HomeMy WebLinkAboutAUTOZONE MINOR SUBDIVISION - 34-94 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTSUMMARY OF TEST RESULTS
Boring
No.
Depth
Ft.
Moisture
%
Dry
Density
(PCF)
Compressive
Strength
(PCF)
Swell
Pressure
(PCF)
Soluble
Sulfates
%
pH
Liquid
Limit
%
Plasticity
Index
%
Group
Index
Classification
AASHTO
USCS
Resistivity
(OHM -CM)
Penetration
Blow/In.
A -I
1-2
18.1 1
9/12
3-4
28.0
2160
4-5
21.2
4112
7-8
11.9
36/12
14-14.8
10.9
50/9
19-19.5
20.9
50/6
A-2
1-2
22.8
4/12
3-4
24.9
97.0
2380
40
4-5
20.9
10/12
7-8
16.0
29/12
14-15
4.6
19/12
19-19.3
20.8
50/4
A-3
1-2
13.0
10/12
3-4
24.7
97.0
1 3900
95
44.2
20.8
19.3
A-7-6(19); CL
4-5
21.4
4/12
7-8
18.4
18/12
14-15
12.9
32/12
19-19.5
21.0
50/6
A-4
1-2
18.0
7/12
3-4
21.0
102.4
2660
95
LOG OF BORING NO. A-1 Page 1 of 1
CLIENT
ARCHITECT/ENGINEER.AutoZone
Inc.
SITE 1180 N. College Avenue
PROJECT
Fort Collins Colorado
Proposed Buildinj & Pavement
SAMPLES
TESTS
o
Z
m
0
':
o
E
>-
W
Uf
2
DESCRIPTION
H
a
Z\
U.0
a
W
in
du.
oU
1 U)
0
Z2
ow
ce
�z
W
~J
�rJm
O
s
0:
on
9F.-M
uJo.
m
Approx. Surface Elev.: 97.2 ft.
o
0.5 6" GRAVEL SURFACE 96.7
PA
1.0 BASE COURSE %'2
CL
1
SS
12'
9
18.1
EILL-Lean clay with sand
Brown/red, moist 94.2
3.0
2
[PACL
12"
28.0
92
2160
LEAN CLAY
312"
4
21.2
Dark brown, moist, soft to medium
5
6.5 90.7
w
SAND WITH GRAVEL
SW
4
SS
12"
36
11.9
y
Tan/ 8mY. wet
�
*"
Dense to very dense
PA
Cobbles below 9.5'
10
..f
..f
GP
5
SS
9"
50/9"
10.9
IS
PA
18.0 79.2
WEATHERED SANDSTONE
19.0 Tan/olive, wet, hard 78.2
S ND� STONE
Tan olive, wet, very hard
END 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
A_ 4
Laboratories
Incorporated
BORING STARTED 4-19-93
WL,
g 6.250 w.D.
BORING compiErED 419-93
J:Ermllpire
RIG CME-55
FOREMAN DAR
wL
Division of Terracon
w'I-
Boring filled in A.B.
APPROVED NR.S
JOB f 20935081
1
Terracon
show soils encountered, location of sampling, and groundwater at
the time of the exploration.
The borings were advanced with a four -inch diameter,
continuous -type, power -flight auger drill. During the drilling
operations, a geotechnical engineer from Empire Laboratories, Inc.
was present and make continuous observations of the soils
encountered.
SITE LOCATION AND DESCRIPTION
The site is located at 1180 North College Avenue south of JAX
Surplus in north Fort Collins, Colorado. More particularly, the
site is described as a tract of land situate in the Southwest 'W of
Section 1, Township 7 North, Range 69 West of the Sixth P.M., City
of Fort Collins, Larimer County, Colorado.
The site of the proposed AutoZone store is currently occupied
by Classic Housing Mobile Home Sales. The property is located on
the east side of College Avenue south of JAX Surplus. The site is
relatively flat and has minor drainage in a southeast direction.
The majority of the site is overlain by a 4 to 6 inch layer of
gravel surfacing used for mobile and modular home parking. The
southwest portion of the site is asphalt paved. The east portion
of the site is vacant and is vegetated with grass and weeds. Trees
are located along the east property line. An irrigation or
drainage ditch is located along the northeast, east and southeast
property lines. East of the northeast corner of the site is a one-
story metal frame warehouse. South of the property is an autobody
shop and a used car lot, and College Avenue forms the west property
boundary.
-2-
MOISTURE DENSITY RELATIONSHIP DETERMINATION
Samples of representative fill materials to be placed shall be
furnished by the contractor to the geotechnical engineer for
determination of maximum density and optimum moisture or relative
density. Sufficient laboratory moisture density or relative
density curves will be made to determine the optimum moisture
content and maximum density for the various soils placed as fill.
Tests for this determination will be made using the appropriate
method conforming to the requirements of ASTM D 698 (Standard
Proctor), ASTM D 1557 (Modified Proctor) or ASTM D 4253, D 4254
(Relative Density). The materials used for fill shall be
classified in accordance with ASTM D 2487 in order to permit
correlation between the moisture density relationship data and the
material being placed and compacted. Copies of the results of
these tests will be furnished to the client and ,others as directed
by the client. These test results shall be the basis of control
for all compaction efforts.
FIELD DENSITY AND MOISTURE TESTS
The in -place density and moisture content of compacted fill will be
determined by the geotechnical engineer or his representative in
accordance with ASTM D 1556 (sand cone method) or ASTM D 2922, D
3017 (nuclear methods). Material not meeting the required
compaction and/or moisture specifications shall be recompacted
and/or moisture conditioned until the required percent compaction
and/or moisture content is obtained. Sufficient compaction tests
shall be made and submitted to support the geotechnical engineer's
or his representative's recommendations. The results of density
test will also be furnished to the client and others as directed.
lifts extending the entire length of the fill. The thickness of
the layers before compaction shall not be greater than eight (8)
inches. Fill being placed on slopes or hillsides shall be benched
into the existing slope. A minimum two (2) foot horizontal bench
shall be cut into the existing excavated slope for each four (4)
feet vertical of fill, or each lift should be benched slightly into
the existing grade.
MOISTURE CONTROL
Prior to and during compaction operations, the fill material being
placed shall be maintained within the range of optimum moisture
specified. A general recommendation is to maintain the fill
material within two percent (2%) plus or minus of optimum moisture
so that proper compaction tot the specified density may be obtained
with a minimal effort. In building pad and paved areas, material
exhibiting swelling potential shall be maintained between optimum
moisture and two percent (2%) wet of optimum moisture content. The
moisture content of the fill material shall be maintained uniform
throughout the fill. The contractor may be required to add
necessary moisture to the fill material and to uniformly mix the
water with the fill material if, in the opinion of the geotechnical
engineer, it is not possible to obtain uniform moisture content by
adding water on the fill surface. If, in the opinion of the
geotechnical engineer, the material proposed for use in the
compacted fill is too wet to permit adequate compaction, it shall
be dried in an acceptable manner prior to placement and -compaction.
