HomeMy WebLinkAboutOTTER BOX DISTRIBUTION/WAREHOUSE EXPANSION - FDP - 17-10/A - SUBMITTAL DOCUMENTS - ROUND 1 - RECOMMENDATION/REPORTEARTH ENGINEERING CONSULTANTS, INC.
SUMMARY OF GRADATION TEST RESULTS
GRADATION OF AGGREGATE (ASTM C-136)
SIEVE SIZE PERCENT PASSING
6"
5" 100%
--------------------------------------------- r--------------------------------------------
4" 1 100%
--------------------------------------------- --------------------------------------------
100%
-------------------- 3-------------------
2" 100%
________________________________________________________________________________________
1 1/2" 100%
-------------------- ------------------------- `--------------------------------------------
-------------------- 1" 100%
---------------- ----
3/4" 100%
____________________________________________ ____________________________________________
1/2" 1 100%
4
3/8" i 100%
--------------------------------------------- L--------------------------------------------
No. 4 99%
____________________________________________r_________---__-_-___________________________
No. 8 1 97%
-------------------------------------------- --------------------------------------------
------------------ No. 16 ------------------ L------------------- 94%--------------------
No. 30 91%
____________________________________________r___-________________________________________
No. 40 1 90%
_f
No. 50 1 89%
--------------------------------------------- `--------------------------------------------
No. 100 1 73.0%
-------------------------------------------- F--------------------------------------------
No. 200 41.6%
Project: Otterbox Warehouse - Lots 9 & 10 Interstate Business Park
Fort Collins, Colorado
EEC Project Number: 1102050
Date: August 2010
Sample Number: B7, S5, 24
EARTH ENGINEERING CONSULTANTS, INC.
SUMMARY OF GRADATION TEST RESULTS
GRADATION OF AGGREGATE (ASTM C-136)
SIEVE SIZE PERCENT PASSING
6" —
------------------------------------------- F------------------------------------------ -
5" 100%
--------------------------------------------- --------------------------------------------
4" 100%
--------------------- ------------------------ L--------------------------------------------
3" 1 100%
---------------------- ----------------------- F--------------------------------------------
2" 100%
------------------------------------------- --------------------------------------------
1 1/2" 1 100%
-------------------------------------------- --------------------------------------------
1" 1 100%
--------------------------------------------- --------------------------------------------
3/4" 100%
--------------------------------------------- r_________-___-__--_______________--_-----___
1/2" ____ i _10_0_%
4
3/8" i 99%
--------------------------------------------- --------------------------------------------
No. 4 90%
--------------------------------------------- r---_____________---_________________-__-----
N0. 8 1 74%
-----------------------------------------------------------------------------------------
No. 16
0
----------------- ------------------------ ------------------- 58 /o--------------------
No. 30 40%
--------------------------------------------- r--------------------------------------------
No. 40 1 3_1%
_f
No. 50 1 25%
-------------------------------------------- --------------------------------------------
No. 100 11.7%
-------------------------------------------- r--------------------------------------------
No. 200 5.1 %
Project: Otterbox Warehouse - Lots 9 & 10 Interstate Business Park
Fort Collins, Colorado
EEC Project Number: 1102050
Date: August 2010
Sample Number: B6, S3, 14
I
• A
EARTH ENGINEERING CONSULTANTS, INC.
SUMMARY OF GRADATION TEST RESULTS
GRADATION OF AGGREGATE (ASTM C-136)
SIEVE SIZE PERCENT PASSING
-------------------- 6----------------------F--------------------------------------------
5" 100%
--------------------------------------------r--------------------------------------------
4" I 100%
-----------------------------------------------------------------------------------------
3" 100%
-------------------------------------------- F------------------------
--------------------
2" 100%
---------- ______r_________________--__-----------------------
1 1 /2" 100%
-------------------------------------------- --------------------------------------------
ill i
' 100%
-------------------- _ _____________________F______________-__----------------__-________
3/4" 93%
--------------------------------------------r--------------------------------------------
1/2" i 86%
--------------------------------------------h--------------------------------------------
3/8" 80%
--------------------------------------------F--------------------------------------------
No. 4 58%
--------------------------------------------r--_--__--_________________-__-___--_--__--__
_ N_o_._8 __ _ 38%
M
------------------ No 16-------------------------------------- 25°
---------------------
No. 30 17%
_________________________------------------- r--------------------------------------------
No. 40 i 14%
h
No. 50 I 11 %
-------------------------------------------- --------------------------------------------
----------------- No. 100- 8.0 /o
No. 200 6.3%
Project: Otterbox Warehouse - Lots 9 & 10 Interstate Business Park
Fort Collins, Colorado
EEC Project Number. 1102050
Date: August 2010
Sample Number: B6, S2, 8
EARTH ENGINEERING CONSULTANTS, INC.
SUMMARY OF GRADATION TEST RESULTS
GRADATION OF AGGREGATE (ASTM C-136)
SIEVE SIZE PERCENT PASSING
-------------------- 6---------------------- F--------------------------------------------
100%
--------------------------------------------- r_________----------____________-_-__________
4" i 100%
------------------------------------------- --------------------------------------------
3------F------- -------------------- ,„--------------- 100%
----------------------- --- --------
2" 100%
--------------------------------------------- --------------------------------------------
1 1 /2" i 100%
1" 1 100%
------------------- -----------------------F--------------------------------------------
3/4" 100%
--------------------------------------------r____............................ 1/2" i 100%
-------------------------------------------- --------------------------------------------
3/8" I 98%
-------------------------------------------- --------------------------------------------
No. 4 85%
--------------------------------------------- r_________------___-____________--_-_---____-
No. 8 1 64%
4
No. 16 1 43%
--------------------------------------------- `--------------------------------------------
No. 30 27%
------------------------------------------- -----------------
---------------------------
No.401 21%
-----------------------------------------------------------------------------------------
No. 50 I 17%
--------------------------------------------L--------------------------------------------
----------------- No. 100-------------- I 9.7%
- ---F--------------------------------------------
No. 200 5.5%
Project: Otterbox Warehouse - Lots 9 & 10 Interstate Business Park
Fort Collins, Colorado
EEC Project Number: 1102050
Date: August 2010
Sample Number: B5, S3, 13
4 ' • 4
EARTH ENGINEERING CONSULTANTS, INC.
SUMMARY OF GRADATION TEST RESULTS
GRADATION OF AGGREGATE (ASTM C-136)
SIEVE SIZE77:77 PERCENT PASSING
-------------------- 6--------------------- F------------------------------- ----- ------
5" 100%
-------------------------------------------- - -------------------------------------------
4" 100%
--------------------------------------------`--------------------------------------------
3" 100%
--------------------------------------------h--------------------------------------------
2" 100%
____________________________________________r___-______________________-________________-
1 1 /2" I 100%
--------------------------------------------`--------------------------------------------
--------------- ---- 1': I 100%
3/4" 100%
____________________________________________r____________________________________________
_ M-------------
_1_/_2" i _ __1_0_0_%
3/8"1 100%
--------------------------------------------`--------------------------------------------
I
No. 4 79%
____________________________________________r_____________-------------------------------
No. 8 I 59%
-----------------------------------------------------------------------------------------
16
------------------ ----- ------------------ L------------------- 40%--------------------
No. 30 25%
--------------------------------------------r--------------------------------------------
No. 40 1 17%
-----------------------------------------------------------------------------------------
No. 50 i 12%
--------------------------------------------`--------------------------------------------
No 1005.0%
----------------- _-
No. I 200 2.6%
Project: Otterbox Warehouse - Lots 9 & 10 Interstate Business Park
Fort Collins, Colorado
EEC Project Number: 1102050
Date. August 2010
Sample Number: B3, S2, 7
U• i
EARTH ENGINEERING CONSULTANTS, INC.
