HomeMy WebLinkAboutSTRUCTURAL ANALYSIS REPORTPAUL J. FORD AND COMPANY
STRUCTURAL ENGINEERS
250 East Broad Street • Suite 600 • Columbus, Ohio 43215-3708
Date: November 05, 2014
Sean Tucker
Crown Castle
12725 Morris Road Extension Suite 400
Atlanta, GA 30004
704.405.6626
Subject: Slructur
Carrier Designation: LightSquared Co -Locate
Carrier Site Number:
Carrier Site Name:
Crown Castle Designation:
Engineering Firm Designation:
Site Data:
Dear Sean Tucker,
SCANNED
BY
St. Lucie County
RECE ED
FEB 1�?
Paul J Ford and Comp
rt��5
250 E. Broa �StPM&SUOW0
Columbus, Oti jt54148:�ounty, FL
RDorris@pjiweb.com
614.221.6679
TMUSFLWPBI0001
West Palm Beach 1
Crown Castle BU Number:
870159
Crown Castle Site Name:
Port St. Lucie (Dyer Rd.)
Crown Castle JDE Job Number:
313006
Crown Castle Work Order Number:
956342
Crown Castle Application Number:
270581 Rev. 3
Paul J Ford and Company Project Number:
37514-2462.001.8700
1100 Dyer Road, PORT SAINT LUCIE, St. Lucie County, FL
Latitude 270 19' 27.58", Longitude-800 18'47.82"
480 Foot - Guyed Tower
Paul J Ford and Company is pleased to submit this "Structural Analysis Report" to determine the structural
integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle
Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 725077, in accordance
with application 270581, revision 3.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we
have determined the tower stress level for the structure and foundation, under the following load case, to be:
LC5: Existing + Proposed Equipment Sufficient Capacity
Note: See Table I and Table II for the proposed and existing loading, respectively.
This analysis has been performed in accordance with the 2010 Florida Building Code based upon an ultimate 3-
second gust wind speed of 160 mph converted to a nominal 3-second gust wind speed of 124 mph per section
1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure
Category C with a topographic category 1 and crest height of 0 feet, and Risk Category II were used in this
analysis.
We at Paul J Ford and Company appreciate the opportunity of providing our continuing professional services to
you and Crown Castle. If you have any questions or need further assistance on this or any other projects
please give us a call. `\OX%111N 111/1j7i
Respectfully submitted by: `��\��QSA ...
RF2
Cr�/�?✓`"�''� Lam"' ^ e ii� N10- 57'.777 `'t
Rebekah M. Dorris, E.1- = { 3
Structural Designer �� t TATE OF
tnxTower Report - version 6.1.4.1
UNAL'-
---- ..
NOV n 7 2014
480 Ft Guyed Tower Structural Analysis
Project Number37514-2462.001.8700, Application 270581, Revision 3
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2 - Existing Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
Table 5 — Tower Components vs. Capacity
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
November05, 2014
CC/ BU No 870159
Page 2
tnxTower Report - version 6.1.4.1
i
480 Ft Guyed Tower Structural Analysis
Project Number37514-2462.001.8700, Application 270581, Revision 3
1) INTRODUCTION
November05, 2014
CCI BU No 870159
Page 3
This tower is a 480 ft Guyed tower designed by SABRE COMMUNICATIONS. The tower was mapped by P-Sec
in January of 2010. P-Sec also design modifications for the tower in October of 2010.
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind
speed of 123.9 mph with no ice and 60 mph under service loads, exposure category C with topographic
category 1 and crest height of 0 feet.
Table 1 - Proposed Antenna and Cable Information
Center Number`
Number
Feed"
Mountmg Line
of
Antenna
Antenna Modeh
of Feed
Line,
Note
Level (ft) Elevation
Manufacturer
Antennas
Lines
Size''(in)
'
384.0 1
kathrein
75010074
380.0
380.0 1
1
1-5/8
-
tower mounts
Side Arm Mount [SO 309-
1]
Table 2 - Existing Antenna and Cable Information
" Center
Mountmg
-, Line
Number
of
Antenna
Antenna Model
Number
of Feed
Feed
Line"
Note
Level ft
Elevation
cft)
Antennas
Manufacturer,
-
Lines
Size (m)
484.0--F
1
ed
HMD12HO-WNQ
477.0
1
EW20
1
477.0
2
tower mounts
Side Arm Mount [SO 602-
3]
466.0
1
decibel
DB536
456.0
1
718
1
459.0
1
scale
OGT9-840
438.0'
1
tower mounts
Side Arm Mount [SO 308-
438.0
1]
1
1/2
1
430.0
1
swr
FM111
1
shively labs
68104
427.0
427.0
1
7/8
1
Side Arm Mount [SO 309-
1
tower mounts
1]
1
andrew
PL6-65-PXA
346.0
346.0
77
1
tower mounts
Pipe Mount [PM 601-1]
322.0
1
andrew
PG1DOF-0093-011
318.0
1
andrew
PL8-65D
316.0
1
1
1-1/4
EVV63
1
1
tower mounts
Pipe Mount [PM 601-11
1
Side Arm Mount [SO 701-
316.0
tower mounts
1]
283.0
1
decibel
ASPD974
276.0
1
1-1l4
1
276.0
1
tower mounts
Side Arm Mount [SO 702-
1]
1
andrew
PL8-65-PXA
267.0
267.0
1
EW63
1
1
tower mounts
Pipe Mount [PM 601-1]
tnxTower Report - version 6.1.4.1
480 Ft Guyed Tower Structural Analysis
Project Number 37514-2462.001.8700, Application 270581, Revision 3
November05, 2014
CC[ BU No 870159
Page 4
Mounting
Center
Line
Number
Antenna'
'Antenna
Number
Feed
'
Level (ft)
Elevation'
Manufacturer
Model
of Feed
Line
Note
(ft)
Antennas
:,
Lines
Size (in)
3
cellmax
CMA-B/6520/EO-8 w/
technologies
Mount Pipe
6
cellmax
CMA-BDHH/6520/EO-8 w/
technologies
Mount Pipe
254.0
256.0
12
1-5/8
1
1
nokia
FRIE
1
1-3/5
3
nokia
FRIG
2
nokia
FXFB
1
raycap
ASU9338TYP0l
254.0
1
tower mounts
ISector Mount [SM 1303-3]
238.0
238.0
1
kathrein
CA5-150EB/CP1
1
1/2
1
1
motorola
PTP58600 w/ Mount Pipe
180.0
180.0
1
17/64
1
1
tower mounts
Pipe Mount [PM 601-1]
131.0
6
cellmax
CMA-B/3324 w/ Mount
130.0
technologies
Pipe
11
1-5/8
1
130.0
1
tower mounts
Sector Mount [SM 405-3]
118.0
118.0
1
kathrein
HDCA-10
1
1/2
1
Notes:
1) Existing Equipment
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document' '
Remarks
Reference
Source`
4-GEOTECHNICAL REPORTS
I PSI, 2/5/1998
1300377
CCISITES
4-POST-MODIFICATION
Morrison Hershfield, 3/3/2011
2848311
CCISITES
INSPECTION
4-TOWER FOUNDATION
R. W. Harris Inc, 3/9/1998
1300431
CCISITES
DRAW INGS/DESIGN/SPECS
4-TOWER MAPPING
P-Sec, 1/22/2010
2608344
CCISITES
4-TOWER REINFORCEMENT
p_Sec, 10/12/2010
2735731
CCISITES
DESIGN/DRAWINGS/DATA
3.1) Analysis Method
tnxTower (version 6.1.4.1), a commercially available analysis software package, was used to create a
three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A.
3.2) Assumptions
1) Tower and structures were built in accordance with the manufacturer's specifications.
2) The tower and structures have been maintained in accordance with the manufacturer's
specification.
3) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings.
This analysis may be affected if any assumptions are not valid or have been made in error. Paul J
Ford and Company should be notified to determine the effect on the structural integrity of the tower.
tnxTower Report - version 6.1.4.1
1
-I
N
Zm'.
m
U
A
W
N
o
O
O
m
m
A
W
N
N
A
W
N
O
0
W
V
m
Ut
A
W
N
O
O
W
m
N
A
W
0
0
m
N
O
N
N
N
A
N
m
N
W
W
W
W
W
A
A
A
A
A
N
'O
N
N
N
N
N
W
W
w
W
W
m
O
N
A
m
m
O
N
A
m
m
Op
A
m
m
N
A
m
m
O
N
A
m
m
O
N
A
m
m
O
N
A
m
m
m
m
o
N
A
m
m
O
N
A
m
O
N
0
m
O
O
O
O
O
N
A
m
m
O
N
0
0
0
0
0
0
0
0
0
0
0
a 0
0
0
0
0
m
O
0
0
0
0
0
0
0
A
0
m
0
m
0
O
0
N
0
A
0
m
0
m
0
O
0
N
0
A
0
0
�,--
0
0
0
0
0
0
0
0
0
0
0
o
v
o
0
0
0
3' .
m
fO
(O
10
10
fp
Ip
1p
fp
m
fp
ru
m
m
fp
p1
Ip
01
fp
m
1p
U
f0
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
0'
0
0
0
0
0
0
O
0
0
0
O
0
0
0
0
o
0
0
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
>
m
>
m
>
m
>
m
>
m
>
w
>
m
>
m
>
m
>
m
>
m
>
m
>
m
>
m
m
m
9
m
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
N
N
N
N
N
N
N
N
N
A
N
N
>
`N_
>
>
W
W
N_
i3
N
N
N
N_
R
N
N
N
N_
N_
N
N
W
>
`A
W
A
W
A_
W
A_
W
A_
N
A_
41
O
N
O
N
O
m
O
41
O
N
O
f/1
O
N
O
N
O
N
O
N
O
N
O
N
VI
N
N
m
N
N
N
f/1
VI
N
N
m
N
N
VI
N
N
N
m
N
N
N
N
N
N
m
41
N
O
O
O
O
O
O
O
O
O
O
O
0
O
O
O
O
O
O
O
p;
O
O
O
O
O
O
O
O
0
a
a
a
m
a
a
a
a
a
a
N
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
a
ISO
m
J
m
m
m
N
A
A
f0
A
W
�
W
m
W
O
N
l0
N
N
-�
V
m
m
m
(O
f0
t0
t0
N
m
m
m
V
�
m
m
m
Ut
N
A
A
W
W
N
N�
N•. �.
m
m
A
0
m
J
W
m
A
O
m
N
V
W
t0
m
V
N
��
N
13 �C
W
J
N
0
m
N
O
0
Ut
A
J
O
O
N
n,
m
J
J
V
V
V
J
A
A
A
A
A
A
A
W
W
W
W
W
W
Ut
m
w
N
l0
l0
�D
�D
(O
t0
J
tD
J
(O
V
f0
J
<O
V
t0
J
t0
J
(D
m
N
O
Ut
N
N
m
J
O
N
O
N
o
N
N
I
� N •
'0
'E
W
A
N
t0
W
V
N
m
�O
N
t0
N
W
N
J
A
N
m
O
N
f0
W
f0
m
J
V
V
J
V
V
m
m
m
m
m
Vt
Vt
J
m
m
V
J
m
m
Ut
m
N
;.
O)
Ol
4
t0
IJ
V
Ul
Ja
f0
Vt
�
N
N
J
W
W
m
O)
W
O)
p]
O
O
N
N
A
m
V
m
IJ
Ol
O
Oo
J
V
t0
O
Ul
(D
f0
A
N
J
m
A
P
O
m
V
o
W
m
t0
t0
J
W
N
to
'O'
V
Of
N
41
Ol
N
N
m
m
N
m
N
m
m
N
N
N
N
GI
m
OI
N
N
N
N
VI
N
N
N
(/1
N
N
w OI
N
N
N
w G1
VI
N
41
N
ryl
0 m
y
YI
Iq
01
w
10
w
4!
m
N
N
N
N
N
N
N
N
m
N
N
N
(/1
01
N
N
y
N
N
N
VI
W
VJ
d
VI
01
N
w
fIl
N
m
'
N
Ul
N
N
41
N
1/1
(Il
N
N
N
V1
m
N
N
N
N
N
41
N
N
N
m
N
N
N
f/1
N
f/1
N
N
m
(/1
(/i
N
VI
Ul
N
(/
UJ
T
m
-4
1
1
-i
-I
1
-i
-i
1
-�
-i
-�
Z '
N>
O
f0
m
OI
Vt
A
W
N>
A
W
N
O
10
m
J
m
m
A
W
N>
O
m
m
m
Ut
A
W
N+
A
W
N
O
t0
O
J
"O
O
N
m
N
00
W
o
W
N
W
A
W
m
W
m
A
0
A
N
A
m
A
>
+
N
N
N
N
N
W
W
W
W
W
A
A
A
A
A
+
ry
m
m
A
O
m
O
m
O
O
O
N
O
A
m
m
O
N
A
m
N
O
O
O
O
O
N
A
m
m
O
N
m
m
O
N
A
m
m
O
N
Jya,
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
0
O
O
O
O
O
O
O
O
O
O
A.
O
2
2
x
2
x
x
2
2
2
2
2
2
2
x
x
x
x
2
2
2
2
2
x
2
O
O
O
O
O
O
O
v
0
0
o
O
o
p
o
O
p
o
0
0
0
0
0
>,
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
O
O
N
N
N
N
N
N
N
R'
N
N
N
0'
N
N
N
N
N
N
N
N
N
N
N
10
f0
10
fo
10
f
t0
10
' O
�
W��
W�0
Q
W0��
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0'
o
0
0
0
0
0
0
0
0 0
0
o
m
>
>
>
>
>
>
>
>
>
>
0
>
>
>
>
>
>
>
>
N
>
01
>
YI
>
9
>
61
>
01
>
d
>
N
>
d
>
N
>
d
>
d
>
>
T
O.
d
U
U
y
y
U
0
1
y
y
U
0
0
y
0
U
0
0
U
y
C
U
y
1
U
0
C
0
0
0
0
0
y
y
y
y
y
N
N
N
N
N
N
N
N
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
y
y
y
y
y
y
y
y
N
o
O
o
0
mo
m
N
m
f0
bi
J�
OI
m
W
O
(b
m
m
J
V
V
N
m
m
mN
QD
O)
A
.P
N
Ip
m
O
W
Ip
J
V
A
W
m
J
J
ID
f0
0
W
W
J
O)
Ol
O
m
m
O)
W
t0
m
A
W
�N
•.�
W
N
N
N
fn
CJ
N
W
O
(n
fn
fn
(n
N
[n
in
.Q
6
�
A
�+
A.
V
W
W
&
N
6
W
N
�
[O
N
V
4]
m
(.J
A
N
T
W
-
WW
,F.
0
(O
N
m
<O
m
m
fD
O
O
W
m
m
W
W
A
A
N
V
N
OI
J
A
A
N
Oo
tT
IT
O
t0
V
t0
N
m
t0
N
W
A
Vt
�I
�D
�,y'o
(O
O
(T
O
!P
fN
fb
4I
W?
m
W
id
O
fT
A
A
in
b
6
A
W
m
N??
A
i0
W
O
A
m
N
m
in
io
iJ
O
iJ
i0
0'
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
d
y
�
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
y
�
d
Er
0
N
0
0
1
i
0
O
O)
N
N
N
N
N
N
.i.
...
-�
-i
'{
-i
-I
1
N
N
-�
N
-i
N
--�
N
-i
N
-A
�
-i
-i
-q
Z .
N
O
m
A
m
N
A
W
N
O
(O
m
V
W
m
A
W
N
O
fp
m
m
N
A
W
N
m
A
W
N
O
t0
m
V
m
Ul
A
W
PIS.
..
m
N
m
W
N
W
m
A
N
A
m
N
A
m
m
+
+
N
+
N
N
N
N
N
W
W
W
W
W
A
A
A
A
N
+O
+
+
+
O
N
A
<
O
O
O
O
O
m
m
O
O
O
O
o
O
A
O
m
O
m
O
O
O
N
O
A
O
m
O
m
O
O
O
N
O
A
O
m
m
O
N
m
m
W
O
A
m
m
N
A
m
m
N
L�
O
O
O
O
O
O
O
O
N
O
O
m
O
A
O
O
m
O
m
Ut
O
O
O
O
O
N
A
m
m
O
N
A
m
m
O
N
A
m
m
O
N
A
m
O
O
O
O
O
O
N
A
m
m
O
N
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
v
m
co
m
m
m
m
m
m
m
w
m
w
m
m
w
m
m
m
3
D
D
D
D
�
0
0
0
0
o
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
-I
�
�
�
1
-i
-i
�
�
�
(�
(�
(�
D
np
a
o
x
0
0
#
0
0
2
0
2
0
R
0
2
0
2
0
2
0
0
2
0
x
0
0
0
0
0
0
0
0
0
0
0
2
0
0
0
0
o
o
0
0
o
O
O
O
O
o
0
3
3
3
3�
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
B
3
a
a
v
v
a
a
v
a
a
v
v
v
a
N
w
w
A
3
3
3
G7
,n
,n
,n
,n
(i7
Q
,n
,n
,n
m
m
m
rn
m
m
3
Ll
Gl
,n
,n,
.n
47
4]
,n
,n
47
47
y
a.
a.
a.
5
V
V
V
N
J
A
A.
;:L
A.
Vt
Vt
IT
m
Ut
9
O
N
W
`
X
X
w
0
N
0
0
0
0
N
0
N
N
N
N
41
N
N
N
N
N
N
N
41
41
N
X
N
0
0
0
41
N
41
N
N
N
N
41
co
m
A
m
m
W
w
O
o
O
O
O
O
O
O
O
O
O
O
O
O
O
o
O
O
O
O
O
O
O
O
w
O
O
O
O
O
O
O
o
0
O
0
a
s
m O'
0
0
0
0
0
0
0
0
fO
m
m
m
V
V
m
m
Ut
m
A
A
W
lJ
W
N
+
m
m
O
t0
f0
m
m
m
V
V
m
m
(T
fT
'A
m
m
A
W
S
O
O
J
W
m
A
0
m
N
m
W
l0
m
m
N
m
O
m
V
W
N
O
m
O
V
N
m
A
O
m
N
J
W
t0
m
q
O
3 C
N
W
b
V
m
W
W
O
�O
N
Vt
W
10
tp
V
N
W+
t0
tit
A
N
m
m
m
N
N
O
V
m
A+
N
A
m
m
W
A
O
W
N
A
N
W
W
W
W
W
N
A
N
W
W
W
i>
N
W
6
N
fWT
.L
y
m
OI
m
m
W
N
N
U
N
Ut
O1
Ut
W
Ut
Ut
Ut
V1
Ut
Ut
W
w
W
m
Ut
m
W
W
m
N
N
N
m
Vt
Ut
N
N
Ut
tit
m
V1
UI
Ut
Ut
Ut
Jd
O
Ut
N
m
m
+
Ut
o
W
o
O+
A
N
N
N
N
W
U
0
0)
m
0
W
W
W
O
V
O
W
N
W
A
Vt
W
�I
A
�I
b
W
A
A
J
A
0
�+
iD
W
p
N+
O
-.
-.
Ut
�
Ll
t0
m
t0
Oo
tJ
V
m+
W
m
J
m
O
W+
V
N
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
d
N
N
N
N
N
N
N
N
N
N
N
VI
N
41
N
N
N
N
N
fIl
N
N
N
N
N
N
N
N
N
f/1
N
N
N
V!
N
N
N
N
N
41
41
41
N
N
-�
N
N
N
N
N
f/1
f/1
N
N
N
f/1
d
41
N
N
N
VI
N
N
N
N
VI
N
N
N
N
N
N
N
f/1
N
N
N
N
41
N
N
N
N
N
N
d
N
N
T
d
i
480 Ft Guyed Tower Structural Analysis
Project Number37514-2462.001.8700, Application 270581, Revision 3
November05, 2014
CCI BLI No 870159
Page 8
Sections
No.
Elevation (ft)
Component Type
Size
_
Critical
Element
` P (K)
_
SF'P allow
(It)
% .
