HomeMy WebLinkAboutSTRUCTURAL ANALYSIS REPORTPAUL J. FORD
&COMPANY
Date: May 1, 2019 SCANNED
Andera Slaughter BY
Crown Castle St. Lucie County
8000 Avalon Blvd, Suite 700
Alpharetta, GA 30009
Subject:
Carrier Designation:
Crown Castle Designation:
Engineering Finn Designation:
Site Data:
Dear Andera Slaughter,
Structural Analysis Report
AT&T Mobility Co -Locate
Carrier Site Number:
Carrier Site Name:
Crown Castle BU Number:
Crown Castle Site Name:
Paul J. Ford and Company
250 East Broad st., Suite 600
Columbus, OH 43215
(614)921-6679
10080462
FP33 (MINUMAID)
813700
MINUTE MAID
BRA360
Crown Castle JDE Job Number: 553217
Crown Castle Work Order Number: 1694638
Crown Castle Order Number: 475132 Rev. 4
Paul J. Ford and Company Project Number: 37519-0281.002.8700
R1
2651 Minute Maid Road, Ft. Pierce, St. Lucie County, FL
Latitude 27' 29' 0", Longitude -800 34' 1.3"
250 Foot - Self Support Tower
Paul J. Ford and Company is pleased to submit this "Structural Analysis Report" to determine the structural
integrity of the above mentioned tower.
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: Proposed Equipment Configuration
Sufficient Capacity
This analysis utilizes an ultimate 3-second gust wind speed of 153 mph as required by the 2017 Florida Building
Code, 6t^ Edition. Applicable Standard references and design criteria are listed in Section 2- Analysis Criteria.
Respectfully submitted by:\\\N\n(C LEE yA�////,
Matthew Buske,P.E.
Project Engineer
mbuske@pauliford.com
* No. 80107
STATE OF ly
i \. A
CORIOP 6� \�
10` NAL\\ot,i�
FILE COP V
MAY 012019
tnxTower Report - version 8.0.4.0
May 1, 2019
250 Ft Self Support Tower Structural Analysis CC/ BU No 813700
Project Number 37519-0281.002.8700, Order 475132, Revision 4 Page 2
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Equipment Configuration
Table 2 - Other Considered Equipment
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 Component Stresses vs. Capacity
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations - —
A
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number37519-0261.002.8700, Order475132, Revision 4
1) INTRODUCTION
May 1, 2019
CCI BU No 813700
Page 3
This tower is a 250 ft Self Support tower designed by FWT INC. in May of 1998. The tower was originally
designed for a wind speed of 110 mph per TIA/EIA-222-F. The tower has been modified multiple times in the
past to accommodate additional loading.
2) ANALYSIS CRITERIA
TIA-222 Revision: TIA-222-H
Risk Category: II
Wind Speed: 153 mph
Exposure Category: C
Topographic Factor: 1
Service Wind Speed: 60 mph
Table 1 - Proposed Equipment Configuration
.
Center:-
a.
Mounting
iner Number
An
Antenna ' '
Number
Feed¢
'
mLeyel(ft)
of .
EleJation
Antenna Model
Manufacturer
ofkFeed
Line
Antennas
Lines .
Size (in}
�• .. c'
_.°'; fin) F. _°.
� . , e
; t.
3
commscope SBNHH-1D85C
ericsson RRUS 32
1
200.0 1„
ericsson RRUS 4449 B5/B12
6
1 5/8
� 195.0
yll u
1
W�
ericsson RRUS 8843 B2/B66A
3
3/4
1
_....
