HomeMy WebLinkAboutWESTBURY PUD, FIRST FILING - FINAL - 11-94A - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTI :
MONITORING WELL # 2A Page 1 of I
CLIENT
Mark Linder
ARCHITECT/ENGINEER
Stewart & Associates
SITE South Shields Street & West Harmony Road
Fort Collins, Colorado
PROJECT
Westbury P.U.D. First Filing
0
U
(L
4x
ix
0
DESCRIPTION
TOP OF CASING ELEV.: 89.1 ft.
APPROX. SURFACE ELEV.: 86.4 ft.
WELL
DETAIL
UV
CL
W
0
SAMPLES
TESTS
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h A A
A A
0.5 6" TOPSOIL 85.9
LEAN CLAY WITH SAND
Brown, moist, stiff
Bentonite
Silica sand
4.0 82.4
10—
WEATHERFM CLAYSTONE/
SILTSTONE
Olive, moist, soft
Slotted pipe
8.5 77.9
CLAYSTONFISILTSTONE
10.0 Olive, moist, moderately hard 76.41
I
SS
12"
12 13.7
2
SS
12"
34
13.8
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
BOREHOLE DIA.: 6.25 in
WELL DIA.: 2.0 In
OBSERVATIONS
WATER LEVEL OBSERVATIONS
Empire Laboratories'
Incorporated
Division of Termcon
BORING STARTED 5-25-94
WL
37 None W.D.
None A].B.
BORING COMPLETED 5-25-94
WI
EhrsA.B.
RIG CAff�:55 :T�005
FOREMAN DMIL
r#20945
Water checked 24
APPROVED LRS
JOB
MONITORING WELL # 1A
Page 1 of 1
CLIENT
ARCHrrECT/ENGINEER
Mark Linder
Stewart & Associates
SITE South Shields Street & West Harmony Road
PROJECT
Fort Collins,. Colorado
Westbury P.U.D. First Filing
SAMPLES
TESTS
WELL
o
DESCRIPTION
DETAIL
o
1.-
o
J
U.
E
r
W
Z 2
v
}
x
Z\
W
HF
¢
TOP OF CASING ELEV.: 100.6 ft.
W
tUo
M
0.
W
dJ
O
ZH
a:
CD
APPROX. SURFACE ELEV.: 98.2 ft.
0
Z
F-
x
to no
E
to
0.5 6" TOPSOIL 97.7
LEAN CLAY WITH SAND
Brown, moist, stiff
2.5 95.7
on site backfill
1
SS
12"
5 18.2
SANDY LEAN CLAY
5
Red, moist, medium stiff
9.5 88.7
10—
2
SS
12"
6
9.2
4*
SAND WITH GRAVEL
low
Red, moist to wet, loose Sz
Bentonite
3
SS
12"
3
20.9
14.5 83.7
15
Silica sand
SANDY LEAN CLAY__
Red, wet, stiff
Slotted pipe
20
4
SS
12"
10
24.1
21.0 77.2
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BOREHOLE DIA.: 6.25 in
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WELL DIA.: 2.0 in
WATER LEVEL OBSERVATIONS
BORING STARTED 5-25-94
Empire Laboratories
wL
s 11.3' W.D.IT
11.31 A.B.
BORING COMPLETED 5-25-94
Incorporated
wL
RIG CME-55
FOREMAN DMi.
Division of Tersacon
WL
Water checked 24 hrs. A.B.
APPROVED LRS
JOB A 20945005
LOG OF BORING No. 6
Page 1 of 1
CLIENT
ARCHTPECT/ENGINEER
Mark Linder
Stewart & Associates
SITE South Shields Street & West Harmony Road
PROJECT
Fort Collins, Colorado
Westbury P.U.D. First Filing
SAMPLES
TESTS
c�
0
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z
H�
w a
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DESCRIPTION
}
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Z\
=
S
W
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F
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cc
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d
fA
U
CO
E
W
M
O
U
3
F-O
rA
H
Yli
ow
UwU_
WHa
FE\
Approx. Surface Elev.: 94.3 ft.
W
o
cn
w
>
z>_
>
W
o-�
cnao
o
E
oa
ME
mcncn
cna
F-HJ
¢H_j
A A A
w w
O 5 6" TOPSOIL 93.8
1
SS
12"
13
14.1
1.0 LEAN CLAY WITH SAND 93.3
Brown, moist, stiff
IK
2
BS
35/18/17
SANDY LEAN CLAY
Red/tan, moist to wet
Medium stiff to stiff
3
ST
12"
17.8
101
3190
5
4
SS
12"
6
13.5
5
SS
12"
5
14.7
10
3z
6
SS
12"
5
22.3
15.0 79.3
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
Empire Laboratories
BORING STARTED 5-25-94
WL
g None W.D.911.41
A.B.