Capacity
Pass /Fail
-
T15
200 - 180
Guy A@186.875
9/16
1081
16
21
76.6
Pass
T18
140 - 120
Guy A@126.875
7/8
1089
35
48
73.1
Pass
T21
80 - 60
Guy A@66.875
5/8
1095
21
25
81.0
Pass
T1
480 - 460
Guy B@466.875
1
1017
43
63
68.5
Pass
T4
420 -400
Guy B@416.25
7/8
1028
34
48
71.1
Pass
T6
380 - 360
Guy B@366.875
7/8
1040
35
48
73.4
Pass
T9
320 - 300
Guy B@306.875
3/4
1053
27
35
77.5
Pass
T12
260 - 240
Guy B@246.875
718
1065
32
48
67.9
Pass
T15
200 -180
Guy B@186.875
9/16
1076
16
21
76.2
Pass
T18
140 - 120
Guy B@126.875
7/8
1088
34
48
72.0
Pass
T21
80 - 60
Guy B@66.875
6/8
1094
20
25
78.7
Pass
T1
480 - 460
Guy C@466.875
1
1012
43
63
68.0
Pass
T4
420 - 400
Guy C@416.25
7/8
1024
34
48
71.9
Pass
T6
380 - 360
Guy C@366.875
7/8
1036
36
48
76.1
Pass
T9
320 - 300
Guy C@306.875
3/4
1048
29
35
83.4
Pass
T12
260 - 240
Guy C@246.875
718
1060
35
48
72.7
Pass
T15
200 -180
Guy C@186.875
9/16
107
T16
1 21
77.3
Pass
T18
140 -120
Guy C@126.875
7/8
1084
34
48
71.9
Pass
T21
80 - 60
Guy C@66.875
5/8
1090
20
25
79.4
Pass
T18
140 - 120
Top Guy Pull-
Off@126.875
3" x 3/8"
1085
11
36
29.5
Pass
T21
80 - 60
Top Guy Pull-
Off@66.875
3" x 3/8"
1093
8
36
21.8
Pass
Ti
480-460
Torque Arm
Top@466.875
C15x33.9+(2)4x4xl/2
1022
1
567
43.8
Pass
T4
420-400
Torque Ann
Top@416.25
C15x33.9+(2)4x4xl/2
1030
2
567
34.4
Pass
T6
380 - 360
Torque Ann
Top@366.875
C15x33.9+(2)4x4xl/2
1038
-4
542
34.9
Pass
T9
320-300
Torque Ann
Top@306.875
C15x33.9+(2)4x4x1/2
1050
-5
543
27.0 1
Pass
T12
260-240
Torque Ann
Top@246.875
C15x33.9+(2)4x4xl/2
1062
-9
543
30.9
Pass
T15
200 - 180
Torque Arm
Top@, 86.875
C15x33.9
1078
-5
288
38.4
Pass
Summary
Leg (T8)
87.1
Pass
Diagonal
(T12)
72.1
Pass
Horizontal
(T12)
92.3
Pass
Top Girt
Cn)
36.5
Pass
Bottom Gift
(T24)
79.0
Pass
Mid Girt
(T25)
3.4
Pass
Guy A (T9)
81.4
Pass
Guy B
(T21)
78.7
Pass
Guy C CF9)
83.4
Pass
tnxTower Report - version 6.1.4.1
' - I November 05, 2014
480 Ft Guyed Tower Structural Analysis M BU No 870159
Project Number 37514-2462.001.8700, Application 270581, Revision 3 Page 9
Section
'
Elevation(ft)
Component Type
size,
Critical' -
P (K)
SPP—allow
°/a
--
Pass /Fail'
No.
Element
; (K)
CapaciTy,
l
Top Guy
29.5
Pass
Pull -Off
(T18)
Torque Ann
43.8
Pass
Top (T1)
Bolt Checks
1 34.0
1 Pass
RATING =
1 92.3
1 Pass
Table 5 - Tower Component Stresses vs. Capacity
Notes
Component
Elevation (1)
%d Capacity
Pass / Fail.
Base Foundation
1
Structural
0
28.9
Pass
1
Base Foundation
0
69.5
Pass
Soil Interaction
Guy Anchor
1
Foundation
0
35.6
Pass
Structural
Guy Anchor
1
Foundation Soil
0
81.9
Pass
Interaction
Structure Rating (ma i from all components) _ 92.3%
Notes: - -- - - - - -
1) See additional documentation in 'Appendix C —Additional Calculations" for calculations supporting the % capacity
consumed.
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No
modifications are required at this time.
tnxTower Report - version 6.1.4.1
November05, 2014
480 Ft Guyed Tower Structural Analysis CCI BU No 870159
Project Number 37514-2462.001.8700, Application 270561, Revision 3 Page 10
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report - version 6.1.4.1
480 Ft Guyed Tower Structural Analysis
Project Number 37514-2462.001.8700, Application 270581, Revision 3
Tower'"Input Data
The main tower is a 3x guyed tower with an overall height of 480.00 ft above the ground line.
The base of the tower is set at an elevation of 0.00 ft above the ground line.
The face width of the tower is 3.67 ft at the top and tapered at the base.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
1) ASCE 7-10 Wind Data is used (wind speeds converted to nominal values).
2) Basic wind speed of 124 mph.
3) Structure Class II.
4) Exposure Category C.
s) Topographic Category 1.
6) Crest Height 0.00 ft.
7) Deflections calculated using a wind speed of 60 mph.
B) Pressures are calculated at each section.
g) Safety factor used in guy design is 1.
10) Stress ratio used in tower member design is 1.
Consider Moments - Legs
Consider Moments - Horizontals
Consider Moments - Diagonals
Use Moment Magnification
Use Code Stress Ratios
Use Code Safety Factors - Guys
Escalate Ice
Always. Use Max Kz
Use Special Wind Profile
Include Bolts In Member Capacity
Leg Bolts Are At Top Of Section
Secondary Horizontal Braces Leg
Use Diamond Inner Bracing (4 Sided)
Add IBC .6D+W Combination
November05, 2014
CCI BU No 870159
Page 11
,. Options : ,7771
Distribute Leg Loads As Uniform
Assume Legs Pinned
Assume Rigid Index Plate
4 Use Clear Spans For Wind Area
4 Use Clear Spans For KUr
4 Retension Guys To Initial Tension
4 Bypass Mast Stability Checks
4 Use Azimuth Dish Coefficients
4 Project Wind Area of Appurt.
4 Autocalc Torque Arm Areas
4 SR Members Have Cut Ends
4 Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
Use TIA-222-G Tension Splice
Capacity Exemption
Treat Feedline Bundles As Cylinder
Use ASCE 10 X-Brace Ly Rules
4 Calculate Redundant Bracing Forces
Ignore Redundant Members in FEA
SR Leg Bolts Resist Compression
4 All Leg Panels Have Same Allowable
Offset Girt At Foundation
4 Consider Feedline Torque
4 Include Angle Block Shear Check
_71Poles.`-' _
Include Shear -Torsion Interaction
Always Use Sub -Critical Flow
Use Top Mounted Sockets
tnxTower Report - version 6.1.4.1
480 Ft Guyed Tower Structural Analysis
Project Number37514-2462.001.8700, Application 270581, Revision 3
Wind 180
Q
a
C7
4 iPgn
Wn 0.
Leg C ► Z E
GAG Face
Wind 0
Comer & Starmount Guyed Tower
November05, 2014
CCI BU No 870159
Page 12
tnxTower Report - version 6.1.4.1
480 Ft Guyed Tower Structural Analysis
Project Number 37514-2462.001.8700, Application 270581, Revision 3
Ir
C
Wind 180
Guy C
Face Guyed
Tower Section'Geometry
November05, 2014
CCI BU No 870159
Page 13
Tower
Tower Assembly
Description Section
Number
Section
Section
Elevation Database
Width
of
Length
Sections
It
it
it
T1
480.00-460.00
3.67
1
20.00
T2
460.00-440.00
3.67
1
20.00
T3
440.00-420.00
3.67
1
20.00
T4
420.DD-400.00
3.67
1
20.00
T5
400.00-380.00
3.67
1
20.00
T6
380.00-360.00
3.67
1
20.00
T7
360.00-340.00
3.67
1
20.00
T8
340.00-320.00
3.67
1
20.00
T9
320.00-300.00
3.67
1
20.00
T10
300.00-280.00
3.67
1
20.00
T11
280.00-260.00
3.67
1
20.00
T12
260.00-240.00
3.67
1
20.00
T13 .
240.00-220.00
3.67
1
20.00
T14
220.00-200.00
3.67
1
20.00
T15
200.00-180.00
3.67
1
20.00
T16
180.00-160.00
3.67
1
20.00
T17
160.00-140.00
3.67
1
20.00
T18
140.00-120.00
3.67
1
20.00 '
T19
120.00-100.00
3.67
1
20.00
T20
100.00-80.00
3.67
1
20.00
T21
80.00-60.00
3.67
1
20.00
T22
60.00-40.00
3.67
1
20.00
T23
40.00-20.00
3.67
1
'20.00
T24
20.00-6.50
3.67
1
13.50
T25
6.50-0.00
3.67
1
6.50
tnxTower Report - version 6.1.4.1
Qe
N
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
M 'Y M 'Y M Y Y Y Y ow 00 Y M Y m Y M Y m Y m Y M Y M Y
y C0000000000000000000000000
tG
NNNNNNYINNNNNNN N rO NNNNNNNNO
y
¢fDalO¢tDafOQWQWQ(OQWQ(DQWQWQfOQ(O QfpafOQN
v v v v v v v
O
I': I':i:rnr,: I':nri�r-Z�ci
�
.M.. .M.. .M.. .M..
y
o000000000000000000000000
�
o o o 0 0 0 •o •o o •o o 0 0 0 o •o
C
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
N N N N N h N W! N N N N N N N N N W 0 0 0
N N N W N N W
G O
O N
W W 0 W W W 0 W W W W W W W W 0
.O
nr�rinrinnnrr��r�nnnn �i:�rnnn
Wfn
cV eD m N fV fV ` V cV N N (V iV iV
-o
C
N W W N y W N W W W W N N N N N W N W W y W N N N
V
N
} } } } } } } } } } } } } } } } } } } } } } } } }
a a a a a a a a a a a a a a a a
C N
0 O J C p J J J p
O OO OO
O O O O O O O O Orn
K ad0: dK d' Of KO O
�
mI-
a a a a a a a a a a a a a a a a
U
O
O O O O O O O O O O O O O O D W W (n M N co V) M V) co M N M W Ul W
C C
�WWzzzzzzzzzzzzzzzzzzz
Q
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
zzzzzz
0.
yO
N:�NxNxN-YNYN:�NYN-YNxN-YNYN:�NxNxNxNY
C
��°.
iJ
nononononononononononononononono
N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N
C CxxCCCCCCG=CrCCC CiCCCC CW W W N
W.IJ
J J J J J J J J J J J J J J J J J J J
m m m m m m m m m m m m m m m m m m m m m m m m m
vI
Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y
y
a a a a a a a a a a a a a a a
•o •0000 •o •o •o •o •o •o
o a000
W
3
N N
CV cV iV [V N iV
G
0000000000000000000
o0000000000000000000000o
a a a a a a a a a a a a aa a s
p
o000000000000 pwWVN 000No
W V N O W W V N O W W V'N�N O W W sr N O m 0 0 0
C'q'q•q MC'�I thMMNNNNN����e-dNvNdO
W
c c c c c c c c c c c c c c c c
O O O O O O O O O O O O O O O O
d o o d o o a d d d d o d d d d d d d o d d
y
m
0000000000000000004a000N
W
W t00 O N O GOD (OO a N O W t0p V N O W (00 OV N� GOD t00 Q N W
fn co () W M fn N U) co V) (n O) co rn (0 (0)
OL
O
0 0 0 0 0 0 0 0 0 0 0 n 0 n 0 0 0 0 0 0 R aC:� 0 0 0 a 0 0 0
r r r r r r r
V V OV N NC O OV m M OO m a M N M O M N OO N V N N N O N N
W
IOO GOD
V N V V.Q V NM W MnMGDMOMON�NNN MN V N W -(O.-
�'
r r r r r r r F F F F
V
November05, 2014
480 Ft Guyed Tower Structural Analysis CCI BU No 870159
Project Number 37514-2462.001.8700, Application 270581, Revision 3 Page 15
Tower
Leg
Leg
Leg
Diagonal
Diagonal
Diagonal
Elevation
Type
Size
Grade
Type
Size
Grade
it
T17160.00-
Solid Round
3 1/2" solid
A572-50
Solid Round
1 1/2" solid
A36
140.00
(50 ksi)
(36 ksi)
T18 140.00-
Solid Round
3 1/2" solid
A572-50
Solid Round
1 1/2" solid
A36
120.00
(50 ksi)
(36 ksi)
T19 120.00-
Solid Round
3 1/2" solid
A572-50
Solid Round
1 1/2" solid
A36
100.00
(50 ksi)
(36 ksi)
T20 100.00-
Solid Round
31/2" solid
A572-50
Solid Round
1 1/2" solid
A36
80.00
(50 ksi)
(36 ksi)
T21 80.00-
Solid Round
3 1/2" solid
A572-50
Solid Round
1 1/2" solid
A36
60.00
(50 ksi)
(36 ksi)
T22 60.00-
Solid Round
3 1/2" solid
A572-50
Solid Round
1 1/2" solid
A36
40.00
(50 ksi)
(36 ksi)
T23 40.00-
Solid Round
3 112" solid
A572-50
Solid Round
1 1/2" solid
A36
20.00
(50 ksi)
(36 ksi)
T24 20.00-6.50
Solid Round
3 1/2" solid
A572-50
Solid Round
1 1/2" solid
A36
(50 ksi)
(36 ksi)
T25 6.50-0.00
Solid Round
3 1/2" solid
A572-50
Solid Round
A36
(50 ksi)
(36 ksi)
Tower Section Geometry. (dont'd)
Bottom Girt
Tower
Top Girt
Top Girt
Top Girt
Bottom Girt
Bottom Girt
Elevation
Type
Size
Grade
Type
Size
Grade
It
Tt 480.00-
Solid Round
1" solid
A36
Solid Round
1" solid
A36
460.00
(36 ks)
(36 ksi)
T2460.00-
Solid Round
I" solid
A36
Solid Round
1" solid
A36
440.00
(36 ksi)
(36 ksi)
T3 440.00-
Solid Round
1" solid
A36
Solid Round
1" solid
A36
420.00
(36 ksi)
(36 ksi)
T4 420.00-
Solid Round
1" solid
A36
Solid Round
1" solid
A36
400.00
(36 ksi)
(36 ksi)
T5 400.00-
Solid Round
1" solid
A36
Solid Round
1" solid
A36
380.00
(36 ks)
(36 ksi)
T6 380.00-
Solid Round
1" solid
A36
Solid Round
1" solid
A36
360.00
(36 ksi)
(36 ksi)
T7 360.00-
Solid Round
1" solid
A36
Solid Round
1" solid
A36
340.00
(36 ksi)
(36 ksi)
T8 340.00-
Solid Round
1" solid
A36
Solid Round
1" solid
A36
320.00
(36 ksi)
(36 ksi)
T9 320.00-
Solid Round
1" solid
A36 •
Solid Round
1" solid
A36
300.00
(36 ks)
(36 ksi)
T10 300.00-
Solid Round
1" solid
A36
Solid Round
1" solid
A36
280.00
(36 ksi)
(36 ksi)
T11 280.00-
Solid Round
1" solid
A36
Solid Round
I" solid
A36
260.00
(36 ksi)
(36 ksi)
T12 260.00-
Solid Round
1" solid
A36
Solid Round
1" solid
A36
240.00
(36 ksi)
(36 ksi)
T13 240.00-
Solid Round
1"solid
A36
Solid Round
1" solid
A36
220.00
(36 ksi)
(36 ksi)
T14 220.00-
Solid Round
1"solid
A36
Solid Round
1" solid
A36
200.00
(36 ksi)
(36 ksi)
T15 200.00-
Solid Round
1" solid
A36
Solid Round
1"solid
A36
180.00
(36 ksi)
(36 ksi)
T16 180.00-
Solid Round
1" solid
A36
Solid Round
1" solid
A36
160.00
(36 ksi)
(36 ksi)
T17 160.00-
Solid Round
1" solid
A36
Solid Round
1" solid
A36
140.00
(36 ksi)
(36 ksi)
T18 140.00-
Solid Round
1" solid
A36
Solid Round
1" solid
A36
120.00
(36 ksi)-
(36 ksi)
T19 120.00-
Solid Round
1"solid
A36
Solid Round
1" solid
A36
100.00
(36 ksi)
(36 ksi)
T20 100.00-
Solid Round
1"solid
A36
Solid Round
1"solid
A36
80.00
(36 ksi)
(36 ksi)
T21 80.00-
Solid Round
1"solid
A36
Solid Round
1" solid
A36
60.00
(36 ksi)
(36 ksi)
T22 60.00-
Solid Round
1" solid
A36
Solid Round
1" solid
A36
tnxTower Report - version 6.1.4.1
November05, 2014
480 Ft Guyed Tower Structural Analysis CCI BU No 870159
Project Number 37514-2462.001.8700, Application 270581, Revision 3 Page 16
Tower
Top Girt
Top Girt
Top Girt
Bottom Girt
Bottom Girt
Bottom Girt
Elevation
Type
Size
Grade
Type
Size
Grade
it
40.00
(36 ksi)
(36 ksi)
T23 40.00-
Solid Round
1" solid
A36
Solid Round
1" solid
A36
20.00
(36 ksi)
(36 ksi)
T24 20.00-6.50
Solid Round
1" solid
A36
Solid Round
I" solid
A36
(36 ksi)
(36 ksi)
T25 6.50-0.00
Flat Bar
12"x3/8"
A36
Flat Bar
12" x 3/8"
A36
(36 ksi)
(36 ksi)
Tower Section Geometry (cont'd)
Tower
No.
