HomeMy WebLinkAboutEVERGREEN PARK, 2ND FILING - 3RD REPLAT OF SUBDIVISION - 24-96 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTSUMMARY OF TEST RESULTS s
BORING
DEPTH
%
DRY DENSITY
UNCONFINED COMPRESSIVE
STRENGTH-P.S.F.
WATER SOLUBLE
SULFATES-%
PENETRATION
BLOWS/INCHES
NO.
FT.
MOISTURE
P.C.F.
18
1.5-2.5
22.7
98.8
2,660
2.5-3.5
8/12
7,.0-7.7
17.1
50/8
14.5-15.5
7.9
/12
31/12
19
2.0-3.0
16.8
99.7
7,270
.125
3.0-4.0
8/12
7.5-8.5
11.7
40/12
14.5-15.2
10.0
50/8
20
2.0-3.0
8.6
114.0
10,280
3.0-4.0
31/12
6.0-6.8
5.7
50/91
14,5-14.9,
9.8
50/4
CKADIDC I A0nDATn DICC IAIP
SUMMARY OF TEST RESULTS
BORING
NO.
DEPTH
FT.
%
MOISTURE
DRY DENSITY
P.C.F.
UNCONFINED COMPRESSIVE
STRENGTH-P.S.F.
WATER SOLUBLE
SULFATES-%
PENETRATION
BLOWS/INCHES
12
2.0-2,8
3,4
50/91
6,0-6,7
2.9
50/8
13,5-14.3
10,2
50/9
13
2.0-3.0
17.5
109.7
1,830
3.0-4.0
4/12
6.0-7.0
4.7
40/12
i
13.5-14.5
6.4
48/12
14
2.0-3.0 +.
18.6
108.8
1,900
.150
3.0-4.0
12/12
7.0-8.0
13.9
25/12
13.5-14.4
7.7
50/10
15
1.5-2.5
27.6
96.4
4,440
.205
2.5-3.5
4/12
7.0-8.0
16.1
29/12
13.5-14.2
8.6
50/71
16
1.5-2.5
2.5-3.3
22.3
1.6
104.3
2,760
50/9
6.0-6.8
12.4
50/8
13.5-14.4
8.0
50/101
17
2.0-3.0
12.2
112.3
1,800
3.0-4.0
38/12
7.0-8.0
20.4
20/12
14.5-15.3
7.2
50/9
I '
FMDIQF I ARCIQATC1QIFi. INC
SUMMARY OF TEST RESULTS
BORING
DEPTH
%
DRY DENSITY
UNCONFINED COMPRESSIVE
STRENGTH-P.S.F.
WATER SOLUBLE
SULFATES-%
PENETRATION
BLOWS/INCHES
NO.
Fr.
MOISTURE
P.C.F.
6
1.5-2,5
11,0
111,9
11430
17/12
2,5-3.5
2.9
50/6
6,0-6,5
1,9
32/12
13,5-14.5
8,0
7
3.6-3.5
7.2
107.3
50/7
3.5-4.1
3.5
50/3
7.0-7.3
2.1
50/81
13.5-14.2
6.7
8
2.0-2.8 .
3:8
.053
50/81
37/12
6.0-7.0
1.7
32/12
13.5-14.5
9.1
1
=
9
3.0-4.0`
20.3
104.7
1,050
47/12
4.0-5.0
1.9
50/9
7.0-7.8
3.9
50/8
13.5-14.2
7.3
10
3.0-4.0
8,4
111,7
-680
4.0-5,0
1,9
38/12
7,0-8,0
8,8
50/11
13,5-14,4
6,5
50/10
11
2.0-3.0
21.0
91.5
1,530_
.063
3.0-4.0
2.1
41/12
6.0-6.6
3.8
50/7
13.5-14.4
8.0
50/10
II r l nIOC I A0nDATr%0ICC Wr
SUMMARY OF TEST RESULTS
BORING
NO.
DEPTH
FT.
%
MOISTURE
DRY DENSITY
P.C.F.
UNCONFINED COMPRESSIVE
STRENGTH-P.S.F.