SUMMARY OF GRADATION TEST RESULTS
GRADATION OF AGGREGATE (ASTM C-136)
SIEVE SIZE PERCENT PASSING
-------------------- 6, --------------------- --------------------------------------------
5" 100%
--------------------------------------------- r_______________________________--_____-_-___
4" 100%
-------------------------------------------- ------------------------ --------------------
3100%
-------------------- ---------------- ----F--------------------------- ----- ---------
2" 100%
--------------------------------------------- r_____________
1 1 /2" i 100%
-------------------- _____-------------------- r--------------------------------------------
� - 100%
-------------------- ------------ ------F-------------------------'-------- ---------
3/4" 96%
--------------------------------------------- r---------------------------- --____
1 /2" I 91 %
-------------------------------------------- --------------------------------------------
3/8" 1 85%
--------------------------------------------- --------------------------------------------
No. 4 61
--------------------------------------------- r-------------------- ____------ __ ____________
No. 8 I 40%
-----------------------------------------------------------------------------------------
No ' o
------------------ _ -
25 /°------------------ L------------------- --------------------
------------------ No 30---------------- 15 /o
0
No. 40 1 12%
-----------------------------------------------------------------------------------------
------------------ No 50------------------ L--------------------10%--------------------
- No. 100 I 6.5%
-------------- ------------------------- --------------------------------------------
No. 200 4.4%
Project: Otterbox Warehouse - Lots 9 & 10 Interstate Business Park
Fort Collins, Colorado
EEC Project Number: 1102050
Date: August 2010
Sample Number: B1, S2, 4
SWELL / CONSOLIDATION TEST RESULTS
Material Description:
Brown Silty Clayey Sand (SC-SM)
Sample Location:
Boring 8, Sample 1, Depth 9'
Liquid Limit: 29
IPlasticity Index: 15
% Passing #200: 11.2%
Beginning Moisture:
3.0%
JDry Density: 109.6 psf
JEnding Moisture: 13.8%
Swell Pressure: <500 psf
% Swell @ 500: . None
10.0
8.0
II
6.0
I
4.0
2.0
E
o I
2 0.0
a -2.0 I t ed
-4.0
0
-6.0 -
o
o
U
-8.0 i l
1
-10.0 —
0.01 0.1 1 10
Load (TSF)
Project: Otterbox Warehouse - Interstate Business Park
Fort Collins, Colorado
Project #: 1102050
Date: July 2010
a..
SWELL / CONSOLIDATION TEST RESULTS
Material Description:
Silty Sand (SM)
Sample Location:
Boring 5, Sample 1, Depth 3'
Liquid Limit:
Plasticity Index: - -
% Passing #200: --
Beginning Moisture:
10.9%
1Dry Density: 105.1 psf
JEnding Moisture: 16.1%
Swell Pressure: <500 psf
% Swell @ 500: None
10.0
8.0 -
6.0
U 4.0
2.0
2 0.0
c
w
u
a -2 0
-4.0
oTi I I 1 11
16
a -6.0 -
1
a
U
-8.0
-10.0
0.01 0.1 1 10
Load (TSF)
Project: Otterbox Warehouse - Interstate Business Park
Fort Collins, Colorado
Project #: 1102050
Date: July 2010
EEG
SWELL / CONSOLIDATION TEST RESULTS
Material Description:
Silty Clayey Sand (SC-SM)
Sample Location:
Boring 4, Sample 1, Depth 4'
Liquid Limit: 39
IPlasticity Index: 24
% Passing #200: 29.5%
Beginning Moisture:
7.1%
JDry Density: 107.3 psf
JEnding Moisture: 20.1%
Swell Pressure: 3200 psf
% Swell @ 500: 3.1%
10.0 —
1
8.0 —
6.0
4.0
2.0
E
m
° 2cum
0.0
'T ,
terAdI;
a -2.0 -
-4.0 —
I
0
0
ca
-6.0
0
0
U -8.0
-10.0
0.01 0.1 1 10
Load (TSF)
Project: Otterbox Warehouse - Interstate Business Park
Fort Collins, Colorado
Project #: 1102050
Date: July 2010
EL
SWELL / CONSOLIDATION TEST RESULTS
Material Description:
Brown Lean Clay with Sand (CL)
Sample Location:
Boring 3, Sample 1, Depth 2'
Liquid Limit: - -
I Plasticity Index: - -
% Passing #200: --
Beginning Moisture:
6.6%
1Dry Density: 108.9 psf
JEncling Moisture: 18.7%
Swell Pressure: 900 psf
% Swell @ 500: 1.2%
10.0
8.0 — -- -)
6.0 I—
d
Cn 4.0 -
2.01 - --
d �
E
m
u
a ter Added
2.0 - - -
c -4.0
0
ca
co I
a-6.0 -- - I - — --I
c
0
U
-8.0
0.01 0.1 1 10
Load(TSF)
Project: Otterboz Warehouse - Interstate Business Park
Fort Collins, Colorado
Project #: 1102050
Date: July 2010
'`E"'EC,
SWELL / CONSOLIDATION TEST RESULTS
Material Description:
Silty Clayey Sand (SC-SM)
Sample Location:
Boring 2, Sample 1, Depth 4'
Liquid Limit: -
Plasticity Index: - -
% Passing #200: --
Beginning Moisture:
10.4%
1Dry Density: 119.6 psf
JEnding Moisture: 13.6%
Swell Pressure: 800 psf
% Swell @ 500: 0.1 %
10.0 -
1 I�
8.0-
1
6.0 -
W 4.0
' I I
2.0
E
o
f 0.0
m�'IterAd ed
a -2 0
c -4.0 ( —
o
-6.0
0
0
0
0
U -8.0--
-10.0
0.01 0.1 1 10
Load (TSF)
Project: Otterbox Warehouse - Interstate Business Park
Fort Collins, Colorado
Project #: 1102050
Date: July 2010
, , i
SWELL / CONSOLIDATION TEST RESULTS
Material Description:
Silty Clayey Sand (SC-SM)
Sample Location:
Boring 1, Sample 4, Depth 14'
Liquid Limit: 18
IPlasticity Index: 2
% Passing #200: 38.7%
Beginning Moisture:
18.8%
1Dry Density: 119.0 psf
JEncling Moisture: 13.4%
Swell Pressure: 1000 psf
% Swell @ 1000: None
10.0
8.0
6.0
i
4.0 — —
2.0 --
d
E
d
2 0.0
C
d
IIII
a -2 0 WatrAdile
-4.0
c 1
o I I
m
-6.0 — — -
-8.0 I -
I
-10.0
0.01 0.1 1 10
Load(TSF)
Project: Otterbox Warehouse - Interstate Business Park
Fort Collins, Colorado
Project #: 1102050
Date: July 2010
EEC
A I
SWELL / CONSOLIDATION TEST RESULTS
Material Description:
Brown Silty Sand (SM)
Sample Location:
Boring 1, Sample 1, Depth 2'
Liquid Limit: - -
I Plasticity Index: - -
% Passing #200: --
Beginning Moisture:
16.9%
JDry Density: 105.5 psf
JEnding Moisture: 17.5%
Swell Pressure: <500 psf
% Swell @ 500: None
10.0
I
8.0 -
6.0 -
4.0
c 20
I I �
E
m
f 0.0 �I
c
cmi
`m TAdded
IL -2.0
o -a.o
-6.0
U I I I I
-10.0 I I —�-
0.01 0.1 1 10
Load(TSF)
Project: Otterbox Warehouse - Interstate Business Park
Fort Collins, Colorado
Project #: 1102050
Date: July 2010
