Telecommunications TowerUNION PACIFIC RAILROAD
1400 Douglas Street, Stop 1580 Patrick R. McGill /U PC Senior Counsel -Real Estate, Law Dept.
Omaha, Nebraska 68179
P 402 544 5761
F 402 997 3603
prmcgill @up.com
August 28, 2012
City of Blair, Nebraska
Attn: City Administrator Rodney Storm
218 South 16 Street
Blair, NE 68008
Re: Union Pacific Railroad Company Telecommunications Tower
Blair, Nebraska
Dear Mr. Storm:
Union Pacific Railroad Company (UP) has constructed a new telecommunications tower
and an adjacent building on UP property in the City of Blair. The tower is an approximately 199
foot self - supporting tower, and the building is one story, approximately ten feet long by twelve
feet wide. The tower supports telecommunication equipment used by UP in its railroad
operations.
As I understand Brenda Mainwaring, UP's Director of Public Affairs, has explained to
you or your staff, UP is a common carrier freight railroad subject to regulation by the Surface
Transportation Board (STB) under the Interstate Commerce Commission Termination Act of
1995 ( ICCTA). ICCTA provides for the STB to have exclusive jurisdiction over all matters
relating to the construction, acquisition, operation, abandonment, or discontinuance of railroad
infrastructure and /or facilities. This provision specifying exclusive jurisdiction of the STB has
been interpreted by Courts, including the United States Supreme Court, to preempt state and
local authority over such matters, absent a specific waiver.
This federal preemption of local authority does not mean that UP has constructed a
facility that is not protective of human health, safety or the local environment. Regardless of the
exclusive jurisdiction of the STB over UP's railroad facilities, UP is prepared to discuss with you
or your staff the details related to UP's project and any concerns you and your staff ever have
with the new tower. We have attached a copy of the "as- built" specifications of the tower for
your records.
If you have further questions or concerns you wish to discuss, please contact Brenda
Mainwaring at 402 -544 -4749.
www.up.com
a BUILDING
Thank you for your time and consideration.
Sincerely,
Patrick R. McGill
Cc: Jason Butler (via email)
Brenda Mainwaring (via email)
M
C�
w
a
a
0
w
�I v
S� 6
O rff(
N
a
X95.0'
190.0'
100.0'
175.0'
160.0'
155.0'
140.0'
135.0'
120.0'
115.0'
100.0'
50.0'
10.0'
:4.0'
' PLAN
NDTES'
1. The tower model is M Series SD.
2. Transnission_ lines are to be attached to
standard 0 hole waveguide ladders.
3. Azimuths are relative (not based on true north).
4. roundatior. loads shown are ma inums.
5. (6) 1 114" d,a. F1554 grade 105 anchor bolts per leg.
Minimum 45.5" embedxent from top of concrete to
top of nu
6. All unequal angles are oriented with C:te short
leg vertical.
7. This tower was designer( for structure class iI,
Exposure Category C and Topographic Category 1.
0. The foundation Ioads shown below are factored "loads.
ANTEITRA LIST
WD
EEV
u
TX-:.INE
1
195'
.e
(1) 1/2
U
+ 3ft Sidearn
2
0
(1) Da806
3
195'
(1) aft Sidearn
(1; 1!2
g,
195'
;1) 57212
N
'-1
Il) 7/8
6
18715'
,1) 0606 -915
ry
187.5'
{11 soli0
0
i85'
Ill 3ft Sidearm
tl; 1/2
9
as
t2) 6' Solid Dish
(2) EW63
N M
W/ Radome
10
180'
(11 aft Sidearm
(1) :/2
11
O
M 6' " x 3in
(6) 1 5/8
+ 10' 3T- Coom(R)
V
12
180'
(11 SDZ22.
13
.75'
11) aft Sidearm
(1) 112
n
N
N
w
m
f3
ou
m
N
4n
J
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M
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N
ti
m
9
;a
e
a�
N
a
J
to
isa
uj
r1
�n
M
w
�a.
th
tq
°
t
o
pc
X95.0'
190.0'
100.0'
175.0'
160.0'
155.0'
140.0'
135.0'
120.0'
115.0'
100.0'
50.0'
10.0'
:4.0'
' PLAN
NDTES'
1. The tower model is M Series SD.
2. Transnission_ lines are to be attached to
standard 0 hole waveguide ladders.
3. Azimuths are relative (not based on true north).
4. roundatior. loads shown are ma inums.
5. (6) 1 114" d,a. F1554 grade 105 anchor bolts per leg.
Minimum 45.5" embedxent from top of concrete to
top of nu
6. All unequal angles are oriented with C:te short
leg vertical.
7. This tower was designer( for structure class iI,
Exposure Category C and Topographic Category 1.
0. The foundation Ioads shown below are factored "loads.
ANTEITRA LIST
WD
EEV
A1ITEN4A
TX-:.INE
1
195'
(1) RY -900R
(1) 1/2
+ 3ft Sidearn
2
196'
(1) Da806
3
195'
(1) aft Sidearn
(1; 1!2
4
195'
;1) 57212
190'
;1) 3ft Sideara,
Il) 7/8
6
18715'
,1) 0606 -915
1
187.5'
{11 soli0
0
i85'
Ill 3ft Sidearm
tl; 1/2
9
as
t2) 6' Solid Dish
(2) EW63
W/ Radome
10
180'
(11 aft Sidearm
(1) :/2
11
160'
M 6' " x 3in
(6) 1 5/8
+ 10' 3T- Coom(R)
12
180'
(11 SDZ22.
13
.75'
11) aft Sidearm
(1) 112
MATERIAL LIST
NO TYPE
A SR 1 - 3/4^ o
B t 2 11 ::2"::3/16'
C
IL
AMV R
p a g�y 7 y
reject: C. \Ou:put \S3RSD \- 4065:.LOD Sheet: 1
f
Sabrer
To wers & Poles
w
No.: 40651
Page: 3
Date: 21241'11
By: REB
195 ft. Model S3R Series SD Self Supporting Tower At
90 mph Wind with no ice and 50 mph Wind with 0.75 in. Ice per ANSI1TIA -222 -G -2005.
Antenna Loading per Page 1
2 6'
Grade
— Dia. --
i I
Two (2) #4 ties
within top 5" of
concrete j
L -- - -_I
1 I
1 I
I
Notes:
1). Concrete shall have a minimum
28 -day compressive strength of
4000 PSI, In accordance with
AC1 318 -05.
i
I i
I i
I
I i
t--- - -_—I
I I
I i
1 I
I I
I I
I I
ELEVATION VIEW
(6.45 Cu. Yds. each)
(3 REQUIRED; NOT TO SCALE)
2). Rebars to conform to ASTM specification
A615 Grade 60.
3). All rebar to have a minimum of 3"
concrete cover.
4). All exposed concrete corners to be
chamfered 3/4
5). The foundation design is based on the
geotechnicai report by TG project no.
10448.00, dated: 10/29/10
6). See the geotechnical report for drilled
pier installation requirements, if specified.
7). The foundation is based on the
following factored loads:
Factored uplift (kips) = 217.22
Factored download (kips) = 242.8
Factored shear (kips) = 17.9
Rebar Schedule per Pier
(10) #9 vertical rebar w/#4 ties, two (2)
Pier
within top 5" of pier then 12" C/C
Information contained herein is the sole property of Sabre Towers & Poles, constitutes a trade secret as defined by Iowa Code Ch. 650 and shall not be
reproduced, copied or used in whole or part for any purpose whatsoever without the prior written consent of Sabre Towers & Poles.
2101 Murray St - P.O. Box 658 - Sioux City, IA 51102 -0658 - Phone 712.258.6690 Fax 712.258:8250
DrawResults 'Copyright (C) Guymast Inc, 2010 Phone:(416) 736 -745
Licensed to: Sabre Communications Corporation
M&xi.mum
alev (f t)
195.0
190
180
170
160
150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
24 feb 2011
11 :44:16
195.0
190
180
170
160
150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
7.5 5 2.5 0 2.5 5 7.5
Project: C: \Output \S3RSD \40651.MST Page
Compression in Diagonals (kip) Tension in Diagonals (kip)
7.5 5 2,5 0 2.5 5 7.5
40651.txt
MAST - Latticed Tower Analysis (Unguyed) (c)1997 Guymast Inc. 416 -736 -7453
Processed under license at:
sabre Communications corporation on: 24 feb 2011 at: 11:39:51
MAST GEOMETRY ( ft
PANEL
NO.OF
ELEV.AT
ELEV.AT
F.W..AT
F.W..AT
TYPICAL
TYPE
LEGS
BOTTOM
TOP
BOTTOM
TOP
PANEL
ft
ft
in.sq
in
ksi
HEIGHT
x
3
190.00
195.00
5.00
5.00
5.00
x
3
180.00
190.00
5.00
5.00
5.00
x
3
175.00
180.00
5.00
5.00
5.00
x
3
160.00
175.00
5.00
5.00
5.00
x
3
155.00
160.00
5.00
5.00
5.00
x
3
140.00
155.00
5.00
5.00
5.00
x
3
135.00
140.00
5.00
5.00
5.00
x
3
120.00
135.00
5.00
5.00
5.00
x
3
115.00
120.00
5.44
5.00
5.00
x
3
100.00
115.00
6.75
5.44
5.00
x
3
80.00
100.00
8.50
6.75
5.00
x
3
60.00
80.00
10.25
8.50
5.00
x
3
40.00
60.00
12.00
10.25
5.00
x
3
20.00
40.00
13.75
12.00
6.67
x
3
0.00
20.00
15.50
13.75
6.67
MEMBER PROPERTIES
MEMBER
BOTTOM
TOP
X -SECTN
RADIUS
ELASTIC
THERMAL
TYPE
ELEV
ELEV
AREA
OF GYRAT
MODULUS
ExPANSN
ft
ft
in.sq
in
ksi
/deg
LE
180.00
195.00
2.405
0.438
29000.