ra ca DC6-48 60 18-8F
4
3/8
PVFM12-3-3-96 Sector
I
195.0 1
connect -it
Frame
2
ericsson J RRUS 32
2
ericsson RRUS 4449 135/B12
2
edesson RRUS 8643 B2/866A
14
1 5/8
160.0
160.0
6
3/4
kathrein 80010966K
3
raycap DC6-48 60-18-BF
PVFM12 3 3 96 Sector
2
connect -it Frame
tnxTower Report - version 8.0.6.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 475132, Revision 4
Table 2 - Other Considered Equipment
May 1, 2019
CC/ BU No 813700
Page 4
Cent-er"—
Number'
'gU
[rs,
Level(ft
W,-ountVnx
ElbVaton
;Antenna
MAnt
A
rof Feed
Une)
:7ne
a Antennas
,anu�acurer
'NFeed
i
Size(m)
1
decibel 932DG33T2A-M
238.0 2
decibel 950G65VTZE-M
237.0
1
9
1 om
kathrein 742218
237.0 j 1
tower mounts Side Arm Mount [SO 1 305-
3]
3
---
decibel DB848H105ESX
225.0
224.0
i
decibel DB878H120ESX
6
15/8
224-0 J _?]_tower
mountsl Sector Mount [SM 409-1]
3
andrew, SBNHH-ID65C
6
celimax CMA-BDHH/6520/EO-8
technologies
217.0
217.0 3
12
15/8
nokia FRIG
3
11/4
6
nokia FXFB
2
rayGap RNSNDC-7771-PF-48
1
tower mounts Sector Mount [SM 404-3]
2
cci antennas HPA33R-CS4AA-K1
1
commscope TTTT65AP-lXR
3
ericsson RRUS 31 B25
210.0 3
ericsson RRUS82 W/SOLAR
SHIELD
207.0
3
ericsson RRUS-1 1 800MH2
3
1 3/32
3
rfs celwave ACU-A20-N
i
rfs celwave I APXV9ERR18-C-A20
2
tower mounts Sector Mount [SM 301-1]
207.0 ---
1
tower mounts j Sector Mount [SM 502-1]
180.0 j 3
decibel D 848HI05ESX
1780
178.0 1
tower mounts Sector Mount [SM 409-1]
3
15/8
1 1
radiowaves SPD2-5.8
i 128.0
128.0
1
1/2
i
I
tower mounts I Pipe Mount [PM 601-1]
1
andrew j HPX6-59-P3A/K
I 1 120.0
120.0 1
cet
tower mounts Pipe Mount [PM601-1]
I
I
tnxTower Report -version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order475132, Revision 4
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
May 1, 2019
CC/ BU No 813700
Page 5
a < -
** bocument'
••., - `` .."
Remarks eference
""R
Source
GEOTECHNICAL REPORTS
PSI, #397 85050-3, 10/12/1998 429429
CCISITES
POST -MODIFICATION
B&T/Morrison Hershfield,
INSPECTION
#82906.002/6110008.00/CNO- 3041481
CCISITES
223R8, 10/14/11
TOWER FOUNDATION
PSI, #772-80085-16a, 12/07/1998 447987
CCISITES
DRAWINGS/DESIGN/SPECS
TOWER MANUFACTURER
FWT, #16922, 05/15/1998 245820
CCISITES
i DRAWINGS
--------------
TOWER REINFORCEMENT
Morrison Hershfield, #6013009, 3106450
CCISITES
DESIGN/DRAWINGS/DATA
06/01/2001
TOWER REINFORCEMENT
B&T Engineering, #82906.002, 2918494
CCISITES
DESIGN/DRAWINGS/DATA
7/7/2011
3.1) Analysis Method
tnxTower (version 8.0.5.0), 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.
t
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.
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
'Section
tJo.3"
-
Elevation (ft)
..
.4
Component Type
. s
_.
Size . _
Critical;
Element'
- "
P (K) . ;
SF"P allow
-
(K)
°/, '
-
capacity
Pass / Fail is
;.
._
, , :..
°. _
T1
?: 250-240 E
Leg -
2"solid
2
-1.84
51.75
3.6
Pass
T2
j 240-220
Leg
3' solid
20
t -18.51
144.96
j 12.8
Pass
T3
! 220 - 200
Leg
3 112" solid
41
-68.39
246.21
I 27.8
Pass
T4
1200 - 1 B6.667 4
Leg
4' solid
61
-110.81
371.28
29.8
Pass
T5
1186.667 - 180 }
Leg
4" solid
76
-132.10
371.28
j 35.6
Pass
T6
180 - 160 )
Leg
4' solid
86
-193.01
446.95
g 43.2
Pass
T7
160-140
Leg
41/4'solid
107
-270.24
522.41
} 51.7
Pass
T8
g 140 - 120
Leg
4 1/2" solid
128
347.23
602.61
; 57.6
Pass
T9
120 - 100
Leg
4 3/4" solid
149
-425.94
687.57
61.9
Pass
T10
i 100 - 80 ;
Leg
5" solid
170
-482.62
783.48
1 61.6
Pass
T11
j 80 - 60
Leg
5' solid
215
1 71.9
Pass
T12
60-40
Leg
51/4"solid
260
-637.60
877.46
72.7
Pass
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 475132, Revision 4
May 1, 2019
CC/ BU No 813700
Page 6
Component
'
eal
t-§`No �"'
ElevaBon
{B}
Type
,,SlzeF4 + �'
Element Pj�#r
' +{IQs
Ca ac Ity
+Pass 1 Falt e
.