Uniform mixing may require discing, blading or other methods
approved by the geotechnical engineer or his representative.
Adjustments of moisture content shall be made on the basis of
determinations of moisture content by field tests as construction
progresses.
COMPACTION
The contractor shall furnish and operate the necessary types and
kinds of equipment to perform the operations required to obtain the
specified compaction. This equipment may include approved tamping
rollers, rubber tired rollers, smooth wheeled rollers and vibratory
rollers. If a sheepsfoot roller is used, it shall be provided with
cleaner bars so attached as to prevent the accumulation of material
between the tamper feet. Fill areas which are not accessible to
full-sized construction equipment shall be placed in maximum four
(4) inch lifts and compacted with power tampers to the specified
density.
Compaction should meet the minimum percentages of maximum density
as set forth in the project specifications or the recommendations
of the report. The contract specifications supersede the
recommendations given in this report.
s 'S t
APPENDIX C
Suggested Minimum Specifications for Placement of Compacted
Earth Fill and/or Backfills
GENERAL
The geotechnical engineer .shall be the owner's, architect's,
engineer's or contractor's representative to observe placement of
his compacted fill and/or backfill on the project. The
geotechnical engineer or his representative shall approve all earth
materials prior to their use, the method of placement and the
degree of compaction.
MATERIALS
Soils used for all compacted fill and backf ill shall be approved by
the geotechnical engineer of his representative prior to their use.
Fill material shall be free from organic matter, frozen material
and other unsuitable substance and shall not contain rocks or lumps
having a diameter greater than six (6). inches.
SUBGRADE PREPARATION
All topsoil, vegetation, trees, brush, timber, debris, rubbish and
all other unsuitable material shall be removed to a depth
satisfactory to the geotechnical engineer or his representative.
The material shall be disposed of by suitable means prior to
beginning preparation of the subgrade. The subgrade shall be
scarified a minimum depth of six (6) inches, moisture conditioned
as necessary and compacted in a suitable manner prior to placement
of fill material. Fill shall not be placed until approval by the
geotechnical engineer or his representative; and in no case, shall
fill material be placed on frozen or unstable ground. Subgrade
which is not stable .may require the use of imported granular
material, geotextiles or other methods for stabilization as
approved by the geotechnical engineer.
FILL PLACEMENT
Fill material shall not be placed during unfavorable weather
conditions. Material proposed for use as fill shall be approved by
the geotechnical engineer or his representative prior to use.
Proposed import material shall be approved by the geotechnical
engineer or his representative prior to hauling to the project.
site. Fill material shall be uniformly mixed such as to preclude
the formation of lenses of material differing from the surrounding
material. All clods shall be broken into small pieces. The
contractor shall construct the fill in approximately horizontal
4 ,) a
APPENDIX C
SUMMARY OF TEST RESULTS
f
Boring Depth Moisture . Dry I Compressive I Swell Soluble pH Liquid Plasticity Group Classification Resistivity Penetration
No. Ft. % Density Strength Pressure Sulfates Limit Index Index AASHTO (OHM -CM) Blow/In.
.nfIm inrm form % . % % I I USCS
SUMMARY OF TEST RESULTS
Boring
No.
Depth
Ft.
Moisture
%
Dry
Density
(PCF)
Compressive
Strength
(PCF)
Swell
Pressure
(PCF)
Soluble
Sulfates
%
pH
Liquid
Limit
%
Plasticity
Index
%
Group
Index
Classification
AASHTO
USCS
Resistivity
(OHM -CM)
Penetratiorr
Blow/In.
A-4
4-5
20.1
15/12
7-8
10.9
1
21/12
14-15
9.2
45l12
19-19.8
11.6
50/10
A-5
1-2
27.0
3/12
3-4
17.0
107.1
1230
.0043
4-5
18.7
20/12
7-8
10.0
33/12
14-14.7
5.3
50/8
19-20
21.7
50/12
A-6
1-2
25.6
6/12
3-4
18.7
109.7
1 380
30
4-5
3.4
34/12
7-8
7.9
40/12
14-14.8
1 4.6
50/12
19-19
50/1h
A-7
1-2
22.8
7/12
3-4
20.3
101.1
600
4-5
24.8
2/12
7-8
10.5
38/12
RA
m
RESISTANCE R-VALUE AND EXPANSION PRESSURE
OF COMPACTED SOIL
ASTM — D 2844
CLIENT: AUTOZONE INC.
PROJECT: PROPOSED AUTOZONE STORE 1180 N. COLLEGE AVE.
LOCATION OF SAMPLE: COMPOSITE SAMPLE BORING NO. B-1 @ 1.0' - 5.0'
SAMPLE DATA
TEST SPECIMEN
1
2
3
COMPACTION PRESSURE
- PSI
0
80
120
DENSITY - PCF
106.8
110.5
111.9
MOISTURE - :
20.7
18.7
16.6
EXPANSION PRESSURE
- PSI
0.00
0.00
0.00
HORIZONTAL PRESSURE
@ 160 psi
152
146
138
SAMPLE HEIGHT - in.
2.56
2.58
2.53
EXUDATION PRESSURE
- PSI
107
259
477
UNCORRECTED R-VALUE
3.1
5.6
9.3
CORRECTED R-VALUE
3.1
5.8
9.3
R-VALUE AT 300 PSI EXUDATION PRESSURE = 6.7
100
80
w 40
20
0 U-L
10O
200 300 4210 500 6A-0
EXUDATION PRESSURE — psi
EMPIRE LABORATORIES INC.
B- 5
700 800
I
100
90
r1
80
H
7
70
CO
w
60
0
~
z
50
s
w
40
H
30
m
20
H
10
GRAIN SIZE DISTRIBUTION QJRVE
PROJECT: AutoZone Store @ f1&0 N. College Ave. Ft. Collins Colo.
LOCATION OF SAMPLE: Boring A-3 @ 7.0`
# 200 # 100t-60 #40 #2E # 10 ## 4 'li'�2' , 2 a
L
.001 .01 .1 1.0 10
OPENING SIZE IN MILLIMETERS
1aU
% CLAY
% SILT
I % SAND
% GRAVEL
FIPE
MEDIUM ICOARGE
21.2
1 19.9
34.9
1 8.3
15.7
0
10
200
w
z
30 S
40 uj
50
z
60 u
70 CL
80
90
100
540
.53
.52
.51
.0
CONSOLIDATION TEST
PRO. 209:35081
BORING NO.: A7
DEPTH: 3.0
0
DRY DENSITY:107.1 PCr'
MOISTURE: 21.8 %
0
0
13
0
I
e.