0.0000116
LE
160.00
180.00
3.142
0.438
29000.
0.0000116
LE
140.00
160.00
4.909
0.438
29000.
0.0000116
LE
100.00
140.00
7.069
0.438
29000.
0.0000116
LE
60.00
100.00`
8.296
0.438
29000.
0.0000116
LE
40.00
60.00
9.621
0.438
29000.
0.0000116
LE
20.00
40.00
11.045
0.438
29000.
0.0000116
LE
0.00
20.00
12.566
0.438
29000.
0.0000116
DI
140.00
195.00
0.484
0.626
29000,
0.0000116
DI
120.00
140.00
0.715
0.626
29000.
0.0000116
DI
60.00
120.00
0.484
0.626
29000,
0.0000116
DI
40.00
60.00
0.715
0.626
29000,
0.0000116
DI
0.00
40.00
0.902
0.626
29000.
0.0000116
HO
190.00
195.00
0.484
0.626
29000.
0.0000116
HO
175.00
180.00
0.484
0.626
29000.
0.0000116
HO
155.00
160.00
0.484
0.626
29000.
0.0000116
HO
135.00
140.00
0.715
0.626
29000.
0.0000116
HO
115.00
120.00
0.484
0.626
29000.
0.0000116
FACTORED MEMBER RESISTANCES
Page Al
ANTENNA LOADING
--------- - - - - --
.......ANTENNA.......
ATTACHMENT
...........ANTENNA
FORCES......
40651.txt
TYPE ELEV AZI
RAD AZI
AXIAL
D 80.0
0.00
0.0
0.0
0.12
0.15
0.02
0.02
D 80.0
0.00
0.0
0.0
0.12
0.15
0.03
0.04
D 60.0
0.00
0.0
0.0
0.13
0.16
0.03
0.03
D 60.0
0.00
0.0
0.0
0.12
0.19
0.04
0.04
D 40.0
0.00
0.0
0.0
0.13
0.19
0.03
0.04
D 40.0
0.00
0.0
0.0
0.12
0.21
0.05
0.05
D 20.0
0.00
0.0
0.0
0.12
0.21
0.04
0.05
D 20.0
0.00
0.0
0.0
0.11
0.23
0.05
0.05
D 0.0
0.00
0.0
0.0
0.11
0.24
0.05
0.04
ANTENNA LOADING
--------- - - - - --
.......ANTENNA.......
ATTACHMENT
...........ANTENNA
FORCES......
AZI
TYPE ELEV AZI
RAD AZI
AXIAL
SHEAR
GRAVITY
TORSION
ft
ft
kip
kip
kip
ft -kip
STD+R 185.0 90.0
4.4 120.0
0.13
-0.40
0.24
-0.89
STD +R 185.0 180.0
4.4 240.0
-0.68
0.00
0.24
0.00
SUPPRESS PRINTING
...FOR THIS LOADING..
LOADS DISPL MEMBER FOUNDN
INPUT FORCES LOADS
no yes yes yes
.. . . MAXIMUMS.....
ALL DISPL MEMBER FOUNDN
FORCES LOADS
no no no no
LOADING CONDITION k
90 mph wind with no ice. Wind Azimuth: 00 PL - 0
MAST LOADING
LOAD ELEV APPLY..LOAD..AT
TYPE
......FORCES......
RADIUS
AZI
AZI
ft
ft
VERTICAL
C
196.0
0.00
0.0
C
195.0
0.00
0.0
C
195.0
0.00
0.0
C
195.0
0.00
0.0
C
190.0
0.00
0.0
C
187.5
0.00
0.0
C
187.5
0.00
0.0
C
185.0
0.00
0.0
C
180.0
0100
0.0
C
180.0
0.00
0.0
C
180.0
0.00
0.0
C
175.0
0.00
0.0
D
195.0
0.00
0.0
D
180.0
0.00
0.0
D
180.0
0.00
0.0
D
160.0
0.00
0.0
LOAD
......FORCES......
.. .MOMENTS......
AZI
HORIZ
DOWN
VERTICAL
TORSNAL
kip
kip
ft-kip
ft-kip
0.0
0.02
0.02
0.00
0.00
0.0
0.14
0.01
0.00
0.00
0.0
0.19
0.14
0.00
0.00
0.0
0.33
0.15
0.00
0.00
0.0
0.19
0.14
0.00
0.00
0.0
0.09
0.01
0.00
0.00
0.0
0.04
0.01
0.00
0.00
0.0
0.19
0.14
0.00
0.00
0.0
0.09
0.02
0.00
0.00
0.0
1.36
1.03
0.00
0.00
0.0
0.18
0.14
0.00
0.00
0.0
0.18
0.14
0.00
0.00
0.0
0.08
0.05
0.01
0.00
0.0
0.08
0.05
0.01
-0.01
0.0
0.12
0.07
0.01
0.02
0.0
0.11
0.06
0.01
0.02
Page A3
ANTENNA LOADING
.......ANTENNA....... ATTACHMENT
TYPE ELEV AZI RAD AZI
ft ft
..., .ANTENNA FORCES.. .. .
AXIAL SHEAR GRAVITY TORSION
kip kip kip ft-kip
STD +R 185.0 90.0 4.4 120.0
STD +R 185.0 180.0 4.4 240.0
0.03 -0.08 0.81 -0.20
-0.14 0.00 0.81 0.00
SUPPRESS PRINTING
...FOR THIS LOADING..
LOADS DISPL MEMBER FOUNDN
INPUT FORCES LOADS
.MAXIMUMS..... ..
ALL DISPL MEMBER FOUNDN
FORCES LOADS
no yes yes yes no no no no
Page AS
40651.txt
c
180.0
0.00
0.0
0.0
0.06
0.36
0.00
0.00
c
175.0
0.00
0.0
0,0
0.06
0.36
0.00
0.00
D
195.0
0.00
0.0
0.0
0.03
0.24
0.08
0.00
D
190.0
0.00
0.0
0.0
0.03
0.24
0.08
0.00
D
190.0
0.00
0.0
0.0
0.03
0.21
0.09
0.00
D
185.0
0.00
0.0
0.0
0.03
0.21
0.09
0.00
D
185.0
0.00
0.0
0.0
0.04
0.22
0.11
0.00
D
180.0
0100
0.0
0.0
0.04
0.22
0.11
0.00
D
180.0
0.00
0.0
0.0
0.05
0.33
0.10
0.01
D
175.0
0.00
0.0
0.0
0.05
0.33
0.10
0.01
D
175.0
0.00
0.0
0.0
0.05
0.30
0.10
0.01
D
160.0
0.00
0.0
0.0
0.05
0.30
0.10
0.01
D
160.0
0.00
0.0
0.0
0,05
0.36
0.10
0.01
D
155.0
0.00
0.0
0.0
0.05
0.36
0.10
0.01
D
155.0
0.00
0.0
0.0
0.05
0.32
0.10
0.01
D
140.0
0.00
0.0
0.0
0.05
0.32
0.10
0.01
D
140.0
0.00
0.0
0.0
0.05
0.39
0.10
0.01
D
135.0
0.00
0.0
0.0
0.05
0.39
0.10
0.01
D
135.0
0.00
0.0
0.0
0.05
0.36
0.10
0.01
D
120.0
0.00
0.0
0.0
0.05
0.35
0.10
0.01
D
120.0
0.00
0.0
0.0
0.05
0.38
0.09
0.01
D
115.0
0.00
0.0
0.0
0.05
0.38
0.09
0.01
D
115.0
0.00
0.0
0.0
0.05
0.35
0.09
0.00
D
100.0
0.00
0.0
0.0
0.05
0.36
0.07
0.00
D
100.0
0.00
0.0
0.0
0105
0.38
0.13
0.01
D
80.0
0.00
0.0
0.0
0.05
0.39
0.11
0.01
D
80.0
0.00
0.0
0.0
0.05
0.39
0.17
0.01
D
60.0
0.00
0.0
0.0
0.05
0.40
0.14
0101
D
60.0
0.00
0.0
0.0
0.05
0.44
0.21
0.01
D
40.0
0.00
0.0
0.0
0.05
0.45
0.19
0.01
D
40.0
0.00
0.0
0.0
0.04
0.46
0.24
0.02
D
20.0
0.00
0.0
0.0
0.04
0.47
0.22
0.02
D
20.0
0.00
0.0
0.0
0.04
0.49
0.29
0.02
D
13.3
0.00
0.0
0.0
0.04
0.49
0.29
0.02
D
13.3
0.00
0.0
0.0
0.04
0.52
0.34
0.02
D
6.7
0.00
0.0
0.0
0.04
0.52
0.34
0.02
D
6.7
0.00
0.0
0.0
0.05
0.54
0.38
0.02
D
0.0
0.00
0.0
0.0
0.05
0.54
0.38
0.02
ANTENNA LOADING
.......ANTENNA....... ATTACHMENT
TYPE ELEV AZI RAD AZI
ft ft
..., .ANTENNA FORCES.. .. .