�EECI
M
t
OTTERBOX WAREHOUSE - LOTS 9 110 INTERSTATE BUSINES PARK
FORT COLLINS, COLORADO
PROJECT NO: 1102050 DATE: JULY 2010
LOG OF BORING 9-8
RIG TYPE: CME45
SHEET 2 OF
2
WATER
DEPTH
FOREMAN: DG
START DATE
7/26/2010
WHILE DRILLING
9.6-10'
AUGER TYPE: 4' CFA
FINISH DATE
7/28/2010
AFTER DRILLING
N/A
BPT HAMMER: MANUAL
SURFACE
ELEV
N/A
24 HOUR
NIA
SOIL DESCRIPTION
0
N
pu
MC
00
AalMITS
.100
MELL
TYPE
(FEET)
(BLOMMT)
(PBF)
(1{
(PCF)
LL
q
(%)
PRESSURE
XA 600 PBf
Continued from Sheet 1 of 2
26
SAND b GRAVEL (SM-SW)
27
brown I red / grey
medium dense to very dense
28
with clay seams
_
29
FSS
30
9
26.6
31
32
33
34
FSS
35
17
24.1
36
37
3B
39
FSS
40
40/7"
6.0
41
42
43
44
SS
45
46
50
8.7
BOTTOM OF BORING DEPTH 45.5'
47
48
49
60
Earth Engineering Consultants
OTTERBOX WAREHOUSE - LOTS 9 & 10 INTERSTATE BUSINES PARK
FORT COLLINS, COLORADO
PROJECT NO: 1102050 DATE: JULY2010
LOG OF BORING 8-8
RIG TYPE: CME45
SHEET 1 OF
2
WATER DEPTH
FOREMAN: DG
START DATE
712912010
WHILE DRILLING
9.5-10,
AUGER TYPE: 4" CFA
FINISH DATE
7I2612010
AFTER DRILLING
N/A
SPT HAMMER: MANUAL
SURFACE ELEV
WA
24 HOUR
N/A
SOIL DESCRIPTION
D
N
0U
MC
DO
417
4100
SWELL
TYPE
(FEET)
IBLCWSIFT)
(PSF)
I%)
(PC Fl
LL
R
1%)
PRESSURE
%d SX)PSF
SPARSE VEGETATION
SILTY CLAYEY SAND SC-SM)
—2—
brown
medium stiff/medium dense
3
_4_
CS
5
I
15
2.8
109.9
29
15
11.2
<500 of
None
6
_7_
6
9
10
SAND & GRAVEL (SM-SW) SS
20
7.4
brown/ red I grey
medium dense to dense
11
with Clay seems
12
13
14
ESS
15
4119"
11.0
16
17
19
19
silty clayey seams
_
7
17.7
SS
20
21
22
23
24
SS
25
15
19.7
Continued on Sheet 2 of 2
Earth Engineering Consultants
OTTERBOX WAREHOUSE " LOTS 9 & 10 INTERSTATE BUSINES PARK
FORT COLLINS, COLORADO
PROJECT NO: 1102050 DATE: JULY2010
LOG OF BORING 8-7
RIG TYPE: CME45
SHEET 2 OF
2
WATER DEPTH
FOREMAN: DG
START DATE
7/26/2010
WHILE DRILLING
10.5'
AUGER TYPE: 4" CFA
FINISH DATE
7I2612010
AFTER DRILLING
NIA
SPT HAMMER: MANUAL
SURFACE
ELEV
WA
24 HOUR
'NIA
SOIL DESCRIPTION
0
N
OU
MC
00
A{IMITI
-]00
SWELL
TYPE
FEET)
(SLOWS/FT)
(PSF)
(%1
(PCF)
LL
PI
(%I
PRESSURE
% MPSF
Continued from Sheet 1 of 2
26
"
SILTY CLAYEY SAND (SC-SM)
27
medium stiff/medium dense
28
29
SILTY SAND (SM) SS
I 30
14
1500
23.5
medium dense
31
32
33
34
[SS
35
19
19.5
36
37
38
39
I
SAND 5 GRAVEL (SM-SW) I SS
40
50/11"
very dense
41
42
43
44
[SS
45
46
4019"
15.5
BOTTOM OF BORING DEPTH 45.6
47
48
49
50
tartn engineering Consultants
OTTERBOX WAREHOUSE - LOTS 9 & 10 INTERSTATE BUSINES PARK
FORT COLLINS, COLORADO
PROJECT NO: 1102050 DATE: JULY 2010
LOG OF BORING 8-7
RIG TYPE: CME45
SHEET 1 OF 2
WATER DEPTH
FOREMAN: DG
START DATE
712612010
WHILE DRILLING
10.5'
AUGER TYPE: 4' CFA
FINISH DATE
7126/2010
AFTER DRILLING
NIA
SPT HAMMER: MANUAL
SURFACE ELEV
'NIA
24 HOUR
NIA
SOIL DESCRIPTION
0
N
ou
MC
00
A. MM
am
swEl1
LL
PI
PREaeORE
%@ Mp PBF
17PE
(FEET)
(BLOWRIFT)
(PBF)
1%)
(PCF)
(%I
SPARSE VEGETATION
—1—
SILTY CLAYEY SAND (SC-SM)
brown
2
with gravel
medium stiff to stiff/medium dense
3
CS
4
23
2.5
26
12
20.7
5
6
_7
8
SAND 8 GRAVEL (SM-SVh CS
28
9.2
121.2
medium dense to dense
9
10
11
12
13
14
SS
16
16
17.B
16
17
18
19
FSS
20
41
10.3
21
22
23
24
_ _
SILTY CLAYEY SAND (SC-SM)
14
20.9
SS
25
Continued on Sheet 2 of 2
Earth Engineering Consultants
Y
OTTERBOX WAREHOUSE - LOTS 9 8, 10 INTERSTATE BUSINES PARK
FORT COLLINS, COLORADO
PROJECT NO: 1102050 DATE: JULY 2010
LOG OF BORING 9-6
RIG TYPE: CME45
SHEET 1 OF 1
WATER
DEPTH
FOREMAN: DG
START DATE
712612010
WHILE DRILLING
10.0'
AUGER TYPE: 4" CFA
FINISH DATE
7125/2010
AFTER DRILLING
WA
SPT HAMMER: MANUAL
SURFACE
ELEV
NIA
T4 HOUR
N/A
SOIL DESCRIPTION
0
N
ou
Mc
00
A-UMRS
.zoo
emu
LL
PI
PRESSURE
% @ Fe0 PSF
TYPE
(FEET)
(BLOMIeIFT)
IPSF)
I11
(PCF)
DI
SPARSE VEGETATION
-1-
SILTY CLAYEY SAND (SC-SM)
brown
2
with traces of gravel
medium stiff/medium dense
3
_4_
CS
5
14
3.4
6
_7_
B
_9_
0 CS
10
71
15
15.0
SAND 5 GRAVEL
medium dense
12
13
14
SS
-
15
25
14.7
16
17
18
19
SS
20
21
12
17.2
BOTTOM OF BORING DEPTH 2O.5'
22
23
24
25
i
tarm tngmeering consultants
OTTERBOX WAREHOUSE - LOTS 9 & 10 INTERSTATE BUSINES.PARK
FORT COLLINS, COLORADO
PROJECT NO: 1102050 DATE: JULY 2010
LOG OF BORING 0.5
RIG TYPE: CME45
SHEET 1 OF 1
WATER DEPTH
FOREMAN: DO
START DATE
712W2010
WHILE DRILLING
AUGER TYPE: 4- CFA
FINISH DATE
712612010
AFTER DRILLING
9.6'
SPT HAMMER: MANUAL
SURFACE ELEV
WA
24 HOUR
WA
SOIL DESCRIPTION
D
N
oU
MC
DD
Ai
aaa
SWELL
LL
rn`S
PI
PRESSURE
%A MOPSF
TYPE
(FEET)
(6LOW11IFT)
(PSF)
1%)
(PCF)
I%
SPARSE VEGETATION
SILTY CLAYE SAND (SC-SM)
Drown
2
stiff to very stiff
With calcareous deposits & traces of gravel
3
CB
4
16
9000+
10.0
106.7
<600 Pelf
None
5
6
SAND & GRAVEL (SM-SW)
brown I red I grey
dense t0 loose
7
ESS
8
31
4.1
9
0
_ _
10
11
12
13
FSS
14
17
14A
16
16
17
to
19
silty sandy clay seam
6
20.3
SS
20
21
BOTTOM OF BORING DEPTH 2O.5'
22
23
24
25
Earth Engineering Consultants
OTTERBOX WAREHOUSE - LOTS 9 & 10 INTERSTATE BUSINES PARK
FORT COLLINS, COLORADO
PROJECT NO: 1102050 DATE: JULY 2010
LOG OF BORING B4
RIG TYPE: CME45
SHEET 1 OF 1
WATER
DEPTH
FOREMAN: DG
START DATE
71ZW2010
WHILE DRILLING v
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
FINISH DATE
SURFACE ELEV
712612010
NIA
AFTER DRILLING
24 HOUR
NIA
NIA
SOIL DESCRIPTION
0
N
OU
Mc
OO
A LJws
-tEe
SWELL
TYPE
(FEET)
(9LOWSRT)
IPSF)
I%)
(PCF)
LL
PI
(%)
PRE88URE
% l00 PSF
SPARSE VEGETATION
SILTY CLAYEY SAND (SCSM)
_ _
brown
2
Stiff to very stiff
_
With gravel
3
4
CS
5
25
9000
4.5
107.3
39
24
29.5
3200 psf
3.1%
increase in gravel with depth
6
7
B
9
10
SAND 5 GRAVEL (SM-SW) CS
12
1500
8.3
medium dense to dense
with Gay seems
v
11
12
13
14
FSS
15
15
10.4
16
17
I
19
SS
20
21
42
17.2
BOTTOM OF BORING DEPTH 2O.5'
22
23
i
24
25
Earth Engineering Consultants
OTTERBOX WAREHOUSE - LOTS 9 & 10 INTERSTATE BUSI_NES PARK
FORT COLLINS, COLORADO
PROJECT NO: 1102050 DATE: JULY 2010