WATER SOLUBLE
SULFATES-%
PENETRATION j
BLOWS/INCHES I
1
1,5-2.5
14.7
115.0
10,130
2,5-3,5
5.2
17/12
7.5-8.3
3,8
50/91
13.5-14.2
18.0
50/8 1
2
1.5-2.5
18.1
104.4
2,070
.063
2.5-3.5
8/12
7.0-7.5
2.8
50/51
13.5-14.2
6.6
50/8
3
1.5-2.5
19.2
107.4
5,660
2.5-3.5•'
5.1
47/12
7.0-7.5
1.9
50/61
13:5-14.5
6.5
40/12
4
1.5-2.5'
18.6
110.5
5,500
2.5-3.5
9.3
17/12
6.0-6.5
2.9
50/5
13.5-14.5
9.0
50/12
5
1.5-2.5
17.6
110.7
3,250
2'.5-3.5
4.0
26/12
7.0-7.8
2.7
50/9
13.5-14.3
12.1
50/9
FAIADIDF 1 AQn0ATPIDIFC INr
I : i
.57
.56
0
.55
.54
.53
CONSOLIDATION --SWELL TEST
QI 0.5 1.0
APPLIED PRESSURE—TONS/SQ. FT.
f/Oxavr,1
0.1 0.5 1.0
APPLIED PRESSURE-TONS/SQ. FT.
FM PIDF 1AR7�AT(1DIF[ INS'
BORING NO 19 DEPTH Z • U
DRY DENSITY 106.4#/ft. _.
% MOISTURE 16. R&
5 10
5 10
.69
.68
0 .67
0
0 .66
.65
.64
.63
J
J
W
z 2
0
H
Q
J
a 3
z
0
u
CONSOLIDATION --SWELL TEST
BORING NO. 15 DEPTH
DRY DENSITY— .ra#Lft
% MOISTURE 27.6%
0.1 0.5 1.0 5 10
APPLIED PRESSURE—TONS/SQ. FT. j
of 0.5 I .v v
APPLIED PRESSURE—TONS/SQ. FT.
EMPIRE '1.A6904TORIES. INC.
w Lf
-CONSOLIDATION-SWELL TEST
.43
A(
! lj
I.
�■■�11111�BORING
,
'�■■�IIIII�DRY
MEN�1IIII=■■111111
=
E:
�:!111=■■111111
MEM111111MEM111111
=Emllllllmlmmllllll
MEM111111MEM111111
mmollillimmoollill
MEM111111MEM111111
0.1 0.5 1.0 5 10
APPLIED PRESSURE-TONS/SQ. FT.
0.1 0.5 1.0
APPLIED PRESSURE-TONS/SQ. FT.
FMDIRP' l0 f iiAw wr Wf
CONSOLIDATION --SWELL TEST
.76
.75
.74
.73
o .72
0
o .71
:70
.69
.68
. 7
BORING NO 1 DEP
DRY DENSITY_",24�
% MOISTURE 21 _0%
6 0.1 0.5 1.0 5 10
APPLIED PRESSURE TONS/SQ. FT.
0.5 1.0
APPLIED PRESSURE—TONS/SQ.
F,MPIRF LABORATORIES. INC
a .4 r
.62
o .61
c
o .60
.59
. 58'
CONSOLIDATION --SWELL TEST
BORING NO. 2 DEPTH 1 . 5'
DRY DENSITY A na _ AM3
% MOISTURE 1 R _ 1 £
0.1 0.5 1.0 5 10
APPLIED PRESSURE—TONS/SQ. FT.
01 0.5 1.0 5 10
APPLIED PRESSURE—TONS/SQ. FT.
FMPIDF 1 ag% 1DAR APIFC It f
LOG OF BORINGS
fLEri4t/0 0 /T o, /B o. /J o. D
4960
4955
4950
4945
4940
an0
owl
fill
�c :
rI
c itid!
4935 NOTE: Bench Mark, Top of bonne. bolt of fire hydrant at SW
corner of Conifer Street & Redwood Street
Elevation = 4963.38'
EMPIRE LABbRATORIES, INC.
LOG OF BORINGS
fZ6 4T/O
4960
4955
4950
4945
4940
�I
�®�=
•
OBI-��
-
.94
■�
EMPIRE LABORATORIES, INC.
C .
LOG OF BORINGS
E�Erario o. 9 0. o o. o
4960
4955
4950
4945
4940
4935
�,
11ZA
•
. .
." .
47 12
•
• '
50 9
��
o'
e•O
V�50/
i
. .
y�-
OAY
•
p
�.,�
50 8•.►•••
. off
0.