AXIAL SHEAR GRAVITY TORSION
kip kip kip ft-kip
STD +R 185.0 90.0 4.4 120.0
STD +R 185.0 180.0 4.4 240.0
0.03 -0.08 0.81 -0.20
-0.14 0.00 0.81 0.00
SUPPRESS PRINTING
...FOR THIS LOADING..
LOADS DISPL MEMBER FOUNDN
INPUT FORCES LOADS
.MAXIMUMS..... ..
ALL DISPL MEMBER FOUNDN
FORCES LOADS
no yes yes yes no no no no
Page AS
40651.txt
0. 51 k
0.62
v
190.0
---------------
- - - - --
0.01
v
0.00
A
1.59
w
0.85
B
185.0
---------------
- - - - --
0.01
A
0.00
A
4.27
w
2.19
x
180.0
---------------
- - - - --
0.38
v
0.00
A
9.01
x
3.30
t
175.0
---------------
- - - - --
0.03
N
0.00
A
16.17
w
3.68
170.0
---------------
- - - - --
0.01
q
0.00
A
23.82
w
3.93
t
165.0
---------------
- - - - --
0.03
M
0.00
A
32.44
w
4.20
1
160.0
---------------
- - - - --
0.23
M
0.00
A
41.31
w
4.44
t
155.0
---------------
- - - - --
0.05
M
0.00
A
51.62
w
4.75
1
150.0
----------------
- - - - --
0.01
AC
0.00
A
61.80
w
4.98
t
145.0
---------------
- - - - --
0.04
M
0.00
A
73.41
w
5.27
140.0
---------------
- - - - --
0.40
M
0.00
A
84.69
w
5.64
w
135.0
------------------
- - ---
0.10
M
0.00
A
98.23
w
5.82
1
130.0
---------------
- - - - --
0.03
AC
0.00
A
110.76
w
6.11
w
125.0
------ ,---------
- - - - --
0.09
M
0.00
A
125.48
w
6.34
1
120.0
----------------
- - - - --
1.55
AC
0.00
A
133.41
w
2.52
w
115.0
----------------
- - - - --
0.07
M
0.00
A
137.51
w
2.37
e
110.0
---------------
- - - - --
0.00
AC
0.00
A
139.82
w
2.44
w
105.0
-----------------
-- - - --
0.05
M
0.00
A
143.78
w
2.36
e
100.0
---------------
- - - - --
0.00
BB
0.00
A
146.51
w
2.45
w
95.0
---------------
- - - - --
0.04
M
0.00
A
150.38
w
2.43
e
90.0
----- ----------
- - - - --
0.00
o
0.00
A
153.39
w
2.52
w
85.0
-------- --------
- - - - --
0.03
M
0.00
A
157.23
w
2.55
e
80.0
----------------
- - - - --
0.00
0
0.00
A
160.45
w
2.62
w
75.0
---------------
- - - - --
0.02
M
0.00
A
164.29
w
2.69
e
70.0
---------------
- - - - --
0.00
0
0.00
A
167.66
w
2.75
w
65.0
---------------
- - - - --
0.02
M
0.00
A
171.50
w
2.85
e
60.0
----------------
- - - - --
0.01
M
0.00
A
174.97
w
2.89
w
55.0
------------
----
- - - - --
0.02
M
0.00
A
178.80
w
3.03
e
50.0 ---------------
- - - - --
0.01
M
0.00
A
182.33
w
3.05
45.0 ---------------
- - - - --
0.02
M
0.00
A
186.17
w
3.22
e
40.0 ---------------
- - - - --
0.02
M
0.00
A
190.33
w
3.41
w
Page A7
MAXIMUM INDIVIDUAL FOUNDATION LOADS: (kip)
- ------- - - - - -- LOAD - -- COMPONENTS------- - - - - -- TOTAL
NORTH EAST DOWN UPLIFT SHEAR
17.78 S 15.69 e 242.80 S - 217.22 w 17.90 e
MAXIMUM TOTAL LOADS ON FOUNDATION : (kip & kip -ft)
- - - - -- HORIZONTAL - - - -- DOWN --- - - - - -- OVERTURNING--- - - - - -- TORSION
NORTH EAST TOTAL NORTH EAST TOTAL
@ 119.9 @ 329.7
28.8 -25.8 29.0 81.2 3114.8 - 2828.0 3149.6 -12.3
AC ] AO BT S J P P
Page A9
40651.txt
95.0
-----------
- -
- - -- - - --
-0.03
AC
0.00 A
- 161.59
S
-2.40
w
90.0
---------------
- - - - --
0.00
AQ
0.00 A
- 165.13
S
-2.58
e
85.0
---------------
- - - - --
-0.03
AC
0.00 A
- 169.67
s
-2.49
w
80.0
---------------
- - - - --
0.00
AQ
0.00 A
- 173.46
S
-2.71
e
75.0
---------------
- - - - --
-0.02
AC
0.00 A
- 178.00
5
-2.61
w
70,0
---------------
- - - - --
0.00
AQ
0.00 A
- 181.96
s
-2.86
e
65.0
---------------
- - - - --
-0.02
AC
0.00 A
- 186.51
S
-2.75
w
60.0
---------------
- - - - --
-0.01
AO
0.00 A
- 190.65
s
-3.03
e
55.0
---------------
- - - - --
-0.02
AC
0.00 A
- 195.28
S
-2.91
AQ
50.0
---------------
- - - - --
-0.01
AC
0.00 A
- 199.54
S
-3.21
e
45.0
---------------
- - - - --
-0.02
AC
0.00 A
- 204.20
S
-3.12
AQ
40.0
---------------
- - - - --
-0.01
AC
0.00 A
- 209.28
s
-3.62
e
33.3
---------------
- - - - --
-0.02
AC
0.00 A
- 215.55
s
-3.55
g
26.7
---------------
- - - - --
-0.01
AO
0.00 A
- 221.50
S
-3.84
e
20.0
---------------
- - - - --
-0.02
AC
0.00 A
- 227.79
S
-3.79
g
13.3
---------------
- - - - --
0.00
M
0.00 A
- 233.82
S
-4.02
e
6.7
---------------
- - - - --
-0.02
AC
0.00 A
- 240.05
S
-4.00
g
0.0
--- ------------
- - - - --
0.00
A
0.00 A
MAXIMUM INDIVIDUAL FOUNDATION LOADS: (kip)
- ------- - - - - -- LOAD - -- COMPONENTS------- - - - - -- TOTAL
NORTH EAST DOWN UPLIFT SHEAR
17.78 S 15.69 e 242.80 S - 217.22 w 17.90 e
MAXIMUM TOTAL LOADS ON FOUNDATION : (kip & kip -ft)
- - - - -- HORIZONTAL - - - -- DOWN --- - - - - -- OVERTURNING--- - - - - -- TORSION
NORTH EAST TOTAL NORTH EAST TOTAL
@ 119.9 @ 329.7
28.8 -25.8 29.0 81.2 3114.8 - 2828.0 3149.6 -12.3
AC ] AO BT S J P P
Page A9
195'53P DT5I BLAIR, NE (40651) 2/24/2011 TRJOHN5TON
180-195 Section 01
Leg IN 01- T1180552
Leg: 1.75 S.R,
Gussets: 0.375" thick
Bracing ID: 01- T8300021
Nag: L 2 X 2 X 1/8 with 1 bolt at each end
Horiz: L 2 X 2 X 1/8 with i bolt at each end
Bolts: 0.625" diameter
Bottom splice: TW502241
(4) 0,75" splice bolts on a 5.5" bolt circle (plate: 7.5" wide by 0,75" thick)
------------------------------------------------------------------------------------------------------------------
160-180 Section 01
Top splice: TW502242
(4) 0.75" splice bolts on a 55" bolt circle (plate: TY wide by 0.75" thick
Leg ID: 01- T1180608
Leg: 2.0 S.R.