BORING COMPLETED .5-25-94
Incorporated
Division of Terracon
WL
RIG CME-55
FOREMAN DML
WL
Water checked 24 hrs. A.B.
APPROVED LRS
JOB # 20945005
LOG OF BORING No. 5
Page 1 of 1
CLIENT
ARCHITECT/ENGINEER
Mark Linder
Stewart & Associates
SITE South Shields Street & West Harmony Road
PROJECT
Fort Collins; Colorado
W ury P.U.D. First Film
SAMPLES
TESTS
►=
X
►>.
o
0
o
U.J
z
z
zX
C.)DESCRIPTION
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w
CrzLL
w
7
W
►H- _
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2
a.
1—UE0.wU
FO
H
YLL
UwOLL
CD
Approx. Surface Elev.: 98.8 ft.
w
C]
N
w
z}
Z
H
w
w
w J
Nm
o
0
o_ 0.
W0-
z ►- to
7f_0-
".,.AAA
0.5 6" TOPSOIL 98.3
1
SS
12"
14
13.3
SANDY LEAN CLAY
Red/tan, moist, medium stiff
2
ST
12"
12.2
101
1450
5
3
SS
12"
5
15.6
4
SS
12"
5
9.5
10
10.5 88.3
17�
ww.
SAND WITH GRAVEL.
':
Red, moist, loose
.
*
Q
5
SS
12"
6
16.5
1
15.0 83.8
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
Empire Laboratories
BORING STARTED 5-25-94
wL
s 14.1' W.D.
s A.B.
BORING COMPLETED 5-25-94
Incorporated
Division of Terracon
WL
1 13.0" D.C.I.
RIG CME-55
FOREMAN DML
WL
Water checked 24 hrs. A.B.
APPROVED LRS
JOB N 20945005
LOG OF BORING No. 4
Page 1 of 1
JCLIENT
ARCHITECTIENGINEER
Mark Linder
Stewart & Associates
SITE South Shields Street & West Harmony Road
PROJECT
Fort Collins, Colorado
ury P.U.D. First Filing
SAMPLES
TESTS
I-
o
o
J:
er
DESCRIPTION
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W
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H
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UO:Ii
ZF_Cn
WWU.
=Xco
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Approx. Surface Elev.: 93.0 ft.
o
:3
z
H
X
N m
E
51
5 w a
w a a
0.5 6" TOPSOIL 92.5
LEAN CLAY WITH SAND
Brown, moist, stiff
%.
2.0 91.0
1
ST
12"
13.5
105
4070
440
2
SS
12"
8
23.8
. i
"
SANDY LEAN CLAY
5
.; ..
Red, moist, medium stiff
3
ST
12"
17.9
109
,'•
.r: r
4
SS
12"
6
15.9
'.r
`
t
10.5 82.5
10
SAND WITH GRAVEL
!fy.�
Red, moist to wet, loose =
R"W
14.0 79.0
SANDY T_.F__AN CLAY =
5
SS
12"
5
23.8
:J
15.0 Red, wei, medium stiff 78.0
15
BOTTOM OF BORING
TiHE,STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES:. IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
Empire Laboratories
BORING STARTED 5-25-94
� n
g 14.2' W.D•
i 11.8' A.B.
BORING COMPLETED 5-25-94
Incorporated
Division of Termcon
Eovr
RIG CME-55
FOREMAN DML
LWL
Water checked 24 hrs. A.B.
APPROVED LRS
JOB x 20945005
LOG OF BORING No. 3
Page 1 of 1
CLIENT
ARCHITECT/ENGINEER
Mark Linder
Stewart & Associates
SITE South Shields Street & West Harmony Road
PROJECT
Fort Collins, Colorado
Westbury P.U.D. First Filing
SAMPLES
TESTS
\
>
.�
J
J
z
HI_
DESCRIPTION
}
M
Z\
z
aEa
H
L)a
U
L)F-o
}U_
IL
Surface Elev.: 97.3 f.
oMza°'Eas=Approx.
�
ain
(no_
"^"^"
0.5 6" TOPSOIL 96.8
1
SS
12"
13
11.2
LEAN CLAY WITH SAND
Brown, moist, stiff
2.0 95.3
2
ST
12"
13.6
121
SANDY LEAN CLAY
Red, moist, medium stiff
3
SS
12"
8
18.3
5
4
ST
12"
11.0
Ill
1970
8.5 gg g
5
SS
1 12"
14
11.2
SAND WITH GRAVEL
10
Red/gray, moist, medium dense
w
M
: w
Sz
6
SS
12"
19
7.9
�
15.0 82'3
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
STARTED RTED 5-25-94
.r'
Empire Laboratories
WL
g 14.30 W.D.
LE A.B.
BORING COMPLETED 5-25-94
Incorporated
Division of Temcon
WL
1 12.8' D.CL
RIG CMri -55
FOREMAN DML
WI.