50 10
A
� 0
'
50 10
.D
50/9
EMPIRE ,LABORATORIES, -INC. - I
4965
4960
4955
4950
4949
LOG OAF BORINGS
7TIM
7771
26/12
CP
17/12
-!,.1;;
50/7
•50/84
50/9
50/65
A
Z,37,/12,
3 C"
0;
A.
?Ao
32/12
50/84
EMPIRE- LA:Bbl4tORIES, INC.
M
LOG OF BORINGS
4965
4960
4955
495(
Ad�.
v71
8 12
► i
��.;
47 12
%
i
/ ►17117
0/5
.�
•i,�
�.e
ems✓
ei..
•�•r
505
!
50/ 8
e a
•
—
/'
40 12
"
'/ •
_
e
4945
4940
EMPIRE LABORATORIES, INC.
• C
KEY TO
BORING
LOGS
TOPSOIL
�••;
GRAVEL
®
FILL
SAND & GRAVEL
SILT
i
SILTY SAND & GRAVEL
CLAYEY SILT
:p
COBBLES
•/�'
/. %
SANDY SILT
v
• �.
SAND, GRAVEL &COBBLES
®
CLAY
®
WEATHERED BEDROCK
SILTY CLAY
PH
SILTSTONE BEDROCK
SANDY CLAY
®
-
CLAYSTONE BEDROCKLid
QSAND
r1
SANDSTONE BEDROCK
/
/•
SILTY SANG
LIMESTONE
CLAYEY SAND
GRANITE
• '
SHELBY TUBE SAMPLE
STANDARD PENETRATION
DRIVE SAMPLER
WATER TABLE 41 HOURS AFTER DRILLING
C
HOLECAVED
5/12 Indicates that 5 blows of a 140 pound hammer falling 30 inches was required to penetrate 12 inches.
—12—
TEST BORING LOCATION PLAN
Caftal
Tao e/ 6endt/6e/1 i/ 1/[ A ✓.drf>f
15 / ,. a of Conifer jrl e Ao1wi
F_M.010F 1 Apo-dAToRIFS, INC.
`GENERAL COMMENTS
The analysls and recommendations submitted In this report are based
upon the data obtained from the soil borings performed at the locations indicated
on the Test Boring Location Plan. This report does not reflect any variations
which may occur between these borings. The nature and extent of variations
between the borings may not become evident until construction. If variations
are evident, It will be necessary for a re-evaluation of the recommendations
of this report to be made after performing on -site observations during the
construction period and noting the characterlstics of any variations.
9
o � ■
(2) Finished grade should be sloped away from the structures on
all sides to give positive drainage. It is suggested that ten
percent (10%)'for the first ten (10) feet away from the structures
be provided.
(3) Backflli around the outside perimeter of the structures should
be mechanically compacted at optimum moisture to at least ninety
percent (90%) of Standard Proctor Density. Puddling should
not be permitted as a method of compaction. (See Appendix
A.)
(4) All plumbing and utility trenches underlying slabs and paved
areas should be backfliled with an approved material compacted
to at least ninety-five percent (95%) of Standard Proctor Density.
Puddling should not be permitted as a method of compaction.
(See Appendix A.) ;
(5) Gutters and downspouts should be provided on the structures
In such a manner that water from the roof area Is discharged
well beyond the backflli area.
(6) An attempt should be made to proportion footing sizes in such
a manner that the unit loads applied to the soil are nearly equal
In order that dlfferentlal-settlements will be minimized.
i
(7) It is recommended that all compaction requirements specified
herein be verified In the field with density tests performed
under the supervision of an experienced soils engineer.
(6) It Is recommended that a. registered professional engineer design
the substructures and that he take Into account the findings
and recommendations of this report.
f
n
0
All topsoil, organic matter and other unsuitable materials should be
stripped and removed from the street subgrade prior to placing any fill
material, subbase, or base course. The finished subgrade should be a
minimum of three (3) feet above existing groundwater elevations. All
subbase, base course, and asphaltic concrete shall meet City of Fort Collins
specifications and should be placed in accordance with these specifications.
Retention Pond
It is our understanding that a retention pond Is proposed In the area of
Boring 2. The material encountered within the proposed excavation consists
of silty clays, and sands and gravels. The clay and gravel can be excavated
by conventional equipment; however, dewatering will be required or a drag
line will have to be used to excavate below existing groundwater.