Mid Girt Mid Girt
Mid Girt
Horizontal
Horizontal
Horizontal
Elevation
of
Type size
Grade
Type
Size
Grade
Mid
ft
Girts
T1 480.00-
None
Solid Round
A36
Solid Round
1" solid
A572-50
460.00
(36 ksi)
(50 ksi)
T2 460.00-
None
Solid Round
A36
Solid Round
1" solid
A572-50
440.00
(36 ksi)
(50 ksi)
T3440.00-
None
Solid Round
A36
Solid Round
1"solid
A57250
420.00
(36 ksi)
(50 ksi)
T4420.00-
None
Solid Round
A36
Solid Round
1" solid
A572-50
400.00
(36 ksi)
(50 ksi)
T5 400.00-
None
Solid Round
A36
Solid Round
1" solid
A572-50
380.00
(36 ksi)
(50 ksi)
T6380.00-
None
Solid Round
A36
Solid Round
1"solid
A572-50
360.00
(36 ksi)
(50 ksi)
T7 360.00-
None
Solid Round
A36
Solid Round
1" solid
A57250
340.00
(36 ksi)
(50 ksi)
T8 340.00-
None
Solid Round
A36
Solid Round
1" solid
A572-50
320.00
(36 ksi)
(50 ks)
T9 320.00-
None
Solid Round
A36
Solid Round
1"solid
A572-50
300.00
(36 ksi)
(50 ksi)
T10 300.00-
None
Solid Round
A36
Solid Round
1" solid
A572-50
280.00
(36 ksi)
(50 ksi)
T11 280.00-
None
Solid Round
A36
Solid Round
1" solid
A572-50
260.00
(36 ksi)
(50 ksi)
T12 260.00-
None
Solid Round
A36
Solid Round
1" solid
A572-50
240.00
(36 ksi)
(50 ksi)
T13 240.00-
None
Solid Round
A36
Solid Round
1" solid
A572-50
220.00
(36 ksi)
(50 ksi)
T14 220.00-
None
Solid Round
A36
Solid Round
1" solid
A572-50
200.00
(36 ksi)
(50 ksi)
T15 200.00-
None
Solid Round
A36
Solid Round
1" solid
A572-50
180.00
(36 ksi)
(50 ksi)
T16 180.00-
None
Solid Round
A36
Solid Round
1" solid
A572-50
160.00
(36 ks)
(50 ks)
T17 160.00-
None
Solid Round
A36
Solid Round
1" solid
A572-50
140.00
(36 ksi)
(50 ksi)
T18140.00-
None
Solid Round
A36
Solid Round
1" solid
A572-50
120.00
(36 ksi)
(50 ksi)
T19 120.00-
None
Solid Round
A36
Solid Round
1"solid
A572-50
1 U0.00
(36 ksi)
(50 ksi)
T20100.00-
None
Solid Round
A36
Solid Round
1"solid
A572-50
80.00
(36 ksi)
(50 ksi)
T21 80.00-
None
Solid Round
A36
Solid Round
1" solid
A572-50
60.00
(36 ksi)
(50 ksi)
T22 60.00-
None
Solid Round
A36
Solid Round
1" solid
A572-50
40.00
(36 ksi)
(50 ksi)
T23 40.00-
None
Solid Round
A36
Solid Round
1" solid
A572-50
20.00
(36 ksi)
(50 ksi)
T24 20.00-6.50
None
Solid Round
A36
Solid Round
1" solid
A572-50
(36 ksi)
(50 ksi)
T25 6.50-0.00
2
Flat Bar 9" x 318"
A36
Solid Round
1" solid
A572-50
(36 ksi)
(50 ks)
tnxTower Report - version 6.1.4.1
L,y" L•9 uo!sjaA - podaa aamolxul
L
L'0
L'0
L'O L'0 L'O 6'0
00'09Y
L
L'O
L'0
L'o L'O L'O 6'0 L
ON
ON
-00'094 Ll
A
A
A
A A A A
y
X
X
X
X X X X
spunod
selouy
s6elo s6elO
ppoS
al6giS
soeie
zuoy
s6elO Goers eoPJO
N
N
uollenGl3
uauul
ves
zuoy
SM19 aI6mS N X s6e7
0180
oleo
.1amol
(P IuoD),lJ;awoaE) uoi;aaS JGMO.L
ld-P!W
ld-PIN
90'L
L
L
9EV
000'0
00'0
00'0-09'9 sZ1
UsA 9E)
09'9
ld-P!W
ld-P!W
90'L
L
L
9EV
000'0
00'0
-00'0Z 4Z1
(!sA 9£)
00'0Z
ld-P!W
)d-P!W
90'L
L
L
9EV
000'0
00'0
-00'04 EZl
0" 9£)
00'OY
ld-P!W
Id-P!W
90'L
L
L
9EV
000'0
00'0
-00'09 ZZl
(!q 90
00'09
Id-P!W
ld-P!W
90'L
L
L
9Etl
000'0
00'0
-00'09 LZl
(m 9E)
00'08
Id-P!W
ld-PIN
90'L
L
L
9EV
000'0
00'0
-00'00L OZl
(!sA 9E)
00'00L
Id-P!W
ld-P!W
90'L
L
L
9EV
000'0
00'0
-00'OZL 6Ll
(!sA 9E)
00'OZL
ld-PUN
Id-P!W
9O'L
L
L
9EV
000'0
00'0
-00'O4L 9Ll
Id -PIN
ld-PM
90'L
L
L
9EV
000'0
00'0
-00'09L LLl
I'm 9E)
00'09L
Id-P!W
ld-P!W
90'L
L
L
9EV
000'0
00'O
-00'09L 9Ll
'
ON 9E)
00'08L
Id-P!W
ld-P!W
90'L
L
L
9EV
000'0
00'0
-00'00Z 9G1
04 9E)
00'00Z
ld-P!W
ld-P!W
90'L
L
L
9EV
000'0
00'0
-00'OZZ 141
(!q 9£)
00'OZZ
Id-P!W
ld-P!W
90'L
L
L
9EV
000`0
00'0
-00'07Z EL1
(!" 9£)
00'04Z
ld-P!W
Id-P!W
90'L
L
L
9Etl
000'0
00'0
-00'09Z ZLl
01 9E)
00'09Z
Id-P!w
>d-P!W
90'L
L
L
9EV
000'0
00'0
-00'O9Z Lll
(!sA 90
00'09Z
Id-P!W
ld-P!w
90'L
L
L
9EV
000'0
00'0
-00'00£ OLl
(m 9E)
00,00E
Id-P!W
ld-PIN
90'L
L
L
9EV
000'0
00'0
-00'OZE 61
(!S)l 9E)
00'OZ£
ld-PM
ld-P!W
90'L
L
L
9EV
000'0
00'0
-00'06E 81
(!sA 9E)
00,04E
ld-P!W
Id-P!W
90'L
L
L
9EV
000'0
00'0
-00'09E Ll
(!sA 9E)
00'098
MTN
MTN
90'L
L
L
9EV
000'0
00'0
-00,09E 91
(!SA 90
00'08£
lei -PIN
ld-PIN
90'L
L
L
9EV
000'0
00'0
-00'004 91
(!q 9E)
00'004
M-PIN
ld-P!W
90'L
L
L
9EV
000'0
00'0
-00'OZb 41
(!q 90)
00'OZt+
ld-P!W
Id-P!W
90'L
L
L
9EV
000'0
00'O
-00'044 El
(!q 9£)
00'046
ld-P!W
ld-P!W
90'L
L
L
9EV
000'0
00'0
-00'09b Z1
0" 9£)
00'094
Id-P!W
ld-P!W
90'L
L
L
9Etl
000'0
00'0
-00'08b L1
uI
m
W
iy
y
slelu0zuo14
sleu0b O
6moedS
6u/oeds
,d
(we)iad)
11094ONS
4109401.9s
J070ej
IV
ssom lyl
eary
uo11enal3
al6uy algno(7 el6uy algno0 71npy ly6IaM
)sn/py
joloe_ jsRrpVapGjgj9ssno
lassn0
lassng
JaMol
(P,luoo) .�Upwoacj uoi Gag Jamol
LI,abed guolslAazl'L890LZuoge0llddV'ooL&"L00'Z9te- tgZejegwnN)oalwd
69GOLs oN 11810o s)sileuylein)ow)Sjamol paAno 1d OStb
bIOZ'9OJagwanoN S 0
[ °
$
t
,
2
)
a,
]
—cc
)2
~
�8
k) x�ISIISR§2§»§§GISTS&&b§
tits §RIRITS §t;R;§;§;------------}
t
�
,
/®®mGSmGmm2QGS2Gkm§mmSQSb&§S&§mtmmGRGG:G»mtGtmcGm»b)
)
*k\`§
§
.
12
` —
$xwmmGRRR§§mRG§SmGm»kRR§&§§bmSmGnQmm»G&bGmR&QGRGQQm/
its�
@
cn
�
!
�
�{\ w»Qm2QQm§kR§§§»§Qe&ebtbmRR»b%§§§m§§GR
Id- GbR§SGGR§§o5
0%
§
,
a
§
\
`t
wi}x»;;::;:;;;;;mm;:m;:::l:;::m:m::G;::::m:::::::::::\
m
a
£t5
§
t
, , , , , , , , , , , \ , , , , , , , , , , —
i/
«
_%
kkk�6
§ Nt
\�
/�®!
° z z z z z
§e
z z z z z z z z z!
}\
\
�}
\
;
0 0 z zz
z
zzzzzzzz zzzzzzzzzzzzA
|!
!e
6 \
3a
\C
Bm
CA co ;§§§§§§§
E[$[
�!m
)
\
CA CA
es$
a)§)k2
§
§§§)k
/§!2
\
}
0
480 Ft Guyed Tower Structural Analysis
Project Number 37514-2462.001.8700, Application 270581, Revision 3
November 05, 2014
CCI BU No 870159
Page 19
Tower
Elevation
It
Leg
Diagonal
Top Girt
Bottom
Girt
Mid
Girt
Long Horizontal
Short Horizontal
Net lMdth
U
Net
U
Vat 149dth
U
Net
U
Net
U
Net
U
Net
U
Deduct
Width
Deduct
lMdlh
Width
Width
MOM
in
Deduct
in
Deduct
Deduct
Deduct
Deduct
in
in
in
in
in
T3 440.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
420.00
T4 420.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
400.00
T5 400.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
380.00
T6 380.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
360.00
T7 360.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
340.00
T8 340.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
320.00
T9 320.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
300.00
T10 300.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
280.00
T11280.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
.1
0.000
1
0.000
1
260.00
T12 260.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
240.00
T13 240.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
220.00
T14 220.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
200.00
T15 200.00-
0.000
1
0.000
1
0.000
1
0.006
1
0.000
1
0.000
1
0.000
1
180.00
T16180.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
160.00
T17160.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
140.00
T18140.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
120.00
T19120.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
100.00
T20100.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
80.00
T2180.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
60.00
T22 60.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
40.00
T23 40.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
20.00
T24 20.00-
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
6.50
T25 6,60-0.001
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
1
Tower Section Geoiriefry (cont'd)
Tower
Elevation
ft
Leg
Connection
Type
Leg
Bolt Size
No.
Diagonal
Top Girt
Bottom
Girt
Mid Girt
Long Horizontal
Short
Horizontal
Bolt Size No.
Bolt Size No.
Bolt Size No.
Bolt Size No.
Bolt Size No.
Bolt Size
No.
in
in
in
in
in
in
in
T1480.00-
Flange
1.000
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
460.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T2460.00-
Flange
1.000
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
440.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T3440.00-
Flange
1.000
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
420.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T4420.00-
Flange
1.000
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
400.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T5400.00-
Flange
1.000
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
380.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
tnxTower Report - version 6.1.4.1
480 Ft Guyed Tower Structural Analysis
Project Number37514-2462.001.8700, Application 270581, Revision 3
November05, 2014
CCI BU No 870159
Page 20
Tower
Elevation
it
Leg
Connection
Type
Leg
Bolt Size
No.
Diagonal
Top Girt
Bottom Girt
Mid Girt
Long HorfzontaJ
Short
Horizontal
Bolt Size No.
Bolt Size No.
Bolt Size No.
Bolt Size No.
Bolt Size No.
Bolt Size No.
in
in
in
in
in
in
in
T6 380.00-
Flange
1.000
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
360.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T7 360.00-
Flange
1.000
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
340.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T8 340.00-
Flange
1.375
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
320.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T9 320.00-
Flange
1.375
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
300.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T10 300.00-
Flange
1.375
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
280.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T11280.00-
Flange
1.375
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
260.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T12 260.00-
Flange
1.375
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
240.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T13 240.00-
Flange
1.375
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
220.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T14 220.00-
Flange
1.375
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
200.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T15 200.00-
Flange
1.375
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
180.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T16180.00-
Flange
1.375
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
-0
0.000
0
160.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T17160.00-
Flange
1.375
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
140.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T18140.00-
Flange
1.375
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
120.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T19120.00-
Flange
1.375
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
100.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T20100.00-
Flange
1.375
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
80.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T2180.00-
Flange
1.375
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
60.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T22 60.00-
Flange
1.375
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
40.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T23 40.00-
Flange
1.375
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
20.00
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T24 20.00-
Flange
1.375
4
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
6.50
A325N
A325X
A325X
A325X
A325X
A325X
A325X
T25 6.50-0.00
Flange
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
0.000
0
A325N
A325X
A325X
A325X
A325X
A325X
A325X
Guy_ Data
Guy
Guy
Guy
Initial
%
Guy
Guy
L„
Anchor
Anchor
Anchor
End
Elevation
Grade
Size
Tension
Modulus
Weight
Radius
Azimuth
Elevation
Fitting
Adj.
Efficiency
R
K
ksi
Of
ft
It
It
466.875
EHS
A
1
15.68
15%
19000
2.10
497.52
176.00
0.000
0
100%
B
1
15.68
15%
19000
2.10
497.52
176.00
0.000
0
100%
C
1
15.68
15%
19000
2.10
497.52
176.00
0.000
0
100%
416.25
EHS
A
7/8
11.96
16%
19000
1.58
450.50
176.00
0.000
0
100%
B
7/8
11.96
15%
19000
1.58
450.50
176.00
0.000
0
100%
C
7/8
11.96
15%
19000
1.58
450.50
176.00
0.000
0
100%
366.875
EHS
A
7/8
11.98
15%
19000
1.58
405.45
176.00
0.000
0
100%
B
718
11.96
15%
19000
1.58
405.45
176.00
0.000
0
100%
.0
718
11.96
15%
19000
1.58
405.45
176.00.
0.000
0
100%
308.875
EHS
A
3/4
8.74
15%
19000
1.16
352.25
176.00
0.000
0
100%
B
3/4
8.74
15%
19000
1.16
352.25
176.00
0.000
0
100%
C
3/4
8.74
15%
19000
1.16
352.25
176.00
0.000
0
100%
246.875
EHS
A
7/8
6.38
8%
19000
1.58
301.78
176.00
0.000
0
100%
S
7/8
6.38
8%
19000
1.58
301.78
176.00
0.000
0
100%
C
718
6.38
8%
19000
1.58
301.78
176.00
0.000
0
100%
186.875
EHS
A
9/16
2.80
8%
21000
0.67
255.12
176.00
0.000
0
100%
B
9/16
2.80
8%
21000
0.67
255.12
176.00
0.000
0
100%
C
9116
2.80
8%
21000
0.67
255.12
176.00
0.000
0
100%
tnxTower Report - version 6.1.4.1
0
0
November05, 2014
480 Ft Guyed Tower Structural Analysis
CCI BU No 870159
Project Number 37514-2462.001.8700, Application 270581, Revision 3
Page 21
126.876
EHS A 7/8 6.38
8% 19000 1.58 215.11
176.00
0.000 0 100%
B 7/8 6.38
8% 19000 1.58 215.11
176.00
0.000 0 100%
C 7/8 6.38
8% 19000 1.58 215.11
176.00
0.000 0 100%
66.875
EHS A 5/8 5.94
14% 21000 0.81 186.08
176.00
0.000 0 100%
B 518 5.94
14% 21000 0.81 186.08
176.00
0.000 0 100%
C 5/8 5.94
14% 21000 0.81 186.08
176.00
0.000 0 100%
Guy Data(cont'd)
Guy
Torque -Arm Torque -Arm Size
Mount Torque -Arm
Torque -Arm Torque -Ann Torque -Arm
Elevation
Type Spread
Leg Angle Style Grade
Type
it
It
466.875
Torque Ann 7.33
0.000 Channel A36
Arbitrary
C15x33.9+(2)4x4xl/
(36 ksi)
Shape
2
416.25
Torque Arm 7.33
0.000 Channel A36
Arbitrary
C15x33.9+(2)4x4xl/
(36 ksi)
Shape
2
366.875
Torque Arm 7.33
0.000 Channel A36
Arbitrary
C15x33.9+(2)4x4xl/
(36 ksi)
Shape
2
306.875
Torque Ann 7.33
0.000 Channel A36
Arbitrary
C15x33.9+(2)4x4x1/
(36 ksi)
Shape
2
246.875
Torque Arm 7.33
0.000 Channel A36
Arbitrary
C15x33.9+(2)4x4x1/
(36 ksi)
Shape
2
186.875
Torque Arm 7.33
0.000 Channel A36
Channel
C15x33.9
(36 ksi)
126.875
Corner
66.875
Comer
-Guy Data (cont'd)
Pull -Off Pull -Off Type Pull -Off Size
Guy
Diagonal Diagonal Upper Diagonal Lower Diagonal Is
Elevation
Grade Type Size Size Strap.
Grade
it
466.88
A36 Solid Round
A36 Solid Round
(36 ks)
(36 ksi)
416.25
A36 Solid Round
A36 Solid Round
(36 ksi)
(36 ksi)
366.88
A36 Solid Round
A36 Solid Round
(36 ksi)
(36 ksi)
306.88
A36 Solid Round
A36 Solid Round
(36 ksi)
(36 ksi)
246.88
A36 Solid Round
A36 Solid Round
(36 ksi)
(36 ksi)
186.88
A36 Solid Round
A36 Solid Round
(36 ksi)
(36 ksi)
126.88
A36 Solid Round
Yes
A36
Flat Bar 3" x 3/8"
(36 ksi)
(36 ksi)
66.88
A36 Solid Round
Yes
A36
Flat Bar 3" x 3/8"
(36 ksi)
(36 ksi)
Guy Data'(cont'd) .
Guy
Tower Tower
Cable Cable
Cable Cable Tower
Tower
Elevation Weight Weight
Weight Weight Intercept
Intercept
Intercept Intercept
A B
C D A
B
C D
R
K K
K K R
R
It it
466.875
1.04 1.04
1.04 16.10
16.10
16.10
6.9
6.9
6.9 sedpulse
sedpulse
sedpulse
416.25
0.71 0.71
0.71 13.08
13.08
13.08
6.2
6.2
6.2 sedpulse
sedpulse
sedpulse
366.875
0.64 0.64
0.64 10.63
10.63
10.63
5.6
5.6
5.6 sedpulse
sedpulse
sedpulse
306.875
0.41 0.41
0.41 8.04
8.04
8.04
4.9
4.9
4.9 sedpulse
tnxTower Report - version 6.1.4.1
V O ) N
n LON
N O
W
aZ
omOC
oU
Z U
9
N
N
V
L q
J
J
Na
J
ma
m
CO a
r
m
r
ui
v
a
c�i
L a
N
N
O.Or
6fNOm
6(m0
Vl
VI
Vl
Vl V
3 C¢C
nd
O m
C
N
N
N
W V
O
N
W
d t
3
0
r
N
BUY
v
.r-
m
17
ca
U3
o
c
o
0
4
y¢
m�
aO1apY
v
6
m
6
C�
Qm T
U�
o
G
o
0
L
7 N
L T
U 3
0
0
0
0
O �
as
Z
a
j
cq
m
n
m
n
m
m
rm
Vi
lL
,,.
U
m
1
as
mmmmmm
m m m m m m
O O O G O O
m m m m m m
mmmmmm
000000
�Yo�zzzzzzzz
U tq o
aY.0 clzzzzzzz
�:2 a m ,,me m
nNrrrrr
J W C m m m m m m
(gam mtOmmmmco
W V T M M N
t
o 0 0 0 0 0 0 0
S
o o o 0 0 0 0 0
oZ
p
W
�
�
E0
0 0 0 0 0 0 0
Z
N_
mXmXmXmXmXmXmXmX
m
O a O Q O Q O Q 0¢ O¢ O Q O Q
0 0 0 0 0 0 0 0
t
o O o o O o O O
S C
O O O O O O O O
ZO
a�
E0
0 0 0 0 0 0 0
2
C
mXmXmXmXmXmXmXmX
{NO N(NO NfNONINO NpN�N6N
m
c5
oaoQoQoQoQoQo QoQ
o 0
D=
O O O O O O O O
���=00000000
�d
2
N
mZmZmZmZmZmZmzmz
C
N m N m N m N m N m N m N m N m
m N m N m N m N m N m N m N m N
m
O a 0¢ O Q O Q O Q O Q O Q O Q
J W C
U
m m m m m m m
m
W
b ImD O v � N m
R
Aww-
Q N v,
ummv
N CttIm moo
N N N N N
4
C
�
O
C
QmUQaO
E2
C
0
a
o
m m
r
�
N
W
v
O
c
b N
O N
NR
(p
O O
m
c
Lq
-q
m
f0 m
m
OR
M
fp
to
M
m
`mz
o U
LL
c c_
o
�
�-•
W
o u>
m
o
0 0
0
0
o
a o
0
0
0
0
0
0
0 0
0
E •5
N
m
o
so co
0
o
m
Lq u�
m
m
o
m
�n
o
o Io
rn
S
N
�
N�C
OOfOONOM
Om 0000000NOY100000010MONO0001OM000
`U
�000�o.=o.=000.-o
�� c
N
�n
,-000uic0000�o�o�o�o�o�o�o
.�
3! � �
N
•Y
V
?
m
d
C.)
W
411�
.p
O O
a
M N
O
.-
•-
O
N
'7
m
N
O
N
N
O
1,
J O
C�
C7
O
O
O
O
O
Q
CQ
C�
O O
O
N
N
Q.�-e�-�mmthNNNl�ht�Q V V mfD (D
(�
O•
WmmmtOmmvst 'd'�-��-aD LOmM MM
O
O
O
mm W
0=
O O
O O
O
O
O O
O O
O
O
O
O
O
O
O O
O O
O
O
O
O
O
CJ
O
C�O
O
O
O
O
O O
O O
O O
a
C
W
=
1O
O O
O O
O
O
O O
O C
O
G
O
C
O
C
O O
G O
O
O
O
O
IV
CV
CV
N
N CV
p
p
O
N
C> O
CJ
O CJ
O
N
O
O O
O
O
O
O
C
C
O O
O
Q
Q.
N C
mMMmmMMMMm m m m m M M M M m
Ommm OO mNNNOmmmmpMmM
W
o
W
O O
a
a a
n
O
O
a a
a
O
a
a
a
O
O O
O
C O
n
m l0
A
V
V t0
K
Ih
m
V7
W; .W
fp
G
c°p
Q o
=
m
o
m m
mQ
m m
m
m
m
^m
m m
m
m
aN
m
m
m
^m
m m
m
'boo
J
2
IQd
Itl
1�
a�NCN
o
g
¢` a`
��
�a
o¢mo¢mo¢mo¢mo¢mo¢mo
J
3a_
0
o d
o 0
z z
0
z
0 0
z z
0
z
0
z
0
z
0 0
z z
0
z
0
z
0
z
0
z
0
z
0
z
0 0
z z
0
z
O C.
d
D
�Lf1�
m m CC! m .
W N
�N�^LLl¢LL�LLe�-IL¢W¢NIO
ll, y
M M N �
•U
m.=O
V'�CONNLLCLL
r'OV�¢LLhLL�NN
7�QaO•-��0
Ma November 05, 2014
480 Ft Guyed Tower Structural Analysis CCI BU No 870159
Project Number37514-2462.001.8700, Application 270581, Revision 3 Page 24
Feed Line/Linear Appurtenances r Entered As Area
Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
Discrete Tower Loads
I .