Water checked 24 hrs. A.B.
APPROVED l,RS
JOB q 20945005
LOG OF BORING No. 2
Page 1 of 1
CLIENT
ARCHITECT/ENGINEER
Mark Linder
Stewart & Associates
SITE South Shields Street & West Harmony Road
PROJECT
Fort Collins; Colorado
Westbury P.U.D. First Filing
SAMPLES
TESTS
X
>
o
0
'.
o
H
DESCRIPTION
y
w
Z\
�
w
IHj__
a
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U
Cn
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zz
o.)�w
w
0
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o
a.
}
w
~o
n. d
H
o
c a.
c
z r m
w
Approx. Surface Elev.: 98.7 ft.
o
Z
f-
Nm
I=
ca.
ocna
" " A
0 5 6" TOPSOIL 98_2
SAND
1
SS
12"
13
15.2
LEAN CLAY WITH
1.5 Brown, moist, stiff 97.2
2
ST
12"
23.4
101
2140
3
SS
12"
5
18.4
SANDY LEAN CLAY
5
Red/olive, moist to wet
Medium stiff to stiff
4
ST
12"
19.7
105
2980
5
SS
12"
4
18.2
10
6
SS
12"
5
21.1
15.0'7
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
BORING STARTED 5-25-94
Empire Laboratories
Incorporated
Division of TenaCOn
WL
g None W.D.IT
13.1' A.B.
BORING COMPLETED 5-25-94
WL
RIG CME-55
FOREMAN DML
WL
Water checked 24 hrs. A.B.
APPROVED LRS
JOB Jt 20945005
LOG OF BORING No. 1
Page 1 of 1
CLIENT
ARCHITECT/ENGINEER
Mark Linder
Stewart & Associates
SITE South Shields Street & West Harmony Road
PROJECT
Fort Collins; Colorado
West ury P.U.D. First Filing
SAMPLES
TESTS
►=
t}-
o
o
o
0
l~L
E
)I-
W
W
M
zS
W
L)
DESCRIPTION
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o:
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z
Fig
W
•_
2
W
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F
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zz
-jo)
CL
t-
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fA
c)
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E
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L)
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F-o
rA
H
>-w
ow
C.)WLL
J fA
wwu_
of
o
�
z
z
E
o 0-
� a
y a n.
Approx. Surface Elev.: 96.6 ft.
cn ca
Cn
" "
0.5 6" TOPSOIL 96.1
1
SS
12"
15
10.5
LEAN CLAY WITH SAND
Brown, moist, stiff to very stiff
3.0 93.6
2
ST
12"
8.5
106
3
SS
12"
7
10.6
SANDY LEAN CLAY
5
Red, moist, stiff to very stiff
85
4
ST
1 12"
11.9
1 122
5630
8.0 88.6
5
SS
12"
28
14.6
. 7;r
1
SAND WITH GRAVEL
Red, moist to wet, medium dense
10
12.5 X7 84.1
SANDY LEAN CLAY
Red, wet, medium stiff
6
SS
12"
5
26.3
15.0 81.6
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
Empire Laboratories
Incorporated
BORING STARTED 5-25-94
g12.6' W.D.
= 10.8' A.B.
BORING CONfPL I'ED 5-25-94
LWL
RIG CME-55
FOREMAN DML
Division of Termcon
Water checked 24 hrs. A.B.
APPROVED LRS
JOB N 20945005
IN
04*471
.1:,
TIP. 000
r
7
17'
z Ot 14
MW IA
13
7
C_
-1 : DRIVE
V
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inc.
A
11
Linder Real Estate Terracon
ELI Project No. 20945005
applicable project requirements have been met. It would be logical for Empire Laboratories, Inc.
to provide these additional 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 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.
17
J�
Terracon
Linder Real Estate
ELI Project No. 20945005
• 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
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
• Corrosion Protection: Results of soluble sulfate testing indicate that ASTM Type 1/II
Portland cement is suitable for all concrete on and below grade. Foundation concrete
should be designed in accordance with the provisions of the ACI Design Manual, Section
318, Chapter 4.
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
HNI
I
Linder Real Estate Terracon
ELI Project No. 20945005
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.
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.
The contractor should retain a geotechnical engineer to monitor the soils exposed in all
excavations and provide engineering services for slopes. This will provide an opportunity
to monitor the soil types encountered and to modify the excavation slopes as necessary.
�4. It also offers an opportunity to verify the stability of the excavation slopes during
construction.
Drainage:
• Surface Drainage:
1. Positive drainage should be provided during construction and maintained throughout
the life of the proposed residences. 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
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.
.r
15
I
Linder Real Estate Terracon
ELI Project No. 20945005
Aggregate base course ... 95
Miscellaneous backfill................................ 90
5. If a well defined maximum density curve cannot be generated by impact compaction
in the laboratory for any fill type, engineered fill should be compacted to a minimum
of 80 percent relative density by determined by ASTM D4253.