If a berm Is provided around the pond, It should be constructed with
the upper silty clays removed from the -pond area. The berm should be com-
posed of the silty clay compacted at optimum moisture to at least ninety-five
percent (95%) of Standard Proctor Density. The berm should be constructed
on slopes no steeper than 3:1.
The silty clay and pit run gravel materials are suitable for use as fill
under building and paved areas. However, It Is recommended that the plastic
clays not be placed within the upper one (1) foot, and preferably the upper
eighteen (18) Inches, of the finished subgrade below slabs on grade. This
material should be compacted slightly wet of optimum moisture to at least
ninety percent (90%) of Standard Proctor Density. The gravel material
excavated from the pond area Is suitable for fill In paved areas, as well as
under slabs on grade. I .
GENERAL RECOMMENDATIONS
(1) * Laboratory test results Indicate that water soluble sulfates In
the soil are positive, and a Type 11 cement should be.used In
all ,concrete exposed to the soil.
-a_
6 • a
All remaining streets between Redwood Street and Lodgepole Drive,
including these streets, should be designed for the thicknesses listed
below.
Residential Streets
Select Subbase S°
Select Gravel Base Course 4•
Asphaltic Concrete _29
_
Total Pavement Thickness 11"
Collector Streets
Select Subbase 68
Select Gravel Base Course 68
Asphaltic Concrete 2"
Total Pavement Thickness 140
Arterial Streets
Select Subbase 100
Select Gravel Base Course 6•
Asphaltic Concreto 2'
Total Pavement Thickness low
In areas where streets are cut such that the gravel below forms tho
subgrade then the following minimum pavement thicknesse's may be used.
Residential Streets
Select Gravel Base Course 2"
Asphaltic Concrete 48
Total Pavement Thickness 6"
Collector S Arterial -Streets
Select Gravel Base Course 65
Asphaltic Concrete 2•
Total Pavement Thickness 8"
M
The upper clay soils encountered at the site are plastic and may be
susceptible to additional swelling if they are allowed to be dried out below
their In -situ moisture contents and then rewetted. Therefore, It Is recommended
that all foundation and building excavations not be allowed to remain open
for long periods of time to allow drying of the clay soils below their In -place
moisture contents.
Streets
Soils are classified and group Indexes were determined at various
locations within the proposed subdivision for the purpose of developing criteria
for the pavement design. Group Indexes of the upper soils at the site range
from 1.4 to 19.0 . Due to variations In the soil conditions at the site, several
pavement designs wl I I be developed fm the sU4dlvlslort the northern portion
of the site Including Coulter Circle, Foxtall Street, Brewer Circle, Sugarpine
Street, Sitka Street, Monterey Circle, and Redwood Street east of Lodgepole
Drive should be designed for the following thicknesses using the above
criteria:
Residential Streets
Select Gravel Base Course S"
Asphaltic Concrete 2"
Total Pavement Thickness 7"
r
Collector Streets
Select Gravel Base Course
8"
Asphaltic Concrete
2"
Total Pavement Thickness
10" -
Arterial Streets
Select Subbase
s"
Select Gravel Base Course
6"
Asphaltic Concrete
2"
Total Pavement Thickness
13"
LM
north of Redwood Street, providing the finished basement floor slabs are
placed a minimum of three (3) feet above existing groundwater elevations.
Garden level construction Is feasible In the central portion of the proposed
development between Redwood and Brlstlecone Streets, west of Lodgepole
Drive. The finished lower garden level floors should be placed a minimum
of three (3) feet above existing groundwater. Due to the relatively shallow
depth to groundwater encountered In the southern portion of the site, it
Is our opinion that basement and/or garden level construction Is not feasible
In this area. It Is recommended that conventional crawl space or slab -on -
grade construction be utilized In the area south of Brlstlecone Street. The
bottom crawl space elevation and all slabs on grade In this area should be
placed a minimum of three (3) feet above existing groundwater.
Slabs on Grade
The existing soils encountered near the surface at the site are adequate
for supporting normal floor loads. The upper six (6) Inches of topsoll should
be removed from within the limits of the structure. Fill material supporting
slabs on grade should be an approved material compacted slightly wet of
optimum moisture to at least ninety percent (90%) of Standard Proctor Density:
(See Appendix A.)