r
'°Y may:"
p
- ,', _(`-5'
T13
g
40 - 20
Leg
5 1/2° solid
318
716.41
976.23...
73.4
Pass
T14
i
20 - 0
Leg
. 5 3/4" solid
375
}-792.65
1079.75. _
73.4
Pass
T1
250-240
Diagonal
L2x2x3/16
7.
-0.88
15.66
5.6
Pass
` T2
ii
240 - 220
Diagonal
g
L 3 x 3 x 3/16
27
{ 4.67
26.87
p{ 17.4
Pass
8
_125.2.(b).
_
T3
#
220 - 200
Diagonal
L 3 x 3 x 1/4
48
} -10.11
29.97
4 ib)
Pass
r�
41
T4
200
- 186.667
Diagonal
L 3 x 3 x l/4
68
-11.76
25.46
446 (b)..
_ Pass
..
5.3.
18
T5
# 186.667
- 180 #
Diagonal
2L 3 x 3 x 1/4 (3/8)
83
-12.24
80.04
2(b) _.
Pass
_
T6
Z
180 - 160
Diagonal
2L 2.5x 2.5 x 3/16 (112)
92
-15.38
31.54
1 48.8
.__....._.__..
Pass
T7
160 - 140
Diagonal
- --
2L 2.5 x 2.5 x 3/16 (1/2)
111...
-18.38
26.31
--
69.8
Pass
-
t T8
140 - 120
Diagonal
2L 3 x 3 x 3116 (1/2)
134
-21.09
37.83
55.
3
(b)
Pass-
t
58.4
T9
120 - 100
Diagonal
2L 3 x 3 x 3/16 (1/2)
155
-24.97
33.07
75.5
Pass
_ T10
100 - 80 }
Diagonal
2L 3 x 3 x 5/l6 (1/2)
187
35.98
55.28
65.1
Pass
I T11
80 - 60 ..
Diagonal
21. 3 x 3 x 5/16 (1/2)
232_
_ -35.49
49.67 _..
71.4
Pass
# T12
#
60 40
Diagonal
2L 3 x 3 x 1/4 (1/2)
279..
E 38.65
70.43
7 6' (b)
Pass
_
T13
i
14
40 - 20
Diagonal
21. 3 x 3 x 5/16 (112)
336
-38.24
81.35
47.0
Pass
66.0 (b)
T14
#
,
20 - 0
Diagonal
2L 3 x 3 x 5/16 (112)
393
-40.28
76.16
_
( 52.9
1 69.5 (b)-
-- _ _Pass-
--
T10
(
I
100 80
Horizontal
2L 2.5 x 2.5 x 3/16 (1/2)
172
-8.37
21.54
i 38.9
Pass
!
--
-
d 40.2 (b)
T11
80 - 60 t
Horizontal
2L 2.5 x 2.5 x 3/16 (1/2)
217
j -9.77
17.89
54.6
Passe-
T12
60-40
Horizontal
2L 2.5 x 2.5 x 3/16 (1/2)
262
-11.06
15.12
T13
40 - 20 )
Horizontal
2L 3 x 3 x 3/16 (1/2)
326
-12.42
22.12
? 56.2
Pass
T14
20-0
Horizontal
2L 3 x 3 x 3/16 (1/2)
392..
-13.75
19.14
71.8
Pass
a T6
180 - 160
Secondary
Horizontal ..