6. On -site clay soils beneath pavements should be compacted within a moisture
content range of 2 percent below to 2 percent above optimum. On -site clay soils
beneath foundations should be compacted within a moisture range of optimum to
2 percent above optimum.
'' • Slopes:
For permanent slopes in compacted fill areas, the recommended maximum
configuration for on -site materials is 2'/z to 1 (horizontal to vertical).
`= If steeper slopes are required for site development, stability analyses should be
completed to design the grading plan.
• Compliance: Performance of slabs -on -grade, foundations and pavement elements
RM 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.
• Excavation and Trench Construction: Excavations into the on -site soils will encounter a
variety of conditions. Excavations into the clays can be expected to stand on relatively
steep temporary slopes during construction. However, caving soils may also be
encountered. The individual contractor(s) should be made responsible for designing and
constructing stable, temporary excavations as required to maintain stability of both the
excavation sides and bottom. All excavations should be sloped or shored in the interest
of safety following local, and federal regulations, including current OSHA excavation and
trench safety standards.
If any excavation, including a utility trench, is extended to a depth of more than 20 feet,
it will be necessary to have the side slopes designed by a professional engineer. .
14
Terracon
Linder Real Estate
ELI Project No. 20945005
• Fill Materials:
1. Clean on -site soils or approved 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. Select granular materials should be used as backfill behind retaining walls.
3. Frozen soils should not be used as fill or backfill.
4. Aggregate base should conform to Colorado Department of Transportation Class 5
or 6 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. 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 or approved imported fill:
Beneath foundations ............................ 95
Beneath slabs ................................ 95
Beneath pavements ............................ 95
Utility trenches beneath construction 95
Utility trenches in open areas ...... .. ......... 90
13
Linder Real Estate Terracon
ELI Project No. 20945005
6. All exposed areas which will receive fill, once properly cleared, should be scarified
to a minimum depth of 6 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.
• Slab Subarade Preparation:
1. Where existing clay soils will support upper level floor slabs, the soils should be
scarified, moisture conditioned and compacted to a minimum depth of 6 inches.
2. A minimum 4-inch layer of clean -graded gravel should be placed beneath upper level
floor slabs.
3. A minimum 8-inch layer of free -draining gravel should be placed beneath basement
floor slabs in conjunction with the underslab drainage system.
• Pavement Subarade Preparation:
1. The subgrade should be scarified, moistened as required, and recompacted for a
minimum depth of 6 inches prior to placement of fill and pavement materials.
2. On -site clay soils may pump or become unstable or unworkable at high water
contents. Workability may be improved by scarifying and drying. Overexcavation
j� of wet zones and replacement with granular materials may be necessary.
Lightweight excavation equipment may be required to reduce subgrade pumping.
Proof rolling of the street subgrade may be required to determine subgrade stability
prior to paving.
Use of lime, fly ash, kiln dust, cement or geotextiles could also be considered as a
lit,
stabilization technique. Laboratory evaluation is recommended to determine the
effect of chemical stabilization on subgrade soils prior to construction.
of
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Linder Real Estate Terracon
ELI Project No. 20945005
Preventative 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
investment for pavements.
4
Recommended preventative maintenance policies for asphalt and jointed concrete pavements,
based upon type and severity of distress, are provided in Appendix D. Prior to implementing any
maintenance, additional engineering observation is recommended to determine the type and extent
of preventative maintenance.
Earthwork:
• General Considerations: The conclusions contained in this report for the proposed
construction are contingent upon compliance with recommendations presented in this
section.
• Site Clearing:
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 fills, foundations or underground facilities are encountered during site clearing,
such features should be removed and the excavation thoroughly cleaned prior to
backf ill 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
Uoperations. 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.
i� 4. 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 structures.
5. All materials derived from the demolition of existing structures should be removed
from the site, and not be allowed for use in any on -site fills.
11
Terracon
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T
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.
I
Future performance of pavements constructed on the clay soils at this site will be dependent upon
1 several factors, including:
• maintaining stable moisture content of the subgrade soils; and,
ri
• providing fora 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
7111,
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,
• Placing curb, gutter and/or sidewalk directly on subgrade soils without the use of
base course materials.
1 ��I
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.
i.
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Asphalt concrete should be obtained from an approved mix design stating the 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 specification is recommended. The mix
design should be submitted prior to construction to verify its adequacy. The asphalt materials
should be placed in maximum 3-inch lifts, and should be compacted to a minimum of 95 % Hveem
density (ASTM D1559).