0.25
gm
2.0
Ul
-2.0
4.0
0.5 1.0 5 10
APPLIED PRESSURE - TSF
-8.0 1 1 - : I I I
0.1 0.25 rd. 5 1.0 5
APPLIED PRESSURE - TSF
EMPIRE LABORRTORIES INC.
B-3
♦ I I
CONSOLIDATION TEST
PRO. 20935081
0
BORING NO.: A l
DEPTH: 3.0
90
DRY DENSITY: 97.9 PCF
MOISTURE: 24.5 %
60
70
60
50
40
30
20
l0
0.1
4.0
X 0.0
0.25 0.5 1.0 5 10
APPLIED PRESSURE - TSF
0.1 0.25 0.5 1.0 5 10
APPLIED PRESSURE - TSF
EMPIRE LABORRTORIE INC.
B-2
APPENDIX B
i
I
LOG OF BORING NO. B4 Page 1 of 1
CLIENT
ARCHTTECIYENGINEER
AutoZone Inc.
SITE 1180 N. College Avenue
PROJECT
Fort Collins Colorado
Proposed uildi2q & Pavement
SAMPLES
TESTS
}
W
z
H
w d
H
DESCRIPTION
N
z♦
I3
G
LLO
go HJ
_
m
W
G.
1— O
U)
HUs
2Z
r�r�
P
o
dim
g
oar
¢7�
Approx. Surface Elev.: 96.7 ft.
2 2' ASPHALT g6 g
8.5 96 Z
PA
BASE COURSE
GP
1
SS
12'
S
16.5
FE,L_-Gmvel with sand
1.5 Gray/tan, moist 95.2
CL
2
SS
12'
4
T.. N AY WrM SAND
Brown, moist, soft to medium
CL
BS
26/15/I1
Composite sample F to 4'
CL
3
SS
12'
3
4.5 92.2
SC
119-51
CLAYEY SAND
5.0 Tan, moist, very loose to loose 91.7
5
END 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
A-14
Empire Laboratories
BORING STARTED 4-19-93
sNone w.D.
=
BORING coMPLETED 4-19-93
Incorporated
LWL
I
RIG CME-55
PGRW" DAR
Division of Terracon
Boring filled in A.B.
APPROVED NRs
JOB 1 20935081
LOG OF BORING NO. B-3 Page 1 of 1
CLIENT
ARCHTTECriENGINEnt
AutoZone Inc.
sITB 1180 N. College Avenue
PROJECT
Fort Collins Colorado
Proposed uildi2& & Pavement
SAMPLES
TESTS
WF
J
m
J
DESCRIPTION
y
Of
z�
+
w
N
z
HHz
N
�
W
W
I
a-
W
1
d0
O
KC�.1
8Zto
y`!
!—
�
N
z
DO.
9105
MU)
Approx. Surface Elev.: %.6 fL
O
8
z
0.2 2' ASPHALT 96.4
PA
0,7 BASE COURSE 95.9
CL
1
SS
12'
4
23.6
E&L-Lean clay with sand
Brown, moist
CL
2
SS
12'
S
2.0 94.6
i.FAN AY WITH S ND
Brown/red, moist
PA
Soft to medium stiff
CL
3
SS
12'
1
18.9
4.5 92.1
Sc
CLAYEY Y SAND
5.0 Brown/red, moist, very loose 91.6
5
END 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
A_ 13
Empire Laboratories
Incorporated
Division ofTeeacon
BORING STARTED 4-19-93
vvl
9 None W.D.
BORING COMPLETED 4-19-93
WL
j
RIG CME-55
FOREMAN DAR
WL
Boring filled in A.B.
APPROVED I�
toB - 20935081
LOG OF BORING NO. B-2 Page 1 of 1
CLIENT
ARCHITECr/ENGINEER
AutoZone Inc.
SITE 1180 N. College Avenue
PROJECT
Fort Collins Colorado
Proposed Buildinj & Pavement
SAMPLES
TESTS
W
o
0
J
iy
DESCRIPTION
E
H
}
cc
zN
W
j
zX
W
FO
H
t;U.
ppz
BMW
Approx. SurfaceElev.:97.4ft.
dim
E
oa
�aiyo_
6' GRAVEL SURFACE
PA
�
0.5 �•9
CL
1
SS
124
10
E1Ly-Sandy lean clay with gravel
Brown, moist
110.3
1.5 95.9
CL
2
SS
.12'
6
Y >; err [`T ev wrrr-T SAND
Brown, moist, medium stiff
PA
4.0 93.4
SAND WITH GRAVEL
SW
3
SS
12'
24
9.7
:i
Tan/gray, moist
5.0 Medium dense 92.4
5
END 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
A-12
Empire Laboratories
Incorporated
Divisi°° ofTemoon
BORING STARTED 4-19-93
g None W.D.
BowNG col immD 4-19-93
IWL
WL
RIG CME-55
FOREMAN DAR
ZVL
Boring filled in A.B.
APPROVED pjR$
JJOB I 20935081
LOG OF BORING NO. B-1 Page 1 of 1
CLIEW
ARCHIPECr/ENGMER
AutoZone Inc.
SITE 1180 N. College Avenue
PROJECT
Fort Collins Colorado
Proposed Buildinj & Pavement
SAMPLES TESTS
0 c�
DESCRIPTION
W ? c LL
mH\
IN W cUm
LL
F
fAm Ic �d :)(a
0 Approx. Surface Elev.: 97.2 ft.
O F W
5"
6' GRAVEL SURFACE
PA
' d
0.5 96•7
CL
1
SS
12'
6
16.6
mj,_Lean clay with sand
Brown, moist
2
SS
12'
6
2.0 95.2
32/17/15
T.FAN CLAY WEER SAND
Brown, moist, medium stiff
CL
BS
Composite sample ® V to 5'
4.0 93.2
CANDY LEAN CLAY
CL
3
SS
12'
2
23.4
Brown, moist, soft
5.0 92.2
5 .
END OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION NAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
A_1
Empire Laboratories
Incorporated
Division of Tertacon
BORJNG STARTED 4-19-93
WL
$ None W.D.�
BORING COMPLETED ¢M93
wL
RIG CME-S5
FOREMAN DAR
WL
Boring filled in A.B.
APPROVED NRS
IJOBI 20935081
LOG OF BORING NO. A-7 Page 1 of 1
CLIENT
ARCHITECf/FNGINEER
AutoZone Inc.
SITE 1180 N. College Avenue
PROJECT
Fort Collins Colorado
Proposed. uildi2g & Pavement
SAMPLES
I
TESTS
.
N
W
V,
0
^
m
III
to
zx
H
DESCRIPTION
N
m
�
z�
W
1-o
(a
o�1a
zz0.°°
ow
�o
c�I
it
g
oav~ia
ga
Approx. SurfaceElev.:95.9ft.
v°iio
0.2 ASPHALT 95.7
PA
0.6 BASE COURSE 95.3
CI.