L 2.5 x 2.5 x 3/16
94
-3.44
10.67
i 32.2
33.0 (b)_
Pass
3 T7
160 - 140
Secondary
L 3 x 3 x 3116
115
-4.69
14.12 ..
j 33.2
Pass
(
- Horizontal
i 40.8 (b)
TB
140 - 120
Secondary
L 3 x 3 x 3/16
136
-6.02
11.04
54.5
Pass
Horizontal
�
Secondary
L 3 x 3 x 1/4
157
-7.39
11.56
t 63.9
Pass
(
Horizontal
j
Tt
;
250 - 240 (
Top Girt
L 2 x 2 x 3/16
5
-0.12
J 6.81
j 1.8
Pass
T10
100 - 80
Redund Horz 1
2L 2 x 2 x 3/16 (1/2)
181
-8.37
1 37.60
'
i 22.3
Pass
Bracing
I T11
80 - 60 �
Redund Horz 1
2L 2 x 2 x 3/16 (1!2)
222
� 9.77
34.30
1 28.5
Pass
Bracing
i T12
60-40
Re rz 1
2L2x2x3/16 (1/2)
271
-11.06
30.68
36.0
Pass
B c ng
R T13
40 - 20 1
Redund 1
2L 2 x 2 x 3/16 (1/2)
331
-12.42
26.74
46.5 -
Pass
(
Bracingng
T14
)
20 - 0
Redund Horz 1
I
2L 2 x 2 x 3/16 (1/2)
388
-13.75
23.14
59.4
Pass
Bc _
T10
100 - BO
RedB cD9 g 1
2L 2 x 2 x 3/16 (112)
204.
-5.93
22.31
26.6
Pass
T11
'
80 - 60
Redund 1
2L 2 x 2 x 3/16 (1/2)
246
-6.64
20.05
, 33.1
Pass
inniag
Bracg
T12
60-40
Re Brdo'�Dngg1
2L2x2x3/16(1/2)
297
-7.26
18.14
40.0
Pass
T13
+
40 - 20
Redund Dia 1
9
2L 2 x 2 x 3/16 (1/2)
360
-7. 22
16.45
'
48.1
Pass
Bracing
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 475132, Revision 4
May 1, 2019
CC/ BU No 813700
Page 7
Section
Elevation QQ, CohiponentType•
sl�L
Critical
P-jK)
SF*P_allow -A
`(K)
Pass I 7F�f
Element
Capacity
T14
20-0
Redund Diag 1
2L 2.5 x 2.5 x 3/16 (1/2)
422
-8 .55
28.64
29.8
Pass
Bracing..,._
9
- -,--
I I --J--,
F
T12
60-40
Reli.in� Hip I
L 2.5 x 2.5 x 3/16
314
-0.10
11.81
0.9
Pass
Bra "'g
T13
40-20
RedundHip 1
L2.5 x2.5x3/16
342
0.09
10.12
0.9
Pass
J�
Bracing .........
...... . ..
T14
20-0
Redund Hip 1
L 2.5 x 2.5 x 3/16
428
-0.09
8.78
1.0
Pass
Bracing
-------- ----- ---- -
Redund Hip
T12
60-40
Diagonal 1
L 2.5 x 2.5 x 3/16
315
-0.14
3.31
4.3
Pass
Bracing
Redund Hip
T13
40-20
Diagonal 1
L 2.5 x 2.5 x 3/16
372
-0.12
2.91
4.1
Pass
Bracing
Redund Hip
T14
20-0
Diagonal 1
L 2.5 x 2.5 x 3116
429
-0.12
2.57
I
4.7
Pass
Bracing
T10
100-80
Inner Bracing
2L 2 x 2 x 3/16 (3/8)
195
-0.03
10.31
0.3
Pass
["T11
80-60
2 x 3/16 (3/8)
240
-0,03
8.59
0.4
Pass
F-112
60-40
Inner Bracing
2L 2 x 2 x 3/16 (3/8)
290
-0.06
7.27
0.8
Pass
T13
40-20
Inner Bracing
2L 2.5x 2.5 x 3/16 (318)
347
-0.08
12.48
0.6
Pass
T
2.5 x 3/16 (318)
404
-0.04
10.81
0.4
Pass
{Summary
Leg J14) I
73.4
Pass
Di(Ti?)-agonal
75.6
Pass
--
Horizontal
1,
73.1
Pass
(T 12)
Secondary
Horizontal
63.9
Pass
Top Girt
1.8
Pass
M)
Redund
Horz I T
59.4
Pass,
Bracing
(T14)
Redund
Diag 1
I
48.1
Pass
I
ff
Bracing
(T13)
•
Redund Hip
1 Bracling
1.0
Pass
(T14)
Redund Hip
Diagonal 1
4.7
Pass
Bracing
(T14)
Inner
Pass
1Bolt Checks;
75.6
Pass
Rating = 1
75.6
Pass
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order47513Z Revision 4
5 - Tower Component Stresses
J
May 1, 2019
CC/ BU No 813700
Page 8
1 ( Anchor Rods (......._._..__. ) 82.8 t Pass
--- ------- -
Base Foundation
1,2 (Compared w/ - 90.4 Pass
Notes:
1) See additional documentation in "Appendix C —Additional Calculations for calculations supporting the % capacity
consumed.