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 should conform to
an approved mix design stating the Hveem properties, optimum asphalt content, job mix formula,
and recommended mixing and placing temperatures. Aggregate used in plant -mixed bituminous
base course should meet a particular gradation. Use of aggregates meeting Colorado Department
of Transportation Grading G or C specifications is recommended. The mix design should be
submitted prior to construction to verify it adequacy. The asphalt material should be placed in
maximum 3-inch lifts, and should be compacted to a minimum of 95% Hveem density (ASTM
D1'559).
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 minimum
• Strength Requirements ....• • • .. ASTM C94
• Minimum Cement Content ........................ 5.5 sacks/cu. yd.
• Cement Type ................ .......... ..... Type I Portland
• Entrained Air Content .................................... 6 to 8%
• Concrete Aggregate ................. ASTM C33 and CDOT Section 703
• Aggregate Size 1 inch maximum
; 1 • 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 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
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Linder Real Estate Terracon
ELI Project No. 20945005
soil was determined by correlation to the laboratory tests results. A modulus of rupture of 650
psi (working stress 488 psi) was used for pavement concrete. The rigid pavement thicknesses
for each street were determined on the basis of the AASHTO design equation.
Recommended alternatives for flexible and rigid pavements, summarized for each street, are as
follows:
Traffic Area
Alternative
Recommended Pavement Section Thickness (inches)
Asphalt
Concrete
Surface
Aggregate
Base
Course
Subbase
Plant -Mixed
Bituminous
Base
Portland
Cement
Concrete
Total
Harmony Road
A
5
12
12
29
B
4
9
13
C
8
8
Westbury
Drive
A
3
7
10
B
2
4
6
C
6
6
Mariposa
Court
A
3
4
7
B
2
3
5
C
6
6
Each alternative should be investigated with respect to current material availability and economic
conditions.
Aggregate base course (if used on the site) should consist of a blend of sand and gravel which
6 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 determined
compliance with these specifications prior to importation to the site.
Aggregate base course should be placed in lifts not exceeding six inches and should be compacted
!i to a minimum of 95% Standard Proctor density (ASTM D698), 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.
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• A minimum 8-inch layer of free -draining gravel should be placed beneath basement
floor slabs in conjunction with the underslab drainage system.
• 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 Desian and Construction: Design of pavements for the project have been based on the
procedures outlined in the 1986 Guideline for Design of Pavement Structures by the American
Association of State Highway and Transportation Officials (AASHTO). Proposed pavements on
the site will be divided into three categories based upon anticipated traffic and usage.
Traffic criteria provided for pavement thickness designs include 18-kip equivalent single axle loads
(ESALs) of 200 for Harmony Road, 12 for Westbury Drive and 5 for Mariposa Court.
Based upon AASHTO criteria, Colorado is located within Climatic Region VI of the United States.
This region is characterized as being.dry, with hard ground freeze and spring thaw. The spring
thaw condition typically results in saturated or near -saturated subgrade soil moisture conditions.
The AASHTO criteria suggests that these moisture conditions are prevalent for approximately 12-
1/2% of the annual moisture variation cycle.
Local drainage characteristics of proposed pavement areas are considered to be good. These
characteristics, coupled with the approximate duration of saturated. subgrade conditions, results
in a design drainage coefficient of 1.0 when applying the AASHTO criteria for design.
For flexible pavement design, terminal serviceability indices of 2.5 and 2.0 were utilized for
Harmony Road and the residential streets, respectively, along with respective reliabilities of 90 and
70%. An R-value of 11.2, determined from our laboratory testing, was used for the residential
streets. An R-value of 5, supplied by others, was used for Harmony Road. Using the correlated
`9 design R-values, appropriate ESALs per day, environmental criteria and other factors, the structural
numbers (SN) of the pavement sections were determined on the basis of the 1986 AASHTO
design equation.
In addition to the flexible pavement design analyses, rigid pavement design analyses were
completed, based upon AASHTO design procedures. Rigid pavement design is based on an
evaluation of the Modulus of Subgrade Reaction of the soils (K-value), the Modulus of Rupture of
the concrete, and other factors previously outlined. The design K-value of 100 for the subgrade
7
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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.
Basement Construction: The shallowest groundwater encountered on the site was at a depth of
10.8 feet in boring 1 near the west edge of the property. Full -depth basement construction is
considered acceptable on the site, provided the basement excavations extend no deeper than 3
feet above the groundwater level.
To reduce the potential for groundwater to enter the basement of a structure, installation of a
perimeter drainage system is recommended. The drainage system should be constructed around
the exterior perimeter of the basement foundation, and slope at a minimum 1 /8 inch per foot to
a suitable outlet, such as a sump and pump system.
The drainage system should consist of a properly sized perforated pipe, embedded in free -draining
gravel, placed in a trench at least 12-inches in width. Gravel should extend a minimum of 3-inches
beneath the bottom of the pipe, and at least 1 foot above the bottom of the foundation wall. The
gravel should be covered with drainage fabric prior to placement of foundation backfill.