1
SS
12'
7
22.8
2.0 F1I.L=Lean clay with sand 93.9
rown, moist
PA
SANDY LEAN LAY
CL
2
ST
12'
20.3
101
600
Cray/brown, moist, soft
3
SS
12'
2
24.8
�
5
6.0 89.9
JPAJ
.f
SAND WITH GRAVEL
SW
4
SS
12'
38
10.5
Brown gray, wet, dense
PA
Cobbles below 9.0'
10
..f
'
GP
5
SS
12'
34
13.4
f
15
PA
10.
+r
19.5 76.4
6
SS
12'
38
24.0
WEATffFRET) SANDSTONE
Tan/olive, wet, hard
END 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
A=10 .
Empire Laboratories
Incorporated
Division ofTertacon
BORING STARTED 4-19-93
WL
JU 5.161 W.D.
BORwia coliLErw 4-19-93
v y
RIG CME-55
FOROAAN DAR
WI
Borifilled in A.B.
APPROVED NR,S
JOB / 20935081
a
I
LOG OF BORING NO. A-6 Page 1 of i
CLIENT
ARCHITECT/ENGINEER
AutoZone Inc.
SITE 1180 N. College Avenue
PROJECT
Fort Collins Colorado
Proposed Buildi & Pavement
SAMPLES
TESTS
o
(3
�:
o
0
U)
LL(a
N
DESCRIPTION
to
z�
w
M
_
CL
Ul
m
W
p>
I t!1
~
O
KU
22
0
fim
CD
W
0:
O~.J
/nm
QL
On.
MOD,n.
Approx. Surface Elev.: 95.4 ft.
ASPHALT 95.2
PA
BASE COURSE 94•9
—4iCL
]g,LcLean clay
1
SS
120
6
25.6
PA
[..:::4.5
Park brown, moist
CLAYEY SAND
30
SC
2
ST
12'
18.7
110
380
Brown, moist to wet
3
SS
120
24
3.4
Medium dense 90.9
5
SAND WITH GRAVEL
PA
Tan/orange/gray, moist to wet
Medium dense to very dense
SW
4
SS
12'
40
7.9
•: �
Cobbles below 7.5'
PA
:i
10
.•4
.. f
GP
5
SS
10'
50/10-1
4.6
PA
15
4W
.'
18.0 77.4
WReTHERRT1 SANDSTONE
19.1 Tan/olive, wet, hard - - - 76.3
r
END OF BORING
1
1 .
L
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
A-9
Empire Laboratories
Division ofTeacon
BORING STARTED 4-19-93
WL
$ 4.66' W.D.
i
BORING COMPLETED 4-19_93
WL
IIncorporated
RIG CME-55
FOREMAN DAR
WL
Boring filled in A.B.
APPROVED N1tS
JOB 20935081
LOG OF BORING NO. A-5 Page 1 of 1
CLXENT
ARCHITECrIENGINEFR
AutoZone Inc.
SITE 1180 N. College Avenue
PROJECT
Fort Collins Colorado
ProposedBuildl & Pavement
SAMPLES
TESTS
J
o
H
DESCRIPTION
"
}
47
0:
it
W
Z\
it
,7
6
~~
U. C7
=
00
W
OW.
>p
U
147
1-0
r
N
O
�-
O2Z
C1�li
ym
ca
MNd
Approx. Surface Elev.: %.3 ft.
ASPHALT 96.1
PA
BASE COURSE 95.8
CL
1
SS
12'
3
27.0
[2.0) ILL.Lean clay with sand %.3rown, moist
PAiEAN
CLAY W= SAND �
CL
2
ST12"
17.0
107
1230
Brown, moist, medium stiff
3
SS
12'
20
18.7
91.8
5
4
~'
PA
SAND WITH GRAVEL
Tanigray, moist to wet, dense
SW
4
SS
12"
33
10.0
PA
Cobbles below 8.0'
10
..t
�.
s
.•4
GP
5
SS
8"
5018"
5.3
+r
is —
PA
.f
18.5 77.8
19.5 76.8
Tao olive, wet, hard
6
SS
12"
50
21.7
S NDA --STONE
20
rATHEuRDSANDSTONE
Tan olive, wet, very hard
END 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
A-S
Empire Laboratories
Incorporated
Division ofTerracon
BORING STARTED 4-19-93
s 5.66' W.D.
BORING commETED 4-19-93
r
RIG CME-5s
FOREMAN DAR
Boring filled in A.B.
APPROVED NRS
JOB S 20935081
F
LOG OF BORING NO. A4 Page 1 of 1
CLIENT
ARCHrIE TMNGINEER
AutoZone Inc.
SITE 1180 N. College Avenue
PROJECT
Fort Collins Colorado
ProBuildi &Pavement
SAMPLES TESTS
J
`�
E
}
zN
III
to
Z=
W
H DESCRIPTION
rn
w
W
zz
ca
M
d
F'J
O
W
VHN
W
fla.
8
Z
W
dim
=
On.
SUM
0 Approx. Surface Elev.: 95.9 ft.
0.5 6" GRAVEL SURFACE 95.4
1.0 BASE COURSE 94.9
PA
CL
1
SS
12"
7
18.0
fIL-Lean clay with gravel
Dark brown, moist
PA
3.5 92.4
95
CL
2
ST
12"
21.0
102
2660
LFAN CLAY
4.5 Dark brown, moist, stiff 91.4
5
3
SS
12"
15
20.1
PA
WITH GRAVEL
• 4
SAND
Tan/gray, moist to wet
.:
Medium dense to dense
SW
4
SS
12"
21
10.9
PA
.. 4
Cobbles below 9.0'
10
. i
GP
5
SS
12"
45
9.2
15
PA
•: yr
6
SS
10"
0/10"
11.6
76.1
19.8
END 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
A_ 7
BORING STARTED 4-19-93
BORING COLLETED 4-19.93
Empire Laboratories
wL
g 7.419 W.D.
3
RJG CA�55
FOREMAN DAR
Incorporated
wL
EBori
Division of Tecracon
APPROVED �]g$
JOB 1 20935081
w[
filled in A.B.
LOG OF BORING NO. A-3 ftge 1 of 1
CLIENT
ARCHTI•ECC/ENGINEM
AutoZone Inc.
SITE 1180 N. College Avenue
PROJECT
Fort Collins Colorado
Pro ed Buildinj & Pavement
SAMPLES
TESTS
o
ZS
c
^,
o
J
r
E
}
W
Cn
X Ha
L)
DESCRIPTION
N
W
Z�
w
Coll)\
�
Uf
m
W
U
F- O
N
}
p5-
f- a:�yy
H\
o
z
it
ym
=
Cad
nl~Aa
C
CD
Approx. Surface Elev.: 95.4 ft.