Gussets: 0.375" thick
Bracing IN 01- T8300029
Diag: L 2 X 2 X 1/8 with 1 bolt at each end
Horiz: L 2 X 2 X 1/8 with 1 bolt at each end
Bolts: 0.625" diameter
Bottom splice: TW502242
(4) 0,75" splice bolts on a 5.5" bolt circle (plate: 7.5" wide by 0.75" thick)
- - - - -- ------------------------------------------------------------------------------------------------------
140-160 Section 01
Top splice: TW502244
(4) 0.75" splice bolts on a 55" bolt circle (plate: 7.5" wide by 1" thick
Leg ID: 01- TI180622
Leg: 2.55A
Gussets: 0.375" thick
Bracing 10: 01- T8300029
[)lag: L 2 X 2 X 1/8 with 1 bolt at each end
Horiz: L 2 X 2 X 1/8 with 1 bolt at each end
Bolts: 0,625" diameter
Bottom splice: TW502280
(6) 1" splice bolts on a 7.25" bolt circle (plate: 9.75" wide by 1" thick)
120-140 Section 01
Top splice: TW502246
(6)1" splice bolts on a 7,25" bolt circle (plate: 9.75" wide by 1.25" thick
Leg 1D: 01- T1180632
Leg: 3.0 5,R.
Gussets. 0.375" thick
Page: 1 of 3
Bracing 11): 01- T$300030
Nag: L 2 X 2 X 3/16 with 1 bolt at each end
195'53R DTSI BLAIR, NE (40651) 2/24/2011 TRJOHNSTON
Page: 3 of 3
(6) 1" splice bolts on a 7.25" bolt circle (plate: 9.75" wide by 1.5" thick
Leg IN
05- T1180940
Leg:
3.5 S,R.
Gussets:
0.375" thick
Bracing ID:
05- T8300057
Nag:
L 2 X 2 X 3/16 with 1 bolt at each end
Bolts:
0,625" diameter
Bottom splice:
TWS02286
(6) 1.25" splice bolts on a 8,75" bolt circle (plate: 12" wide by 1,5" thick)
-----------------------------------------------------------------------------------------------------------------------
20-40 Section 06
Top splice:
TW502249
(6)1.25' splice bolts on a 8.75" bolt circle (plate: 12" wide by 1.75" thick
Leg TD:
06- T1181026
Leg:
3.75 5.R.
Gussets: 0.5" thick
Bracing ID:
06- T8300062
Nag:
L 2 1/2 X 2 1/2 X 3/16 with 1 bolt at each end
Bolts:
0.75" diameter
Bottom splice:
TWS02249
(6) 1.25" splice bolts on a 8,75' bolt circle (plate: 12" wide by 1,75" thick)
-------------------------------------------------------------------------------------------------------------------------
0-20 Section 07
Top splice:
TWS02250
(6)1,25' splice bolts on a 8,75" bolt circle (plate: 12" wide by 1.75" thick
Leg ID:
07- T1181035
Leg:
4,0 S.R.
Gussets:
0.5" thick
Bracing IN
07- T8300068
Nag:
L 2 1/2 X 2 1/2 X 3/16 with 1 bolt at each end
Bolts:
0.75" diameter
Base plate:
TW502402
(6) 1,25" F1554 anchor bolts on a 8.75" bolt circle (plate: 12" wide by 1.75" thick)
-------------------------------------------------------------------------------------------------------------------------
Anchor bolts:
040041059
(6) 1.25" bolts, 5' - 3" long
--------------------------------------------------------------------
Anchor bolt template:
- - - - -- ----------------------------------------------
C30139209
(6) 1.25" bolts on a 8.75' bolt circle
MAT FOUNDATION DESIGN BY SABRE TOWERS & POLES (CONTINUED)
Two-Way Shear:
I is OK 0 Fails
Minimum Mat Width
I
Average d (in)
14.25
Pier Area of Steel
�V (kips)
EMI M
V,, (kips)
1 "242.A:"
1 12
�V. = $(2 + 4/i3j. b,d
600.9
Anchor Bolt Pull-Out
1
�V. =�(cc,,d/b.+2)f.'
637.0
Steel Ratio
I
�V. = Of.'% d
400.6
Interaction Diagram Visual Check
1
Shear perimeter, b, (in)
130.73
Hook Development
P.
I
Stability.
Resisting moment
Overturning Design Strength (ft-k)
4680.18
Factored Overturning Moment (ft k)
One-Way Shear:
�V. (kips)
' ' � flair
l l
V (kips)
F_ 262 .1=
Pier Design:
Design Tensile Strength (kips)
Tu (kips)
�V (kips)
V (kips)
�V,,=�2(1+Nj(500A
29.8
V. (kips)
V., max = 4 f,,"'b,d (kips)
182.1
Maximum Spacing (in)
12.00
(Only if Shear Ties are Required)
Actual Hook Development (in)
13.50
Reqd Hook Development ldh (in)
11.62
Ref. AC 111. 6. 5 & 11.5.8.3
Anchor Solt Pull-Out:
P�, (kips)
Pier Rebar Development Length (!n
A,#
Required Length of Development (in)
27 -T"
Flexure in Slab:
Wn (ft-kips)
'11
M (ft-kips)
F,94 �13
L
a (in)
1.04
Steel Ratio
0.00413
01
0.85
Maximum Steel Ratio (.7510b)
0.0214
Minimum Steel Ratio
0.0018
Rebar Development in Pad (in)
Required Development in Pad (in)
Condition
I is OK 0 Fails
Minimum Mat Width
I
Maximum Soil Bearing Pressure
I
Pier Area of Steel
Pier Shear
Two-Way Shear
1
Overturning
I
Anchor Bolt Pull-Out
1
Flexure
1
Steel Ratio
I
Length of Development in Pad
I
Interaction Diagram Visual Check
1
One-Way Shear
Hook Development
Minimum Mat Depth
I
P I A-t I
DRILLED STRAIGHT PIER DESIGN BY SABRE TOWERS & POLES (CONTINUED)
Uplift:
Nominal Skin Friction (kips) 273.3
Wc, Weight of Concrete (kips) 26.1
W Soil Resistance (kips) 1951.8
(Ds(Wr +Wc) (kips)
Uplift Design Strength (kips)
Pier Design:
Design Tensile Strength (kips)
�V (kips)
�V, =�2(1 +N /(500A (kips)
V (kips)
Maximum Spacing (in)
1483.4
O w °' :4iii� 14
* ** V max = 4 f, (kips)
12.00 (Only if Shear Ties are Required)
* ** Ref. ACI 11.5.5 & 11.5.6.3
Factored Uplift (kips)
Tu (kips)
V„ (kips)
` .
Anchor Bolt Pull -Out:
��'� ��(� � 4AF�.n-r) 1011 ��' H � L ; .,- � P, (kips) ::: Z17:2 .
Rebar Development Length (in) >: ` ',,:.` iG squired Length of Development (in ::21:54
Condition
1 is OK, 0 Fails
Download
1
Uplift
1
Area of Steel
1
Shear
1
Anchor Bolt Pull -Out
1
Interaction Diagram Visual Check
1
r , A I -�)
! r f
... -Q-
T owers • P
Structural Design Report
195' S3R Series SD Self- Supporting Tower
located at: Blair, NE
prepared for: DTSI
by: Sabre Towers & Pales TM
Job Number: 40551
Revision A
May 5, 2011
TowerProfile ..................... ............................... 1
Foundation Design Summary ........ ............................... 2
Maximum Leg Loads ............... ............................... 3
MaximumDiagonal Loads ........... ............................... 4
Maximum Foundation Loads ......... ............................... 5
Calculations ...................... ............................... Al -All
Prepared by
Approved by
I ups,
M)OW-24
Sabrom
T owers Po
No.: 40651
Page: 2
Date: 5!5111
By: REB
Revision A
Customer: DTSI
Site: Blair, NE.
195 ft. Model S3R Series SD Self Supporting Tower At
90 mph Wind with no ice and 50 mph Wind with 0.75 in. Ice per ANSUTIA- 222 -G -2005.
Antenna Loading per Page 1
Two (2) #4 ties
within top 5" of
concrete
•
r
Notes:
1). Concrete shall have a minimum
28 -day compressive strength of
4000 PSI, in accordance with
ACE 318 -05.
2). Rebars to conform to ASTM specification
A615 Grade 60.