Floor Slab Design and Construction: Low expansive soils will support the floor slabs. 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.
• Interior trench backf ill paced beneath slabs should be compacted in accordance with
recommended specifications outlined below.
• A minimum 4-inch layer of clean -graded gravel should be placed beneath upper level
interior slabs.
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Zones of perched and/or trapped groundwater may also occur at times in the subsurface soils
overlying bedrock, on top of the bedrock surface or within permeable fractures in the bedrock. The
location and amount of perched water is dependent upon several factors, including hydrologic
—j conditions, type of site development, irrigation demands on or adjacent to the site, fluctuations
�j in water features and seasonal and weather conditions. The possibility of groundwater
fluctuations should be considered when developing design and construction plans for the project.
GROUNDWATER MONITORING WELLS
Groundwater monitoring wells 1 A and 2A were installed in filings 1 and 2, respectively, on March
25, 1994 to aid in the design of a subsurface drainage system by other consultants. The
monitoring wells were constructed with 2-inch diameter manufactured well screen and casing
material. Monitoring wells 1 A and 2A were installed to depths of approximately 20.5 and 9.5 feet
below site grade, respectively. Well construction details are shown on the groundwater
monitoring well profiles in Appendix A.
CONCLUSIONS AND RECOMMENDATIONS
JFoundation Systems: Based on the soil characteristics encountered on the site, spread footing
foundations bearing upon undisturbed subsoils are recommended for support of the proposed
residences. The footings may be designed for a maximum bearing pressure of 1,500 psf (dead
load plus half live load). In addition, the footings should be sized to maintain a minimum dead -load
pressure of 500 psf. Exterior footings should be placed a minimum of 30 inches below finished ,
grade for frost protection.' Finished grade for perimeter footings is the lowest adjacent grade.
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 settlement resulting from the assumed structural loads are estimated to be on the order
of %-inch provided that foundations are constructed as recommended.
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.
Foundations, and masonry walls should be reinforced as necessary to reduce the potential for
distress caused by differential foundation movement. The use of joints at openings or other
discontinuities in masonry walls is recommended. 11
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ELI Project No. 20945005
SUBSURFACE CONDITIONS
Terracon
Soil and Bedrock Conditions: The following describes the characteristics of the primary soil strata
encountered at the site in order of increasing depths.
• Topsoil. A '/:-foot layer of silty topsoil was encountered at the surface of the test borings.
The topsoil has been penetrated by root growth and organic matter.
• Lean Clay with Sand. A layer of brown clay was encountered. below the topsoil and
extends to depths of 1 to 4 feet below the surface. The lean clay is moist and contains
moderate quantities of sand.
• Sandy Lean Clay. A layer of red clay was encountered below the topsoil and/or brown clay
and is interbedded with a granular stratum. The red clay contains substantial quantities of
sand and is moist to wet with depth.
• Sand with Gravel. The granular stratum was encountered in 5 of the 8 test borings
between depths of 8 and 15 feet. The sand with gravel is relatively clean and is moist to
wet with depth.
• Claystone/Siltstone Bedrock. The bedrock stratum was encountered at a depth of 4 feet
in the test boring for monitoring well 2A in the 2nd Filing of the subdivision. The upper 4'/z
feet of the bedrock is highly weathered.
Field and Laboratory Test Results: Field test results indicate that the clay soils vary from medium
stiff to very stiff in consistency. The sand soils vary from loose to medium dense in relative
density. The weathered bedrock is soft and the underlying bedrock is moderately hard. The soils
at anticipated foundation bearing depths have moderate load bearing capability.
Laboratory test results indicate that clay soils at anticipated foundation bearing depths have low
expansive potential.
Groundwater Conditions: Groundwater was encountered at depths of 11.3 to 14.3 feet in five
the test borings at the time of field exploration. When checked one day after drilling, groundwater
was measured at depths of 10.8 to 13.1 feet in five of the test borings. 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 and fluctuations in the flow of the Pleasant Valley and Lake Canal.
4
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Terracon
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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. Samples of bedrock were
classified in accordance with the general notes for Bedrock Classification. At that time, -the field
descriptions were confirmed or modified as necessary, final boring logs prepared, and an applicable
laboratory testing program was formulated to determine engineering properties of the subsurface
materials. Boring logs and monitoring well cross sections for the project are presented in Appendix
A.
Selected soil and bedrock samples were tested for the following engineering properties:
• Water content
•
Plastic limit
• Dry density
•
Percent fines
• Consolidation
•
Hveem stabilometer
• Compressive strength
•
Grain size distribution
• Expansion
•
Hydrometer analysis
• Liquid limit
•
Water soluble sulfate
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, pavement and earthwork recommendations. All laboratory tests
were performed in general accordance with the applicable ASTM, local or other accepted
standards.