8.5 6' GRAVEL SURFACE R4
IPA
CL
I
SS
12'
10
13.0
BASE COURSE
2.0 ELL --Sandy lean clay 93.4
rown/tan, moist
PA
LEAN CLAY
44/2321
CL
2
ST
12'
24.7
97
3900
Dark brown, moist, soft to stiff
3
SS
12'
4
21.4
5.5 89.9
5
PA
CLAYEY SAND WITH ,RAVEL
Brown, wet, medium dense
SC
4
SS
12'
18
18.4
9.0 87.4
.�
"r
PA
SAND WITH GRAVEL
f
�+
AND COBBLES
Brown/tan, wet
10
Medium dense to dense
GP
5
SS
12'
32
12.9
•�''
15
PA
17.5 77.9
tx/FeTHERF.D SANDSTONE
19.0 Tan/olive, wet, hard 76.4
SANDSTONE_
Tan/olive, wet, very hard
END 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
A_6
BORING STARTED 4-19-93
Empire Laboratories
BGRING co►mErw 4-19-93
WL
Y s.25* W.D.
�_
Incorporated
RIG C�55
FGRAN DAR
w<
Division of Tertacon
WL
Boring filled in A.B.
APPROVED j1jR$
JOB t 20935081
LOG OF BORING NO. A-2 Page 1 of 1
CLIENT
ARCHITECT/ENGINEER
AutoZone Inc.
SITE 1180 N. College Avenue
PROJECT
Fort Collins Colorado
Proposed Buildinj & Pavement
SAMPLES
TESTS
F
H
W
J
L
}
.
W
CO)
2S
W
DESCRIPTION
v
W
W
Zy
W
0D
W
N
80:
JN
W LU
CJto
t�l
1.-
Nm
}
o
ai
L
WO-CL0
m
Approx. Surface Elev.: %.2 ft.
0.5 6' GRAVEL SURFACE 95.7
1.0 BASE COURSE 95.2
PA
CL
1
SS
12'
4
22.8
2.0 � "i "Lean clay with sand 94.2
rown/red, moist
PA
LEAN CLAY
40
CL
2
ST
12•
24.9
97
2380
Dark brown, moist
3
SS
12'
10
20.9
4.5 Medium to stiff 91.7
5
SAND WGRAVEL
ITH
PA
.:
�
Tan, moist to wet, medium dense
.:
Cobbles below 7.0'
"
SW
4
SS
120
29
16.0
PA
10
GP
5
SS
12'
19
4.6
'•1
IS
PA
.. f
18.0 78.2
WEATHERED SANDSTONE
19.0 Tan/olive, wet, hard 77.2
,
S T STONE_
Tan/olive, wet, very hard _j
END 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
A-5
Empire Laboratories
Incorporated
Division ofTertacon
BORING STARTED ¢�'�
WL
9 5.41' W.D.
=
BORING COMPLETED 419_93
WL
RIG CM&55
FOREMAN DAR
WL
Boring filled in A.B.
APPROVED NRS
JOB a 20935081
GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS
Split Spoon - 1%" I.D., 2" O.D., unless otherwise noted
PS
Piston Sample
ST
Thin -Walled Tube - 2" O.D., Unless otherwise noted
WS
Wash Sample
PA
Power Auger
FT
Fish Tail Bit
HA
DB
Hand Auger
Diamond Bit - 40, N, B
RB
BS
Rock Bit
Bulk Sample
AS
Auger Sample
PM
Pressuremeter
HS
Hollow Stem Auger
DC
Dutch Cone
WB
Wash Bore
Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch OD split spoon,
except where noted.
WATER LEVEL MEASUREMENT SYMBOLS:
WL Water Level
WS .
While Sampling
.
WCI : Wet Cave In
WD .
While Drilling
DCI Dry Cave In
BCR :
Before Casing Removal
.
AB After Boring
ACR :
After Casing Removal
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. In pervious
soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate deter-
minatitin of ground water levels is not possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION:
Soil Classification is based on the Unified Soil Classification System and ASTM Designations D-2487 and D-2488.
Coarse Grained Soils have more than 50% of their dry weight retained on a k200 sieve; they are described as:
boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200
sieve; they are described as: clays, if they are plastic, and silts if they are slightly plastic or non -plastic. Major con-
stituents maybe added as modifiers and minor constituents may be added according to the relative proportions
based on grain size. In addition to gradation, coarse grained soils are defined on the basis of their relative in -place
density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff
(CL); silty sand, trace gravel, medium dense (SM).
CONSISTENCY OF FINE-GRAINED SOILS:
RELATIVE DENSITY OF COARSE -GRAINED SOILS:
N-Blows/ft.
Relative Density
Unconfined Compressive
Strength, Qu, psf
Consistency
0.3
Very Loose
< 500
Very Soft
4-9.
10-29
Loose
Medium Dense
500 - 1,000
Soft
30.49
Dense
1,001 - 2,000
Medium
50.80
Very Dense
2,001 - 4,000
Stiff
80+
Extremely Dense
4,001 - 8,000
Very Stiff
8,001-16,000
Hard
>-16,000
Very Hard
RELATIVE PROPORTIONS OF SAND AND GRAVEL
Descriptive Term(s)
(of Components Also
Percent of
Present in Sample)
Dry Weight
Trace
< 15
With
15 - 29
Modifier
> 30
RELATIVE PROPORTIONS OF FINES
Descriptive Term(s)
(of Components Also
Percent of
Present in Sample)
Dry Weight
Trace
< 5
With
5 - 12
Modifier
> 12
GRAIN SIZE TERMINOLOGY
Major Component
Of Sample Size Range
Boulders Over 12 in. (300mm)
Cobbles
Gravel
Sand
Silt or Clay
12in. to3in.
(300mm to 75mm)
3 in. to N4 sieve
(75mm to 4.75mm)
#4 to #200 sieve
(4.75mm to 0.075mm)
Passing #200 sieve
(0.075mm)
A3
Form 108-6.85
lrerracon
TEST BORING LOCATION PLAN
F$i � 'z I. ��ET
Y;2rAPT
D;Z A-1
B�_ •
NSU �oord I
A-2
EMPIRE LABORATORIES, INC. _
APPENDIX A
• Terracon
.j
continuous construction review during the excavation and foundation
phases of the work. Empire Laboratories, Inc. assumes no
responsibility for compliance with the recommendations included in
this report unless they have been retained to perform adequate on -
site construction review during the course of construction.
-15-
Terracon
(6) It is recommended that compaction requirements in t-he
project specifications be verified in the field with
density tests performed under the direction of the
geotechnical engineer.
(7) It is recommended that a registered professional
structural engineer design the substructure and that he
take into account the findings and recommendations of
this report.