All slabs on grade founded on the upper clays and slits should be
underlain by a minimum of four (4) Inches of gravel or crushed rock devoid
of fines. The gravel layer will act as a capillary break and will help to distribute
floor loads. Slab's on grade founded on the gravel stratum should be underlain
by a two (2) Inch leveling course composed of gravel or crushed rock devoid
of fines. It is further recommended that the clay subgrade below slabs on
grade be slightly wetted down prior to placement of any concrete and that
slabs on grade in these areas be designed structurally Independent of all
bearing members. To minimize and control shrinkage cracks which will
develop in slabs on grade, It Is suggested that control Joints be placed every
fifteen (15) to twenty (20) feet and that the total area contained within these
Joints be not greater than four hundred (400) square feet.
r
(7) Groundwater: At the time of the Investigation, free
groundwater was encountered at depths of one and
one-half (11) to eleven and one-half (111) feet below
the surface. Water levels In this area are subject to
change due to seasonal variations and irrigation .
demands on and adjacent to the site. Test Borings
1, 12, 18, and 20 were cased so that groundwater
levels could be monitored throughout the Irrigation
season.
RECOMMENDATIONS AND DISCUSSION
Foundation
It Is our understanding that conventional single-family residential struc-
tures are proposed for the site. In view of the loads transmitted by these types
of structures and the soil conditions encountered at the site, It is recommended
that the structures be supported by conventional -type spread footings and/or
continuous grade beams. All footings and/or continuous grade beams should
be founded on the original undisturbed soil a minimum of thirty (30) Inches
below finished grade for frost protection. The identification and undisturbed
nature of the soil should be verified by an experienced soils engineer prior
to placement of any foundation concrete. Footings and/or grade beams founded
at the above level may be designed for a maximum allowable bearing capacity
of two thousand pounds (2000#) per square foot (dead load plus maximum
live load) . To counteract swelling pressures which will develop If the clay
subsoils become wetted, all footings and/or grade beams founded on the silty
clay and/or. sandy silty clay stratum should be designed for a minimum dead
load of five hundred pounds (500#) per square foot.
The predicted settlement under the above maximum loading as determined
by laboratory consolidatlon.tests should be less than 0.50 Inch, generally
considered to be within acceptable tolerances.
Basements
In our opinion basement construction is feasible only In the northern
portion of the subdivision. Basement construction Is feasible in the area
r so
7. s ;
(3) Sandy Silty Clay: This stratum was encountered
below the topsoil and/or upper silty clay layer In
Borings 1 through 7 and.exterids to the gravel stratum
below. The red to tan silty clay layer contains varying
amounts of sand, Is moderately plastic, and exhibits
moderate bearing characteristics In Its generally molst
In -situ condition. When wetted, the shearing strength
of the sandy silty clay stratum Is reduced, and upon
loading, consolidation occurs.
(4) Sandy Silt: This stratum was encountered In Borings
9, 10, and 13 at depths of one (1) to three (3) feet below
the surface and extends to the gravel below. The sandy
slits are non -plastic, and exhibit moderate bearing
characteristics. When wetted, and upon loading, the
silts consolidate readily.
(5) Sand, Gravel and Cobbles: The gravel stratum was
encountered at depths of one (1) to seven (7) feet below
the surface and extends to depths of thirteen (13) to
greater than fourteen and one-half (14}) feet below
the surface. The gravel stratum Is poorly graded and
exhibits moderate to high bearing characteristics In
Its medium dense to dense natural state. It Is estimated
that the cobbles within the gravel stratum vary In size
up to twelve (12) Inches In diameter.
(6) Siltstone (Bedrock): The bedrock was encountered In
Boring 1 Iat a depth of thirteen (13) feet below the sur-
face and extends to greater depths. The upper one-half
(}) foot of the bedrock Is highly weathered; however,
the underlying siltstone Is firm and exhibits very high
bearing characteristics;
-f = i.
The site consists of Irrigated farm fields planted In grain and corn.
A concrete lined Irrigation ditch forms the north property Tine and the Lake
Canal forms the south prokrty line. Many small Irrigation laterals transverse
the property. The area is relatively flat and has minor drainage to the south
and east.
LABORATORY TESTS AND EXAMINATION
Samples obtained from the test borings were subjected to testing and -
Inspection In the laboratory to provide a sound basis for determining the
physical properties of the soils encountered. Moisture contents, dry unit
weights, unconfined compressive strengths, water soluble sulfates,. swelling
potentials, and the Atterberg Limits were determined. A summary of the
test results Is included on pages 23 through 27 . Consolidation and swell -
consolidation characteristics were also determined, and curves showing
this data are Included on pages 18 through 22 . .