3). All rebar to have a minimum of 3"
concrete cover.
4). All exposed concrete corners to be
chamfered 3/4 ".
5). The foundation design is based on the
geotechnical report by TG project no.
10448.01, dated: 4129111
6). See the geotechnical report for drilled
pier installation requirements, if specified.
7). The foundation is based on the
following factored loads:
Factored uplift (kips) = 217.22
Factored download (kips) = 242.8
Factored shear (kips) = 17.9
Rebar Schedule per Pier
(26) #8 vertical rebar w!#4 ties, two (2)
Pier
within top 5" of pier then 12" C/C
Information contained herein is the sole property of Sabre Towers & Poles, constitutes a trade secret as defined by Iowa Code Ch. 550 and shall not be
reproduced, copied or used in whole or part for any purpose whatsoever without the prior written consent of Sabre Towers & Poles.
2101 Murray St - P.O. Box 658 - Sioux City, IA 51102 -0658 - Phone 712.258.6690 - Fax 712.258.8250
rawReaults, Copyright (C) Guymast Inc. 2010 Phone: (416) 736-745 24 feb 2011
,icensed to: Sabre Communications Corporation 11:44:16
Maximum
Lev (f t)
295.0
190
180
1
260
150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
Compression in
Diagonals (kip)
Tension in
Diagonals (kip)
1 .5 5
2.5 0
2.5
5 7.5
10.2-
5 4.5-
-4.
9 f 4.9-
-4.
-6.6
7.5 5 2.5
?roject: C; \Output\ S3RSD\40 651 MST
0 2.5 5 7A
195.0
190
180
170
160
ISO
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
page 4
40651. txt
MAST ^ - Latticed Tower Analysis Y (unguyed)_ (c)1997�Guymast ^ Inc. 416 - 736 --7453
Processed under license at:
Sabre Communications Corporation on: 24 feb 2011 at: 11:39:51
MAST GEOMETRY ( ft )
PANEL NO.OF ELEV.AT ELEV.AT F.W..AT F.W..AT TYPICAL
TYPE LEGS BOTTOM TOP BOTTOM TOP PANEL
HEIGHT
x 3
190.00
195.00
5.00
5.00
5.00
x 3
180.40
190.00
5.00
5.00
5.00
x 3
175.00
180.00
5.00
5.00
5.00
x 3
160.00
175.00
5.00
5.00
5.00
x 3
155.00
160.00
5.00
5.00
5.00
x 3
140.00
155.00
5.00
5.00
5.00
x 3
135.00
140.00
5.00
5.00
5.00
x 3
120.00
135.00
5.00
5.00
5.00
x 3
115.00
120.00
5.44
5.00
5.00
x 3
100.00
115.00
6.75
5.44
5.00
x 3
80.00
100.00
8.50
6.75
5.00
x 3
60.00
80.00
10.25
8.50
5.00
x 3
40.00
60.00
12.00
10.25
5.00
x 3
20.00
40.00
13.75
12.00
6.67
x 3
0.00
20.00
15.50
13.75
6.67
MEMBER PROPERTIES
MEMBER
BOTTOM
TOP
x -SECTN
RADIUS
ELASTIC
THERMAL
TYPE
ELEV
ELEV
AREA
OF GYRAT
MODULUS
ExPANSN
ft
ft
in.sq
in
ksi
/deg
LE
180.00
195.00
2.405
0.438
29000.
0.0000116
LE
160.00
180.00
3.142
0.438
29000.
0.0000116
LE
140.00
160.00
4.909
0.438
29000.
0.0000116
LE
100.00
140.00
7.069
0.438
29000.
0.0000116
LE
60.00
100.00
8.296
0.438
29000.
0.0000116
LE
40.00
60.00
9.621
0.438
29000,
0.0000116
LE
20.00
40.00
11.045
0.438
29000.
0.0000116
LE
0.00
20.00
12.566
0.438
29000.
0.0000116
DI
140.00
195.00
0.484
0.626
29000.
0.0000116
DI
120.00
140.00
0.715
0.626
29000.
0.0000116
DI
60.00
120.00
0.484
0.626
29000,
0.0000116
DI
40.00
60.00
0.715
0.626
29000,
0.0000116
DI
0.00
40.00
0.902
0.626
29000.
0.0000116
HO
190.00
195.00
0.484
0.626
29000.
0.0000116
HO
175.00
180.00
0.484
0.626
29000.
0.0000116
HO
155.00
160.00
0.484
0.626
29000.
0.0000116
HO
135.00
140.00
0.715
0.626
29000.
0.0000116
HO
115.00
120.00
0.484
0.676
29000.
0.0000116
FACTORED MEMBER RESISTANCES
Page Al
D 80.0
D 80.0
D 50.0
D 60.0
D 40.0
D 40.0
D 20.0
D 20.0
D 0.0
ANTENNA LOADING
... ..ANTENNA......
TYPE ELEV AZI
ft
STD +R 185.0 90.0
STD +R 185.0 180.0
SUPPRESS PRINTING
ATTACHMENT ...........ANTENNA FORCES..........
RAD AZI
AXIAL
SHEAR
40551.txt
TORSION
ft
kip
0.00
010
0.0
0.12
0.15
0.02
0.02
0.00
010
0.0
0.12
0.15
0.03
0.04
0100
0.0
0.0
0.13
0.16
0.03
0.03
0.00
0.0
0.0
0.12
0.19
0.04
0.04
0.00
0.0
0.0
0.13
0.19
0.03
0.04
0.00
0.0
0.0
0.12
0.21
0.05
0.05
0.00
0.0
0.0
0.12
0.21
0.04
0.05
0.00
0.0
0.0
0.11
0.23
0.05
0.05
0.00
0.0
0.0
0.11
0.24
0.05
0.04
... ..ANTENNA......
TYPE ELEV AZI
ft
STD +R 185.0 90.0
STD +R 185.0 180.0
SUPPRESS PRINTING
ATTACHMENT ...........ANTENNA FORCES..........
RAD AZI
AXIAL
SHEAR
GRAVITY
TORSION
ft
kip
kip
kip
ft-kip
4.4 120.0
0.13
-0.40
0.24
-0.89
4.4 240.0
-0.68
0100
0.24
0.00
...FOR THIS LOADING..
LOADS DISPL MEMBER FOUNDN
INPUT FORCES LOADS
no yes yes yes
.MAXIMUMS. .. ..
ALL DISPL MEMBER FOUNDN
FORCES LOADS
no no no no
LOADING CONDITION k
90 mph wind with no ice. wind Azimuth: On PL - 0
MAST LOADING
LOAD ELEV APPLY..LOAD..AT
TYPE
.. . . FORCES..
RADIUS
AZI
AZI
ft
ft
VERTICAL
C
195.0
0.00
0.0
C
195.0
0.00
0.0
C
19510
0.00
0.0
C
19510
0.00
0.0
C
190.0
0.00
010
C
187.5
0.00
0.0
C
187.5
0.00
0.0
C
185.0
0.00
0.0
C
180.0
0.00
0.0
C
180.0
0.00
0.0
C
180.0
0100
0.0
C
175.0
0.00
0.0
D
195.0
0.00
0.0
D
180.0
0,00
0.0
D
180.0
0100
0.0
D
160.0
0.00
0.0
LOAD
.. . . FORCES..
.. .MOMENTS... .
AZI
HORIZ
DOWN
VERTICAL
TORSNAL
kip
kip
ft-kip
ft-kip
0.0
0.02
0.02
0.00
0.00
0.0
0.14
0.01
0.00
0.00
0.0
0.19
0.14
0.00
0.00
0.0
0.33
0.15
0.00
0.00
0.0
0.19
0.14
0.00
0.00
0.0
0.09
0.01
0.00
0.00
0.0
0.04
0.01
0.00
0.00
0.0
0.19
0.14
0.00
0.00
0.0
0.09
0.02
0.00
0.00
0.0
1.36
1.03
0.00
0.00
0.0
0.18
0.14
0.00
0.00
0.0
0.18
0.14
0.00
0.00
0.0
0.08
0.05
0.01
0.00
0.0
0.08
0.05
0.01
-0.01
0.0
0.12
0.07
0.01
0.02
0.0
0.11
0.06
0.01
0.02
Page A3
ANTENNA LOADING
......ANTENNA....... ATTACHMENT
TYPE ELEV AZI RAD AZI
ft ft
.... .ANTENNA FORCES.. ..
AXIAL SHEAR GRAVITY TORSION
kip kip kip ft -kip
STD +R 185.0 90.0 4.4 120.0
STD +R 185.0 180.0 4.4 240.0
0.03 -0.08 0.81 -0.20
-0.14 0.00 0.81 0.00
SUPPRESS PRINTING
..FOR THIS LOADING..