GENERAL COMMENTS
This report has been prepared for the exclusive use of our
client for specific application to the project discussed and has
been prepared in accordance with generally accepted geotechnical
engineering practices. No warranty, express or implied, is made.
This report has been prepared to aid in the evaluation of the
property and to assist the architect and/or engineer in the design
of this project. In the event that any changes in the design of
the structure or its location are planned, the conclusions and
recommendations contained in this report will not be considered
valid unless said changes are reviewed and conclusions of this
report modified or approved in writing by Empire Laboratories,
Inc., the geotechnical engineer of record.
Every effort was made to provide comprehensive site coverage
through careful locations of the test borings, while keeping the
site investigation economically viable. Variations in soil and
ground water conditions between test borings may be encountered
during construction. In order to permit correlation between the
reported subsurface conditions and the actual conditions
encountered during construction and to aid in carrying out the
plans and specifications as originally contemplated, it is
recommended that Empire Laboratories, Inc. be retained to perform
-14-
Terracon
properly cured and protected in accordance with the above
specifications. Concrete injured by frost should be removed and
replaced. It is recommended the pavement not be opened to traffic
until a flexural strength of 400 pounds per square inch is obtained
or a minimum of 14 days after the concrete has been placed.
GENERAL RECOMMENDATIONS
(1) Laboratory test results indicate that water soluble
sulfates in the soil are negligible, and a Type I -II
cement may be used in concrete exposed to subsoils.
Slabs on grade subjected to de-icing should be composed
of a more durable concrete with low water -cement ratios
and higher air contents.
(2) Finished grade should be sloped away from the structure
on all sides to give positive drainage. Five percent
(5%) for the first ten (10) feet away from the structure
is the suggested slope.
(3) Gutters and downspouts should be designed to carry roof
water runoff well beyond the backfill area.
(4) Underground sprinkling systems should be designed such
that piping is placed a minimum of five (5) feet outside
the backfill of the structure. Heads should be designed
so that irrigation water is not sprayed onto the
foundation walls. These recommendations should be taken
into account in the landscape planning.
(5) Footing sizes should be proportioned to equalize the unit
loads applied to the soil and thus minimize differential
settlements.
-13-
Terracon
Rigid Pavement
A feasible foundation alternate at the site would be rigid
pavement. Using the 18 kip equivalent daily load applications
described above, a modulus of subgrade reaction of 105 pounds per
square inch per inch based on an "R" value of 6.7, a design life of
20 years, and concrete designed with a modulus of rupture of 650
pounds per square inch, the following minimum pavement thicknesses
are recommended:
Standard -Duty Pavement Design
Nonreinforced Concrete - 5"
Heavy -Duty Pavement Design
Nonreinforced Concrete - 6"
Concrete pavement should be placed directly on the subgrade that
has been uniformly and properly prepared in accordance with the
above recommendations. All concrete used in the paving shall meet
ASTM specifications, and all aggregate shall conform to ASTM C 33
specifications. The concrete should be designed with a minimum
modulus of rupture of 650 pounds per square inch in 28 days. It is
recommended laboratory mix designs be performed to determine the
proper proportions of aggregates, cement and water necessary to
meet these requirements. It is essential the concrete have a low
water -cement ratio, an adequate cement factor, and sufficient
quantities of entrained air. Joints should be carefully designed
and constructed in accordance with City of Fort Collins "Design
Criteria and Standards for Streets" specifications to ensure good
performance of the pavement. It is recommended all concrete
pavement be placed in accordance with City of Fort Collins
specifications. If paving is done during cold weather, acceptable
cold weather procedures as outlined in the City of Fort Collins
specifications should be utilized. The concrete pavement should be
-12-
Terracon
Asphalt Concrete 2"
Plant Mix Bituminous Base Course 2%"
Total Pavement Thickness 4%11
Heavy -Duty Pavement Design
Asphalt Concrete 3"
Crushed Aggregate Base Course 6"
Total Pavement Thickness 9"
Asphalt Concrete 1 2"
Plant Mix Bituminous Base Course 3_%""
Total Pavement Thickness 5%11
The crushed aggregate base course should meet City of Fort Collins
Class 5 or 6 specifications. The subgrade below the proposed
asphalt pavement should be prepared in accordance with the
recommendations discussed in the "Site Grading, Excavation and
Utilities" section of this report. Upon proper preparation of the
subgrade, the base course should be placed and compacted plus or
minus 2% of optimum moisture to at least 9516 of Standard Proctor
Density ASTM D 698-78. (See Appendix C.)
It is recommended the asphalt concrete and/or plant mix
bituminous base course be placed in 2 to 3 inch lifts. All plant
mix bituminous base course and asphalt concrete shall meet City of
Fort Collins specifications and shall be placed in accordance with
these specifications. The crushed aggregate base course shall have
an "R" value between 70 and 77, the plant mix bituminous base
course shall have an Rt value of 90 or greater, and the asphalt
concrete shall have an Rt value of 95 or greater. The "R" value of
the pavement materials used should be verified by laboratory tests.
Field density test results should be taken in the aggregate base
course, bituminous base course and asphalt concrete under the
direction of the geotechnical engineer.
-11-
a
Terracon
Pavement
It is our opinion flexible pavement is suitable for the
proposed pavement construction at the site. A flexible pavement
alternate should consist of asphalt concrete underlain by crushed
aggregate base course or asphalt concrete underlain by plant mix
bituminous base course. The design criteria described below was
utilized in determining the pavement thicknesses at the site.
AASHTO Guide for Design of Pavement Structures dated 1986
18 kip ESAL - 11,279 for'standard duty pavement design and 18
kip ESAL - 30,576 heavy-duty pavement as provided by AutoZone
Resilient Modulus MR of 4718 psi based on an "R" value of 6.7
Reliability Factor - 70
Overall Deviation - .44
Initial Serviceability Index - 4.5
Terminal Serviceability Index - 2.0
Drainage Coefficient - 1
20-Year Design Life
Structural Number - 1.70 for standard -duty pavement and 2.00
for heavy-duty pavement
Strength Coefficients:
Asphalt Concrete - 0.44
Plant Mix Bituminous Base Course - 0.34
Crushed Aggregate Base Course - 0.11
The following minimum pavement thicknesses are recommended:
Standard Duty Pavement
Asphalt Concrete 3"
Crushed Aggregate Base Course 4"
Total Pavement Thickness 7"
-10-
Terracon
50 pounds per cubic foot per foot depth of backfill. Free-standing
foundation walls backfill with imported granular soils should be
designed using a hydrostatic pressure distribution and equivalent
fluid pressure of 45 pounds per cubic foot per foot depth of
backfill.