Weight
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
or
Type
Horz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
It
ft
ft2
ft2
K
ft
It
Beacon
C
None
0.000
480.00
No Ice
3.60
3.60
0.10
"Existing 477"
HMD12HO-WNQ
C
From Leg
4.00
0.000
477.00
No Ice
3.13
3.13
0.06
0
7
(2) Side Arm Mount [SO
C
None
0.000
477.00
No Ice
17.61
17.61
0.44
602-3]
"Existing 456"
Side Arm Mount [SO 601-
A
From Leg
2.50
60.000
456.00
No Ice
1.22
6.30
0.16
1]
0
0
Side Ann Mount [SO 601-
B
From Leg
2.50
-60.000
456.00
No Ice
1.22
6.30
0.16
1]
0
0
Radome Cylinder (48"0 x
B
From Face
5.00
0.000
456.00
No Ice
16.00
16.00
0.20
5')
0
3
-Existing 438"
FM1/1
A
From Leg
4.00
0.000
438.00
No Ice
0.68
0.86
0.01
0
2
Side Arm Mount [SO 308-
A
From Leg
2.00
0.000
438.00
No Ice
0.98
3.03
0.05
1]
0
0
"Existing 427"
FMt/1
C
From Leg
2.00
0.000
443.00
No Ice
0.68
0.86
0.01
0
0
FM1/1
C
From Leg
2.00
0.000
427.50
No Ice
0.68
0.86
0.01
0
0
FM1N
C
From Leg
2.00
0.000
419.75
No Ice
0.68
0.86
0.01
0
0
FM1/1
C
From Leg
2.00
0.000
412.00
No Ice
0.68
0.86
0.01
0
0
30' x 2" Pipe Mount
C
From Leg
1.00
0.000
427.50
No Ice
7.13
7.13
0.24
0
0
"Proposed 380"
750 10074
A
From Leg
2.00
0.000
380.00
No Ice
1.74
1.74
0.02
0
4
Side Ann Mount [SO 309-
A
From Leg
1.00
0.000
380.00
No Ice
2.82
2.20
0.04
1]
0
0
•existing373'
Side Ann Mount [SO 602-
C
None
0.000
373.00
No Ice
17.61
17.61
0.44
3]
"Existing 346"
Pipe Mount [PM 601-1]
C
From Leg
0.50
0.000
346.00
No Ice
3.00
0.90
0.07
tnxTower Report - version 6.1.4.1
aa
480 Ft Guyed Tower Structural Analysis
Project Number 37514-2462.001.8700, Application 270581, Revision 3
NovemberO5, 2014
CCI BU No 870159
Page 25
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
or
Type
Horz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
d
It
It
ft
K
It
It
0
0
-Existing 316°°
PG1 DOF-0093-011
B
From Leg
4.00
0.000
316.00
No Ice
1.40
1.40
0.01
0
6
Side Arm Mount [SO 306-
B
From Leg
2.00
0.000
316.00
No Ice
0.98
2.18
0.04
1]
0
0
Pipe Mount [PM 601-1]
C
From Leg
0.50
0.000
314.00
No Ice
3.00
0.90
0.07
0
0
`"Existing 276°°
ASPD974
C
From Leg
4.00
0.000
276.00
No Ice
4.03
4.03
0.03
0
7
Side Ann Mount [SO 602-
C
None
0.000
276.00
No Ice
17.61
17.61
0.44
3]
-Existing 267"
Pipe Mount [PM 601-1]
C
From Leg
0.50
0.000
267.00
No Ice
3.00
0.90
0.07
0
0
"Existing 254"
(2) CMA-BDHH/6520/EO-8
A
From Leg
4.00
0.000
254.00
No Ice
10.22
5.10
0.09
w/ Mount Pipe
0
2
(2) CMA-BDHH/6520/EO-8
B
From Leg
4.00
0.000
254.00
No Ice
10.22
5.10
0.09
w/ Mount Pipe
0
2
(2) CMA-BDHH/6520/EO-8
C
From Leg
4.00
0.000
254.00
No Ice
10.22
5.10
0.09
w/ Mount Pipe
0
2
CMA-B/6520/EO-8 w/
A
From Leg
4.00
0.000
254.00
No Ice
5.23
4.99
0.05
Mount Pipe
0
2
CMA-B/6520/EO-8 w/
B
From Leg
4.00
0.000
254.00
No Ice
5.23
4.99
0.05
Mount Pipe
0
2
CMA-B/6520/EO-8 w/
C
From Leg
4.00
0.000
254.00
No Ice
5.23'
4.99
0.05
Mount Pipe
0
2
FRIE
B
From Leg
4.00
0.000
254.00
No Ice
4.13
1.11
0.06
0
2
FRIG
B
From Leg
4.00
0.000
254.00
No Ice
2.79
1.10
0.06
0
2
(2) FRIG
C
From Leg
4.00
0.000
254.00
No Ice
2.79
1.10
0.06
0
2
(2) FXFB
C
From Leg
4.00
0.000
254.00
No Ice
0.99
1.12
0.06
0
2
ASU9338TYP0l
A
From Leg
4.00
0.000
254.00
No Ice
3.74
1.16
0.02
0
2
Sector Mount [SM 1303-3]
C
None
0.000
254.00
No Ice
30.20
30.20
1.10
"Existing 238"
CA5-150EB/CP
C
From Leg
3.00
0.000
238.00
No Ice
2.84
2.84
0.01
0
0
"Existing 180"
PTP58600 w/ Mount Pipe
A
From Leg
4.00
0.000
180.00
No Ice
2.22
0.92
0.02
0
0
tnxTower Report - version 6.1.4.1
0 a November O5,2O14
480 Ft Guyed Tower Structural Analysis CC/ BU No 870159
Project Number 37514-2462.001.8700, Application 270581, Revision 3 Page 26
Description Face
Offset
Offsets:
Azimuth Placement
CAAA
Cp4A Weight
or
Type
Horz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
It
it
it,
it, K
it
It
Pipe Mount [PM 601-1] A
From Leg
2.00
0.000 180.00 No Ice
3.00
0.90 0.07
0
0
"Existing 130"
(2) CMA-13/3324 w/ Mount
A
From Leg
4.00
0.000
130.00
No Ice
9.17
6.84
0.07
Pipe
0
1
(2) CMA-13/3324 w/ Mount
B
From Leg
4.00
0.000
130.00
No Ice
9.17
6.84
0.07
Pipe
0
1
(2) CLIA-8/3324 w/ Mount
C
From Leg
4.00
0.000
130.00
No Ice
9.17
6.84
0.07
Pipe
0
1
Sector Mount [SM 4053]
C
None
0.000
130.00
No Ice
18.73
18.73
0.86
TMExisting 118"
HDCA-10
C
From Leg
3.00
0.000
118.00
No Ice
5.76
5.76
0.02
0
0
Dishes
Weight
Description
Face
Dish
Offset
Offsets:
Azimuth 3 dB
Elevation
Outside
Aperture
or
Type
Type
Horz
Adjustment Beam
Diameter
Area
Leg
Lateral
IMdth
Vert
It
ft
it
fe
K
' PL6-65-PXA
C
Paraboloid w/o
From
1.00
-60.000
346.00
6.00 No Ice
28.30
0.74
Radome
Leg
0
0
PL8-6513
A
Paraboloid w/o
From
1.00
60.000
314.00
8.00 No Ice
50.27
0.25
Radome
Leg
0
2
PL8-65-PXA
C
Paraboloid w/o
From
1.00
-20.000
267.00
8.38 No Ice
55.09
0.30
Radome
Leg
0
Load"Combihations
Comb. Description
No.
2
1.2 Dead+1.6
Wind 0 deg - No Ice+1.0 Guy
3
1.2 Dead+1.6
Wind 30 deg - No Ice+1.0 Guy
4
1.2 Dead+1.6
Wind 60 deg - No Ice+1.0 Guy
5
1.2 Dead+1.6
Wind 90 deg - No Ice+1.0 Guy
6
1.2 Dead+1.6
Wind 120 deg - No Ice+1.0 Guy
7
1.2 Dead+1.6
Wind 150 deg - No Ice+1.0 Guy
8
1.2 Dead+1.6
Wind 180 deg - No Ice+1.0 Guy
9
1.2 Dead+1.6
Wind 210 deg - No Ice+1.0 Guy
10
1.2 Dead+1.6
Wind 240 deg - No Ice+1.0 Guy
11
1.2 Dead+1.6
Wind 270 deg - No Ice+1.0 Guy
12
1.2 Dead+1.6
Wind 300 deg - No Ice+1.0 Guy
13
1.2 Dead+1.6
Wind 330 deg - No Ice+1.0 Guy
14
Dead+Wind
0 deg - Service+Guy
15
Dead+Wind
30 deg - Service+Guy
16
Dead+Wind
60 deg - Service+Guy
17
Dead+Wind
90 deg - Service+Guy
18
Dead+Wind
120 deg - Service+Guy
19
Dead+Wind
150 deg - Service+Guy
20
Dead+Wind
180 deg - Service+Guy
21
Dead+Wind
210 deg - Service+Guy
22
Dead+Wind
240 deg - Service+Guy
tnxTower Report - version 6.1.4.1
f )r A W N+ O f O O� Ol f T AWN + O q
t�D
N
v
0
°1" NNNNN W W WW W W AA��aa,,AA r
QM A 0 m m O N 0 A m m O N A m m
0 0 0 0 0 0
+ N NN N NNW W W W W A A yy A
N m O N A m W O N A m m O 88 C
O O O O O O O O O O O O O O
7
0)
-IN N N N N N N N N W W W
f ]r J 00 0 W A in m V V W d+� �
N NfO IO OfT WOo+mmOOWNV �.�
j
+ N N N N N N O p G
OI OI O1010r Ol O1TmO0AAAA 3 N �
OC•
000000000000000
000000000000000,
mOWWO+rONVW(T UtA+fO
0
0---------- 00
O+Wmt0 t0 t00[pmA+N+O °
Vm+tONmtDVO+mWOmUi
c0 ci C
m� 3 � 3 �
m m
S + < n d
00 NO AO`' N
m m a m n m
P
>> X X X>>? X X i�>> X X %'i>?>? �.-1X X X X%
0
2 S�p22 m??m22 m22m22 m@3322m�g322m
n r
O (TmN� NJmNW� maOAAW� �Cr++NO+A++(TVp3y
C C
(,.1�W N W W W W W(J V VA JJV
W A W m m m V m+ A A m N m m+ m ut x
0 �00� OyN,AAVU01 AWrot0 t0A A+000NO�00+NN
V V +
m rom �
C
q!'
()
A
nawo3
a.o
O
^ :u
D m A
C CC
i 0 6
Q
SS
�y
3
J O V
JOO
imm
C
N2
i a fo
N G
co
ib
D N
O
a�ow
00�
D L7 G7
o y
n
N
O
7
O
N
h
V
o
a•
�
�
�
A
W
5
y'
W
�
O
�3
Cc
CD
o
ON)
V �O A
y
A W N+ O m
N N N N W W W W W A A A A A m
0 0 0 0 0 0 0 0 0 0 0 0 0 0
N W W W A A A A A A A A m m
(O N m m O N A A A N m V m NA
CD
W Omm00 V f0 t0A+m W V 0
0c
r C
O O O O O O O O O N N m m m m 0
ca
v
C
�h
O)m JO)A.p 1+A tT O)O)Olm OI a y��
m m+ W tO V m m V W V m W+ O
N W m W O N m W m V O m+ O
N
v
+oOO+o y 'N
mtOOtD a
N a
+NWmmWA .... fN110N1VO>+eOWiiNWMAIN..
m 0) o o m m m A V m m A m m m W O N m m V m W� m V
O moo000W OOOQOOOOOOOOONJ(1�000W0
O m O O m O m O O O m O 0 0 m O 0 0 m m O 0 0 0 m 0
v
.^N..
2 m 0
N
W r D O 0
y
amG)0�3G)3�33��N
=N
m
DCA�COC
v OC^,�UIC
a) �c'< v
3
3 '� o
+Ul
p O
W
9NxA �Ox
fD
WA+
oT
n
v
o m D
o
O
m
O Z
m O
ti
-0
Qo
N
m
m
N N N++++ W W N N N N N A N N N N N N
A A A m m m m m m m m m m m O A A A A A A A A A m
V O,
N N N N N N N N N N N N N W W W W W W W
N W � A W f0 O � IV Ut fIN ()N Q) J V V (O t0 i0 pp IV N IV IU S
m V m W V m O A m [O W A m W m m A+ A+ A m V
OOO0000 oOOO000O000OOOOOOOoo
Oa00000 0(o(�aoaOO20000000o0oo0 o
m �NONN� OANfWO fWO fWO OINO �(,J W W W W W W N+++
A A A m m m W W — —Oww
—
O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O O O O O — + + + NNN + + - + + -+ +
V (O W W V O�OmOONA V+m(OArom+O W V
�A'AAA V NAtAO fNTN O� N Q+� W tADA m W A V o m> > �:m
V OtOOW Vm+ m^'W ONfOWm p+mm m mW W
^OV V WMOOmN'�'�
A W m V m m (O m f T N m m m m N O ro V m f�i
tnA W N+OtDm V
m N A m m p N A m
m 00000OOO
00)NAmm+++
m 0 0 0 0 m N A
O O O
00000+++-+
+WmV iO b — — W
+N� W Om0
m m m m m A A m m m
OooOOOooO
0 0 0 0 0 0 0 0 0
m oAO W ADO W �
O O O O O O O O O
O o 0 0 0 0 0 0 0
fVO W V W O V� O tmp
O
0
� n
N
C
A
m
y
j
W
j
480 Ft Guyed Tower Structural Analysis
Project Number 37514-2462.001.8700, Application 270581, Revision 3
Section
Elevation
Horz.
Gov.
Tilt
Twist
No.
Deflection
Load
It
in
Comb.
o°
T15
200 - 180
26.77
2
0.678
1.089
T16
180 - 160
24.23
2
0.613
0.990
T17
160 - 140
21.89
2
0.581
0.963
T18
140 - 120
19.93
6
0.551
0.928
T19
120 - 100
18.04
6
0.490
0.900
T20
100 - 80
16.18
6
0.519
0.848
T21
80 - 60
13.85
6
0.612
0.777
T22
60 - 40
11.11
6
0.694
0.702
T23
40 - 20
8.00
6
0.822
0.630
T24
20 - 6.5
4.23
6
0.953
0.548
T25
6.5 - 0
1.39
6
1.004
0.516
NovemberO5, 2014
CC/ BU No 870159
Page 29
. Critical Deflections and. Radius of Curvature -.Design Wind` -
Elevation
Appurtenance
Gov.
Deflection
Tilt
Twist
Radius of
Load
Curvature
It
Comb.
in
°
R
480.00
Beacon
6
54.27
0.619
0.958
100296
477.00
HMD12HO-WNQ
6
53.94
0.618
0.973
83580
466.88
Guy
6
52.82
0.621
1.016
19104
456.00
Side Ann Mount [SO 601-1]
6
51.55
0.642
1.026
12326
443.00
FM1/1
6
49.89
0.680
0.973
11684
438.00
FM1/1
6
49.21
0.687
0.954
14496
427.50
FMII/1
2
48.30
0.682
0.891
19789
419.75
FM1/1
2
47.69
0.669
0.849
8913
416.25
Guy
2
47.44
0.664
0.845
10275
412.00
FM1/1
2
47.14
0.657
0.847
13531
380.00
750 10074
10
45.39
0.578
1.116
10347
373.00
Side Ann Mount [SO 602-3]
10
45.16
0.542
1.183
11146
366.88
Guy
10
44.98
0.508
1.249
12299
346.00
PL6-65-PXA
10
44.34
0.482
1.501
7292
316.00
PI8-65D
10
42.35
0.464
1.744
9999
314.00
Pipe Mount [PM 601-1]
10
42.17
0.460
1.748
10281
306.88
Guy
10
41.50
0.460
1.748
11430
276.00
ASPD974
10
37.93
0.659
1.739
7295
267.00
PL8-65-PXA
10
36.62
0.701
1.683
12902
254.00
(2) CMA-BDHH/6520/EO-8 w/
10
34.63
0.714
1.538
19724
Mount Pipe
246.88
Guy
10
33.54
0.704
1.443
12228
238.00
CA5-150EB/CP
10
32.21
0,691
1.344
10004
186.88
Guy
2
25.08
0.636
1.015
11708
180.00
PTP58600 w/ Mount Pipe
2
24.23
0.613
0.990
11161
130.00
(2) CMA-B/3324 w/ Mount Pipe
6
18.97
0.515
0.915
13073
126.88
Guy
6
18.67
0.505
0.911
12636
118.00
HDCA-10
6
17.86
0.488
0.896
14411
66.88
Guy
6
12.08
0.664
0.727
15598
;, Bolt. Design Data
Section
Elevation
Component
Bolt
Bolt Size
Number
Maximum
Allowable
Ratio
Allowable
Criteria
No.
Type
Grade
Of
Load per
Load
Load
Ratio
ft
in
Bolts
Bolt
K
Alowable
K
T1
480
Leg
A325N
1.000
4
6
53
0.114 ✓
1
Bolt Tension
Torque Arm
A325N
0.625
5
2
12
✓
1
Bolt Shear
Top@466.875
0.188
T2
460
Leg
A325N
1.000
4
5
53
0.100
1
Bolt Tension
T3 440 Leg
A325N
1.000
T4 420 Leg
A325N
1.000
Torque Arm
A325N
0.625
Top@416.25
T5 400 Leg
A325N
1.000
4 6
53
0.118 If
1
Bolt Tension
4 9
53
0.161 �/
1
Bolt Tension
5 2
12
0.171 f✓
1
Bolt Shear
4 10
53
0192 �/
1
Bolt Tension
tnxTower Report - version 6.1.4.1
0 0 November05, 2014
480 Ft Guyed Tower Structural Analysis CCI BU No 870159
Project Number 37514-2462.001.8700, Application 270581, Revision 3 Page 30
Section
Elevation
Component
Bolt
Bolt Size
Number
Maximum
Allowable
Ratio
Allowable
Criteria
No.
Type
Grade
Of
Loadper
Load
Load
Ratio
it
in
Bolts
Bolt
K
Alowable
K
T6
380
Leg
A325N
1.000
4
13
53
0251 ✓
1
Bolt Tension
Torque Arm
A325N
0.625
5
3
12
0.225 ✓
1
Bolt Shear
Top@366.875
T7
360
Leg
A325N
1.000
4
14
53
✓
1
Bolt Tension
0267
T8
340
Leg
A325N
1.375
4
16
100
0.156 ✓
1
Bolt Tension
T9
320
Leg
A325N
1.375
4
17
100
0169 ✓
1
Bolt Tension
Torque Arm
A325N
0.625
5
3
12
0.224 ✓
1
Bolt Shear
Top@306.875
T10
300
Leg
A325N
1.375
4
18
100
0.176 ✓
1
Bolt Tension
T11
280
Leg
A325N
1.375
4
17
100
0.166 ✓
1
Bolt Tension
T12
260
Leg
A325N
1.375
4
18
100
0.182 ✓
1
Bolt Tension
Torque Arm
A325N
0.625
5
4
12
✓
1
Bolt Shear
Top@246.875
0.340
T13
240
Leg
A325N
1.375
4
18
100
0178 ✓
1
Bolt Tension
T14
220
Leg
A325N
1.375
4
19
100
0191 ✓
1
Bolt Tension
T15
200
Leg
A325N
1.375
4
21
100
0209 ✓
1
Bolt Tension
Torque Ann
A325N
0.625
5
2
12
✓
1
Bolt Shear
Top@186.875
0.190
T16
180
Leg
A325N
1.375
4
20
100
0.199 `/
1
Bolt Tension
T17
160
Leg
A325N
1.375
4
21
100
0.210 ✓
1
Bolt Tension
T18
140
Leg
A325N
1.375
4
21
100
0214 ✓
1
Bolt Tension
T19
120
Leg
A325N
1.375
4
22
100
0221 ✓
1
Bolt Tension
T20
100
Leg
A325N
1.375
4
22
100
0221 ✓
1
Bolt Tension
T21
80
Leg
A325N
1.375
4
23
100
0225 ✓
1
Bolt Tension
T22
50
Leg
A325N
1.375
4
24
100
0240 ✓
1
Bolt Tension
T23
40
Leg
A325N
1.375
4
23
100
0.233 ✓
1
Bolt Tension
T24
20
Leg
A325N
1.375
4
22
100
0219 ✓
1
Bolt Tension
Guy Design Data`
Actual
Section Elevation
Size
Initial
Breaking
Actual
Allowable
Required
No.