LOG OF BORING 8-3
RIG TYPE: CME45
SHEET 1 OF 1
WATER DEPTH
FOREMAN: DO
START DATE
712W2010
WHILE DRILLING
AUGER TYPE: 4" CFA
FINISH DATE
712612010
AFTER DRILLING
WA
SPT HAMMER: MANUAL
SURFACE ELEV
N/A
24 HOUR
NIA
SOIL DESCRIPTION
p
N
9u
Mc
oo
AalNlrs
-xos
ewEu
LL
PI
PRESSURE
% 60o PBF
TYPE
(FEET)_
IaLOvvstFT)
(Pli
I%)
(PCF)
I%)
SPARSE VEGETATION
SILTY CLAYEY SAND (SC-SM)
brown
2
stiff to very stiff
with gravel
3
CS
4
is
9000+
7.6
107.0
900 psf
1.2%
inaease in gravel with depth
b
6
_7_
8
SAND & GRAVEL (SM-SW) CS
16
—
1.7
medium dense
_9
10
v
12
13
silty day seams SS
14
10
17.8
1b
16
17
18
19
SS
20
21
47
16.9
BOTTOM OF BORING DEPTH 2O.5'
22
23
24
2b
Earth Engineering Consultants
OTTERBOX WAREHOUSE - LOTS 9 & 10 INTERSTATE BUSINES PARK
FORT COLLINS, COLORADO
PROJECT NO: 1102050 DATE: JULY2010
LOG OF BORING B-2
RIG TYPE: CME45
SHEET 10F1
WATER DEPTH
FOREMAN: DG
START DATE
7/28/2010
WHILE DRILLING
8.0'
AUGER TYPE: 4" CFA
FINISH DATE
7/28I2010
AFTER DRILLING
N/A
SPT HAMMER: MANUAL
SURFACE
ELEV
NIA
24HOUR
N/A
SOIL DESCRIPTION
0
N
OU
Mc
DO
Al ITS
-]W
SWELL
TYPE
(FEET)
(SLOWSIFT)
(PSF)
Im
(PCF)
LL
Pt
(%I
PRESSURE
% 604 pSF
SPARSE VEGETATION
SILTY CLAYEY SAND (SC-SM)
brown
2
Stiff to very stiff
win traces of gravel
3
_4_
CS
5
14
9000+
10.4
114.2
800 PSI
0.1%
6
_7_
8
SAND 8 GRAVEL (SMSW) V
broom / red I grey
_
dense
9
CS
10
33
C2
114.4
11
12
13
_14
Gay seams SS I
15
8
16.5
18
17
18
18
SS
20
21
34
7.2
BOTTOM OF BORING DEPTH 20.5'
22
23
24
25
tarn tngneenng consultants
OTTERBOX WAREHOUSE - LOTS 9 & 10 INTERSTATE.BUSINESS PARK
FORT COLLINS, COLORADO
PROJECT NO: 1102050 DATE: JULY 2010
LOG OF BORING B-1
RIG TYPE: CME45
SHEET 2 OF
2
WATER DEPTH
FOREMAN: DG
START DATE
W26/2010
WHILE DRILLING 17
AUGER TYPE: 4" CFA
FINISH DATE
7I28/2010
AFTER DRILLING
NIA
SPT HAMMER: MANUAL
SURFACE ELEV
N/A
24 HOUR
WA
SOIL DESCRIPTION
0
N
Ou
Mc
00
•1
.244
SWELL
LL
r!T
H
PRESSURE
% MPSF
TYPE
(FEETI
(BLOWeaT)
(pen
%)
IPCF
rvl
COnllnued from Sheet 1 of 2
26
SILTY CLAYEY SAND (SC)
27
brovm/rust
loose
20
29
CS
00
31
2
SAND & GRAVEL
Drown / red / grey
very dense to extremely, dense
32
with silty seams
33
34
ISS
35
I
�
50
36
37
38
39
SS
I 40
90/11"
16.3
41
42
43
44
silty sand seem
_
2118"
24.8
FS9
45
46
BOTTOM OF BORING DEPTH 45.5'
47
48
49
50
Earth Engineering Consultants
OTTERBOX WAREHOUSE -LOTS 9 & 10 INTERSTATE BUSINESS PARK
FORT COLLINS, COLORADO
PROJECTNO: 1102050 DATE: JULY2010
LOG OF BORING B-1
RIG TYPE: CME45
SHEET 1 OF
2
WATER
DEPTH
FOREMAN: DG
START DATE
712812010
WHILE DRILLING
g,5
AUGER TYPE: 4' CFA
SPT HAMMER: MANUAL
FINISH DATE
SURFACE
ELEV
7/28I2010
N/A
AFTER DRILLING
24 HOUR
N/A
N/A
SOIL DESCRIPTION
n
x
ou
Mc
oo
AL1MUS
-zoo
SWELL
TYPE
(FEET)
(BLOW9iFT)
(PAFj
(%)
IPCn
I%)
LL
PI
P0.E98U0.E
% tDW Ps
SPARSE VEGETATION
SILTY SAND ISM)
brown
2_
medium dense
-
% Q F00 PBF
17
9000+
3.8
104.9
-500 psf
None
CS
3
F::::
4
5
I
SAND & GRAVEL (SM-SW) CS
29
3.7
brown l red I grey
medium dense
8
_7_
8
CLA7SANDwith GRAVEL (SC) SS
10
13
11.3
with
medium dense
11
12
13
SILTY CLAYEY SAND (SC-SM)
14
brown I rust
_
1o0$e to medium dense CS
15
5
18.8
119.0
18
2
38.7
<500 PSf
None
18
17
18
19
Fss
20
3
33.5
21
22
23
24
SS
25
9
22.8
Continued on Sheet 2 of 2
tarth Engineering Consultants
•
m-`- ram.
r. PHOTO # 1
EEC
000e
Inth
N.1 "S",
W,,.w
An�=
Legend
0 Boring Locations
,(5 Site Photos
R-2'
LOT 9
121 M9 S.F.
2.787 ACRES
10� B-3
NEW
WAREHOUSE
50,385 ST
B-5
A.
� B-6
T
C'
NtVt 1a PANI
PAM
EXISTING
WAREHOUSE
31,338 S.F.
UPS
RECEIVING
)
it
ppw
H-7
PA
MA
A
Boring Location Diagram
Otterbox Warehouse Expansion
Fort Collins, Colorado
EEC Project Number: 1102050 Date: July 2010
Earth Engineering Consultants, Inc.
I
UNIFIED SOM CLASSMCATT(ON SYSTEM
Criteria for Assigning Group Symbols and Group names using Laboratory Tests
Sal Classification
Group Group Name
Symbol
Course -Grained Gravels more than
Clean Gravels Less
Soils more than 50% of coarse
than 5% fines
Cu>4 and «53`
GIN Well -graded gravel`
50% retained on fraction retained
No. 200 sieve on No. 4 sieve
Cu<4 and/or 1>Cc>3r
GP Poorly -graded grovel`
Gravels with Fines
Fines classify as ML or MH
GM Silty gravel, G.H
more than 12%
-----
fines
Fines classify as CL or CH
GC Clayey Grcvel ra^
Sands 50% or
Clean Sands Less
Cu>S and 1<C.c<3i
SW Well -graded sand'
more coarse
than 5% fines
fraction passes
Cu�6 and/or 1>Cc>3i
SP Poorly -graded sand'
No. 4 sieve
Sands with Fines
Fines classify as ML or MH
SM Silty sand'"'
more than 12%
—
fines
Fines classify as CL or CH
SG Clayey sorda"'
Fine -Grained Silts and Clays
inorganic
PI>7 and plots on or above
"A"Line' CL Lean clay"-"
Soils 50% or Liquid Limit less
more passes the than 50
PI<4 or plots below "A"Line'
ML Silt
No. 200 sieve
organic
Liquid Limit - oven dried
Organic clays,n"
c0.75 OL
Liquid Limit - not dried
Organic silt
Silts and Clays
inorganic
PI plats on or above 'Aline
CH Fat clay
Liquid Limit 50 or
more
PI plots below "A"Une
MH Elastic Slt"'
organic
Liquid Limit - oven dried
Organic clay"'"'
<0.75 OH
Liquid Limit - not dried
Organic silt'
Highly organic sails
Primarily organic matter, dark in color, and organic
odor PT Peat
"Based on the wob clot poansng the 3--n. (75-
e _ (On}
G'-Dso/01 Cc-
'if awl contans 15 to 29r Ius No. 200, add
"with "with
mw) sieve
1) x D
sand" ar 9rvKi. is
'If field sample eontoined cobblm ar boulder%
predaminant.
ar both, add "wiU, wbbf. or baddr ar bath•
4t soi rn tone 2 313" plus Na. 200
to grvrp nano
rCravds wIM 5 to 17S finesregdred and
4t aaa conloins 215% mnd, add"with'sand'to
pmdaminanay and, old 'sandy to group
wane
symbols
Gw-Q1 rm gradcl yraM .:Ih silt
-ffi nwr`e
e.fines sly as CL-ML,
so dual syrnbal
wIt soi calit.i s 2 30%% pWs K. 200
pr iunnlnmay gravel, add 'yr ely' to group
Gw-CC well-gru&_'d grovel will, day
aP-GM poorly -graded gravel wllh sit
OL-aJ, o, r sC-su.