Subgrade below slabs on grade should be prepared in accordance
with the recommendations discussed in the "Site Grading, Excavation
and Utilities" section of this report. It is our understanding
that 100 pound floor loads are anticipated for the proposed
building. Based on this, slabs on grade should be underlain by a
minimum of 6 inches of CDOT'Class 5 or 6 crushed aggregate base
course compacted plus or minus 2t of optimum moisture to at least
950k of Standard Proctor Density ASTM D 698-78. (See Appendix C.)
Floor areas transmitting light floor loads should be underlain by
a minimum of 4 inches of clean gravel or crushed rock devoid of
fines. The gravel base course and/or gravel should help to
distribute floor loads and should act as a capillary break. Slabs
on grade should be designed for the imposed loading, and it is
suggested they be designed structurally independent of bearing
members.
To minimize and control shrinkage cracks which may develop in
slabs on grade, we suggest that control joints be placed every 15
to 20 feet, and the total area contained within these joints should
be no greater than 400 square feet. In addition, if building
construction is done during winter months, it is recommended the
slab on grade not be poured until the building has been enclosed
and heat is available within the building area so that slab -on -
grade concrete is not placed on frozen ground. This will aid in
proper curing of the slab concrete.
WE
Terracon
All footings should be founded on the original, undisturbed soil or
on a structural fill extended to the undisturbed soil. All
exterior footings should be placed a minimum of 30 inches below
finished grade for frost protection. In no case should footings be
founded on the existing fill encountered at the site. The
structural fill should extend twice the footing width to the
undisturbed soil below. The structural fill should consist of the
on -site soils, existing fill devoid of debris or imported granular
fill approved by the geotechnical engineer. The fill should be
placed in uniform 6 to 8 inch lifts and mechanically compacted to
a minimum 95% of Standard Proctor Density ASTM D 698-78. The
structural integrity of the fill as well as the identification and
undisturbed nature of the soil should be evaluated by the
geotechnical engineer prior to placement of any foundation
concrete. Footings and/or grade beams founded at the above levels
may be designed for a maximum allowable bearing capacity of 1,500
pounds per square foot (dead load plus maximum live load). The
predicted settlement under the above maximum loading as determined
by laboratory consolidation tests should be less than 1 inch,
generally considered to be within acceptable tolerances.
Differential settlement across the structure is anticipated to be
between 1/4 and 1/2 inch.
Backfill and Slabs on Grade
Backfill placed adjacent to the building should consist of the
on -site soils or imported granular material approved by the
geotechnical engineer. The backfill should be mechanically
compacted in uniform 6 to 8 inch lifts to a minimum of 95% of
Standard Proctor Density ASTM D 698-78 (See Appendix C) or 80% of
Relative Density ASTM D 4253, D 4254. Free-standing foundation
walls backfilled with the on -site soils should be designed using a
hydrostatic pressure distribution and equivalent fluid pressure of
we
Terracon
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. Where this is not practical, sheeting,
shorting and/or bracing of the excavation will be required. The
sheeting, shoring and bracing of the excavation should be done to
prevent sliding or caving of the excavation walls and to protect
construction workers and adjacent structures. The side slopes of
the excavation or sheeting shoring or bracing should be maintained
under safe conditions until completion of backfilling. In
addition, heavy construction equipment should be kept a safe
distance from the edge of the excavation.
Where utilities are excavated below groundwater, dewatering
will be needed during placement of pipe and backfilling for proper
construction. All piping should be adequately bedded for proper
load distribution. Backf ill placed in utility trenches in open and
planted areas should compacted in uniform lifts at optimum moisture
to at least 90% of Standard Proctor Density ASTM D 698-78 the full
depth of the trench. Backfill placed in utility trenches under
buildings and paved areas should be compacted at or near optimum
moisture to at least 95% of Standard Proctor Density ASTM D 698-78.
Addition of moisture to and/or drying of the subsoils may be needed
for proper compaction.
Stripping, grubbing, subgrade preparation and fill and
backfill placement should be accomplished under continuous
observation of the geotechnical engineer. Field density tests
should be taken daily in the compacted subgrade, fill and backfill
under the direction of the geotechnical engineer.
Foundation
In view of the loads transmitted by the proposed construction
and the soil conditions encountered at the site, it is recommended
the structure be supported by conventional -type spread footings.
-7-
Terracon
the building. AutoZone standard -duty pavement design is based on
a 20-year design life with an 18 kip ESAL of 11,279. The heavy-
duty design criteria and 20-year design life is based on an 18 kip
ESAL of 30,576.
Site Grading, Excavation and Utilities
Specifications pertaining to site grading are included below
and in Appendix C of this report. It is recommended the gravel
surfacing be removed from below building and paved areas and
stockpiled for reused as fill and/or backfill material. All
existing asphalt below building and paved areas should be removed
and wasted from the site. Any topsoil encountered at the site
should be stripped and stockpiled for reuse in planted areas. The
upper 8 to 12 inches of existing fill below building and paved
areas should be scarified and recompacted plus or minus 2% of
optimum moisture to a minimum of 95% of Standard Proctor Density
ASTM D 698-78. (See Appendix C.) Finished subgrade below building
and filled areas should be placed'a minimum of 3 feet above
existing groundwater elevations. Where this subgrade compaction
cannot be obtained due to poorly compacted fill below, additional
fill should be removed until subgrade compaction can be obtained.
Where finished subgrade is within 3 feet of existing groundwater,
stabilization may be required. The subgrade should be stabilized
with granular pit run, pit run and geotextiles or fly ash, lime,
soil -cement or by other suitable means. Proper laboratory tests
should be performed to ensure adequate performance of chemically
stabilized soils. Fill should consist of the on -site soils,
existing fill devoid of debris, or imported granular material
approved by the geotechnical engineer. Fill should be placed in
uniform 6 to 8 inch lifts and mechanically compacted plus or minus
2% of optimum moisture to at least 95% of Standard Proctor Density
ASTM D 698-78.
Terracon
(7) Sand with Gravel and Cobbles: This stratum was
encountered in Borings A-1 through A-7 and B-2 at depths
of 4 to 8 feet below the surface and extends to depths of
17% to greater than 20 feet below the surface. The sand
with gravel contains cobbles ranging in size up to 12
inches in diameter, is well graded, medium dense and
exhibits moderate bearing characteristics.
(8) Sandstone Bedrock: The bedrock was encountered in
Borings A-1 through A-3 and A-5 through A-7 below the
gravel stratum and'extends beyond the depths explored.
The upper 1 to 1% feet of the bedrock is highly
weathered; however, the underlying sandstone is very hard
and exhibits very.high bearing characteristics.
(9) Groundwater: At the time of the investigation, free
groundwater was encountered in Borings A-1 through A-7 at
depths of 4% to 7% feet below the surface. Water levels
in this area are subject to change due to seasonal
variations and irrigation demands on and/or adjacent to
the property.