Tension
Load
T.
�T
S.F.
S.F.
It
K
K
K
K
T1 466.88 (A)
1 EHS
16
105
42
63
1.000
1 486 ✓
(1020)
466.88 (A)
1 EHS
16
105
43
63
1.000
1.457 ✓
(1021)
466.88 (B)
1 EHS
16
105
43
63
1.000
1.467 ✓
(1016)
466.88 (B)
1 EHS
16
105
43
63
1.000
1 459 ✓
(1017)
466.88 (C)
1 EHS
16
105
43
63
1.000
1.470 ✓
(1012)
466.88 (C)
1 EHS
16
105
41
63
1.000
1.517 ✓
(1013)
T4 416.25 (A)
718 EHS
12
80
33
48
1.000
✓
(1032)
1.440
416.25 (A)
718 EHS
12
80
35
48
1.000
1.382 ✓
(1033)
416.25 (B)
718 EHS
12
80
34
48
1.000
1.406 ✓
(1028)
416.25(3)
7/8 EHS
12
80
34
48
1.000
1.410 ✓
(1029)
416.25 (C)
7/8 EHS
12
80
34
48
1.000
1.391 ✓
(1024)
416.25 (C)
7/8 EHS
12
80
33
48
1.000
1.454 ✓
tnxTower Report - version 6.1.4.1
m
Z�
aCO
�•�
m
m
N
rn
O+
G)
Oi.0.�0�..�0.-.o�OWI���Owf�W.�pwj
marn� S-Z9-irn�rn2rn:S
�„�pwj.-.
rnarn=rn�
rn
0•4
Epp OaO poO W O bo o bo
m mmmJmJm�mJm�mmmmmrnmrnm�mmmrnmAm�mmmcnmmmu+mwmwm�mAm
o pp O bo o po o h o bo o bo
o po o 6
O bo O 6
by o bo O bo O po
o bo
O po o bo o pp
o bo
m,,pp
�m
00
bDmN
<
�
W`�W�-^y.-^y`���-��-�..��-D..D�-n�-v�-W..
V
W... Dom.
rn J rn
Dom. �... �.. ��.@0
O m A m
JD D,
j
W
�m
rco
co
O
2-0
Oo
B3
N C
m
x
m
S
m
2
m m m m m m
2 2 2
m m m mm m
m
m
m m
m m m m
m
m m m
m
m
m
N
2 x 2
2 x 2 2 2 2
2
2
2 2
2 2 2 x
x
2 2 2
x
2
x
w
o a
wy
O H
co
rn
m
rn
rn m rn w w w
W w w m rn m
rn
rn
rn m
so �o �o �o
co
��-�
13
O
�
N
O
A
N
A
N
A
N
m m m W W W
O
W W W m m m
m
m
m m
tT m fT m
rn
m m m
m
m
m
O y
O O (T (T m
4j
m
y'
0
a
O
O
�
A A N rn rn rn
rn rn rn A tT N
N
A
W W
N V J W
V
A
W
A
� e �
W
OWI 4Wi
(wJf
C
d
a_
O
0
A
0
0
0
_
0 0 0 0 0 0
_ _ _ _ _ _
0 o b o 0 0
_
0
_
0
_
0 0
_ _ _ _
0 0 0 0
_
0
_ _ _
0 0 0
_
0
_
0
_
o
y•a
m
a
-
- -
-
-
n z
N
rn
tJ
V
IV
W
W <il 41 41 tJ W
m m rn W (D W
W W W A
O (oi J J
A
m
A
O
A
rn
N O O N
O
f0 m
W
a
(n
O
O
O
A
N f0 m N A rn
N m (T m m A
W
N
N �
m O N t0
A
J (T O
rn
N
N
A
O
A
n
«c
t «««««
«<
T C
o�
ww�
-��O A
O O O O O O O O O O NO O O O O O O O O O O O
W W ' W W W W W W W W W W W W W W N N N N N N N
W W W W W
N_
f/1 N N 41 41 N N N 1/1 41 VI Vl N N N � N N N N Vl N 41 VI
ri a a ri a n n 5: a a n d n o: O. ri n ri a ri o: a H
O N N N N N N N N N N N N N N N N N N N N N N
m W O O O O O O O O O O O O O O O O O O O O O O
A O o O O O O O o O O O O O O o O O o o O O O o
x
4
O
�
W W W
001 W W
W
W
W
W
W
W
W W
W W
W W W W W W W
W W W W W W W
W W W W W za
W W W W W W W W�
°
�..
O.
CD
H
�OI
N N
N
N
N
N
N N
I.'C
N
N
N N N
N O
OI
A A
W II
A A O OI
%
O
O
O O
O wO
O
wO
O
t0
0 0
O iO O iO
O zO
O ZO
O �D O O O �D G
O O O
O IJ
O [T O mO
mO fP 0 0 O V O V O
O
O
O O
O
O
O O O O
O
O
O O
O O O O O O
[O
tp f0
f0
f0
t0
t0
tp (O
l0
l0
tD (O (O
f0 J
T
W m
m
M
0
T
m T
M
M
M M 0
0 O
N
w t0
'o
t0 t0 f0 1p tD fD
j
--
- -
-
-
- - --
m
m
o
0 0 � m m M
N
O
N
J
N N
m w
N
O
N
N
W
N
A
N N
V
N
N
N N
K) j
N
V
O w
w
j
J
M
A N
W
O W W
N N
W
V O
w N N W W N
N (D (D t0 f0 t0 t0 tD fp 0 1p f0 tp f0 W fp fT fly fll (T O [p tp fD � a� Z
Oc O Oc O O O O O(' Off` O Oc Oc O Oc O O(' O Oc Oc O O(� O Oc O O CO'
�w \0 w \W�T�tOT�N�A \V \Cmj�� \� \v�p \��� \��.Ji \� \��v \��N \����
is
0 Q p
W O1 V
N aD A
A N O (O W V m U A W N + O w w :1 W
N > N N N N N W W W W W A A A A
O A O) O O N A OI O O N A O) Ot O N A at W O N A W
O O O O O O O O O O O O O O O O O O O O O O
i
N O o O O O N A W W O N A O) W O N A m m O N A
O O O O O O O O O O O O O O O O O O
w > > > - > w w
N N N (� `N N N N_ N i3 t3_ N � N_ N A N_ N_ N_ N_ N_ W Oo
VI N N N N N N N N N N W 41 f/1 N N y VI 41 N N N N
O O O O O O O O O O O O o 0 o O O O o 0 o O O
A A A A A A A A A A A A A A A A A A A A A A A
A A A A A A A A A A A A A A A A A A A A A A A
A A A A A A A A A A A A A 1+ A la Vt N V, Vt Vt U Vt
;Cm ;C� Tro ; ro T T. ; � o m o ro T. n (o T. T. 7Cm T- . I> iC> iT- ; - T.> T- T- T
oW o0 0�0 00 0!0 0�0 050 0(o o!o O!o oho om o!o ono 00 o�n o� o� o> o
V 6 �1 W V W VW V W VW VW VW VW VW � W J W VW VW �4 N �4 N J N J N J pa
O O O O O O O O O O O O O O O O O O o o O O O O
N
rn rn rn rn rn rn rn rn rn m m m m rn rn o m rn rn m rn m Am
V V V V V V V V V V V V V V V W V V V V V Vt Ut
O O 0 W A V O > O O
A A A A A A A W W A A A A W A W W W W W fd fN11 N
0 0 0 0 oc O o Oc of o or O O o Oc O o(` o(` Or o
(
,6N
6-
0
v
N
co
v
rt
C 0
0
CD'7.
y
Co.
m
z v
November 05, 2014
480 Ft Guyed Tower Structural Analysis CCI BU No 870159
Project Number 37514-2462.001.8700, Application 270581, Revision 3 Page 34
Horizontal Design Data (Compression)
Section Elevation Size L L„ KI/r A P„ Ratio
No. P"
ft ft It ins K K 6P„
K=0.70
V
T2
460-440
1"solid
3.67
3.48
116.9
0.785
-3
13
0.194'
K=0.70
V
T3
440-420
1" solid
3.67
3.48
116.9
0.785
-1
13
0.100'
K=0.70
V
T4
420-400
1" solid
3.67
3.46
116.2
0.785
-6
13
0.453'
K=0.70
V
T5
400-380
1"solid
3.67
3.44
115.5
0.785
-2
13
0.159'
K=0.70
V
T6
380 - 360
1" solid
3.67
3.44
115.5
0.785
-8
13
0.584'
K=0.70
V
T7
360 - 340
1" solid
3.67
3.44
115.5
0.785
-3
13
0.221 '
K=0.70
V
T8
340-320
1" solid
3.67
3.44
115.5
0.785
-3
13
0.244'
K=0.70
V
T9
320-300
1" solid
3.67
3.40
114.1
0.785
-7
14
0.544'
K=0.70
V
T10
300 - 280
1" solid
3.67
3.42
114.8
0.785
-4
13
0.272'
K=0.70
+/
T11
280 - 260
1" solid
3.67
3.38
113.4
0.785
-4
14
0.266'
K=0.70
y/
T12
260 - 240
1" solid
3.67
3.38
113.4
0.785
-13
14
0.923'
K=0.70
V
T13
240 - 220
1" solid
3.67
3.38
113.4
0.785
-4
14
0.274'
K=0.70
I/
T14
220 - 200
1" solid
3.67
3.38
113.4
0.785
-4
14
0.289'
K=0.70
V
T15
200 - 180
1" solid
3.67
3.38
113.4
0.785
-6
14
0.449'
K=0.70
V
T16
180 - 160
1" solid
3.67
3.38
113.4
0.785
-4
14
0.315'
K=0.70
V
T17
160 - 140
1" solid
3.67
3.38
113.4
0.785
-4
14
0.317'
K=0.70
`/
T18
140'- 120
1" solid
3.67
3.38
113.4
0.785
-5
14
0.344'
K=0.70
V
T19
120 - 100
1" solid
3.67
3.38
113.4
0.785
-5
14
0.334'
K=0.70
V
T20
100 - 80
1" solid
3.67
3.38
113.4
0.785
-5
14
0.335'
K=0.70
`/
T21
80 - 60
1" solid
3.67
3.38
113.4
0.785
-5
14
0.340'
K=0.70
V
T22
60 - 40
1" solid
3.67
3.38
113.4
0.785
5
14
0.363'
K=0.70
y/
T23
40-20
Y'solid
3.67
3.38
113.4
0.785
-5
14
0.363'
K=0.70
`/
T24
20-6.5
1" solid
3.67
3.38
113.4
0.785
-5
14
0.351'
K=0.70
V
1 P" / ¢P„ controls
tnxTower Report - version 6.1.4.1
November05, 2014
480 Ft Guyed Tower Structural Analysis CCI BU No 870159
Project Number 37514-2462.001.8700, Application 270581, Revision 3 Page 35
Top Girt Design Data (Compression)
Section Elevation Size L L" KI/r A P„ gyp" Ratio
No. P.
It ft ft in2 K K Ap-
K=0.70
V
T2
460-440
1" solid
3.67
3.48
116.9
0.785
-1
12
0.106'
K=0.70
4/
T3
440 - 420
1" solid
3.67
3.48
116.9
0.785
-3
12
0.214'
K=0.70
6/
T4
420-400
1" solid
3.67
3.46
116.2
0.785
-4
13
0.303'
K=0.70
`/
T5
400-380
1" solid
3.67
3.44
115.5
0.785
-2
.13
0.193'
K=0.70
V
T6
380-360
1" solid
3.67
3.44
115.5
0.785
-3
13
0.218'
K=0.70
V
T7
360-340
1" solid
3.67
3.44
115.5
0.785
-5
13
0.365'
K=0.70
6/
T8
340-320
1" solid
3.67
3.44
115.5
0.785
-2
13
0.185'
K=0.70
V
T9
320-300
1" solid
3.67
3.40
114.1
0.785
-2
13
0.190,
K=0.70
V
T10
300-280
1"solid
3.67
3.42
114.8
0.785
-2
13
0.155'
K=0.70
`/
T11
280 - 260
1" solid
3.67
3.38
113.4
0.785
-1
13
0.070'
K=0.70
6/
T12
260-240
1" solid
3.67
3.38
113.4
0.785
-4
13
0.299'
K=0.70
V
T13
240-220
1" solid
3.67
3.38
113.4
0.785
-1
13
0.088'
K=0.70
V
T14
220-200
1" solid
3.67
3.38
113.4
0.785
0
13
0.033'
K=0.70
6/
T15
200-180
1"solid
3.67
3.38
113.4
0.785
-1
13
0.110'
K=0.70
V
T16
180 - 160
1" solid
3.67
3.38
113.4
0.785
-1
13
0.042'
K=0.70
V
T18
140 - 120
1" solid
3.67
3.38
113.4
0.785
-1
13
0.065'
K=0.70
V
T19
120 - 100
1" solid
3.67
3.38
113.4
0.785
-2
13
0.177'
K=0.70
y/
T20
100 - 80
1" solid
3.67
3.38
113.4
0.785
0
13
0.025'
K=0.70
V
T21
80-60
1" solid
3.67
3.38
113.4
0.785
0
13
0.025'
K=0.70
6/
T22
60-40
1"solid
3.67
3.38
113.4
0.785
-1
13
0.111'
K=0.70
6/
T24
20-6.5
1" solid
3.67
3.38
113.4
0.785
-1
13
0.094'
K=0.70
V
P / op. controls
Bottom Girt Design Data (Co"mpression)
Section Elevation Size L L. KUr A P" �P" Ratio
No. P.
ft ft ft ins K K Ap-
K=0.70 6/
T2 460-440 1'solid 3.67 3.48 116.9 0.785 -2 12 0.189'
tnxTower Report - version 6.1.4.1
- November05, 2014
480 Ft Guyed Tower Structural Analysis CCI BU No 870159
Project Number 37514-2462.001.8700, Application 270581, Revision 3 Page 36
Section Elevation Size L. L„ KUr A P" Ratio
NO. P.
ft ft It . in2 K K Ap_
T3
440-420
1"solid
3.67
3.48
116.9
0.785
-3
12
0.2651
K=0.70
I/
T4
420 - 400
1" solid
3.67
3.46
116.2
0.785
-1
13
0.091 '
K=0.70
V
T5
400 - 380
1" solid
3.67
3.44
115.5
0.785
-2
13
0.1531
K=0.70
V
T6
380 - 360
1" solid
3.67
3.44
115.5
0.785
-4
13
0.3361
K=0.70
V
T7
360 - 340
1" solid
3.67
3.44
115.5
0.785
-1
13
0.0761
K=0.70
V
T8
340 - 320
1" solid
3.67
3.44
115.5
0.785
-1
13
0.0751
K=0.70
V
T9
320 - 300
1" solid
3.67
3.40
114.1
0.785
-3
13
0.211
K=0.70
V
T10
300 - 280
1" solid
3.67
3.42
114.8
0.785
-2
13
0.1201
K=0.70
`/
T11
280 - 260
1" solid
3.67
3.38
113.4
0.785
-4
13
0.321 '
K=0.70
`/
T12
260 - 240
1" solid
3.67
3.38
113.4
0.785
-1
13
0.1141
K=0.70
`/
T13
240 - 220
1" solid
3.67
3.38
113.4
0.785
-1
13
0.0561
K=0.70
V
T14
220 - 200
1" solid
3.67
3.38
113.4
0.785
-1
13
0.1001
K=0.70
V
T15
200 - 180
1" solid
3.67
3.38
113.4
0.785
-1
13
0.0871
K=0.70
V
T17
160-140
1"solid
3.67
3.38
113.4
0.785
-1
13
0.046'
K=0.70
V
T18
140-120
1"solid
3.67
3.38
113.4
0.785
3
13
0.2391
K=0.70
T19
120 - 100
1" solid
3.67
3.38
113.4
0.785
-1
13
0.041
K=0.70
+/
T20
100 - 80
1" solid
3.67
3.38
113.4
0.785
0
13
0.0101
K=0.70
V
T21
80 - 60
1" solid
3.67
3.38
113.4
0.785
-2
13
0.1281
K=0.70
V
T22
60-40
1"solid
3.67
3.38
113.4
0.785
0
13
0.000'
K=0.70
y/
T23
40-20
1"solid
3.67
3.38
113.4
0.785
-1
13
0.0761
K=0.70
V
T25
6.5 - 0
12" x 3/8"
0.24
0.00
0.0
4.500
-14
146
0.093'
K=0.70
V
P. / �P„ controls
Mid Girt DesignData (Compression)
Ratio
Section Elevation
Size L L" ' Kl/r A P„
�P„
No.
P.
ft
ft It in K
K
�P„
T25 6.5 - 0
9" x 3/8" 2.29 2.00 154.9 3.375 -1
32
0.034 =
K=0.70
1 P u / �P„ controls
tnxTower Report - version 6.1 A.I
November05, 2014
480 Ft Guyed Tower Structural Analysis CCI BU No 870159
Project Number37514-2462.001.8700, Application 270581, Revision 3 Page 37
Torque -Arm Top Design Data
,
Ratio
Section
Elevation
Size
L
L„
MY
A
P„
@p
No.
P.
ft
It
ft
in2
K
K
WP
T1
480-460
C15x33.9+(2)4x4xl/2
3.67
3.57
29.2
17.500
-1
542
0.001
(1014)
K=1.00
T1
480 - 460
C15x33.9+(2)4x4xl/2
3,67
3.57
29.2
17.500
0
542
0.001
(1015)
K=1.00
Tt
480-460
C15x33.9+(2)4x4xl/2
3.67
3.57
29.2
17.500
0
542
0.000
(1018)
K=1.00
T1
480-460
C15x33.9+(2)4x4x1/2
3.67
3.57
29.2
17.500
0
542
0.000
(1019)
K=1.00
T1
480-460
C15x33.9+(2)4x4xl/2
3.67
3.57
29.2
17.500
-1
542
0.002
(1022)
K=1.00
T1
480 -460
C15x33.9+(2)4x4xl/2
3.67
3.57
29.2
17.500
-1
542
0.001
(1023)
K=1.00
T4
420-400
C15x33.9+(2)4x4xl/2
3.67
3.56
29.1
17.500
-2
542
0.003
(1026)
K=1.00
T4
420 - 400
C15x33.9+(2)4x4x1/2
3.67
3.56
29.1
17.500
-2
542
0.003
(1027)
K=1.00
T4
420-400
C15x33.9+(2)4x4xl/2
3.67
3.56
- 29.1
17.500
-1
542
0.002
(1030)
K=1.00
T4
420-400
C15x33.9+(2)4x4x1/2
3.67
3.56
29.1
17.500
0
542
0.000
(1031)
K=1.00
T4
420-400
C15x33.9+(2)4x4x1/2
3.67
3.56
29.1
17.500
-1
542
0.002
(1034)
K=1.00
T4
420-400
C15x33.9+(2)4x4xl/2
3.67
3.56
29.1
17.500
0
542
0.001
(1035)
K=1.00
T6
380-360
C15x33.9+(2)4x4x1/2
3.67
3.55
29.0
17.500
-4
542
0.007
(1038)
K=1.00
T6
380 - 360
C15x33.9+(2)4x4x1/2
3.67
3.55
29.0
17.500
-4
542
0.007
(1039)
K=1.00
T6
380 - 360
C15x33.9+(2)4x4x1/2
3.67
3.55
29.0
17.500
-1
542
0.002
(1042)
K=1.00
T6
380-360
C15x33.9+(2)4x4xl/2
3.67
3.55
29.0
17.500
-3
542
0.005
(1043)
K=1.00
T6
380-360
C15x33.9+(2)4x4xl/2
3.67
3.55
29.0
17.500
-2
542
0.004
(1046)
K=1.00
T6
380-360
C15x33.9+(2)4x4xl/2
3.67
3.55
29.0
17.500
-1
542
0.002
(1047)
K=1.00
T9
320-300
C15x33.9+(2)4x4xl/2
3.67
3.53
28.9
17.500
-5
543
0.009
(1050)
-
K=1.00
T9
320-300
C15x33.9+(2)4x4xl/2
3.67
3.53
28.9
17.500
-5
543
0.010
(1051)
K=1.00
T9
320-300
C15x33.9+(2)4x4xl/2
3.67
3.53
28.9
17.500
-2
543
0.003
(1054)
K=1.00
T9
320 - 300
C15x33.9+(2)4x4xl/2
3.67
3.53
28.9
17.500
-3
543
0.006
(1055)
K=1.00
T9
320 - 300
C15x33.9+(2)4x4xl/2
3.67
3.53
28.9
17.500
-2
543
0.004
(1058)
K=1.00
T9
320 - 300
C15x33.9+(2)4x4x1/2
3.67
3.53
28.9
17.500
-1
543
0.002
(1059)
K=1.00
T12
260-240
C15x33.9+(2)4x4x1/2
3.67
3.62
28.8
17.500
-9
543
0.017
(1062)
K=1.00
T12
260-240
C15x33.9+(2)4x4xl/2
3.67
3.52
28.8
17.500
-9
543
0.017
(1063)
K=1.00
T12
260-240
C15x33.9+(2)4x4xl/2
3.67
3.52
28.8
17.500
-5
543
0.010
(1066)
K=1.00
T12
260 - 240
C15x33.9+(2)4x4xl/2
3.67
3.52
28.8
17.500
-8
543
0.015
(1067)
K=1.00
T12
260-240
C15x33.9+(2)4x4xl/2
3.67
3.52
28.8
17.500
-5
543
0.009
(1070)
K=1.00
T12
260-240
C15x33.9+(2)4x4xl/2
3.67
3.52
28.8
17.500
-4
543
0.008
(1071)
K=1.00
T15
200 - 180
C15x33.9
3.67
3.52
46.7
9.960
-5
288
0.018
(1074)
K=1.00
T15
200 - 180
C1503.9
3.67
3.52
46.7
9.960-5
288
0.018
(1075)
K=1.00
T15
200 -180
C15x33.9
3.67
3.52
46.7
9.960
-5
288
0.017
tnxTower Report - version 6.1.4.1
O O O
Q c_
rn m rn
ai of ai
0 0 0 0
oAOAOAo
Y
Yyo.Y,tDd. Y.fOd.Y
J It.