9f anus We onic, add"nitn aric findto
°� ar9
nave.
wp124 and plots an or above •A' line
CP-GG pith 5grimed gravel im egui. d
$ands with 5 to 12S Eon retvira dud
group name
of sal cantons >1�%grmel,
otld"wiN grovel•
a
: I pl or pleb Edo. "A" Mn
PI plots on or above A- Tine.
' bdr,
SW -!AA wea-Wmacd sand with sat
to group none.
'll Alterb linils plots
shodatl vreo, soi iz a
oPl Plots btlow "A- I
SP -5C wen b with day
a_-u� l�day.
5P-5M paady graded sand with
ly 9, ll o
�SP-SC
poorly graded :ontl with day
da
a
�o
a
fs Rambwrvr al M1.e-gvind adla
+
+
__
oY f gni� e¢aen er
yauaf vL
rwoaw, d •A'-aw,
atia R-a.73 tin. ill) v,F
E� LM •�++
O
V
1 _w1% W
elm R 9 i6 tv R"y. _
(LL n)
+ G
ZA—
G1
MI i ct
OH
I
LIOUIU LIMIT (LL)
DRILLING AND EXPLORATION
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon - 13/8" I.D., 2" O.D., unless otherwise noted
PS: Piston Sample
ST:
Thin -Walled Tube - 2" O.D., unless otherwise noted
WS:
Wash Sample
R:
Ring Barrel Sampler - 2.42" I.D., 3" O.D. unless otherwise noted
PA:
Power Auger
FT:
Fish Tail Bit
HA:
Hand Auger
RB:
Rock Bit
DB:
Diamond Bit = 4", N, B
BS:
Bulk Sample
AS:
Auger Sample
PM:
Pressure Meter
HS:
Hollow Stem Auger
WB:
Wash Bore
Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except where noted.
WATER LEVEL MEASUREMENT SYMBOLS:
WL :
Water Level
WS : While Sampling
WCI:
Wet Cave in
WD : While Drilling
DCL•
Dry Cave in
BCR: Before Casing Removal
AB :
After Boring
ACR: After Casting Removal
Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated
levels may reflect the location of ground water. In low permeability soils, the accurate determination 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 the ASTM Designations D-2488. Coarse Grained
Soils have move than 50% of their dry weight retained on a 4200
sieve; they are described as: boulders, cobbles, gravel or sand.
Fine Grained Soils have less than 50% of their dry weight
retained on a #200 sieve; they are described as : clays, if they
are plastic, and silts if they are slightly plastic or non -plastic.
Major constituents may be added as modifiers and minor
constituents may be added according to the relative proportions
based on grain size. In addition to gradation, coarse grained
soils are defined on the basis of their relative in -place density
and fine grained soils on the basis of their consistency.
Example: Lean clay with sand, trace gravel, stiff (CL); silty
sand, trace gravel, medium dense (SM).
CONSISTENCY OF FINE-GRAINED SOILS
Unconfined Compressive
Strength, Qu, psf Consistency
<
500
Very Soft
500 -
1,000
Soft
1,001 -
2,000
Medium
2,001 -
4,000
Stiff
4,001 -
8,000
Very Stiff
8,001 -
16,000
Very Hard
RELATIVE DENSITY OF COARSE -GRAINED SOILS:
N-Blows/ft
Relative Density
0-3
Very Loose
4-9
Loose
10-29
Medium Dense
30-49
Dense
50-80
Very Dense
80 +
Extremely Dense
PHYSICAL PROPERTIES OF BEDROCK
DEGREE OF WEATHERING:
Slight Slight decomposition of parent material on
joints. Maybe color change.
Moderate Some decomposition and color change
throughout.
High Rock highly decomposed, may be extremely
broken.
HARDNESS AND DEGREE OF CEMENTATION
Limestone and Dolomite:
Hard Difficult to scratch with knife.
Moderately Can be scratched easily with knife.
Hard
Cannot be scratched with fingernail.
Soft
Can be scratched with fmgemail.
Shale, Siltstone and Claystone:
Hard
Can be scratched easily with knife, cannot be
scratched with fingernail.
Moderately
Can be scratched with fmgemail.
Hard
Soft
Can be easily dented but not molded with
fingers.
Sandstone and Conglomerate:
Well Capable of scratching a knife blade.
Cemented
Cemented
Can be scratched with knife.
Poorly
Can be broken apart easily with forgers.
Cemented
EXEC
0
Earth Engineering Consultants, Inc.
EEC Project No. 1102050
August 5, 2010
Page 15
GENERAL COMMENTS
The analysis and recommendations presented in this report are based upon the data obtained from the
soil borings performed at the indicated locations and from any other information discussed in this
report. This report does not reflect any variations which may occur between borings or across the
site. The nature and extent of such variations may not become evident until further exploration or
construction. If variations appear evident, it will be necessary to re-evaluate the recommendations of
this report.
It is recommended that the geotechnical engineer be retained to review the plans and specifications
so that comments can be made regarding the interpretation and implementation of our geotechnical
recommendations in the design and specifications. It is further recommended that the geotechnical
engineer be retained for testing and observations during earthwork and foundation construction
phases to help determine that the design requirements are fulfilled.
This report has been prepared for the exclusive use of the Otterbox Properties, LLLP 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. In the event that any
changes in the nature, design or location of the project as outlined in this report are planned, the
conclusions and recommendations contained in this report shall not be considered valid unless the
changes are reviewed and the conclusions of this report modified or verified in writing by the
geotechnical engineer.
Earth Engineering Consultants, Inc.
EEC Project No. 1102050
August 5, 2010
Page 14
deterioration, and to preserve the pavement investment. Preventive maintenance consists of both
localized maintenance (e.g. crack and joint sealing and patching) and global maintenance (e.g. surface
sealing). Preventive maintenance is usually the first priority when implementing a planned pavement
maintenance program and provides the highest return on investment for pavements. Prior to
implementing any maintenance, additional engineering observation is recommended to determine the
type and extent of preventive maintenance. .
Site grading is generally accomplished early in the construction phase. However as construction
proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, or
rainfall. As a result, the pavement subgrade may not be suitable for pavement construction and
corrective action will be required. The subgrade should be carefully evaluated at the time of pavement
construction for signs of disturbance, rutting, or excessive drying. If disturbance has occurred,
pavement subgrade areas should be reworked, moisture conditioned, and properly compacted to the
recommendations in this report immediately prior to paving.
Please note that if during or after placement of the stabilization or initial lift of pavement, the area is
observed to be yielding under vehicle traffic or construction equipment, it is recommended that EEC be
contacted for additional alternative methods of stabilization, or a change in the pavement section.
Other Considerations
Positive drainage should be developed away from the structure and pavement areas with a minimum
slope of 1-inch per foot for the first 10-feet away from the improvements in landscape areas. Care
should be taken in planning of landscaping adjacent to the building and parking and drive areas to
avoid features which would pond water adjacent to the pavement, foundations or stemwalls.
Placement of plants which require irrigation systems or could result in fluctuations of the moisture
content of the subgrade material should be avoided adjacent to site improvements. Lawn watering
systems should not be placed within 5 feet of the perimeter of the building and parking areas. Spray
heads should be designed not to spray water on or immediately adjacent to the structure or site
pavements. Roof drains should be designed to discharge at least 5 feet away from the structure and
away from the pavement areas.
Earth Engineering Consultants, Inc.
EEC Project No. 1102050
August 5, 2010
Page 13
The recommended pavement sections are minimums and periodic maintenance should be expected.
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. Sawed joints should be cut within 24-hours of concrete placement. All joints
should be sealed to prevent entry of foreign material and dowelled where necessary for load transfer.
Pavements could crack in the future primarily because of the volume change of the soils when
subjected to an increase in moisture content to the subgrade. The cracking, while not desirable, does
not necessarily constitute structural failure of the pavement. Stabilization of the subgrades will reduce
the potential for cracking of the pavements.
The collection and diversion of surface drainage away from paved areas is critical to the satisfactory
performance of the pavement. Drainage design should provide for the removal of water from paved
areas in order to reduce the potential for wetting of the subgrade soils.
Long-term pavement performance will be dependent upon several factors, including maintaining
subgrade moisture levels and providing for preventive maintenance. The following
recommendations should be considered the minimum:
• The subgrade and the pavement surface should be adequately sloped to promote proper surface
drainage.
