............................................
3
7
SITE CONDITIONS ...................................................
3
SUBSURFACE CONDITIONS ............................................
3
J
Geology .....................................................
3
Soil Conditions
4
Laboratory Test Results ..........................................
5
JGroundwater
Conditions ..........................................
5
CONCLUSIONS AND RECOMMENDATIONS .................................
5
Foundation Systems .
5
J
Lateral Earth Pressures ...........................................
6
Seismic Considerations ...........................................
7
Floor Slab Design and Construction ................................
7
Pavement Design & Construction
8
Flexible Pavement .........................................
8
Rigid Pavement
10
J
Earthwork ...........................................
12
General Considerations .....................................
12
Site Clearing
12
Excavation ........
13
Slab Subgrade Preparati..................................... on ...................................
13
Pavement Subgrade Preparation .................:.:.... ...:..
14
Fill Materials
14
Placement and Compaction ..................................
15
Slopes................................................
15
Compliance............................
16
Utility Construction .......................................
16
17
Drainage....................................................
Surface Drainage .................................
17
Subsurface Drainage .........
17
Additional Design and Construction Considerations ......................
18
1
Exterior Slab Design and Construction ..........................
18
y
Underground Utility Systems
18
Corrosion Protection .......................................
18
GENERAL COMMENTS ...............................................
18
Terracon
Phelps Tointon
ELI Project No. 20935151
We have appreciated being of service to you in the geotechnical engineering phase of this project,
and are prepared to assist you during the construction phases as well. If you have any questions
concerning this report or any of our testing, inspection, design and consulting services, please feel
free to contact us.
Sincerely,
EMPIRE LABORATORIES, INC.
A Division of a Terracon Companies, Inc.
�q 4.4
David A. Richer, P.E.
Geotechnical Engineer
Reviewed by:
Chester C. Smith, P.E.
Division Manager
DAR/CCS/dmf
Copies to: Phelps Tointon (3)
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inc.
P.O. Box 503 a 301 No. Howes
Fort Collins, Colorado 80522
(303) 484-0359
FAX No. (303) 484-0454
Chester C. Smith, P.E.
Neil R. Sherrod, C.P.G.
June 21, 1993
Phelps Tointon
P.O. Box 1518
Greeley, Colorado 80634
Attn: Mr. Brian Tointon
Re: Geotechnica/ Engineering Report, Proposed Manufacturing Building,
Lots 12, 13, 18 and 19 of the North Lemay Subdivision
Fort Collins, Colorado
EL/ Project No. 20935151
Empire Laboratories, Inc. (ELI) has completed a geotechnical engineering exploration for the
proposed manufacturing building to be located on lots 12, 13, 18 and 19 of the North Lemay
Subdivision in 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 foundations and other earth connected phases of this project are attached.
The subsurface exploration indicated soil conditions which are typical of soils commonly found in
the northeast Fort Collins area. The subsurface soils at the site consisted predominately of a silty
sand with gravel material overlain by a clayey sand layer. The information obtained by the results
of the field exploration and laboratory testing completed for this project indicate the soils at the
site have a low expansive potential.
Based on the geotechnical engineering analyses, subsurface exploration and laboratory test results,
it is recommended that the proposed structure be supported on a conventional -type spread
footing, and/or continuous grade beam foundation system. Slab -on -grade may be utilized for the
interior floor system provided that care is taken in the placement and compaction of the subgrade
soil.
Other design and construction details, based upon geotechnical conditions, are presented in the
report.
Offices of The Terracon Companies, Inc. Geotechnical, Environmental and Materials Engineers
Arizona: Tucson ■ Colorado: Colorado Springs, Denver, Ft. Collins, Greeley, Longmont ■ Idaho: Boise ■ Illinois: Bloomington,
Chicago, Rock Island ■ Iowa: Cedar Falls, Cedar Rapids, Davenport, Des Moines, Storm Lake 0 Kansas: Lenexa, Topeka,
Wichita ■ Minnesota: St. Paul ■ Missouri: Kansas City ■ Nebraska: Lincoln, Omaha ■ Nevada: Las Vegas
■ Oklahoma: Oklahoma City, Tulsa ■ Texas: Dallas ■ Utah: Salt Lake City ■ Wyoming: Cheyenne
QUALITY ENGINEERING SINCE 1965
GEOTECHN/CAL ENGINEERING REPORT
PROPOSED MANUFACTURING BUILDING
LOTS 12, 13, 18 AND 19 OF THE
NORTH LEMAY SUBDIVISION
FORT COLLINS, COLORADO
ELI PROJECT NO. 20935151
Prepared for:
PHELPS TOINTON
P.O. BOX151B
GREELEY, COLORADO 80634
ATTN: MR. BRAN TO/NTON
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inc.
i
GEOTECHN/CAL ENGINEERING REPORT
PROPOSED MANUFACTURING BUILDING
LOTS 12, 13, 18 AND 19 OF THE
NORTH LEMAY SUBDIVISION
FORT COLLINS, COLORADO
ELI PROJECT NO. 20935151
A Division of
The Terracon Companies, Inc.