N N
M M M
U U U
I
a
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o c o 0 0
W OMD OMO OMD OMD aM0 W W � m W � � � aM0 OMD 0 W oM0 W W m aMD � aMD
O O O O O O O O O O O O O O O O O O O O O O O O O
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
CV'I M M tV�l M � M M m PJ C9 M M M M m m M CV'1 M M M M M P'J
� O QI O OJ OI OD t0 t0 A Yl A A M OD 00 t0 t0 f0 W N O O) N
V V V V V - - I m m m T T W� O O
< < < < < < < < i < < < < < < < < < < <
N N N N N N N N N N N N N N N N N N N \ ` ` � N N N
v a v v v v a o v x v v o v v v v v v a v a o v v v
x x x x x x x x x x x x x x x x x x x x x x x x x x
v a v v a e o v v v a v v o v v
:.
+ + + + + + + + + + + + + + + + + + + .. + + + + + + +
rn m m m rn m rn rn rn rn m m rn rn m rn rn m rn m rn m rn rn m rn
<9 th 1I
x x x x x x x x x x x x x x x x x x x x x x x
10 In In h m m m w h N vI h In uI N In In In In In In N In w In <
U U U U U U U U U U U U U U U U U U U U U U U U U U co
C
O
.y
O O O O O O O O O O O O O O O O O O O O O O O O O O
W gW;am am-0.�wRa ea Oi.O .-. O.- a0 M a fO.- WR t0 R w am .O.-.O
V^ V �0 V W V m V N V M V I0 V �V O V <V V V 10 Moo Mm MN MM MlOMAMOM<M V M�MaOMONNNM
C N A N N N M M M M M M V V V V m� M to O N O b b
� O � O � O � O � O O H O � O � O � O � O I O I O � O ; O � O � O I O � O O H O � O � O � O I
OM -W �00 < O < O < O O < O < O < O < O < N vm —O < O < O < O Z O < O < O < O < O < O < O < O < O < n
V V V V"V"V vVvO.vNV vV vV vV M M"M"M"M vM vM vtM MvM vM vM vN VNv
N
3
O V V V V
Z r i VVtfN N O
x
November 05, 2014
480 Ft Guyed Tower Structural Analysis CCI BU No 870159
Project Number37514-2462.001.8700, Application 270581, Revision 3 Page 39
Section
Elevation
Size
M.
¢M,,,,
Ratio
M,,,
�M y
Ratio
No.
M.
M,v
It
kip-ft
kip-ft
OMB
kip-ft
kip-ft
WM
T12
260-240
C15x33.9+(2)4x4xl/2
-101
341
0.297
0
183
0.000
(1066)
T12
260-240
C15x33.9+(2)4x4xl/2
-96
341
0.2B0
0
183
0.000
(1067)
T12
260 - 240
C15x33.9+(2)4x4xl/2
-94
341
0.276
0
183
0.000
(1070)
T12
260 - 240
C15x33.9+(2)4x4xl/2
-97
341
0.285
0
183
0.000
(1071)
T15
200 - 180
C1543.9
-42
113
0.372
0
17
0.000
(1074)
T15
200 - 160
C15x33.9
-42
113
0.370
0
17
0.000
(1075)
T15
200-180
C1543.9
-41
113
0.358
0
17
0.000
(1078)
T15
200 - 180
C15x33.9
-41
113
0.358
0
17
0.000
(1079)
T16
200 - 180
C15x33.9
-40
113
0.355
0
17
0.000
(1082)
T15
200 - 180
C1543.9
40
113
0.352
0
17
0.000
(1083)
Torque-Arm,Top
Interaction Design Data
Section
Elevation
Size
Ratio
Ratio
Ratio
Comb.
Allow.
Criteria
No.
P„
M,
M„y.
Stress
Stress
ft
WP
¢M.
OM,,,,
Ratio
Ratio
T1
480-460
C15x33.9+(2)4x4xl/2
0.001
0.426
0.000
0.427
1.000
(1014)
`/
49-41/
T1
480-460
C15x33.9+(2)4x4xl/2
0.001
0.434
0.000
0.435
1.000
(1015)
V
4914
T1
480-460
C15x33.9+(2)4x4xl/2
0.000
0.427
0.000
0.427
1.000
(1018)
6/
49-41/
Tt
480 - 460
C15x33.9+(2)4x4xl/2
0.000
0.436
0.000
0.436
1.000
1/
(1019)
V
4 9-4
T1
480 - 460
C15x33.9+(2)4x4xl/2
0.002
0.437
0.000
0.438
1.000
6/
(1022)
V
4 9-4
T1
480 - 460
C15x33.9+(2)4x4xl/2
0.001
0.433
0.000
0.434
1.000
(1023)
V
4 9-4
T4
420-400
C15x33.9+(2)4x4x1/2
0.003
0.341
0.000
0.343
1.000
(1026)
V
49-4
T4
420 - 400
Cl6x33.9+(2)4x4x1/2
0.003
0.339
0.000
0.341
1.000
(1027)
t/
4 9-4
T4
420 - 400
C15x33.9+(2)4x4xl/2
0.002
0.343
0.000
0.344
1.000
(1030)
V
4 9-4
T4
420-400
C15x33.9+(2)4x4xl/2
0.000
0.338
0.000
0.339
1.000
(1031)
V
4.9-4v
T4
420 - 400
bl5x33.9+(2)4x4xl/2
0.002
0.343
0.000
0,344
1.000
y/
(1034)
V
4 9-4
T4
420 - 400
C15x33.9+(2)4x4x1/2
0.001
0.343
0.000
0.343
1.000
y/
(1035)
V
4 9-4
T6
380 - 360
C15x33.9+(2)4x4x1/2
0.007
0.346.
0.000
0.349
1.000
(1038)
y/
4 9-4
T6
380 - 360
C15x33.9+(2)4x4xl /2
0.007
0.345
0.000
0.349
1.000
6/
(1039)
V
4 94
T6
380 - 360
C15x33.9+(2)4x4xl/2
0.002
0.345
0.000
0.346
1.000
(1042)
V
4 9-4
T6
. 380 - 360
C15x33.9+(2)4x4xl/2
0.005
0.341
0.000
0.344
1.000
`/
(1043)
V
4 9-4
T6
380 - 360
C15x33.9+(2)4x4xl/2
0.004
0.342
0.000
0.343
1.000
(/
(1046)
4 9-4
tnxTower
Report - version 6.1.4.1
November05, 2014
480 Ft Guyed Tower Structural Analysis
CCI BU No 870159
Project Number 37514-2462.001.8700, Application 270581, Revision 3
Page 40
Section Elevation Size Ratio Ratio
Criteria
Ratio
Comb. Allow.
No. P. M"
MW
Stress Stress
ft W. W.
�m
Ratio Ratio
v
T6
380 - 360
C15x33.9+(2)4x4xt12
0.002
0.342
0.000
0.343
1.000
(1047)
V
4 9-4
T9
320 - 300
C15x33.9+(2)4x4xl /2
0.009
0.266
0.000
0.270
1.000
6/
(1050)
V
4 9d
T9
320-300
C15x33.9+(2)4x4xl/2
0.010
0.262
0.000
0.267
1.000
(1051)
V
49-41/
T9
320 - 300
C15x33.9+(2)4x4xl /2
0.003
0.268
0.000
0.270
1.000
V
(1054)
V
4 9-4
T9
320 - 300
C15x33.9+(2)4x4xl /2
0.006
0.254
0.000
0.257
1.000
6/
(1055)
V
4 9-4
T9
320-300
C15x33.9+(2)4x4x1/2
0.004
0.253
0.000
0.256
1.000
(1058)
V
49.46/
T9
320 - 300
C15x33.9+(2)4x4xl /2
0.002
0.261
0.000
0.262
1.000
6/
(1059)
`/
4 9-4
T12
260 - 240
C15x33.9+(2)4x4xl/2
0.017
0.300
0.000
0.309
1.000
4/
(1062)
V
4 9-4
T12
260 - 240
C16x33.9+(2)4x4xl/2
0.017
0.296
0.000
0.304
1.000
V
(1063)
6/
4 9-4
T12
260 - 240
C15x33.9+(2)4x4x1/2
0.010
0.297
0.000
0.302
1.000
(1066)
`/
4 94
T12
260 - 240
C15x33.9+(2)4x4x1 /2
0.015
0.280
0.000
0.288
1.000
9-4 9/
(1067)
V
4
T12
260 - 240
C15x33.9+(2)4x4x1/2
0.009
0.276
0.000
0.281
1.000
4 9-46/
(1070)
V
T12
260 - 240
C15x33.9+(2)4x4xl/2
0.008
0.285
0.000
0.289
1.000
1/
(1071)
V
4 9-4
T15
200 - 180
MOM
0.018
0.372
0.000
0.381
1.000
(1074)
V
4.9-4
T15
200 - 180
C15x33.9
0.018
0.370
0.000
0.379
1.000
(1075)
V
4 9-4
T15
200 - 180
C15x33.9
0.017
0.358
0.000
0.366
1.000
4/
(1078)
V
4 9-4
T15
200 - 180
MOM
0.017
0.358
0.000
0.366
1.000
6/
(1079)
4 9-4
T15
200 - 180
C1543.9
0.016
0.355
0.000
0.364
1.000
(1082)
V
4 9-4
T15
200 - 180
C15x33.9
0.010
0.352
0.000
0.358
1.000
(1083)
`/
4 9-4
Tension Checks
Leg Design Data (Tension).
Section Elevation Size L L„ KI/r A P. �Pn Ratio
No. Pu
it It R & K K ih P_
1 P„ / �P„ Controls
tnxTower Report - version 6.1.4.1
November05, 2014
480 Ft Guyed Tower Structural Analysis CCI BU No 870159
Project Number 37514-2462.001.8700, Application 270581, Revision 3 Page 41
Diagonal Design Data (Tension)
Section Elevation Size L L„ KI1r A P" ¢P„ Ratio
No. P.
R It tt in2 K K ,nP-
V
T2
460-440
13/8"solid
4.82
4.57
159.6
1.485
7
48
0.136'
T3
440 - 420
1 3/8" solid
4.82
4.57
159.6
1.485
9
48
0.186,
T4
420 - 400
1 112" solid
4.82
4.54
145.4
1.767
10
57
0.177'
f�
T5
400-380
11/2"solid
4.82
4.52
144.5
1.767
7
57
0.114'
f�
T6
380 - 360
1 1/2" solid
4.82
4.52
144.5
1.767
13
57
0.223'
T7
360-340
11/2"solid
4.82
4.52
144.5
1.767
14
57
0.247'
T8
340 - 320
1 1/2" solid
4.82
4.52
144.5
1.767
6
57
0.113'
T9
320-300
13/4"solid
4.82
4.46
122.4
2.405
10
78
0.128'
T10
300 - 280
1 112" solid
4.82
4.49
143.7
1.767
6
57
0.109,
T11
280-260
11/2"solid
4.82
4.43
141.9
1.767
15
57
0.267'
T12
260 - 240
1 1/2" solid
4.82
4.43
141.9
1.767
19
57
0.338'
T13
240 - 220
1 1/2" solid
4.82
4.43
141.9
1.767
5
57
0.091 '
T14
220-200
11/2"solid
4.82
4.43
141.9
1.767
6
57
0.096'
f�
T15
200 - 180
1 1/2" solid
4.82
4.43
141.9
1.767
6
57
0.105'
T16
180 - 160
1 1/2" solid
4.82
4.43
141.9
1.767
3
57
0.049'
T17
160 - 140
1 1/2" solid
4.82
4.43
141.9
1.767
3
57
0.056'
f�
T18
140 - 120
1 1/2" solid
4.82
4.43
141.9
1.767
9
57
0.162'
T19
120 - 100
1 1/2" solid
4.82
4.43
141.9
1.767
8
57
0.136'
T20
100 - 80
1 1/2" solid
4.82
4.43
141.9
1.767
1
57
0.022'
T21
80 - 60
1 1/2" solid
4.82
4.43
141.9
1.767
6
57
0.1111
T22
60-40
11/2"solid
4.82
4.43
141.9
1.767
6
57
0.098'
f�
T23
40-20
11/2"solid
4.82
4.43
141.9
1.767
3
57
0.052'
T24
20-6.5
11/2"solid
4.78
4.40
140.7
1.767
7
57
0.126'
1 P„ / �P" controls
tnxTower Report - version 6.1.4.1
�- November05, 2014
480 Ft Guyed Tower Structural Analysis CCI BU No 870159
Project Number 37514-2462.001.8700, Application 270581, Revision 3 Page 42
Horizontal Design Data (Tension)
Section Elevation Size L L„ KUr A P. �P„ Ratio
No. P
ft ft ft ins K K Ap-
T2
460-440
1"solid
3.67
3.48
167.0
0.785
3
35
0.086'
✓
T3
440 - 420
1" solid
3.67
3.48
167.0
0.785
1
35
0.041 '
✓
T4
420-400
1"solid
3.67
3.46
166.0
0.785
7
35
0.205'
✓
T5
400 - 380
1" solid
3.67
3.44
165.0
0.785
2
35
0.060'
✓
T6
380 - 360
1" solid
3.67
3.44
165.0
0.785
10
35
0.270'
✓
T7
360-340
1" solid
3.67
3.44
165.0
0.785
3
35
0.083'
✓
T8
340-320
1" solid
3.67
3.44
165.0
0.785
3
35
0.092'
✓
T9
320 - 300
1" solid
3.67
3.40
163.0
0.785
11
35
0.310'
✓
T10
300-280
1" solid
3.67
3.42
164.0
0.785
4
35
0.104'
✓
T11
280-260
1" solid
3.67
3.38
162.0
0.785
4
35
0.125'
✓
T12
260-240
1"solid
3.67
3.38
162.0
0.785
18
35
0.499'
✓
T13
240-220
1"solid
3.67
3.38
162.0
0.785
4
36
0.107'
✓
T14
220-200
1" solid
3.67
3.38
162.0
0.785
4
35
0.113'
✓
T15
200 -180
1" solid
3.67
3.38
162.0
0.785
11
35
0.319'
✓
T16
180 -160
1" solid
3.67
3.38
162.0
0.785
4
35
0.123'
✓
T17
160 - 140
1" solid
3.67
3.38
162.0
0.785
4
35
0.124'
✓
T18
140-120
1" solid
3.67
3.38
162.0
0.785
7
35
0.212'
✓
T19
120 - 100
1" solid
3.67
3.38
162.0
0.785
5
35
0.130'
✓
T20
100 - 80
1" solid
3.67
3.38
162.0
0,785
5
35
0.131 '
✓
T21
80 - 60
1" solid
3.67
3.38
162.0
0.785
6
35
0.157'
✓
T22
60 - 40
1" solid
3.67
3.38
162.0
0.785
5
35
0.142'
✓
T23
40 - 20
1" solid
3.67
3.38
162.0
0.785
5
35
0.142'
✓
T24
20 - 6.5
1" solid
3.67
3.38
162.0
0.785
5
35
0.137'
1 P u i Op, controls
tnxTower Report - version 6.1.4.1
November05, 2014
480 Ft Guyed Tower Structural Analysis CCI BU No 870159
Project Number37514-2462.001.8700, Application 270581, Revision 3 Page 43
Top Girt Design Data (Tension)
Section
Elevation
Size
L
L"
KUr
A
P.
�P„
Ratio
No.
P.
ft
ft
ft
ins
K
K
IP„
T1
480 - 460
1" solid
3.67
3.48
167.0
0.785
0
25
0.017'-
✓
T2
460-440
1" solid
3.67
3.48
167.0
0.785
1
25
0.057'
T3
440-420
1" solid
3.67
3.48
167.0
0.785
3
25
0.112'
✓
T4
420-400
1" solid
3.67
3.46
166.0
0.785
4
25
0.154'
✓
T5
400-380
1" solid
3.67
3.44
165.0
0.785
2
25
0.076'
✓
T6
380 - 360
1" solid
3.67
3.44
165.0
0.785
3
25
0.108'
✓
T7
360 - 340
1" solid
3.67
3.44
165.0
0.785
5
25
0.188'
✓
T8
340 - 320
1" solid
3.67
3.44
165.0
0.785
2
25
0.068'
✓
T9
320-300
1" solid
3.67
3.40
163.0
0.785
2
25
0.089'
✓
T10
300-280
1" solid
3.67
3.42
164.0
0.785
3
25
0.136'
✓
T11
280-260
1" solid
3.67
3.38
162.0
0.785
3
25
0.120'
✓
T12
260-240
1" solid
3.67
3.38
162.0
0.785
6
25
0.220'
✓
T13
240 - 220
1" solid
3.67
3.38
162.0
0.785
3
25
0.121 '
T14
220 - 200
1" solid
3.67
3.38
162.0
0.785
2
25
0.0�9�1 '
T15
200 - 180
1" solid
3.67
3.38
162.0
0.785
3
25
0.1331
✓
T16
180 - 160
1" solid
3.67
3.38
162.0
0.785
3
25
0.100'
✓
T17
160 -140
1" solid
3.67
3.38
162.0
0.785
1
25
0.056'
✓
T18
140 -120
1"solid
3.67
3.38
162.0
0.785
3
25
0.1111
✓
T19
120 - 100
1" solid
3.67
3.38
162.0
0.785
5
25
0.177'
T20
100-80
1"solid
3.67
3.38
162.0
0.785
2
25
0.088600,
T21
80-60
1"solid
3.67
3.38
162.0
0.785
3
25
0.103'
✓
T22
60 - 40
1" solid
3.67
3.38
162.0
0.785
3
25
0.1311
✓
T23
40-20
1" solid
3.67
3.38
162.0
0.785
2
25
0.068'
T24
20 - 6.5
1" solid
3.67
3.38
162.0
0.785
3
25
0.137'
✓
T25
6.5 - 0
Z x3/8"
3.31
3.02
335.0
4.500
34
146
0.232'
.1
1 P. 1 �Pn controls
tnxTower Report - version 6.1.4.1
\ November 05, 2014
460 Ft Guyed Tower Structural Analysis CC/ BU No 870159
Project Number 37514-2462.001.8700, Application 270581, Revision 3 Page 44
Bottom Girt Design Data (Tension)
Section Elevation Size L L. KI1r A P. �P„ Ratio
No. P.
ft it it ins K K 'W_
V
T2
460-440
1" solid
3.67
3.48
167.0
0.785
3
25
0.-10♦4'
Y
T3
440-420
1" solid
3.67
3.48
167.0
0.785
4
25
0.146'
T4
420 - 400
1" solid
3.67
3.46
166.0
0.785
3
25
0.109,
f�
T5
400 - 380
1" solid
3.67
3.44
165.0
0.785
3
25
0.129'
T6
380 - 360
1" solid
3.67
3.44
165.0
0.785
6
25
0.224'
T7
360 - 340
1" solid
3.67
3.44
165.0
0.785
3
25
0.1251
y
TS
340 - 320
1" solid
3.67
3.44
165.0
0.785
3
25
0.121 '
T9
320 - 300
1" solid
3.67
3.40
163.0
0.785
4
25
0.147'
T10
300-280
1" solid
3.67
3.42
164.0
0.785
2
25
0.093'
T11
280-260
1"solid
3.67
3.38
162.0
0.785
5
25
0.212'
T12
260-240
1'solid
3.67
3.38
162.0
0.785
4
25
0.142'
T13
240-220
1"solid
3.67
3.38
162.0
0.785
2
25
0.080'
T14
220 - 200
1" solid
3.67
3.38
162.0
0.785
3
25
0.118'
T15
200 - 180
1" solid
3.67
3.38
162.0
0.785
3
25
0.109'
Tt 6
180 - 160
1" solid
3.67
3.38
162.0
0.785
1
25
0.051 '
T17
160-140
1"solid
3.67
3.38
162.0
0.785
3
25
0.101'
T18
140 - 120
1" solid
3.67
3.38
162.0
0.785
5
25
0.182'
T19
120 - 100
1" solid
3.67
3.38
162.0
0.785
3
25
0.104'
T20
100 - 80
1" solid
3.67
3.38
162.0
0.785
2
25
0.0777'
Y
T21
80 - 60
1" solid
3.67
3.38
162.0
0.785
4
25
0.154'
T22
60 - 40
1" solid
3.67
3.38
162.0
0.785
2
25
0.074'
T23
40-20
1" solid
3.67
3.38
162.0
0.785
3
25
0.118'
f�
T24
20 - 6.5
1" solid
3.67
3.38
162.0
0.785
20
25
0.790'
1 P. 1 �Pn controls
tnxTower Report - version 6.1.4.1
480 Ft Guyed Tower Structural Analysis
Project Number37514-2462.001.8700, Application 270581, Revision 3
November05, 2014
CC/ BU No 870159
Page 45
Top,Guy Pull -Off Design Data
ffension)
Ratio
Section
Elevation
Size L L„ KI/r A P.