• Install pavement drainage surrounding areas anticipated for frequent wetting (e.g. garden centers,
wash racks)
• Install joint sealant and seal cracks immediately,
• Seal all landscaped areas in, or adjacent to pavements to minimize or prevent moisture migration
to subgrade soils;
• Placing compacted, low permeability backfill against the exterior side of curb and gutter; and,
• Placing curb, gutter, and/or sidewalk directly on approved proof rolled subgrade soils with the
use of base course materials.
Preventive maintenance should be planned and provided for through an on -going pavement
management program. Preventive maintenance activities are intended to slow the rate of pavement
Earth Engineering Consultants, Inc.
EEC Project No. 1102050
August 5, 2010
Page 12
base. Portland cement concrete should have a minimum 28-day compressive strength of 4,000 psi
and should be air entrained. HBP pavements may show rutting and distress in truck loading and
turning areas. Concrete pavements should be considered in those areas.
TABLE I — RECOMMENDED MINIMUM PAVEMENT SECTIONS
Automobile Parking
Heavy Duty Areas
EDLA
7
25
Reliability
75%
75%
Resilient Modulus — Based on R-Value of 15
4195
4195
PSI Loss
2.5
2.20
Design Structure Number
2.32
2.86
Composite: Alternative A
Hot Bituminous Pavement
4"
4-1/2"
Aggregate Base
6"
8"
Design Structure Number
(2.42)
(2.86)
Composite: Alternative B
Hot Bituminous Pavement
3-1/2"
4"
Aggregate Base
4"
6"
1'1 Fly Ash Treated Subgrade
12"
12"
Design Structure Number
(2.58)
(3.02)
Composite: Alternative C
Hot Bituminous Pavement
3"
4"
Aggregate Base
4"
6"
(2) Select Subbase — 18-inches, used 12" in the SN evaluation
12"
12"
Design Structure Number
I (2.60)
(3.26)
PCC (Non -reinforced)
5"
7"
(1) If fly ash is utilized for the on -site pavement areas for stabilization purposes, it is recommended
that at least the upper 12-inches of the prepared subgrade be treated with approximately 13% fly
ash (by weight) of Class C fly ash.
(2) If the select subbase alternative is chosen, we recommend a minimum of 18-inches of imported
structural fill be moisture conditioned and compacted to at least 95% of the materials standard
Proctor dry density. For the structural number coefficient benefit we are using a design value of
0.07.
Earth Engineering Consultants, Inc.
EEC Project No. 1102050
August 5, 2010
Page 11
undercut or stabilized in -place to achieve the appropriate subgrade support. Based on the subsurface
conditions encountered at the site, and the laboratory test results, it is recommended the on -site private
drives and parking areas be designed using an R-value of 15.
Subgrade stabilization could be considered to mitigate for soft subgrade material and/or slight swell
potential. The stabilization should include incorporation of Class "C" fly ash to enhance the subgrade
integrity. Based on our experience with similar soils and their properties, it is our opinion additional
moisture conditioning and recompacting the existing subgrade materials could develop pumping of the
subgrade and unstable subgrade conditions. Therefore, we recommend a fly ash treatment of the
underlying subgrade soils be considered to minimize the potential for moisture migration. In
conjunction with the stabilization procedure a layer of aggregate base course should also be placed
beneath the final asphalt section.
If the fly ash alternative stabilization approach is selected, EEC recommends incorporating 13% (by
weight) Class C fly ash, into the upper 12-inches of subgrade. Hot Mix Asphalt (HMA) underlain by
crushed aggregate base course with or without a fly ash treated subgrade, and non -reinforced concrete
pavement are feasible alternatives for the proposed on -site paved sections.
Pavement design methods are intended to provide structural sections with adequate thickness over a
particular subgrade such that wheel loads are reduced to a level the subgrade can support. The support
characteristics of the subgrade for pavement design do not account for shrink/swell movements of an
expansive clay subgrade or consolidation of a wetted subgrade. Thus, the pavement may be adequate
from a structural standpoint, yet still experience cracking and deformation due to shrink/swell related
movement of the subgrade. It is, therefore, important to minimize moisture changes in the subgrade to
reduce shrink/swell movements.
The pavement sections could be constructed directly on the approved on -site subgrade soils. Those
soils also have low remolded subgrade strength. The subgrades should be thoroughly evaluated and
proofrolled prior to pavement construction. If pumping conditions are observed at that time,
stabilization of the subgrades may be needed to develop stable subgrades for paving.
Recommended pavement sections are provided below in TABLE I. The hot bituminous pavement
(HBP) should be grading S (75) with PG 58-28 oil. The aggregate base should be Class 5 or Class 6
Earth Engineering Consultants, Inc.
EEC Project No. 1102050
August 5, 2010
Page 10
used as a surcharge load; however, should not be used as a part of the passive resistance value.
Frictional resistance is equal to the tangent of the friction angle times the normal force.
Soil Type
On -Site Low Plasticity Cohesive
Imported Medium Dense
Granular
Wet Unit Weight
120
135
Saturated Unit Weight
135
140
Friction Angle (0) - (assumed)
250
350
Active Pressure Coefficient
0.40
0.27
At -rest Pressure Coefficient
0.58
0.43
Passive Pressure Coefficient
2.46
3.70
Surcharge loads including floor loads and/or traffic loads or point loads placed in the backfill can
create additional loads on below grade walls. Those situations should be designed on an individual
basis.
The outlined values do not include factors of safety nor allowances for hydrostatic loads and are
based on assumed friction angles, which should be verified after potential material sources have been
identified. Care should be taken to develop appropriate drainage systems behind below grade walls
to eliminate potential for hydrostatic loads developing on the walls. Those systems would likely
include weep holes or more extensive drain systems. Where necessary, appropriate hydrostatic load
values should be used for design.
Pavement Subgrades/Pavement Design Sections
We expect the site pavements will include areas designated for automobile traffic and areas for heavy
truck and/or delivery truck traffic areas. Heavy truck areas assume an equivalent daily load axle
(EDLA) rating of 25 and automobile areas an EDLA of 7.
Proofrolling and recompacting the subgrade is recommended immediately prior to placement of the
aggregate road base section. Soft or weak areas delineated by the proofrolling operations should be
Earth Engineering Consultants, Inc.
EEC Project No. 1102050
August 5, 2010
Page 9
Positive drainage should be developed away from the proposed building addition to avoid wetting
the subgrade or bearing materials. Subgrade or bearing materials allowed to become wetted
subsequent to construction can result in unacceptable performance of the improvements.
Seismic Conditions
The site soil conditions consist of greater than 45-feet of overburden soils overlying moderately hard
bedrock. For those site conditions, the 2006 International Building Code indicates a Seismic Site
Classification of D.
Lateral Earth Pressures
For any portion of the Otterbox building constructed with grade difference from inside to outside
(loading dock walls, southwest wall) and site retaining walls, those portions will be subject to lateral
earth pressures. Passive lateral earth pressures may help resist the driving forces for retaining wall or
other similar site structures. Active lateral earth pressures could be used for design of structures
where some movement of the structure is anticipated, such as retaining walls. The total deflection of
structures for design with active earth pressure is estimated to be on the order of one half of one
percent of the height of the down slope side of the structure. We recommend at -rest pressures be
used for design of structures where rotation of the walls is restrained such as the building walls.
Passive pressures and friction between the footing and bearing soils could be used for design of
resistance to movement of retaining walls.
Coefficient values for backfill with anticipated types of soils for calculation of active, at rest and
passive earth pressures are provided in the table below. Equivalent fluid pressure is equal to the
coefficient times the appropriate soil unit weight. Those coefficient values are based on horizontal
backfill with backfill soils consisting of essentially granular materials with a friction angle of a 35
degrees or low volume change cohesive soils. For the at -rest and active earth pressures, slopes down
and away from the structure would result in reduced driving forces with slopes up and away from the
structures resulting in greater forces on the walls. The passive resistance would be reduced with
slopes away from the wall. The top 30-inches of soil on the passive resistance side of walls could be
Earth Engineering Consultants, Inc.
EEC Project No. 1102050
August 5, 2010
Page 8
Fill materials required to develop the floor slab subgrade should consist of approved, low -volume
change materials which are free from organic matter and debris. We recommend the fill materials
contain sufficient fines to prevent ponding of water in the subgrade subsequent to construction. The
on -site sandy lean clay materials are acceptable for use in the floor slab subgrade areas.
Fill materials beneath the floor slabs should be placed in loose lifts not to exceed 9 inches thick,
adjusted in moisture content as recommended for the scarified materials and compacted to at least
98% of the material's standard Proctor maximum dry density.
After preparation of the subgrades, care should be taken to avoid disturbing the subgrade materials.