The grain size distribution and hydrometer analysis were performed for Mr. Paul Clopper of
Resources Consultants and Engineers (RCE) to aid in the design of a subsurface drainage system.
SITE CONDITIONS
The 1 st Filing of the Wesbury P.U.D. consists of approximately 8 acres of land on the south side
of Harmony Road approximately 1/10 to 2/10 mile west of Shields Street in southwest Fort
Collins, Colorado. The area is vegetated with low grass and a large cluster of small trees. The
Pleasant Valley and Lake Canal runs along the southwest edge of the site. The 1st Filing is
bordered by Harmony Road to the north, two single-family residences and the Gress Gallery to the
east, the 2nd Filing of the Westbury P.U.D. to the south and a single-family residence to the west.
The area exhibits slight surface drainage to the east.
3
J Terracon
Linder Real Estate
JELI Project No. 20945005
J Although final site grading plans were not available prior to preparation of this report, pavement
subgrades and ground floor levels of the proposed residences are anticipated to be at or near.
existing site grades.
SITE EXPLORATION
The scope of the services performed for this project included site reconnaissance by an
engineering geologist, a subsurface exploration program, installation of two groundwater
monitoring wells, IAboratory testing and engineering analyses.
Field Exploration: A total of 8 test borings were drilled on May 25, 1994 to depths of 10 to 20
feet at the locations shown on the Site Plan, Figure 1. Four borings were drilled on planned
residential lots and two borings were drilled in areas of planned residential streets of the 1 st Filing
of the subdivision. One boring was drilled for a monitoring well in the 1 st Filing and one boring
was drilled for a monitoring well in the 2nd Filing. All borings were advanced with a truck -
mounted drilling rig, utilizing 4-inch diameter solid stem auger for the residential and pavement
borings and 6-inch diameter hollow -stem auger for the monitoring well borings.
J The location of borings were positioned in the field relative to the property lines. Elevations were
taken of the ground surface at each boring location by measurements with an engineer's level
from a temporary bench mark (TBM) shown on the Site Plan. 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 samplers. A representative
bulk sample of subsurface materials was obtained from one of the pavement borings.
Penetration resistance measurements were taken with each sampling with the split -spoon by
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 measurements were made in each boring at the time of site exploration and one day
after drilling.
2
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Terracon
GEOTECHNICAL ENGINEERING REPORT
WESTBURY P.U.D., 1ST FILING
HARMONY ROAD AND SHIELDS STREET
FORT COLLINS, COLORADO
ELI Project No. 20945005
June 3, 1994
INTRODUCTION
This report contains the results of our geotechnical engineering exploration for the proposed
project to be located south of Harmony Road and west of Shields Street in southwest Fort Collins,
Colorado. The site is located in the NE'A of the NE'/. of Section 3, 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
•
•
basement construction
floor slab design and construction
•
pavement design and construction
•
earthwork
•
drainage
1
E
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 concerning construction, the 1 st Filing of the Westbury subdivision
will consist of 19 single-family residences on individual lots. Mariposa Court and a portion of
Westbury Drive (designated as residential streets) will be constructed across the site. Pavement
for West Harmony Road north of the site (designated as an arterial street) will also be upgraded.
A subsurface drainage system will be designed by other consultants. The design will be based,
in .part, on information obtained from groundwater monitoring wells and associated laboratory
testing by Empire Laboratories, Inc.
4
Linder Real Estate
ELI Project No. 20945005
Terracon
Other design and construction details, based upon geotechnical conditions, are presented in the
report.
We appreciate being of service in the geotechnical engineering phase of this project, and are
prepared to assist you during the design and construction phases as well. If you have any
questions concerning this report or any of our testing, inspection, design and consulting services,
please do not hesitate to contact us.
Sincerely,
] EMPIRE LABORATORIES, INC.
A Division of The Terracon Companies, Inc.
] -R. SC16-e ; 4
a R. Schoenfeld, P.E.
] Geotechnical Engineer
Reviewed �by:
Chester C. Smith, P.E.
Division Manager
LRS/CCS/dmf
l aqunnnnnn�
SCHO
=-o• 237 J •�_'
- � 02-
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AI`11E�'��`��,,�
9
Copies to: Linder Real Estate (3)
Mr. Paul Clopper/Resource Consultants and Engineers (1)
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inca
P.O. Box 503 • 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 3, 1994
Linder Real Estate
3500 J.F.K. Parkway, Suite 221
Fort Collins, Colorado 80525
Attn: Mr. Mark Linder
Re: Geotechnical Engineering Report, Westbury P.U.D., 1st Filing
Harmony Road. and Shields Street, Fort Collins, Colorado
ELI Project No. 20945005
Empire Laboratories, Inc. (ELI) has completed a geotechnical engineering exploration for the,
proposed project to be located south of Harmony Road and west of Shields Street in southwest
Fort Collins, Colorado. This study was performed in general accordance with our proposal number
D2094182.1 dated May 24, 1994.