LOADS DISPL MEMBER FOUNDN
INPUT FORCES LOADS
.. . .MAXIMUMS.....
ALL DISPL MEMBER FOUNDN
FORCES LOADS
no yes yes yes no no no no
Page A5
44651. txt
C 180.0
0.00
0.0
0.0
0.06
0.36
0.00
0.00
C 175.0
0,00
0.0
0.0
0,06
0.36
0.00
0.00
D 195.0
0.00
0.0
0.0
0.03
0.24
0.08
0.00
D 19010
0.00
0.0
0.0
0.03
0.24
0.08
0.00
D 190.0
0.00
0.0
0.0
0.03
0.21
0.09
0.00
D 185.0
0.00
0.0
0.0
0.03
0.21
0.09
0.00
D 185.0
0.00
0.0
0.0
0.04
0.22
0.11
0.00
D 180.0
0.00
0.0
0.0
0.04
0.22
0.11
0.00
D 180.0
0.00
0.0
0.0
0.05
0.33
0.10
0.01
D 175.0
0.00
0.0
0.0
0.05
0.33
0.10
0.01
D 175.0
0.00
0.0
0.0
0.05
0.30
0.10
0.01
D 160.0
0,00
0.0
0.0
0.05
0.30
0.10
0.01
D 160.0
0.00
0.0
0.0
0.05
0.36
0.10
0.01
D 155.0
0,00
0.0
0.0
0.05
0.36
0110
0.01
D 155.0
0.00
0.0
0.0
0.05
0.32
0.10
0.01
D 140.0
0.00
0.0
0.0
0.05
0.32
0.10
0.01
D 140.0
0.00
0.0
0.0
0.05
0.39
0.10
0.01
D 135.0
0.00
0.0
0.0
0.05
0.39
0.10
0.01
D 135.0
0.00
0.0
0.0
0.05
0.36
0.10
0.01
D 120.0
0.00
0.0
0.0
0.05
035
0.10
0.01
D 120.0
0.00
0.0
0.0
0.05
0.38
0.09
0.01
D 115.0
0.00
0.0
0.0
0.05
0.38
0109
0.01
D 115.0
0.00
0.0
0.0
0.05
0.35
0.09
0.00
D 100.0
0,00
0.0
0.0
0.05
0.36
0.07
0.00
D 100.0
0.00
0.0
0.0
0.05
0.38
0.13
0.01
D 80.0
0.00
0.0
0.0
0.05
0.39
0.11
0.01
D 80.0
0100
0.0
0.0
0.05
0.39
0.17
0.01
D 60.0
0.00
0.0
0.0
0.05
0.40
0.14
0.01
D 60.0
0.00
0.0
0.0
0.05
0.44
0.21
0.01
D 40.0
0.00
0.0
0.0
0.05
0.45
0.19
0.01
D 40.0
0.00
0.0
0.0
0.04
0.46
0.24
0.02
D 20.0
0.00
0.0
0.0
0.04
0.47
0.22
0.02
D 20.0
0.00
0.0
0.0
0.04
0.49
0.29
0.02
D 13.3
0.00
0.0
0.0
0.04
0.49
0.29
0.02
D 13.3
0.00
0.0
0.0
0.04
0.52
0.34
0.02
D 6.7
0.00
0.0
0.0
0.04
0.52
0.34
0.02
D 6.7
0.00
0.0
0.0
0.05
0.54
0.38
0.02
D 0.0
0.00
0.0
0.0
0.05
0.54
0.38
0.02
ANTENNA LOADING
......ANTENNA....... ATTACHMENT
TYPE ELEV AZI RAD AZI
ft ft
.... .ANTENNA FORCES.. ..
AXIAL SHEAR GRAVITY TORSION
kip kip kip ft -kip
STD +R 185.0 90.0 4.4 120.0
STD +R 185.0 180.0 4.4 240.0
0.03 -0.08 0.81 -0.20
-0.14 0.00 0.81 0.00
SUPPRESS PRINTING
..FOR THIS LOADING..
LOADS DISPL MEMBER FOUNDN
INPUT FORCES LOADS
.. . .MAXIMUMS.....
ALL DISPL MEMBER FOUNDN
FORCES LOADS
no yes yes yes no no no no
Page A5
40651.txt
0. 51
k
0.62
v
190.0
---------------
- - - - --
0.01
v
0.00
A
1.59
w
0.85
B
185.0
---------------
- - - - --
0.01
A
0.00
A
4.27
w
2.19
x
180.0
----------------
- - - --
0.38
v
0.00
A
9.01
x
3.30
t
175.0
--- ---------------
- - - - --
0.03
N
0.00
A
16.17
w
3.68
J
170.0
---------------
- - - - --
0.01
q
0.00
A
23.82
w
3.93
t
165.0
---------------
- - - - --
0.03
M
0.00
A
32.44
w
4.20
3
160.0
------ ----------
- - - - --
0.23
M
0.00
A
41.31
w
4.44
t
155.0
----------------
-- - --
0.05
M
0.00
A
51.62
w
4.75
1
150.0
- -----------
---
- - - - --
0.01
AC
0.00
A
61.80
w
4.98
t
145.0
---------------
- - - - --
0.04
M
0.00
A
73.41
w
5.27
J
140.0
---------------
- - - - --
0.40
M
0.00
A
84.69
w
5.64
w
135.0
----------------
- - - - --
0.10
M
0.00
A
98.23
w
5.82
1
130.0
---------------
- - - - --
0.03
AC
0.00
A
110.76
w
6.11
w
125.0
---------------
- - - - --
0.09
M
0.00
A
125.48
w
6.34
J
120.0
- --------------
- - - - --
1.55
AC
0.00
A
133.41
w
2.52
w
115.0
---------------
- - - - --
0.07
M
0.00
A
137.51
w
2.37
e
110.0
----------------
- - - - --
0.00
AC
0.00
A
139.82
w
2.44
w
105.0
----- ----------
- - - - --
0.05
M
0.00
A
143.78
w
2.36
e
100.0
---------------
- - - - --
0.00
BB
0.00
A
146.51
w
2.45
w
95.0
---------------
- - - - --
- 0.04
M
0.00
A
150.38
w
2.43
e
90.0
---------------
- - - - --
0.00
0
0.00
A
153.39
w
2.52
w
85.0
---------------
- - - - --
0.03
M
0.00
A
157.23
w
2.55
e
80.0
---------------
- - - - --
0.00
0
0.00
A
160.45
w
2.62
w
75.0
----------------
- - - - --
0.02
M
0.00
A
164.29
w
2.69
e
70.0
---------------
- - - - --
0.00
0
0.00
A
167.66
w
2.75
w
65.0
----------------
- - - - --
0.02
M
0.00
A
171.50
w
2.85
e
6010
----------------
- -- - --
0.01
M
0.00
A
174.97
w
2.89
w
55.0
---------------
- - - - --
0.02
M
0.00
A
178.80
w
3.03
e
50.0
----------------
- - - - --
0.01
M
0.00
A
182.33
w
3.05
w
45.0
---------------
- - - - --
0.02
M
0.00
A
186.17
w
3.22
e
40.0
---------------
- - - - --
0.02
M
0.00
A
190.33
w
3.41
w
Page A7
MAXIMUM INDIVIDUAL FOUNDATION LOADS: (kip)
-------- - - - - -- LOAD -- COMPONENTS------- - - - - -- TOTAL
NORTH EAST DOWN UPLIFT SHEAR
17.78 S 15.69 a 242.80 S - 217.22 w 17.90 e
MAXIMUM TOTAL LOADS ON FOUNDATION : (kip & kip -ft)
- - - - -- HORIZONTAL----- DOWN --- - - - - -- OVERTURNING--- - - - - -- TORSION
NORTH EAST TOTAL NORTH EAST TOTAL
@ 119.9 @ 329.7
28.8 -25.8 29.0 81.2 3114.8 - 2828.0 3149.6 -12.3
AC J AO BT 5 J P P
Page A9
40651.txt
95.0
------ ------
---
- - - - --
-0.03
AC
0.00 A
- 161.59
S
-2.40
w
90.0
---------------
- - - - --
0.00
AQ
0.00 A
- 165.13
5
-2.58
e
85.0
---------------
- - - - --
-0.03
AC
0.00 A
- 169.67
S
-2.49
w
80.0
---------------
- - - - --
0.00
AO
0.00 A
- 173.46
S
-2.71
e
75.0
---------------
- - - - --
-0.02
AC
0.00 A
- 178.00
S
-2.61
w
70.0
-------- -------
- - - - --
0.00
AQ
0.00 A
- 181.96
5
. -2.86
e
65.0
---------------
- - - - --
-0.02
AC
0.00 A
- 186.51
S
-2.75
w
60.0
---------------
- - - - --
-0.01
AO
0.00 A
- 190.65
S
-3.03
e
55.0
---------------------
-0.02
AC
0.00 A
- 195.28
S
-2.91
AQ
50.0
---------------
- - - - --
-0.01
AC
0.00 A
- 199.54
5
-3.21
e
45.0
---------------
- - - - --
-0.02
AC
0.00 A
- 204.20
S
-3.12
AQ
40.0
---------------
- - - - --
-0.01
AC
0.00 A
- 209.28
5
-3.62
e
33.3
---------------
- - - - --
-0.02
AC
0.00 A
- 215.55
S
-3.55
g
25.7
---------------
- - - - --
-0.01
AO
0.00 A
- 221.50
S
-3.84
e
20.0
---------------
- - - - --
-0.02
AC
0.00 A
- 227.79
S
-3.79
g
13.3
---------------
- - - - --
0.00
M
0.00 A
- 233.82
S
-4.02
e
6.7
---------------
- - - - --
-0.02
AC
0.00 A
- 240.05
S
-4.00
g
0.0
---------------
- - - - --
0.00
A
0.00 A
MAXIMUM INDIVIDUAL FOUNDATION LOADS: (kip)
-------- - - - - -- LOAD -- COMPONENTS------- - - - - -- TOTAL
NORTH EAST DOWN UPLIFT SHEAR
17.78 S 15.69 a 242.80 S - 217.22 w 17.90 e
MAXIMUM TOTAL LOADS ON FOUNDATION : (kip & kip -ft)
- - - - -- HORIZONTAL----- DOWN --- - - - - -- OVERTURNING--- - - - - -- TORSION
NORTH EAST TOTAL NORTH EAST TOTAL
@ 119.9 @ 329.7
28.8 -25.8 29.0 81.2 3114.8 - 2828.0 3149.6 -12.3
AC J AO BT 5 J P P
Page A9
DRILLED STRAIGHT PIER DESIGI
Uplift:
Nominal Skin Friction (kips)
We, Weight of Concrete (kips)
Ws, Soil Resistance (kips)
4)s(Wr+Wc) (kips)
4 BY SABRE TOWERS & POLES (CONTINUED)
226.9
128.8
2949.1
2308.4
Uplift Design Strength (kips) MW Factored Uplift (kips)
Pier Design:
Design Tensile Strength (kips) Tu (kips)
� V (kips)
V,, (kips)
1. -2 ..