�P„
No.
Pu
ft
it ft & K
K
�p
T18
140 -120
3" x 3/8" 3.67 3.38 374.1 1.125 11
36
0.295
T21
80 - 60
3" x 318" 3.67 3.38 374.1 1.125 8
36
0.218'
1 P o / oP„ Controls
Top Guy Pull -Off Bending Design Data
Section Elevation Size M. �M, Ratio M„y �M„y. Ratio
No. M.._ ne._.
kip-ft kip -It
I 1 0
14u-IV S"X
T21 60 - 60 3" x
ME
kip-ft kip -it
MIX
Top Guy Pull -Off Interaction Design Data
Section Elevation Size Ratio Ratio Ratio Comb. Allow. Criteria
No. P. M„. MW Stress Stress
It Ap- AM- �ne_. Ratio Ratio
T21 80 - 60 3" x 3/8" 0.218 0.000 0.000 0.218' 1.000 4 9-3 1/
1 P u i �Pn controls
Torque -Arm Top Design. Data...
. . '
`
Ratio
Section
Elevation
Size
L
L„
KUr
A
P.
gyp„
No.
P
it
It
it
inz
K
X
Op"
T1
480-460
C15x33.9+(2)4x4xl/2
3.67
3.57
29.2
17.500
2
567
0.003
(1014)
T1
480 - 460
C15x33.9+(2)4x4x1/2
3.67
3.57
29.2
17.500
2
567
0.004
(1015)
T1
480-460
C15x33.9+(2)4x4x1/2
3.67
3.57
29.2
17.500
2
567
0.004
(1018)
T1
480-460
C15x33.9+(2)4x4xl/2
3.67
3.57
29.2
17.500
2
567
0.003
(1019)
T1
480-460
C15x33.9+(2)4x4xl/2
3.67
3.57
29.2
17.500
1
567
0.002
(1022)
T1
480-460
C15x33.9+(2)4x4xl/2
3.67
3.57
29.2
17.500
2
567
0.003
(1023)
T4
420-400
C15x33.9+(2)4x4xl/2
3.67
3.56
29.1
17.500
1
567
'0.002
(1026)
T4
420-400
C15x33.9+(2)4x4x1/2
3.67
3.56
29.1
17.500
1
567
0.002
(1027)
T4
420 - 400
C15x33.9+(2)4x4xl/2
3.67
3.56
29.1
17.500
2
567
0.003
(1030)
T4
420-400
C15x33.9+(2)4x4x1/2
3.67
3.56
29.1
17.500
2
567
0.003
(1031)
T4
420-400
C15x33.9+(2)4x4xl/2
3.67
3.56
29.1
17.500
1
567
0.002
(1034)
tnxTower Report - version 6.1.4.1
- November05, 2014
480 Ft Guyed Tower Structural Analysis CCI BU No 870159
Project Number 37514-2462.001.8700, Application 270581, Revision 3 Page 46
Section
Elevation
Size
L
L
Kl/r
A
P.
Ratio
No.
P.
ft
it
it
&
K
K
�P,,
T4
420-400
C15x33.9+(2)4x4xl/2
3.67
3.56
29.1
17.500
2
567
0.003
(1035)
T6
380-360
C15x33.9+(2)4x4xl/2
3.67
3.55
29.0
17.500
1
567
0.001
(1038)
T6
380-350
C15x33.9+(2)4x4x1/2
3.67
3.55
29.0
17.500
1
567
0.002
(1039)
T6
380-360
C15x33.9+(2)4x4xl/2
3.67
3.55
29.0
1T500
2
567
0.003
(1042)
T6
380 - 360
C15x33.9+(2)4x4xl/2
3.67
3.55
29.0
17.500
2
567
0.003
(1043)
T6
380-360
C15x33.9+(2)4x4x1/2
3.67
3.55
29.0
17.600
2
567
0.003
(1046)
T6
380 - 360
C15x33.9+(2)4x4xl/2
3.67
3.55
29.0
17.500
2
567
0.004
(1047)
T9
320 - 300
C15x33.9+(2)4x4xl/2
3.67
3.53
28.9
17.500
4
567
0.008
(1050)
T9
320-300
C15x33.9+(2)4x4x1/2
3.67
3.53
28.9
17.500
1
567
0.001
(1051)
T9
320-300
C15x33.9+(2)4x4x1/2
3.67
3.53
28.9
17.500
2
567
0.003
(1054)
T9
320 - 300
C15x33.9+(2)4x4x1/2
3.67
3.53
28.9
17.500
2
567
0.004
(1055)
T9
320-300
C15x33.9+(2)4x4xl/2
3.67
3.53
28.9
17.500
2
567
0.003
(1058)
T9
320-300
C15x33.9+(2)4x4xl/2
3.67
3.53
28.9
17.500
3
567
0.005
(1059)
T12
260-240
C15x33.9+(2)4x4x1/2
3.67
3.52
28.8
17.500
7
567
0.012
(1062)
T12
260-240
C15x33.9+(2)4x4xl/2
3.67
3.52
28.8
17.500
8
567
0.015
(1063)
T12
260-240
C15x33.9+(2)4x4xl/2
3.67
3.52
28.8
17.500
1
567
0.001
(1066)
T12
260-240
C15x33.9+(2)4x4xl/2
3.67
3.52
28.8
17.500
1
567
0.003
(1067)
T12
260-240
C15x33.9+(2)4x4xl/2
3.67
3.52
28.8
17.500
1
567
0.002
(1070)
T12
260-240
C15x33.9+(2)4x4xl/2
3.67
3.52
28.8
17.500
2
567
0.004
(1071)
T15
200 - 180
C1543.9
3.67
3.52
46.7
9.960
5
323
0.014
(1074)
T15
200 - 180
C1543.9
3.67
3.52
46.7
9.960
0
323
0.000
(1075)
T15
200 - 180
C15x33.9
3.67
3.52
46.7
9.960
1
323
0.002
(1078)
T15
200 - 180
C1543.9
3.67
3.52
46.7
9.960
1
323
0.002
(1079)
T15
200 - 180
C1543.9
3.67
3.52
46.7
9.960
0
323
0.002
(1082)
T15
200 - 180
C15x33.9
3.67
3.52
46.7
9.960
1
323
0.003
(1083)
Torque -Arm Top Bending Design Data
Section Elevation Size M. QM,,,, Ratio M„„ ¢Mw Ratio
No. M. MW
ft kip-ft KIP-tt ,inn-- kia-ft kip -it AM_..
(1014)
T1 480-460 C15x33.9+(2)4x4x1/2
-145
341
0.427
0
183
0.000
(1015)
T1 480-460 C15x33.9+(2)4x4x1/2
-139
341
0.408
0
183
0.000
(1018)
Tt 480-460 C15x33.9+(2)4x4xl/2
-143
341
0.420
0
183
0.000
(1019)
T1 480-460 C15x33.9+(2)4x4xl/2
-140
341
0.412
0
183
0.000
tnxTower Report - version 6.1.4.1
- November05, 2014
480 Ft Guyed Tower Structural Analysis CCI BU No 870159
Project Number37514-2462.001.8700, Application 270581, Revision 3 Page 47
Section
No.
Elevation
ft
Size
M.
kip-ft
�Mu
KIP-tt
Ratio
M.
OM"
MW
WA-ft
�M,
kip-ft
Ratio
MW
WM
(1022)
T1
480-460
C15x33.9+(2)4x4xl/2
-139
341
0.407
0
183
0.000
(1023)
T4
420-400
C15x33.9+(2)4x4xIl2
-112
341
0.329
0
183
0.000
(1026)
T4
420-400
C15x33.9+(2)4x4xti2
-110
341
0.324
0
183
0.000
(1027)
T4
420-400
C15x33.9+(2)4x4xl/2
-112
341
0.329
0
183
0.000
(1030)
T4
420-400
C15x33.9+(2)4x4xl/2
-111
341
0.325
0
183
0.000
(1031)
T4
420-400
C15x33.9+(2)4x4xl/2
-110
341
0.324
0
183
0.000
(1034)
T4
420-400
C15x33.9+(2)4x4xl/2
-111
341
0.327
0
183
0.000
(1035)
T6
380 - 360
C15x33.9+(2)4x4xl/2
-110
341
0.322
0
183
0.000
(1038)
T6
380-360
C15x33.9+(2)4x4xl/2
-110
341
0.323
0
183
0.000
(1039)
T6
380-360
C15x33.9+(2)4x4x1/2
-114
341
0.336
0
183
0.000
(1042)
T6
380 - 360
C15x33.9+(2)4x4x1/2
-111
341
0.325
0
183
0.000
(1043)
T6
380-360
C15x33.9+(2)4x4x1/2
-111
341
0.326
0
183
0.000
(1046)
T6
380 - 360
C15x33.9+(2)4x4xl/2
-114
341
0.334
0
183
0.000
(1047)
T9
320 - 300
C15x33.9+(2)4x4xli2
-72
341
0.210
0
183
0.000
(1050)
T9
320 - 300
C15x33.9+(2)4x4xl/2
-81
341
0.239
0
183
0.000
(1051)
T9
320-300
C15x33.9+(2)4x4xl/2
-91
341
0.266
0
183
0.000
(1054)
T9
320-300
C15x33.9+(2)4x4xl/2
-83
341
0.243
0
183
0.000
(1055)
T9
320 - 300
C15x33.9+(2)4x4xl/2
-85
341
0.249
0
183
0.000
(1058)
T9
320 - 300
C15x33.9+(2)4x4xl/2
-90
341
0.264
0
183
0.000
(1059)
T12
260-240
C15x33.9+(2)4x4xl/2
-81
3.41
0.239
0
183
0.000
(1062)
T12
260-240
C15x33.9+(2)4x4xl/2
-76
341
0.223
0
183
0.000
(1063)
T12
260 - 240
C15x33.9+(2)4x4xl/2
-104
341
0.306
0
183
0.000
(1066)
T12
260-240
C15x33.9+(2)4x4xl/2
-93
341
0.273
0
183
0.000
(1067)
T12
260-240
C15x33.9+(2)4x4xl/2
-97
341
0.286
0
183
0.000
(1070)
T12
260-240
C15x33.9+(2)4x4xl/2
-103
341
0.301
0
183
0.000
(1071)
T15
200 -180
C15x33.9
-37
113
0.325
0
17
0.000
(1074)
T15
200 -180
C1543.9
-41
113
0.357
0
17
0.000
(1075)
T15
200 -180
C1543.9
-43
113
0.383
0
17
0.000
(1078)
T15
200 - 180
C15x33.9
-41
113
0.364
0
17
0.000
(1079)
T15
200 - 180
C1543.9
-42
113
0.369
0
17
0.000
(1082)
T15
200 -180
C15x33.9
-43
113
0.380
0
17
0.000
(1083)
tnxTower Report - version 6.1.4.1
` - November05, 2014
480 Ft Guyed Tower Structural Analysis CC/ BU No 870159
Project Number 37514-2462.001.8700, Application 270581, Revision 3 Page 48
Torque -Arm Top Interaction Design Data
Criteria
Section
Elevation
Size
Ratio
Ratio
Ratio
Comb.
Allow.
No.
PU
M.
MW
Stress
Stress
ft
�P
OMB.
�
Ratio
Ratio
T1
480 - 460
C15x33.9+(2)4x4xl /2
0.003
0.413
0.000
0.415
1.000
(1014)
V
4 9-4
T1
480 - 460
C15x33.9+(2)4x4xl/2
0.004
0.427
0.000
0.428
1.000
`/
(1015)
V
4 9-4
T1
480 -460
C15x33.9+(2)4x4xl/2
0.004
0.408
0.000
0.410
1.000
(1018)
y/
4 9-4
T1
480 -460
C15x33.9+(2)4x4xl/2
0.003
0.420
0.000
0.421
1.000
4/
(1019)
G/
4 9-4
T1
480 - 460
C15x33.9+(2)4x4z1/2
0.002
0.412
0.000
0.413
1.000
6/
(1022)
V
4 9-4
Tt
480 - 460
C15x33.9+(2)4x4xl/2
0.003
0.407
0.000
0.409
1.000
6/
(1023)
V
4 9-4
T4
420 - 400
C15x33.9+(2)4x4xl /2
0.002
0.329
0.000
0.331
1.000
6/
(1026)
V
4 9 4
T4
420 - 400
C15x33.9+(2)4x4xl/2
0.002
0.324
0.000
0.325
1.000
(1027)
V
4 9-4
T4
420 - 400
C15x33.9+(2)4x4xl/2
0.003
0.329
0.000
0.331
1.000
6/
(1030)
y/
4 9.4
T4
420 - 400
C15x33.9+(2)4x4x1/2
0.003
0.325
0.000
0.327
1.000
4/
(1031)
`/
4 94
T4
420 - 400
C15x33.9+(2)4x4xl/2
0.002
0.324
0.000
0.325
1.000
6/
(1034)
V
4 94
T4
420 - 400
C15x33.9+(2)4x4xl/2
0.003
0.327
0.000
0.328
1.000
(1035)
V
4 9-4
T6
380 - 360
C15x33.9+(2)4x4x1/2
0.001
0.322
0.000
0.323
1.000
(1038)
`/
4 9-4
T6
380 - 360
C15x33.9+(2)4x4x1/2
0.002
0.323
0.000
0.324
1.000
1/
(1039)
V
4 9-4
T6
380 - 360
C15x33.9+(2)4x4xl /2
0.003
0.336
0.000
0.338
1.000
(1042)
V
4 9-4
T6
380 - 360
C15x33.9+(2)4x4xl/2
0.003
0.325
0.000
0.326
1.000
6/
(1043)
V
4 9-4
T6
380 - 360
C15x33.9+(2)4x4xl/2
0.003
0.326
0.000
0.327
1.000
6/
(1046)
`/
4 94
T6
380 - 360
C15x33.9+(2)4x4xl/2
0.004
0.334
0.000
0.336
1.000
6/
(1047)
`/
4 94
T9
320 - 300
C15x33.9+(2)4x4xl/2
0.008
0.210
0.000
0.214
1.000
y/
(1050)
V
4 9-4
T9
320-300
C15x33.9+(2)4x4x1/2
0.001
0.239
0.000
0.239
1.000
(1051)
V
49-4
T9
320 - 300
C15x33.9+(2)4x4xl/2
0.003
0.266
0.000
0.268
1.000
(1054)
V
4.9-4
T9
320 - 300
C15x33.9+(2)4x4x112
0.004
0.243
0.000
0.245
1.000
(1055)
1/
4 9-4
T9
320 - 300
C15x33.9+(2)4x4x1/2
0.003
0.249
0.000
0.250
1.000
6/
(1058)
`/
4 9-4
T9
320 - 300
C15x33.9+(2)4x4xl/2
0.005
0.264
0.000
0.267
1.000
y/
(1059)
1/
4 9-4
T12
260 - 240
C15x33.9+(2)4x4xl/2
0.012
0.239
0.000
0.245
1.000
(1062)
1/
4 9-4
T12
260 - 240
C15x33.9+(2)4x4xl/2
0.015
0.223
0.000
0.231
1.000
(1063)
6/
4 9-4
T12
260 - 240
C15x33.9+(2)4Ax1/2
0.001
0.306
0.000
0.307
1.000
`/
(1066)
4 9-4
T12
260 - 240
C15x33.9+(2)4x4x112
0.003
0.273
0.000
0.275
1.000
y/
(1067)
4 94
T12
260 - 240
C15x33.9+(2)4x4x112
0.002
0.286
0.000
0.287
1.000
4 9-4 y/
tnxTower
Report - version 6.1.4.1
�0)Cb
�LOa
N O �
o`0ri
Q Z
aEim
oU
2v
> > 1 )6 > > >
v
J rn rn rn rn � rn rn
y o
0
0 0 0
0 0 0
L co'I
�o
cl �o�o�a
}o
0 a
AC ��I cl O O O O O O 9� O O O O O O CZ!