2) Foundation capacity determined by comparing analysis reactions to original design reactions.
3) All structural ratings are per TIA-222-H Section 15.5
4.1) Recommendations
• The tower and its foundation have sufficient capacity to carry the proposed load configuration. No
modifications are required at this time.
1
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number37519-0281.002.8700, Order475132, Revision 4
APPENDIX A
TNXTOWER OUTPUT
May 1, 2019
CCI BU No 813700
Page 9
tnxTower Report - version 8.0.5.0
250.0R
9
C
e
i
i
I
a
m
xl
I
I
jJl
I
!I
I
Ijl
!xl
zl
I
s
I
ai
z
�
I
I
I
I
I.6
I=I
I
I
�
I
o
I
N
al
I
I^I
I;q)
n'
j
ill.
cl
Ix
I �
Iml
ice'.
=i
Icl
rjrl
z x
i
lei
Icl
c
^�
-
hl
I
I^i
w
j4
"e
I m
m u.
IJm.
m`
s xOlolfl
ejaiaj
m
n
�!Oj0
F 2
W KK
p5
�g
li
R �i
240OR
220Ofl II�/��1�
-
2000n t
1867 flfl
180.011
1600fl
Boon )
l�
60.0 fl'
40_0 R
I'
20.0R �.
DESIGNED APPURTENANCE LOADING
TYPE
ELEVATION
TYPE I ELEVATION
Beams
250
(2)RRUS-11800MH2 1207 !
119Nhurg Ra05Rx4'
2W
HPA R-CSO K1-1M RN 12(W
932DG33T2A-Mw/Ma Rpe
M7
RRU592ww0 sHIELD .207 j
!742218w/Mw MW
237
ACU-A20N 1207
950G6SYRE-Mw/Maml Rpe
237
Swim Ma [am 301-1] '2W
95pGW'V�d:M w/Maml Rpe
237
Sector Ma ISM 301-11 12W
ISideMm MOM1503053]
237
S Mamt[SM m2-1] !M7
(3)DBs48H105ESxw/Mwml Pipe
224
(3)SBNHH-1D85Cw/Ma Rpa !195
(3)DB878H120ESxw/Mwm1Rp0
=4
RRUS32 Jim
Swim Mam1I5M409-1]
224
RRUS 4449 B51912 110
Seem Mamt[SM409-11
T24
RRUS SW B2/BWA i195 '
SBNHH-1D65C w/MwiM1 Rpa
217
OC6<Bfi0l1 .195 I
SBNHH-1DWW/Mm PiM
217
P 1233985etlar Frame 195 j
SSNHH-1D65Cw/Ma Rpe
217
(3)DBHEBH105ESX w/Maurt Rpe !178 -
(2)CMA-BDHHI85201E68
217
Seam Mamt piMd09.1] 1I8
(2)CMA-BDMHI652dE68
217
(2) D06dB50-188F Jim
1(2) CMA-WHHI6521VE08
217
RRUS 32 1160
FRIG
217
RRUs 444985'B12 '180
FRIG
217
RRUs 8B43B2IB884 160
!FRIG
217
(3)80010866Kw/Mamt RN Jim
j RNSNDC-Trr1-PF
217
RRUs 32 1160
RNSNOC-7RI-PF-0B
217
RRUS 4449 M12 Jim(2)FXFB
217
RRUS8843B2/866. Jim
(2)FXR3
217
(3)&xnmswW/Ma Rpe '160
i(2)F
217
DC640-6 i1 11m
SetlarMmrM1 ISM 40431
217
P 1233965ecbr Rene Jim
TT7TBSM imw/Maml RN
207
P 123998rFrame 1W
1(2)RRUS 31 Ras
47
RpeM.1[PM 601-1] i128
RRUSa2W15p SHIF
2W
sPD2-6.8 lin I
1RRUS1180DMH2
M7
0Oe0Nc5m Wt '125
I(2)ACu-a2aN
zD7
ocswamuam 125 1
pPXV9ERRi8C.A20 wfmq Rpe
207
ObaW timli9M 1125 !