�V,,=X2(1+N,/(500A0))f`,. 112 b,d (kips) 398.3
V. (kips)
*** V, max = 4 f j (kips) F 704
1� h'i l i4ffi l I
Maximum Spacing (in) 6.54 (Only if Shear Ties are Required)
Ref. ACI 11.5.5 & 11,5.6.3
Anchor Bolt Pull-Out:
112
f.
0, Ig P, (kips) 217.2
�P.=�k(213) ( 4 AFLAT)
Rebar Development Length (in) '§p" equired Length of Development (in
Condition
1 is OK, 0 Fails
Download
Uplift
Area of Steel
Shear
Anchor Bolt Pull-Out
Interaction Diagram Visual Check
p , A.0
AM
3
Thiele Geotech Inc
Geotechnical Exploration Report
•
Prepared for:
Union Pacific Railroad - Denver
1400 West 52 Avenue
Denver, Colorado 80221
April 29, 2011
TG Project No. 10448.01
C 1 I/
JOHN A.
CHRISTIANSEN
O E-7821 FTJ
THIELE GEOTECH, INC.
13478 Chandler Road
Omaha, Nebraska 68138 -3716
402.556.2171 Fax 402.556.7831
www.fhielegeotech.com
M
EM GEOTECHNICAL B MATERIAL E3 ENVIRONMENTAL R ENGINEERING
Geotechnical Exploration Report April 29, 2011
TG #10448.01 Page 1
INTRODUCTION
Thiele Geotech, Inc. has completed a geotechnical exploration study for the proposed Blair Sub
Alternate Microwave Site to be located near the intersection of County Road 26 and County Road 29
in Blair, Nebraska. The purpose of this study was to identify the general soil and ground water
conditions underlying the site; to evaluate engineering properties of the existing soils; to provide
earthwork and site preparation recommendations; and to recommend design criteria and parameters for
the tower foundation.
This study included a single soil boring, laboratory testing, and engineering analysis.. The field and
laboratory data are presented in the Appendix, along with a description of investigative methods.
The drilling and testing performed for this study were conducted solely for geotechnical analysis. No
analytical testing or environmental assessment has been conducted. Any statements or observations in
this report regarding odors, discoloration, or suspicious conditions are strictly for the information of
our client. If an evaluation of environmental conditions is desired, a separate environmental
assessment should be conducted. This study did not include biological assessment (e.g. mold, fungi,
bacteria) or evaluation of measures for their control.
It should also be noted that this report was prepared for design purposes only, and may not be
sufficient for a contractor in bid preparation. Prospective contractors should evaluate potential
construction problems on the basis of their own knowledge and experience in the local area and on
similar projects, taking into account their own intended construction methods and procedures.
This report is an instrument of service prepared for use by our client on this specific project. The
report may be duplicated as necessary and distributed to those directly associated with this project,
including members of the design team and prospective contractors. However, the technical approach
and report format shall be considered proprietary and confidential, and this report may not be
distributed in whole or in part to any third party not directly associated with this project. By using and
relying on this report, all other parties agree to the same terms, conditions, and limitations to which the
client has agreed.
T h 1 e I e G e o t e c h I n c
Geotechnical Exploration Report April 29, 2011
TG #10448.01 Page 3
SURFACE AND SUBSURFACE CONDITION
•1 6 MI
The site is located in a rural agricultural area between the towns of Kennard and Blair. Where the
microwave tower will be constructed the site is fairly flat and level. It appears that this area has
recently been filled. The ground surface was bare dirt at the time of drilling.
LOCAL GEOLOGY
The surface geology of eastern Nebraska is Pleistocene in age and consists of eolian (wind - blown)
deposits of Peoria and Loveland loess. The loess formed in dune - shaped hills west of the Missouri
River. The Peoria loess typically consists of silty lean clays that are stiff when dry but become softer
with increasing moisture content. The Peoria often exhibits low unit weight and is collapse
susceptible. The Loveland loess is an older deposit, and typically consists of lean clays. The
Loveland generally exhibits higher unit weights and shear strengths than the Peoria.
The loess overlies Pleistocene glacial deposits of Kansan and Nebraskan till. The till consists of lean
to fat clays mixed with sand, gravel, and occasional cobbles. The glacial deposits are generally fairly
deep, but are sometimes near the surface at lower elevations on steep slopes. Cretaceous sandstone or
Pennsylvanian limestone and shale form the bedrock unit below the glacial deposits. The depth to
bedrock is normally great, and rock is rarely encountered in construction.
Along drainageways, alluvial and colluvial deposits are typically present. These soils were formed by
erosion of the adjoining loess- mantled hills. Alluvial deposits are generally present along creeks and
in major drainageways. The upper several feet of alluvium are usually stiffer due to the effects of
desiccation. Colluvial soils are usually located at the base of steep slopes and in upland draws, and are
formed by local creep and sloughing.
The soils encountered in the test boring generally consisted of man - placed fill over alluvium. The fill
was found in the upper 13 feet of the boring and was described as light brown and dark grayish brown,
moist to wet, firm to soft lean clay. The fill varied in compaction from 75 percent to 100 percent of an
assumed Standard Proctor and contained tree roots. Alluvium was found below the fill and to the
bottom of the boring. It was described as dark gray and gray, wet, soft to very soft lean clay.
T h i e I e G e o t e c h I n c
Geotechnical Exploration Report April 29, 2011
TG #10448.01 Page 5
ANALYSIS AND RECOMMENDATIONS
C LT T!
Soil in our boring consists of approximately 6 feet of firm lean clay overlying soft to very soft lean
clay. No sand or rock was encountered in our boring. The man - placed fill had tree roots in it, and
becomes wet and soft at a depth of 6 feet below grade. This fill is poorly suited for supporting a
shallow mat foundation. We recommend that a drilled pier be used. Due to the wet and soft soil
conditions in the boring, we expect the pier hole to cave if it is not supported open by casing or
drilling slurry.
DRILLED PIER FOUNDATION
For use in determining pier capacities we estimate the following soil properties.
0' to 4' lean clay, ignore due to seasonal climatic effects.