Materials which are loosened or disturbed by the construction activities will require removal and
replacement or reworking in place prior to placement of the overlying floor slabs. Soils which are
excessively dry/desiccated or over densified during construction may also require reworking prior to
placement of overlying floor slabs.
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.
• Control joints should be provided in slabs to control the location and extent of
cracking.
• A minimum 2-inch void space should be constructed above or below non -bearing
partition walls placed on slabs on grade. Special framing details should be provided
at doorjambs and frames within partition walls to avoid potential distortion. Partition
walls should be isolated from suspended ceilings.
• Interior trench backfill placed beneath slabs should be compacted in a similar manner
as previously described for footing and floor slab fill.
• In areas subjected to normal loading, a 4 to 6-inch layer of clean -graded gravel or
aggregate base course should be placed beneath interior floor slabs.
• Floor slabs should not be constructed on frozen subgrade.
• Other design and construction considerations, as outlined in the ACI Design Manual,
Section 3 02. 1 R are recommended.
Earth Engineering Consultants, Inc.
EEC Project No. 1102050
August 5, 2010
Page 7
footings have a minimum width of 16 inches and isolated column foundations have a minimum
width of 30 inches.
Care should be taken during construction to see that the footing foundations are supported on
suitable strength natural soils or suitable newly placed fill soils. In areas immediately adjacent to the
existing structure, previously placed backfill materials may be encountered beneath the foundation
bearing levels. Extra care should be taken in evaluating the in -place soils in these areas as the
backfill materials are commonly not placed for future support of foundations. If unacceptable fill
materials are encountered, it may be necessary to extend the footing foundations to bear below the
unacceptable materials or removal and replacement of a portion or all of the unacceptable materials
may be required. Those conditions can best be evaluated in open excavations at the time of
construction.
No unusual problems are anticipated in completing the excavation required for construction of the
footing foundations. Care should be taken during construction to avoid disturbing the foundation
bearing materials. Materials which are loosened or disturbed by the construction activities or
materials which become dry and desiccated or wet and softened should be removed and replaced
prior to placement of foundation concrete.
We anticipate settlement of the footing foundations designed and constructed as outlined above
would be less than 1-inch. We understand the addition is being designed as an independent, free
standing structure. Differential settlement between the new addition and the existing structure may
approach the total settlement of the new building. Steps should be taken to accommodate the
anticipated differential settlement between the existing building and the addition.
Floor Slab Subgrades
After stripping, completing all cuts and removal of any unacceptable materials and prior to
placement of any fill or floor slabs, the in -place soils should be scarified to a minimum depth of 9
inches, adjusted in moisture content and compacted to at least 98% of maximum dry density as
determined in accordance with ASTM Specification D-698, the standard Proctor procedure. The
moisture content of the scarified materials should be adjusted to be within the range of ±2% of
standard Proctor optimum moisture at the time of compaction.
Earth Engineering Consultants, Inc.
EEC Project No. 1102050
August 5, 2010
Page 6
Care should be exercised after preparation of the subgrades to avoid disturbing the subgrade
materials. Drying or excessive densification of the cohesive material may cause post -construction
swelling and heaving of the overlying improvements. Positive drainage should be developed away
from the structure during and subsequent to construction to avoid wetting of subgrade materials.
Subgrade materials becoming wet subsequent to construction of the site structures can result in
unacceptable performance.
As presented on the enclosed boring logs and laboratory test results, occasional low to moderate
swelling cohesive soils are present on this site, as well as occasional soft/compressible subsoils at
increased depths. This report provides recommendations to help mitigate the effects of soil
expansion or consolidation.. Even if these procedures are followed, some movement and at least
minor cracking in the structures should be anticipated. The severity of cracking and other cosmetic
damage such as uneven floor slabs will probably increase if any modification of the site results in
excessive wetting or drying of the site soils. Eliminating the risk of movement and cosmetic distress
may not be feasible, but it may be possible to further reduce the risk of movement if significantly
more expensive measures are used during construction. We would be pleased to discuss other
construction alternatives including drilled piers and structural floors with you upon request
Foundations
Based on results of field borings and laboratory testing as outlined in this report, it is our opinion the
proposed moderately loaded warehouse addition could be supported on conventional footing
foundations bearing on the near surface slightly cohesive soils or on a zone of approved engineered
fill material. Those fill soils should be consistent with the recommendations provided for "General
Site Development. For design of footing foundations bearing in the natural, stiff to very stiff sandy
lean clay, or approved engineered fill material, we recommend using a net allowable total load soil
bearing pressure not to exceed 2,000 psf. The net bearing pressure refers to the pressure at
foundation bearing level in excess of the minimum surrounding overburden pressure. A minimum
dead load pressure would not be required in the low plasticity sandy lean clay soils.
Exterior foundations and foundations in unheated areas should be located a minimum of 30 inches
below adjacent exterior grade to provide frost protection. We. recommend formed continuous
Earth Engineering Consultants, Inc.
EEC Project No. 1102050
August 5, 2010
Page 5
Recommended Representative Swell Potential Descriptions and Corresponding
Slab Performance Risk Categories
Slab Performance Risk Category
Representative Percent Swell
(500 psf Surcharge)
Representative Percent Swell
(1000 psf Surcharge)
Low
0to<3
0<2
Moderate
3 to < 5
2 to < 4
High
5 to < 8
4 to < 6
Very High
> 8
> 6
General Site Development
We expect fills on the order of 4 to 5 feet will be needed along the southwest side of the addition to
develop final design grades. After stripping of any topsoil and/or vegetation layers, removing all
trees and root systems, and completing all cuts and prior to placement of any additional fill and/or
site improvements, we recommend the exposed soils be scarified to a minimum depth of 9 inches,
adjusted in moisture content to within f2% of standard Proctor optimum moisture content and
compacted to at least 98% of the material's standard Proctor maximum dry density as determined in
accordance with ASTM Specification D-698.
Fill materials required for developing the building, pavement, and site subgrades should consist of
approved, low -volume -change materials, which are free from organic matter and debris. It is our
opinion the on -site cohesive soils could be used as fill in these areas, provided adequate moisture
treatment and compaction procedures are followed. Off site borrow could be similar to the site
cohesive soil or could consist of granular structural fill meeting gradation requirements for Class 5, 6
or 7 fill material. We recommend the fill soils be placed in loose lifts not to exceed 9 inches thick
and adjusted in moisture content and compacted as recommended for the scarified soils. If the site
lean clay soils or similar cohesive materials are used as fill material, care will be needed to maintain
the recommended moisture content prior to and during construction of overlying improvements.
In areas where excavations will extend below existing groundwater table, such as deep utility
installations, placement of cleaner granular fill material may be desirable. Those materials should be
placed in lifts and compacted to at least 70% relative density, where applicable.
Earth Engineering Consultants, Inc.
EEC Project No. 1102050
August 5, 2010
Page 4
Fluctuations in groundwater levels can occur over time depending on variations in hydrologic
conditions and other conditions not apparent at the time of this report. In addition, zones of perched
and/or trapped water may be encountered at times throughout the year in more permeable areas
within the subgrade materials. The location and amount of perched water can also vary over time
depending on variations in hydrologic conditions and other conditions not apparent at the time of this
report.
ANALYSIS AND RECOMMENDATIONS
Swell — Consolidation Test Results
The swell -consolidation test is commonly performed to evaluate the swell or collapse potential of soils
or bedrock for determining foundation, floor slab and pavement design criteria. In this test, relatively
undisturbed samples obtained directly from the California sampler or thin -walled tubes are placed in a
laboratory apparatus and inundated with water under a predetermined load. The swell -index is the
resulting amount of swell or collapse as a percent of the sample's thickness after the inundation period.
All samples are inundated with water and monitored for swell and consolidation. After the inundation
period additional incremental loads are applied to evaluate the swell pressure and/or consolidation.
For this assessment, we conducted five seven (7) swell -consolidation tests at various intervals/depths
of overburden soil samples. The swell index values for the samples analyzed revealed generally low
swell characteristics. The swell index values ranged from no swell to approximately (+) 3.1% with 6
of the 7 tests showing essentially no swell. The (+) test results indicates the soil materials swell
potential characteristics.
Colorado Association of Geotechnical Engineers (CAGE) uses the following information to provide
uniformity in terminology between geotechnical engineers to provide a relative correlation of slab
performance risk to measured swell. "The representative percent swell values are not necessarily
measured values; rather, they are a judgment of the swell of the soil and/or bedrock profile likely to
influence slab performance." Geotechnical engineers use this information to also evaluate the swell
potential risks for foundation performance based on the risk categories.
Earth Engineering Consultants, Inc.