,HPA33RLSIAAK1 w/MavBRpa
M7
RBEAIR1500HP �12
IRRUS31 B25
arr
jgwmq [PM601-1] Jim
RRUS 82 W/SOLAR SHIELD
IW7
HPx649PWK 1120
MATERIAL STRENGTH
GRADE Fy Fu 1 GRADE ! Fy Fu
jA .m JWW low 1A36 1361 WW 1
TOWER DESIGN NOTES
1. Tower designed for Exposure C to the TIA-222-H Standard.
2. Tower designed for a 153.00 mph basic wind in accordance with the TIA-222-H Standard.
3. Deflections are based upon a 60.00 mph wind.
4. Tower Risk Category II.
5. Topographic Category 1 with Crest Height of 0.00It
6. TIA-222-H Annex S
7. TOWER RATING: 75.6%
ALL REACTIONS
AREFACTORED
MAX. CORNER REACTIONS AT BASE:
DOWN: 830 K
SHEAR: 96 K
UPLIFT., -712 K
SHEAR: 85 K
AXIAL
/128 KK
SHEAR/ j \ MOMENT
TORQUE 274 kip-ft
REACTIONS-153.00 mph WIND
Paul J. Ford and Company
" 250-ft Self
250 East Broad St., Suite 600
"I'BU11B13700
Columbus, OH 43215
G1Q1h Crown Caste
Phone: (614) 221.6679
Cade' TIA-222-H
Dort Tower Ft. Pierce
m'w N.
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order475132, Revision 4
Tower In ut Data
May 1, 2019
CCI BU No 813700
Page 10
The main tower is a 3x free standing tower with an overall height of 250.00 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 6.00 ft at the top and 30.00 ft at the base.
This tower is designed using the TIA-222-H standard.
The following design criteria apply:
1) Tower base elevation above sea level: 24.00 ft.
2) Basic wind speed of 153.00 mph.
3) Risk Category II.
4) Exposure Category C.
5) Simplified Topographic Factor Procedure for wind speed-up calculations is used.
6) Topographic Category: 1.
7) Crest Height: 0.00 ft.
8) Deflections calculated using a wind speed of 60.00 mph.
9) TIA-222-H Annex S.
10) A non -linear (P-delta) analysis was used.
11) Pressures are calculated at each section.
12) Stress ratio used in tower member design is 1.05.
13) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are
not considered.
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
4 Include Bolts In Member Capacity
Leg Bolts Are At Top Of Section
Secondary Horizontal Braces Leg
Use Diamond Inner Bracing (4 Sided)
SR Members Have Cut Ends
SR Members Are Concentric
Options
Distribute Leg Loads As Uniform
Assume Legs Pinned
Assume Rigid Index Plate
Use Clear Spans For Wind Area
Use Clear Spans For KUr
Retension Guys To Initial Tension
Bypass Mast Stability Checks
Use Azimuth Dish Coefficients
Project Wind Area of Appurt.