4' TO 50' (lean clay fill & alluvium)
• cohesion = 400 psf
• internal friction angle 0 degrees
• allowable lateral bearing (equivalent fluid for ''/2" lateral deflection, UBC Method) = 100
pcf
• horizontal soil modulus factor (for use with elastic method) (Kh) = 25 tsf
• allowable skin friction = 140 psf
• allowable end bearing = 1,200 psf
• soil moist unit weight = 115 pcf
No safety factors have been applied to the cohesion, friction angle, or horizontal soil modulus. It is
important to note that the horizontal soil modulus is in units of tons per square foot. To convert to
tons per cubic foot it is necessary to divide the horizontal soil modulus value by the width of the
member (or diameter for round members). For the skin friction capacity an alpha factor of 0.7 and a
safety factor of two was applied. A safety factor of three was applied to the allowable end bearing
value.
Drilled pier excavations should be observed by an experienced geotechnical engineer to evaluate the
suitability of the bearing material. Should isolated areas of unsuitable material be encountered at
planned depths, it will be necessary to deepen the drilled piers to suitable bearing material. The base
of pier excavations should be free of water and loose material prior to placement of concrete.
Total settlements of less than one inch are anticipated for the proposed drilled pier foundation
supported in approved bearing materials.
T h 1 e I e G e o t e c h I n c
Geotechnical Exploration Report
TG #10448.01
April 29, 2011
Page 7
SEISMIC SITE CLASS
Seismic structural design requirements are dictated by a site classification based on average soil
properties within the top 100 feet. Based on our local experience, the soil profile was estimated below
the maximum boring depth. The average undrained shear strength was then estimated based on the
actual laboratory testing and on assumed soil properties for the deeper soil profile.
The site classifies as Site Class D (stiff soil profile) according to Table 1613.5.2 of the 2009
International Building Code.
OTHER RECOMMENDATIONS
During detailed design, additional issues may arise and possible conflicts may occur with our
recommendations. Such issues and conflicts should be resolved through dialogue between the
geotechnical engineer and designers. It is recommended that the geotechnical engineer review the
final design, including the plans and specifications, to verify that our recommendations are properly
interpreted and incorporated into the design.
If any changes are made in the design of the project, including the nature or location of proposed
facilities on the site or significant elevation changes, the analysis and recommendations of this report
shall not be considered valid unless the changes are reviewed. The analysis and recommendations of
this report should not be applied to different projects on the same site or to similar projects on different
sites.
The analysis and recommendations in this report are based upon borings at specific locations. The
nature and extent of variation between boring locations is impossible to predict. Because of this,
geotechnical recommendations are preliminary until they have been confirmed through observation of
site excavation and earthwork preparation. If variations appear during subsequent exploration or
during construction, we may reevaluate our recommendations and modify them, if appropriate. The
geotechnical engineer should be retained during construction to observe compliance with the
recommendations of this report and to provide quality control testing of earthwork construction.
T h 1 e I e G e o t e c h 1 n c
Geotechnical Exploration Report
TG #10448.01
April 29, 2011
Appendix
Subsurface Exploration Methods
Legend of Terms
Boring Location Plan
Boring Log
Soil Test Summary
T h i e I e G e o t e c h I n c
O 3 pC
i 2
Thiele Geotech Inc
�'
Soil Description Terms
Consistency - Fine Grained Consistency - Coarse Grained Moisture Conditions
Very Soft, Soft, Firm, Very Loose, Loose, Medium Dry, Slightly Moist, Moist
Hard, Very Hard Dense, Dense, Very Dense Very Moist, Wet (Saturated)
Sample ape
U -- Undisturbed (Shelby Tube)
S -- Split barrel (disturbed)
C -- Continuous sample
A -- Auger cuttings (disturbed)
Sample Data
No. -- Number
SPT -- Standard penetration test
bpf -- blows per foot
Rec -- Recovery
Laboratory Data
MC -- Moisture content
7d -- Dry unit weight
q„ -- Unconfined compression
LL /PI -- Liquid limit & plasticity index
11nifiPrl Snil rinccifir_atinn SvctPm
Peat
Pt
Highly organic soils
Clay - Liquid Limit > 50 *
Silt - Liquid Limit > 50 *
Clay - Liquid Limit < 50 *
Silt - Liquid Limit < 50
Silty Clay *
50% or more
smaller than
No. 200 sieve
Fat Clay
CH
Elastic Silt
MH
Lean Clay
CL
Silt
ML
Siltv Cla
CL -ML
Clayey Sand
SC
Sands with 12 to 50 percent
smaller than No. 200 sieve
More than 50%
larger than
No. 200 sieve and
% sand > % Gravel
Silty Sand
SM
Poorly-Graded Sand with Clay
SP -SC
Sands with 5 to 12 percent
smaller than No. 200 Sieve *
Poorly-Graded Sand with Silt
SP -SM
Well- Graded Sand with Clay **
SW -SC
Well- Graded Sand with Silt **
SW -SM
Poorly-Graded Sand
SP
Sands with less than 5 percent
smaller than No. 200 sieve *
Well- Graded Sand **
SW
Clayey Gravel
GC
Gravels with 12 to 50 percent
smaller than No. 200 Sieve
More than 50%
larger than
No. 200 sieve and
% gravel > % sand
Silty Gravel
GM
Poorly-Graded Gravel with Clay
GP -GC
Gravels with 5 to 12 percent
smaller than No. 200 sieve *
Poorly-Graded Gravel with Silt
GP -GM
Well- Graded Gravel with Clay **
GW -GC
Well- Graded Gravel with Silt **
GW -GM
Poorly-Graded Gravel
GP
Gravels with less than 5 percent
smaller than No. 200 sieve
Well- Graded Gravel **
GW
* See Plasticity Chart for definition of silts and clays
** See Criteria for Sands and Gravels for definition of well - graded
Ali
Plasticlt / Chart
CH or OF
MH or OH
CL or OL�
ML
30 40 50 60 70
Liquid Limit
Criteria for Sands and Gravels
x 50
m
v
40
30
w
20
a
10
T "" Thiele G eotec,h Inc O I N LO
WATER LEVEL OBSERVATIONS
PROJECT
DRILLER
LOGGER
JOB NO.
DATE
During Drilling
16.5'
Blair Sub Alternate Microwave Site
Epley
Matychuk
10448.01
4/18/11
End of Drilling
5.8'
LOCATION
DRILLING METHOD
DRILL RIG
BORING NO.
CR 26 & CR 29, Blair, NE
3.25" HSA
CME 55HT
B -1
LOCATION OF BORING
TYPE OF SURFACE
ELEVATION
DEPTH
boring backfilled with cuttings
see Boring Location Plan
bare ground
50'
VISUAL
/MANUAL DESCRIPTION
SAMPLE
DATA
LABORATORY DATA
DEP
(ft.)
COLOR
MOIST.
CONSIST,
SOIL
TYPE
GEOLOGIC
ORIGIN
REMARKS
NO &
TYPE
SPT
(bpf)
REC
(in.)
MC
( /o)
yd
(pcf)
q„
(tsf)
LL/PI
CLASS
Dft )
5
light
brown
moist
firm
lean clay
fill
roots
roots
large roots
5
U -1
10
23.4
103.1
very
moist
U -2
11
24.4
100.0
1.60
LL =39
PI =16
CL
10
10
wet
soft
dark
grayish
brown
U -3
12
45.1
77.5
0.57
15
15
dark graV
wet
soft
lean clay
alluvium
minor calcium
residue to 25'
U -4
12
47.0
73.9
0.37
o
20
U -5
12
36.8
85.3
0.48
LL =45
PI =28
CL
gray
5
25
very soft
1-6
12
37.9
83.4
0.23
f s Vii^
4 �
rx 13 }
Aft /i®® PA A■ 1 NNN A ~
im, ._ Thiele o-tech ino a 'L r F-01 auevi'VIP%F%
Project Job No.
Blair Sub Alternate Microwave Site 10448.01
Location Date
CR 26 & CR 29, Blair, NE 4/2612011
B -1
U -1
0.5 -2
23.4
127.3
103.1
0.634
100
U -2
3.5 -5
2.85
24.4
124.4
100.0
0.684
96
1.60
7.7
39
23
16
CL
U -3
8.5 -10
2.85
45.1
112.4
77.5
1.175
100
0.57
1.5
U-4
13.5 -15
2.85
47.0
108.6
73.9
1.280
99
0.37
4.6
U -5
18.5 -20
2.85
36.8
116.7
85.3
0.975
100
0.48
10.0
45
17
28
CL
U -6
23.5 -25
2.85
37.9
115.0
83.4
1.020
100
0.23
14.6
U -7
28.5 -30
2.85
34.1
114.9
85.7
0.967
95
0.34
15.0
U -8
33.5 -35
2.85
39.1
112.7
81.0
1.079
98
0.29
7.4
U -9
38.5 -00
2.85
35.6
116.1
85.6
0.968
99
0.42
11.6
U -10
43.5A5
2.85
39.0
117.6
84.6
0.991
100
0.63
15.0
47
17
30
CL
U -11
48.5 -50
2.85
41.2
110.6
78.3
1.152
97
0.52
14.0