SOIL AND GROUNDWATER CONDITIONS
The soil profile at the site consists of strata of materials arranged
In different combinations. In order of Increasing depths, they are as follows:
(1) Silty Topsoil: The site Is overlain by a one (1) foot
layer of silty topsoil. The upper six (6) inches of
the topsoil have been penetrated by plant roots and
organic matter and should not be used as a bearing
soil or as a backfill material.
(2) Silty Clay: This stratum underlies the topsoil In the
south portion of the property In Borings 9, 10, 11;
14 through 20, and extends to depths of two (2) to
seven (7) feet below the surface. The silty clays
are highly plastic and exhibit moderate bearing
characteristics In their damp to moist natural state.
When wetted, the drier portion of the clay stratum
exhibits slight swelling potentials and precautions
should be taken to prevent wetting of the silty clay
layer.
u
REPORT
OF A
SOILS AND FOUNDATION INVESTIGATION
This report presents the results of a Soils and Foundation Investigation
prepared for the proposed subdivision located east of Conifer Street In northeast
Fort Collins, Colorado. The Investigation was carried out by means of test
borings and laboratory testing of samples obtained from these borings.
The objectives of this Investigation were to: (1) determine the suitability
of the site for construction purposes, (2) make recommendations regarding
the design of the substructures, and (3) recommend certain precautions
which should be taken because of adverse soil and/or groundwater conditions.
SITE INVESTIGATION
The field Investigation, carried out on May 17, 19 and June 2, 1976,
consisted of drilling, logging, and sampling twenty (20) test borings. The
locations of the test borings are shown on the Test Boring Location Plan Included
on page 11 of this report. Boring logs prepared from the field logs are shown
on pages 13 through 17 . These logs show soils encountered, location of
sampling, and groundwater at the time of the Investigation.
All borings were advanced with a four -Inch diameter, continuous -
type, power -flight auger drill. During the drilling operations, afield engineer
from Empire Laboratories, Inc., was present and made a continuous visual
Inspection of the soils encountered.
SITE LOCATION AND DESCRIPTION
The proposed site is located betewen Conffer Street and Llndenmeler
Road on the west and oast and the Lake Canal on the south In Fort Collins,
Colorado. More particularly, the site Is described as the East 1/2 of Section
1, Township 7 North, Range 69 West of the Sixth P.M., Larimer County,
Colorado.
-1-
M
Empire LaMoratories, Inc.
P.O. Box 429 e 214 North Howes
Fort Collins. Colorado 80522 e Telephone (303) 484.0359
June 8, 1976
Northeast Engineering
817 East Douglas Road
Fort Collins, CO 80521
Attention. Mr. F. L. Jackson
Gentlemen:
We are pleased to submit our Report of a Solis and Foundation Investigation
prepared for the proposed subdivision'located in northeast Fort Collins,
Colorado, as requested.
Based upon our findings In the subsurface, we feel that the site is suitable
for the proposed construction, providing the design criteria and recommenda-
tions as set forth In this report are met. The accompanying report presents
our findings In the subsurface and our recommendations based upon these
findings.
Very truly yours,
EMPIRE LABORATORIES, INC.
' i���!
Nell R. Sherrod
Engineering Geologist
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Reviewed by:
Chester C. Smith, P.E.
Executive Vice President
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MATERIALS AND FOUNDATION ENGINEERS e MEMBER OF CONSULTING ENGINEERS COUNCIL
OFFICES AND LABORATORIES IN FORT COLLINS, COLORADO AND CHEYENNE. WYOMING
TABLE OF CONTENTS
Table of Contents .......................................
Letter of Transmittal ....................................
Report ..................................................
Test Boring Location Plan ...............................
Key to Borings ................................. 0........
Log of Borings ..........................................
Consolidation Test Data .................................
Summary of Test Results ................................
Appendix A .............................................
i
I I
1-10
11
12-
13-17
18-22
23-27
28-29
REPORT
OF A
SOILS AND FOUNDATION
INVESTIGATION
FOR
NORTHEAST ENGINEERING
FORT COLLINS, COLORADO
PROJECT NO. 2323-76 _
RE: EVERGREEN PARK, 2ND FILING
FORT COLLINS, COLORADO
BY
EMPIRE LABORATORIES, INC.
214 NORTH HOWES STREET
FORT COLLINS, COLORADO
80521
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