The results of our engineering study, including the boring location diagram, laboratory test results,
test boring records, groundwater monitoring well cross sections and the geotechnical
recommendations needed to aid in the design and construction of foundations, pavement and
other earth connected phases of this project are attached.
The subsurface soils generally consisted of brown, lean clay with sand overlying red, sandy lean
clay. The lower clay stratum is interbedded with a layer of sand with gravel. Claystone/siltstone
bedrock was encountered below the clay layer in monitoring well 2A located in the second filing
of Westbury. The information obtained by the results of field exploration and laboratory testing
indicate the soils at the site have low expansive potential. The soils at anticipated foundation
bearing depths have moderate load bearing capability.
Based on the geotechnical engineering analyses, subsurface exploration and laboratory test results,
we recommend that the proposed residences be supported on spread footing and/or grade beam
foundation systems. Slab -on -grade maybe utilized for the interior floor systems provided that care
is taken in the placement and compaction of the subgrade soil.
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 ■ Kansas: Lenexa, Topeka,
Wichita ■ Minnesota: St. Paul ■ Missouri: Kansas City ■ Nebraska: Lincoln, Omaha ■ Nevada: Las Vegas
■ Oklahoma: Oklahoma City, Tulsa ■ Texas: Dallas, Fort Worth ■ Utah: Salt Lake City ■ Wyoming: Cheyenne
QUALITY ENGINEERING SINCE 1965
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Linder Real Estate
ELI Project No. 20945005
Terracon
TABLE OF CONTENTS (Cont'd)
JAPPENDIX A
Site Plan ...............................................Figure No. 1
Logs of Borings Al thru A8
J APPENDIX B..............................................
Consolidation Test 61
Swell -Consolidation Test .......................................... B2
Gradation Curves ............................................... B3
R-Value Curve .................................. B4
Summary of Laboratory Test Results ........................... B5 thru B7
J APPENDIX C: GENERAL NOTES
Drilling & Exploration ........ C1
Unified Soil Classification ......................................... C2
7 Bedrock Classification, Sedimentary Bedrock .................. . ......... C3
Laboratory Testing, Significance and Purpose C4
Report Terminology ............................................. C5
APPENDIX D
Recommended Preventative Maintenance -Asphalt Concrete Pavements ......... D1
l Recommended Preventative Maintenance -Jointed Concrete Pavements ......... D2
H
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Linder Real Estate
ELI Project No. 20945005
TABLE OF CONTENTS
Terracon
Page No.
Letter of Transmittal................................................... i
INTRODUCTION..................................................... 1
PROPOSED CONSTRUCTION ........................................... 1
SITE EXPLORATION .................................................. 2
Field Exploration ............................................... 2
Laboratory Testing .............................................. 3
JSITE CONDITIONS.................................................... 3
SUBSURFACE CONDITIONS ............................................ 4
Soil and Bedrock Conditions ....................................... 4
Field and Laboratory Test Results . 4
Groundwater Conditions .......................................... 4
GROUNDWATER MONITORING WELLS .................................... 5
CONCLUSIONS AND RECOMMENDATIONS . ......... .:.:................. 5
Foundation Systems 5
Basement Construction ........................................... 6
J Floor Slab Design and Construction .................................. 6
Pavement Design and Construction .................................. 7
Earthwork................................................... 11
General Considerations ..................................... 11
Site Clearing ............................................ 11
Excavation............................................. 12
Slab Subgrade. Preparation ................................... 12
pPavement Subgrade Preparation ............................... 12
Fill Materials ............................................ 13
Placement and Compaction .................................. 13
Slopes................................................ 14
Compliance............................................. 14
Excavation and Trench Construction ............................ 14
Drainage.................................................... 15
Surface Drainage ......................................... 15
Subsurface Drainage ....................................... 16
Additional Design and Construction Considerations ...................... 16
Exterior Slab Design and Construction .......................... 16
Corrosion Protection..............I......................... 16
GENERAL COMMENTS ................................................ 16
GEOTECHNICAL ENGINEERING REPORT
WESTBURY P.U.D., 1ST FILING
HARMONY ROAD AND SHIELDS STREET
FORT COLLINS, COLORADO
ELI PROJECT NO. 20945005
Prepared for.
LINDER REAL ESTATE
3500 J.F.K. PARKWAY, SUITE 221
FORT COLLINS, COLORADO 80525
ATTN: MR. MARK LINDER
Y
Empire Laboratories, Inc.
A Division of the Terracon Companies. Inc.
GEOTECHNICAL ENGINEERING REPORT
WESTBURY P.U.D., 1ST FILING
HARMONY ROAD AND SHIELDS STREET
FORT COLLINS, COLORADO
ELI PROJECT NO. 20945005
A Division of
The Terracon Companies, Inc.