RECOMMENDATIONS AND DISCUSSION
It is our understanding the proposed AutoZone store is to be
7700 square foot masonry, slab -on -grade building. The
superstructure of the building is to be a combination of loading
bearing concrete block walls and steel columns supporting roof
loads by means of steel bar joists. Estimated total load on each
interior wall column is 72 kips consisting of a 43 kip live load
and a 29 kip dead load. The proposed load of the bearing masonry
walls is 2.5 kips per linear foot. Floor loads are estimated at
100 pounds per square foot. Parking areas are planned adjacent to
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been uniformly or properly compacted; therefore, it
should not be used as a bearing.soil.
(3) Lean Clay: This stratum underlies the fill in Borings A-
1 through A-4 and extends to depths of 4% to 6M feet
below the surface. The lean clay is plastic, is moist
and exhibits generally moderate bearing characteristics.
When wetted, the lean clay exhibits very slight swell
potential; and upon loading, consolidation occurs.
(4) Lean Clay with Sand: This stratum underlies the fill in
Borings A-5 and B-1 through B-4 at depths of 1% to 2 feet
below the surface and extends to depths of 4 to 4% feet
below the surface. The lean clay with sand is moderately
plastic, is moist and exhibits generally moderate bearing
characteristics.
(5) Sandy Lean Clay: This stratum was encountered in Borings
A-7 and B-1 at depths of 2 to 4 feet and extends to
depths of 6 feet. The sandy lean clay is tan, moist and
exhibits generally moderate bearing characteristics.
When wetted and upon loading, consolidation of the sandy
lean clay occurs.
(6) Clayey Sand: The clayey sand was encountered at depths
of 1% to 5% feet in Borings A-3 and A-6 and at a depth of
4% feet in Borings B-3 and B-4 and extends to the sand
and gravel stratum below or the depths explored. The
sand contains varynig amounts of clay, is moist to wet,
medium dense and exhibits moderate bearing
characteristics.
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LABORATORY TESTS
Samples from the test borings were subjected to laboratory
testing in the laboratory to provide a sound basis for evaluating
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 tests results is included
in Appendix B. Consolidation, grain size distribution and Hveem
stabilometer characteristics were also determined, and curves
showing this data are included in Appendix B.
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) Pavement: One and one-half (1%) to two and one-half (2%)
inches of asphalt underlain by 3 to 4% inches of gravel
base course was encountered at the surface of Borings A-5
through A-7 and B-3 and B-4. The asphalt should be
removed and wasted from the limits of the proposed
construction. The base course may be reused as fill
below building and paved areas.
(2) Fill Material: A layer of fill underlies the surface and
extends to depths of 1% to 3% feet below the surface.
The upper 6 to 12 inches of fill consists of gravel
surfacing material. The underlying fill consists of a
mixture of lean clay with sand, sandy lean clay and minor
amounts of gravel. It is not known whether the fill has
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i
REPORT
OF A
GEOTECHNICAL INVESTIGATION
SCOPE
This report presents the results of a geotechnical
investigation prepared for the proposed AutoZone store to be
located on North College Avenue, north of Fort Collins, Colorado.
The investigation included test borings and laboratory testing of
samples obtained from these borings.
The objectives of this study were to (1) evaluate the
subsurface conditions at the site relative to the proposed
construction, (2) make recommendations regarding the design of the
substructure, (3) recommend certain precautions which should be
taken because of adverse soil and/or groundwater conditions, and
(4) make recommendations regarding pavement types and thicknesses
for the proposed parking areas to be constructed at the site.
SITE EXPLORATION
The field exploration, carried out on April 15, 1993,
consisted of drilling logging and sampling 11 test borings. The
number of borings and their locations were determined by Mr. Paul
Peterson of AutoZone, Inc. The test borings were located in the
field by Empire Laboratories, Inc. from the west and north property
lines using conventional chaining methods. Elevations were
determined by Empire Laboratories, Inc. using a level and rod and
a temporary benchmark of the north bonnet bolt of the fire hydrant
located on the west property line at an assumed elevation of 100.0.
The locations of the test borings are shown on the Test Boring
Location Plan included in Appendix A of this report. Boring logs
prepared from the. field logs are shown in Appendix A. These logs
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I
Empire Laboratories, Ino.
A Division of The Terracon Companies, Inc.
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.
May 6, 1993
AutoZone, Inc.
Department 4040
P. O. Box 2198
Memphis, Tennessee 38101
Attention: Mr. Joe Alaimo
Real Estate Development & Construction Coordinator
Gentlemen:
We are pleased to submit our Report of a Geotechnical Investigation
prepared for the proposed AutoZone store located on North College
Avenue, Fort Collins, Colorado.
Based upon our findings in the subsurface, it is our opinion the
site is suitable for the proposed construction, provided the design
criteria and recommendations 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,
7.,
EMPIRE LABORATORIES, INC. h.-1'�,, <..`.,.,.•;.
rod
Senior Engineering Geologist
Ge
cc
23012
• •2
Weeks, P.E.
ical Engineer
AutoZone, Inc. - Mr. Paul Peterson, Regional Real Estate
Manager, San Antonio, Texas
Offices of The Terracon Companies, Inc. i i Geotechnical, Environmental and Materials Engineers
Arizona: Tucson ■ Colorado: Colorado Springs, Denver, Ft. Collins. G-eeley, Longmont fill Idaho: Boise f• Illinois: Bloomington,
Chicago, Rock Island ■ Iowa: Cedar Falls, Cedar Rapids. Davenpc Des Moines, Storm Lake N Kansas: Lenexa. Topeka,
Wichita ■ Minnesota: St. Paul fill Missouri: Kansas City ■ Nebraska. Lincoln, Omaha 0 Nevada: Las Vegas
■ Oklahoma: Oklahoma City, Tulsa ■ Texas: Dallas 0 Utah: Salt Lake City to Wyoming: Cheyenne
QUALITY ENGINEERING SINCE 1965
TABLE OF CONTENTS
Table of Contents .................................
i
Letter of Transmittal .............................
Report............................................
1
AppendixA ........................................
A-1
Test Boring Location Plan .......................
A-2
Key to Boring Logs ..............................
A-3
Logof Borings ..................................
A-4
AppendixB........................................
B-1
Consolidation Test Data .........................
B-2
Grain Size Distribution Data ....................
B-4
Hveem Stabilometer Data .........................
B-5
Summary of Test Results .........................
B-6
AppendixC........................................
C-1
i
REPORT
OF A
GEOTECHNICAL INVESTIGATION
FOR
PROPOSED AUTOZONE STORE
NORTH COLLEGE AVENUE
FORT COLLINS, COLORADO
AUTOZONE, INC.
MEMPHIS, TENNESSEE
PROJECT NO. 2093-5081
EMPIRE LABORATORIES, INC.
A DIVISION OF THE TERRACON COMPANIES, INC.
301 NORTH HOWES STREET
FORT COLLINS, COLORADO 80521