C
O N Yrl W fV0 lrn0 000
M M M M M M M
G G O O G O O
N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N
m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m
ti aaaaaaaan.an.n.ao.a.o.an.a.a.a.n.o.a.aaaan.a.aaaaaaaaaaaa
m NMr�rn �inrnmonm�MnaNin �oMMmMm<o �nrn�v�nnNmv��m.-corn
�u�m uminn rro�n�urni urim�mmnnnnnnnm�MmMNuoi V NNNNnMNMNN
rn mou��n �n �nrn�mrnrnmrnmrnrnrnrnrnrnmrn�NMu��nMMMMMMvvv�vvvv
���NNfV NIhNMMMMMMMMMM�MMCm'l ,d.MNNMMMMM �LIMMM MMMM
N NmOrmNNMmOm.-N V mn.-mrnon
Y nnll� O N O n m O � � N � M 1[1 m m n m m r m m m r W I I I I I ^OOIf1�0 I
. -. -. -1 � N N N N N N N N N N N N N N N N N v ����� . I N N .� +� �
N
m ONVmmrn�lA tmrrn�-M�m m.-NMhrm rmN�OmmNNVNVm m�-M
N N�amO��NNNMtn+I V R�����I��a00m� W Omim •'-�OmI��NNMM V C V �[I �m[I fpN�
41
C
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
o o o 0 0 0 0 0 o a o o o o o o o o a o 0 0 o o 0 0 0 0 0 0 o o o o o o o o o o 0 0
N N N N N N N N N p N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N
" V Q ? v N N N N N N N fV lV fV iV fV iV iV iV iV iV RI OD fV (V IV iV {V 'Q fV fV fV iV ` iV iV
�MMMM:-tO -- - -MMT^ �M-??----
N N N N N N N N M M M M M M M M M M M M M M M M----- -e- ---------
N IO N N (O N fO tO tO N N N tO tO N N (0
rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn c c o c o o c c c c c c c c c c c
m m ryry m w m m w m w m m m w m m m N w m m m m w m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .-
J J J J J J J J J J J J J J J J J J J J J J J J J R R R R R R R R R R R R R R oR R R
00000'0000`o`o`oo'000
c6
O
N
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O m
Q� V V MMMMMNNNNN��-��-�-mro �N {p ' V V V d'M MMMMNNNNN��� �
J O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O
D m V N O m m d'N O m N N O m m m m M m m N N N N N
Q V V V MMt7MMNNN'NN��-�--�-- m m V N
N
M V m m m rn m m' m rn N N N N N N N M V �n m m rn 0O
r-�F r-����H�i i "PFFrrrr r r rrrrrr �i r ���HHr �i K
vrno
NO �
W m m
Q O 4 N� N N 4 r% N N N N N N y N 2 N N N N N N N N N N y 2 N N N N N 4 N N N N N N N N N N N N N y N N N N N N N N N N N N N N N N N N N N N N N N
L N '� N N N. N N N N N N N N N f/1 N N N N N N N N N N N YI WOMON f/1 N N N N N N N N N N N N N UI N N N N N N N N N N N N N N N N N N N N N N N N
Em aLL aaaaaaaaaaaaanm.asasaacLrLcL.n.aama.a.a.a..a..ILaNaa.aNaaa.amasaaaaanm.nm.nmILILaaaa°aaa°aaaaaaILa.M(N.nm.a
mro
ZU.� NONO1mmNm V OMm�t<cyN W M V m W rOARsTmOMM�- mv,MMmmmOmO W<<MO A M< hN W mm W M W W <.--0<N m
o C CV of W m < N of n O) O 6 h W N'V t` tD fV n m C th lh f0 f0 r[j O < O 01 < f0 c0 O) 1[) lV oI (V Qj O �Wj' O pI O fD ff) O N M IV IV �- fV fV V' <
U
y. 'R 'Q 'd'Ca V -MMMMMMM V M V---'C V V V V--------MMMMMMMr0M Nr0 mr0mmmmmmr0m W NNNr0M Mr0 r0MMMmmm
M MMM M�-««.-.-.-<.-««<.-«.-«« ««««N<NNNNNNNNNNNN�«<N«NN«<NNN
Y .T-�f���m�rO KI �'lfrN DO Mt�IrVY�"t"ifOY Ytn rn rn rn Yl utm celhqNfr�INNNMYMNMM<MmNMMNMm�NMMNgMM(�N'v V'NM
G
U N � W m.-MmmOOAm O m W AM<MmmmAA W MO. -A< Mm W O)N V' W m W <� W AONNmmmNO V�00)<MmAO)O)Mt0
n'1 U W nnaMO� W W OAiNm W �m<NNtO')MM V V r(j�f00 f�D (WOr rOp�Q: OMim W aamO�.A-NNNt�')M V ONN�NtAOnn�O�D OWD ONI W �m W W.M-�N NtO')M CW9 V V �r(j
C
Er
O
.y
S
m
r v_avaoaa
Woo 000 oo v_vaa_aaav_av_gaaaav_a_aa_aa_av_aaaaa v_v_v_v_aav_caav_av_a_v_v_vaaa'a,v_v_a v_a v_ava_a_gvv_
N N N N N N N N W
N ____ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O'O O O O O O O O O O O
O `\ N\` X N N N N N N N N N N N N N N
N------ -:-«« --:-:-------:- --------:-:-------- -----------:-:-:---
c
•a°
m
U
n
n
h Q
O
C 'C 'CCCCCrCCYr'C 'Cti
m^ N mm m m���«««««����««««««««««.c.cc««'C��ZYrY C'CrCCCC'CYCY'CrCC�C 2'_._._.-.-.-._.-._._._._._.-
G� cm c c c c c c c c c c c c cc cc c c c c c c c c c c c 0 c c c•-•-•-•-•-'-'-'-'-•-•-•-'-•-'-•-'-'-'-'-•-._._.-.-(7 (7 (7 C7 C7 U' U' U' C7 C7 U' U' (7 (9
Q" C� rnrn MMMrnrnNOONNON,O NONONONONooN_NNoU U'Ur U' (7 U' U'Ur U' (7 Ur Ur (7 C7 (7 U'Ur (7 U'(7 Ur U' (7 Ur U' EEEEEEEEEEEEEE
.-N` Nc .N�. Nc .tl .�. tlaaaa0.aaaa a.aao.naaaaanan ao. 0.o000000000000a
jO E~ m c c 10 m �010 0 0 0 `o `0 0 0 0 0 0 0` 0 0 0 0 0 `O 0 0 0 0` `0 0 `o 0 0 0 0 o o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o z z z z z x z z z z z z z z
N U ���00��222252222222SS2222222522~'~~~~~�'�'1-F-FHFHI-F-F-F-FFHHFH 00000000000000
U� M co R] fO M M M M M M M C3 co co
2N
y R
Nr
� C 0 0 mp O O O O O O O O O O O O O O O O O O O p O O O O O O O O O O O O O O O O O O O p 0 0 0 0 0 0 0 0 0 0 0 0 0 0
N N O W m V N O W O O O m N O W W R N O m fD V N O W l0 V N O W O O O p W V N O W W V N O m 10 V'N O
O M < r t0 Q V C V M M M M M N N N N N<<<<< r m V N W V V O M M M M M N N N N N<<< « W ar N W r V ? V M M M M M N N N N N
L > r r O r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r Cr Cr r r r r r r r r r r r r r r r r r
as N Vm�YN a00[OOCNOMMp MMN(OO�NOmfOp V NO W IOO�N vfpOONOmfpO V NO�(p0 V NO�(OOOmfOD V NtOm W ONOmIODONOm0 t00 V N
�[ W V< V V O M M M M M N N N N N<<<< `-' C V V fM M M M M N N N N
C GO
m W O N M V< N M V m W W m 0< N M V m W A m m 0< N M V '. N M O m W W m O N M v m m A W D7 0< N M O m r, O< N M O
�'� 2F�������rrt i ��rr�F=HF i ���rrNrN�VV��������Fr E F ������rr���F �rM�����rF-�- -��
as
Lo
N O
m m mm m m m m m
m
m
m
y Z
m
a
m m m m m m m m mm m m m mm m m m m mm m m m
. . . .
.
m
m m
.0=
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
a
a
a
a
a
a a
mm
oU
V� OOrar M LpC M fp OHO< }nNn O)N OnOA<'I}I�M W 10
[O
W
It
Cy
o
T
\
n V
O<m<ONO<rw^<aMMtWOnrmrMrW(mnOMnMMr�MArI�nN
a
M
U
mmmMm�0 �O i0 �O �OmNMmm�Om<mmMm W �O W <W mM W W m W <W m W
m
^
�
N
M
M W
yIM<MC?M N' NM-N- MmWsT WHO<M'd'�O I�Nm OM MMMwv O< W < N 9N V M M N M< M N V M M N M< NV M N M< M N< Y
Um
'cm
W OMMmhOIMmmA<MmI�Of <mmf� W OMmm W V NammON V Om M
N O
O O
W O
O O
N W
O O
�nWWrnWWWrnm<
C
O
.y
V x
O V
V
O O O O O O O O O O M th
O
N N N N N N N N 0 N X X<f�ht"1np�n�<I�I�iM I��h�<l�I�N�I�p�l�iry X X
W m
a a
� m
O
:o
in
uXi uXi
uXi
U
U U
U U
U
Q
. . . . . . . . ; WUORrM>
_�a'
YU'
crO@>p)
mnMUd>
WN�>
mrtm<F
W
C N
iC_
UC
bN>
QM€
O
Q~0�N
O O
Q~0�N
yc-x
NnmW
Ucrtm>dpo
UmnVmja'
@m
EEEEEEEEEEED@_gWm
000000000O0
O0Q~O€W>
M�
aMHm^tm
6mrtdNHl0€daO
aFm^fOM
0]D 0 cam men mcam p0120
FVm^fpQ~>
F-
F000000000O
UVUU00(70 o 0 o 00 0(9 U U000(7(7 UUN
n
In
3
C
O
O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O
W m��OmM O�N�OO V V MMN��fOp? V MMNm�(OD V V MMN��t00�
O O
O O
O O
N
tOD
V V
M M
<W
OMt00 V NOMfOp V Nam W N W Nf000 V mmN W Nf000 V OODm NOOp N(OpOY W W
m N
M N
M O
V O M M N N<
V V
M M
N N
� �
O
G
NZFFF-F
m W l� W W O<NMRmm< N�Om Nip W << Nm W <W
HrFN-FN-FFN-HF-Ia-Fm-�i'-F'F-'FF-F-Fm-Hf-F-f"�"'I-FFm-i-'F-F-F-FN-F- F
�-
Fm- F-
N m
c0Q
7 �
�
H F
MM a a as a as as
r
Ewn A M Onl M M< W N
W
Y �
C^C^'-^
t�N NNC7^ ENUNQ >`N UUO
J O t O tF O t�
= m U' 0 ~
November05, 2014
480 Ft Guyed Tower Structural Analysis CC/ BU No 670159
Project Number 37514-2462.001.8700, Application 270581, Revision 3 Page 52
Section Elevation Component Size Critical P OP6r % Pass
No. It Type Element K K Capacity Fail
Torque 43.8 Pass
Arm Top
M)
Bolt 34.0 Pass
Checks
RATING= 92.3 Pass
tnxTower Report - version 6.1.4.1
480 Ft Guyed Tower Structural Analysis
Project Number37514-2462.001.8700, Application 270581, Revision 3
0
fi LCE158-5O to 129 tL
4_EC7-50 to 253%._�
Lz�/
£
Q. 50Cmd
4 Et7-50 to 253 ft.
November05, 2014
CCI BU No 870159
Page 53
APPENDIX B
BASE LEVEL DRAWING
O 1 EW 20to477ft
I
f ? p 13/2 in, to 456
7/8 In. to 456 %
1 EW to 347 ft.
ff
+ 111/4ln.to276ft
rl 0 1_1/2In. to 238 fL
0 1J/8 hLto 4275 ft.
O 1_11/4 in. to3165 ft
O 1_1/2 in. to 438 ft
y CI 1_1/2 in. to 118 ft.
t_EW 63 to 267 ft.
... , 1_tW63to314it
4 EC7-50 to 253 ft.
i
,A
b
tnxTower Report - version 6.1.4.1
i
November05, 2014
480 Ft Guyed Tower Structural Analysis M BU No 870159
Project Number 37514-2462.001.8700, Application 270581, Revision 3 Page 54
APPENDIX C
ADDITIONAL CALCULATIONS
tnxTower Report - version 6.1.4.1
F
U
A
C
v
=
v
se
N
C
6
K
N
g
C
na
15
c
3
N
F
m
w
e
ry
a
N
W N
G
A
G
n
F
C
F
so
�
N
{IO3
F
N
x
F
a
i
�
s
0
S
�
i
a
C
LL u
4 c
2
460_0 ft
466_9 RR
460 0It
440_0 it
420_it
400_0 In
300_0 it
3ess ftft
3B0_OR
340.0 it
320.0 ft
306_9 it
3000 it
280o it
260_0 it
2"a it
240_Oft
2nG it
200.0 It
iB8_9fi
180 OR
160_D 1l
140_0 R
126_9 RR
120_0 R
lo0_O RR
80.0 it
66A R
60_0it
40.OR
20.0 R
6.5 ft
760
3lu,
R-176.0oft
R-176.4o ft
PLAN
DESIGNED APPURTENANCE LOADING
TYPE
ELEVATION
TYPE
ELEVATION
Beamn
480
PL&95-PXA
267
HMD12HNMQ
477
CMA-BI6520IEG8w1 Mount Pipe
254
(2) Side Aren Mount [6060211
477
CMA-a5520/E041w/Mount Plpa
254
Side Arm MowdlS0601-11
4%
CMA-mamfEm w/Mount Pipe
254
Side Arm MouM[S0601-11
456
FRIE
254
Radome Cyrwder(46'e x 5)
456
FRIG
2M
FM1n
443
(2)FRIG
254
Side Ann Mowrt[S0W8-II
436
(2)FXF8
254
FM1/1
438
ASD9338TPP01
254
FMt/1
427.5
Sector Mount BM 130"]
254
Sty x 2' Pipe Mount
427.5
(2) CMA,BDHH16520/E" w/Mount
pipe
254
FM1/1
419]5
FM1/1
412
(2)CMA-BDHHB5201FD vMount
Pipe
nt
75010074
380
aide Ann Mount I50309-1]
380
(2)CMA-BDHHI6520/E"w/Mount
Pipe
2M
Side Alm Mount IS0602a]
3]3
CAS-INEarCP
2M
Pipe Meu,d[PM 601-11
PL645-P%A
us
pTp56600 w/Mount Pipe
180
Pipe Mount IPM601-11
160
Side Arm Mom,t[50306-11
PGiDOF409"11
Pipe Mount [PM 601-11
PLBPull314
ASPD974
316
316
314
276
8octor Maunt[SM4o53]
In
(2)CMA-24 w/Mount Pipe
130
(2)CMA-1=1B13324 w/Mount Pipe
130
(2)CMA-B/J324 wl Mount Pipe
MDCA-10
118
ilia
Side Arm Mount [60602a1
278
Pipe Moint(PM 601-11
267
SYMBOL LIST
MARK
SIZE
MARK-
SIZE
A
SR 2In' solid
G
12x 8'
B
SR31/4-sold
H
9'x318'
C
SR3'so6d
1
12'x ate'
D
SR 11Z sold
J
4®3.0625
E
SR 13/4'solid
K
14®1.81944
F
NA
\\\\\ TOWER DESIGN NOTES
1. Tower designed for Exposure C to the TIA-222-G Standard.
2. Tower designed for a 124 mph basic wind in accordance with the TIA-222-G Standard.
3. Deflections are based upon a 60 mph wind.
4. Tower St ucture Class K&
5. Topographic Category-1 with Crest Height of 0.00 ft
6. TOWER RATING: 92.3e%
346 K
227 K
R=176.0o ft
ALL REACTIONS ARE FACTORED
Paul JFord and Company
250 E. Broad Street Suite 600
Columbus, OH 43215
Phone: 614.221.6679
FAX 614.448.4105
o0i 480-ft Guyed Port St Lucie, FL
Project SU#870159(PJF#37514-2462.001.8700 '
G`sn� Crown Castle
I Dre"' W, Rebekah Dorris
Avp'd:
D°de` TIA-222-G
oate:11/O6/14
5ralw NTS
1i9491,is. F: I
PAUL J. FORD AND CC ',NY Job Number.' 37514-2462.001.8700
S T R U C T U R A L E N G I N E E K S Site Number: 870159
a Sulte&X) a Columbm, ON-0 4321537(10 Site Name: Site Name
Page: 1
By: RMD
Date: 11/612014
Factored Base Reactions from PISA
C2 Tension
Moment, Mu k-
Shear, Vu = 0.0 t.6 kips
Axial Load, Pu 0.
OTMu =
Drilled Pier Parameters
Diameter =
Haight Above Grade
Depth Below Grade
fd =
EC =
Mat Ftdn. Gap Width =
Mat Ftdn. Cap Length
Depth Below Grade =
Steel Parameters
0.01 11375 k-ft @ Ground
z 7 ft
0.5 ft
'38 ft
-: v3 ksl
0.003 intin
PEEft
ft 1
Number of Bans
Reber Size
Wt T
Reber Fy =
lost
Reber MOE
ZAln
ksi
Tie Size =
Side Clear Cover to Ties
Direct Embed Pole Shaft Parameters
Dia @ Grade =
< in
Dia @ Depth Below Grade
in
Number of Sides
Thickness
in
File
> ks!
Backfill Condition .=
Define Soil Lavers
Note: Cohesion= Unchnalmel Shear Shansi, = UnconsfinedComDmsshn, Stanoth/2
Safety Factors/Load Factors/0 Factors
Tower Type=
Gu d'-;-:-
ACI Code =
ACI 318-08:',
Seismic Design Category
DII:
Reference Standard
T14-222-G
R1.00
Use 1.3 Load Factor?
116�111:111
Load Factor =
Soil Lateral Resistance
Skin Friction =
End Bearing =
Concrete WL Resist Uplift=
Safety Factor (V Factor
0.75
0 .75
0.60
Load Combinations Checked per TIA-222-G
1. (0.75) Ult. Skin Friction + (0-60) Ult End Bearing
+ (1.2) Effective Soil Wt. - (1.2) Buoyant Conc. Wt 2: Comp.
2.(0.75) Uft. Skin Friction + (0.9) Buoyant Conc. Wt a Uplift
Soil Parameters
Water Table Depth 1.00 ft
Depth to Ignore Soil 3.50 ft
Depth to Full Cohesion 0 ft
Full Cohesion Starts at? Ground': : ++,+:I
Above Full Cohesion Lateral Resistance - 4(Cohesion)(Dia)"
Below Full Cohesion Lateral Resistance = 8(Cohesion)(Dia)(14)
Mauthrimmil Capacity Ratios
Maximum Soil Ratio = ; I" 1 110.0%
Maximum Steel Ratio j,', . 105.0%j
Layer
Thickness
ft
Unit Welght
Pot
Cohesion
Pat
Friction
Angle
degrees
Soil Type
Ultimate
End Bearing
pad
Comp. Ult
Skin Friction
Pat
Tension UIL
Skin Friction
psf
Depth
ft
1
3 t
105'M
0
29:
Sand '
0
i:": -.32
32',�;,
3
2
9:-
0:.
30
Sand
0
262
v :262
12
3
5:
105
0:
29
Sand,.'X:
0 .
253
253•::f
17
4
1 � c �1D'
1+110
0
30
Sand,
:1. 0
508
M: 508
27
5
10 -
115:^-
0:
32�-
Sand',
0
885�1
BB51,,
37
6
N. 10 'i
I 10,"
0. :M
30
Sandr,�+,Io
18000 .;�
909
909
47
7
120
01
33,:*
Sando
1184..
50
�M
10
..q"
12
Soil Results: Overturnin
Depth to CDR = I 30.391ft from Grade
Bending Moment, Mu = 7011.73 k-ft, from CDR
Resisting Moment, (1)Mn = 13267.641k-M from CDR
MOMENT RATIO = 52.8% OK
Soil Results: Uplift
Uplift Tu =
346.001kips
Uplift Capacity, (PTn
kips
UPLIFT RATIO =
81.9% OK
Steel Results (ACI 318-08):
Minimum Steel Area sq in
Actual Steel Area = 59.28 sq in
Axial, cbPn (min) = 3201.4, 1 - kips, Where (PMn = 0 k-ft
Axial, (DPn (max) 9119.32 kips, Where 4)Mn = 0 k-ft
Shear, Vu =
Resisting Shear, 4iVn
SHEAR RATIO =
227.00�klps
1 429.531 kips
52.8% OK
Soil Results: Compression
Compression, Cu - 0.00 kips
Comp. Capacity, (DCn 17644.77 klps
COMPRESSION RATIO = 0.0% OK
Axial Load, Fit = -228.03 kips @ 19.00 ft Below Grade
Moment Mu = 3069.43 k-ft @ 19.00 ft Below Grade
Moment, OMn = 8620.36 k-ft
MOMENT RATIO = 35.6% OK
v4.0 - Effiecha; 10-18-13 (c) Copyright 2013 by Paul J. Ford and Company, all right, reserved.
L
PJF Job No. 37514-2462.001.8700
Factored Foundation Loads:
Factored Axial Load (+Comp, -Ten) =
Factored Horiz. Load at Top of Pier =
Factored OTM at Top of Pier =
LRFD Resistance and Load Factors:
m
Soil Bearing = 0.6
Soil Weight = 0.75
Concrete Weight
Soil Properties:
Depth to Water Table =
Uplift Cone from
Project Name: 480-ft Guyed Tower
LC1
760 kips 7 ft Ro
3 kips Concrete Vol =
0 kips 45.16 yd^3
Dead Load Factors
1,.2..,. (28) #10 Vert Bars
1.2 #5 Ties
m
1 ft
Top of footing (26) #9 Rebar
l I
Bottom Onlv
Layer
Thk
ft
Soil
Density
pcf
Cohesion
ksf
Friction
Angle
degrees
ult
Bearing
ksf
Depth
ft
5
100
0
0
5
5.00
Dimensions:
Pier Shape =
Pier Width =
Pier Height above Grade =
Depth to Bottom of Footing =
Footing Thickness =
Footing Width, B =
Footing Length, L =
Concrete:
Concrete Strength =
Rebar Strength =
Summary Results:
Maximum Net Soil Bearing =
Uplift =
Punching Shear Stress =
Bending Shear Stress =
Bending Moment =
Conc Pier Reinforcing Steel =
Round
7
ft Diameter
0
ft .
3.5
ft
3
ft
20
ft
20
ft
3 ksi
60 ksi
Required
2.086 ksf
0.0 kips
0.047 ksi
148.6 kips
806.58 k-ft
760.0 kips
Available
3.000 ksf
13.6 kips
0.164 ksi
617.3 kips
3513.9 k-ft
8410.7 kips
(26) #9 F
Bottom
Engineer: RMD
4=
o
C6
rq
I 2.086 ksf
0.011 ft .
926.3 kips
19.977 ft
20ftx20ft
page 1 1
Total Pad Reinf Stl = 26.00 in^2 >= 15.55 in12 = Min Stl, OK
Total Pier Reinf Stl = 35.56 in^2 >= 27.71 in^2 = Min Stl, OK
Footing Thickness = 3.00 ft>= 1.87 ft = Min Ftg Thk, OK
Stress Ratio =
69.5%
in Soil Bearing
Stress Ratio =
0.0%
in Uplift
Stress Ratio =
28.9%
in Punching Shear
Stress Ratio =
24.1%
in Bending Shear
Stress Ratio =
23.0%
in Bending Moment
Stress Ratio =
9.0%
in Pier Rebar
v3.3, Effective 2110114