EEC Project No. 1102050
August 5, 2010
Page 3
an area of trees near the south property corner. Surface drainage is to the south/southwest with
difference in ground surface elevations in the addition area on the order of 4 to 5 feet.
An EEC field engineer was on site during drilling to evaluate the subsurface conditions encountered
and direct the drilling activities. Field logs prepared by EEC site personnel were based on visual and
tactual observation of auger cuttings and disturbed samples. The boring logs included with this
report may contain modifications to those field logs based on results of laboratory testing and
engineering evaluation. Based on results of the field boring and laboratory testing, subsurface
conditions can be generalized as follows.
Sparse vegetation and topsoil were encountered at the surface of the boring locations. The
vegetation/topsoil was generally underlain by low plasticity silty clayey sand with varying amounts
of gravel and silt. The slightly cohesive subsoils were colored brown, reddish brown and gray brown
with consistencies ranging from stiff to very stiff. Those materials contain varying zones classified
as clayey sand. The lean clays extended to depths of approximately 4 to 10 feet.
The predominately cohesive soils were underlain by varying sands and gravels. The granular soils
contained zones of silty or clayey sands and/or gravels and occasional sandy clay zones. The
granular soils were typically medium dense with occasional zones of loose or dense materials. The
granular/essentially granular soils extended to the bottom of the test borings at depths of
approximately 20 to 45 feet below present ground surface. Bedrock was not encountered to
maximum depths of exploration, approximately 45 feet.
The stratification boundaries indicated on the boring logs represent the approximate location of
changes in soil types; in -situ, the transition of materials may be gradual and indistinct.
WATER LEVEL OBSERVATIONS
Observations were made while drilling and after completion of the borings to detect the presence and
depth to the hydrostatic groundwater table. At the time of drilling, free water was encountered at
depths of approximately 8 to 11'h feet below present site grade.
t
Earth Engineering Consultants, Inc.
EEC Project No. 1102050
August 5, 2010
Page 2
the borings should be considerate accurate only to the degree implied by the methods used to make
the field measurements.
The borings were performed using a truck -mounted, CME-55 drill rig equipped with a hydraulic
head employed in drilling and sampling operations. The boreholes were advanced using 4'/<-inch
nominal inside diameter continuous flight hollow stem augers. Samples of the subsurface materials
encountered were obtained using split -barrel and California barrel sampling procedures in general
accordance with ASTM Specification D-1586. In the split barrel and California barrel sampling
procedures, standard sampling spoons are driven into the ground by means of a 140-pound hammer
falling a distance of 30 inches. The number of blows required to advance the samplers is recorded
and is used to estimate the in -situ relative density of cohesionless soils and, to a lesser degree of
accuracy, the consistency of cohesive soils. In the California Barrel sampling procedure, relatively
undisturbed samples of the subgrade materials are obtained in removable brass liners. All samples
obtained in the field were sealed and returned to the laboratory for further examination, classification
and testing.
Moisture content tests were completed on each of the recovered samples. The unconfined strength of
appropriate samples was estimated using a calibrated hand penetrometer. The quantity and plasticity
of the fines in the subgrade was determined by washed sieve analysis and Atterberg limits tests on
selected samples. Swell/consolidation tests were also completed on selected samples to evaluate the
soil's tendency to change volume with variation in moisture content. Results of the outlined tests are
indicated on the attached boring logs and summary sheets.
As a part of the testing program, all samples were examined in the laboratory by an engineer and
classified in accordance with the attached General Notes and the Unified Soil Classification System, .
based on the soil's texture and plasticity. The estimated group symbol for the Unified Soil
Classification System is indicated on the boring logs and a brief description of that classification
system is included with this report.
SITE AND SUBSURFACE CONDITIONS
The proposed building addition will be constructed adjacent to the southwest of the existing Otterbox
facility as a concrete wall panel warehouse. The addition area is presently grass/weed covered with
SUBSURFACE EXPLORATION REPORT
OTTERBOX WAREHOUSE EXPANSION
LOTS 9 & 10; INTERCHANGE BUSINESS PARK
FORT COLLINS, LARIMER COUNTY, COLORADO
EEC PROJECT NO. 1102050
August 5, 2010
INTRODUCTION
The subsurface exploration for the proposed Otterbox warehouse addition to the southwest side of
the existing Otterbox facility at 760 SE Frontage Road in Fort Collins, Colorado, has been
completed. Eight (8) soil borings extending to depths of approximately 20 to 45 feet below present
site grades were advanced within the plan area of the proposed addition to develop information on
existing subsurface conditions. Individual boring logs and a diagram indicating the approximate
boring locations are included with this report.
We understand this project involves the construction of an approximate 50,000 square feet (sf)
building addition adjacent to the southwest wall of the existing Otterbox warehouse facility at 760
SE Frontage Road in Fort Collins. That addition will be a high bay, single -story, slab -on -grade (non -
basement) addition with a possible future second -level mezzanine area. We anticipate foundation
loads for the addition will be light to moderate with maximum continuous wall loads, consisting of
either pre -cast or cast -in -place concrete panels, in the range of 5 to 7 kips per lineal foot and column
loads less than 150 kips. Floor loads are expected to be light to moderate. Fills on the order of 4 to 5
feet are expected to the. southwest to develop final site grades in the addition area. The new addition
will include a loading dock area. Site work will include added pavement areas and potential site
retaining wall construction.
The purpose of this report is to describe the subsurface conditions encountered in the borings,
analyze and evaluate the test data and provide geotechnical recommendations concerning design and
construction of the foundations and support of floor slabs and pavements.
EXPLORATION AND TESTING PROCEDURES
The boring locations were established in the field by a representative of Earth Engineering
Consultants, Inc. (EEC) by pacing and estimating angles from identifiable site features. Those
approximate boring locations are indicated on the attached boring location diagram. The locations of
Earth Engineering Consultants, Inc.
EEC Project No. It 02050
August 5, 2010
Page 2
We appreciate the opportunity to be of service to you on this project. If you have any
questions concerning the enclosed report, or if we can be of further service to you in any
other way, please do not hesitate to contact us.
Very truly yours,
Earth Engineering Consultants, Inc.
Lester L. Litton, P.E.
Senior Principal Engineer
Reviewed by: David A. Richer, P.E.
Senior Geotechnical Engineer
LLL/DAR/dla
cc: VFR Design, Inc. — Mr. Gary Dennison — gary.dennisonLvvfrdesigninc.com
Larsen Structural Design — Mr. Blake Larsen — blakenlarsensd.com
August 5, 2010
Otter Properties, LLLP
1 Old Town Square — Suite 303
Fort Collins, Colorado 80524
Attn: Mr. Curt Richardson
Re: Subsurface Exploration Report
Otterbox Warehouse Expansion
Lots 9 & 10; Interchange Business Park
Fort Collins, Larimer County, Colorado
EEC Project No. 1102050
Mr. Richardson:
� EIEL,7
",*1EIC
EARTH ENGINEERING
CONSULTANTS, INC.
Enclosed, herewith, are the results of the geotechnical subsurface exploration completed
by Earth Engineering Consultants, Inc. (EEC) personnel for the proposed warehouse
addition to the existing Otterbox facility at 760 SE Frontage Road in Fort Collins,
Colorado. The proposed addition is on the southwest side, of the existing building. The
addition will be approximately 50,000 sf in plan area and will be single story, (high bay)
warehouse structure with slab -on -grade construction.
In summary, the subsurface materials encountered in the eight (8) test borings generally
consisted of low plasticity silty clayey sand/sandy lean clay underlain by granular soils.
Groundwater was observed at depths of approximately 8 to 11'/2 feet below existing site
grade in the test borings.
Based on results of the field borings and laboratory testing, it is our opinion the proposed
lightly to moderately loaded single -story warehouse addition could be supported on
conventional footing foundations bearing on the near surface cohesive soils or newly
placed structural fill. Floor slabs could also be supported directly on the near surface
cohesive soil or newly placed fill soils. Care will be needed adjacent to the existing
building to evaluate possible foundation backfill soils. Geotechnical recommendations
concerning design and construction of the foundations and support of floor slabs and
pavements are presented in the text of the attached report.
4396 GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 2 24 -152 2 FAX (970) 663-0282
SUBSURFACE EXPLORATION REPORT
OTTERBOX WAREHOUSE EXPANSION
LOTS 9 & 10; INTERCHANGE BUSINESS PARK
FORT COLLINS, LARIMER COUNTY, COLORADO
EEC PROJECT NO. 1102050
Prepared for:
Otter Properties, LLLP
1 Old Town Square, Suite 303
Fort Collins, Colorado 80524
Attn: Mr. Curt Richardson
Prepared by:
Earth Engineering Consultants, Inc.
4396 Greenfield Drive
Windsor, Colorado 80550