Autocalc Torque Am Areas
Add IBC .6D+W Combination
Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
Treat Feed Line Bundles As Cylinder
Ignore KUry For 60 Deg. Angle Legs
Use ASCE 10 X-Brace Ly Rules
4 Calculate Redundant Bracing Forces
Ignore Redundant Members in FEA
SR Leg Bolts Resist Compression
All Leg Panels Have Same Allowable
Offset Girt At Foundation
Consider Feed Line Torque
4 Include Angle Block Shear Check
Use TIA-222-H Bracing Resist
Exemption
Use TIA-222-H Tension Splice
Exemption
Include Shear -Torsion Interaction
Always Use Sub -Critical Flow
Use Top Mounted Sockets
Pole Without Linear Attachments
Pole With Shroud Or No
Appurtenances
Outside and Inside Comer Radii Are
Known
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 475132, Revision 4
Wind 180
Len A
Wind 90
-► ��� em
Q m
Leg C i Z Leg B
Face C
Wind Normal
Triangular Tower
-- ` °Tower Section Geometry,
May 1, 2019
CC/ BU No 813700
Page 11
Tower
Tower Assembly
Desorption Section
Number
Section
Section
Elevation Database
Width
of
Length
Sections
ft
ft
ft
T1
250.00-240.06
6.00
1
10.00
T2
240.00-220.00
6.00
1
20.00
T3
220.00-200.00
8.00
1
20.00
T4
200.00-186.67
10.00
1
13.33
T5
186.67-180.00
11.33
1
6.67
T6
180.00-160.00
12.00
1
20.00
T7
160.00-140.00
14.00
1
20.00
T8
= 140.00-120.00
16.00
1
20.00
T9
120.00-100.00
18.00
1
20.00
T10
100.00-80.00
20.00
1
20.00
T11
80.00-60.00
22.00
1
20.00
T12
60.00-40.00
24.00
1
20.00
T13
40.00-20.00
26.00
1
20.00
T14
20.00-0.00
28.00
1
20.00
Tower Section Geometryfcorit'al
,
Bottom Girt
Tower
Tower
Diagonal
Bracing
Has
Has
Top Girt
Section
Elevation
Spacing
Type
K Brace Horzontals
Offset
Offset
End
It
It
Panels
in
in
Tt
250.00-240.00
5.00
X Brace
No
No
0.000
0.000
T2
240.00-220.00
6.67
X Brace
No
No
0.000
0.000
T3
220.00-200.00
6.67
X Brace
No
No
0.000
0.000
T4
200.00-186.67
6.67
X Brace
No
No
0.000
0.000
T5
186.67-180.00
6.67
X Brace
No
No
0.000
0.000
T6
180.00-160.00
10.00
X Brace
No
Yes
0.000
0.000
T7
160.00-140.00
10.00
X Brace
No
Yes
0.000
0.000
- T8
140.00-120.00
10.00
X Brace
No
Yes
0.000
0.000
T9
120.00-100.00
10.00
X Brace
No
Yes
0.000
0.000
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order475132, Revision 4
May 1, 2019
CCI BU No 813700
Page 12
Tower
Tower
Diagonal
Bracing
Has
Has
Top Girt
Bottom Girt
Section ,
Elevation
Spacing
Type
KBrace
Horizontals
Offset
Offset
End
ft
ft
Panels
in
in
T10
100.00-80.00
10.00
Double K1
No
Yes
0.000
0.000
T11
80.00E0.00
10.00
Double K1
No
Yes
0.000
0.000
T12
60.00-40.00
10.00
Double Kt
No
Yes
0.000
0.000
T13
40.00-20.00
10.00
Double K1
No
Yes
0.000
0.000
T14
20.00-0.00
10.00
Double K1
No
Yes
0.000
0.000
Tower Section Geometry (cont'd
Tower Leg Leg Leg Diagonal Diagonal Diagonal
Elevation Type Size Grade Type Size Grade
T1 250.00-
Solid Round
2" solid
A572-50
Equal Angle
L 2 x 2 x 3/16
A35
240.00
(50 ksi)
(36 ksi)
T2 240.00-
Solid Round
3" solid
A572-50
Equal Angle
L 3 x 3 x 3116
A36
220.00
(50 ksi)
(36 ksi)
T3 220.00-
Solid Round
3 1/2" solid
A572-50
Equal Angle
L 3 x 3 x 1/4
A36
200.00
(50 ksi)
(36 ksi)
T4 200.00-
Solid Round
4" solid
A572-50
Equal Angle
L 3 x 3 x 1/4
A36
186.67
(50 ksi)
(36 ksi)
T5 186.67-
Solid Round
4" solid
A572-50
Double Equal
2L 3 x 3 x 1/4 (3/8)
A36
180.00
(50 ksi)
Angle
(36 ksi)
T6 180.00-
Solid Round
4" solid
A572-50
Double Equal
2L 2.5 x 2.5 x 3/16 (112)
A36
160.00
(50 ksi)
Angle
(36 ksi)
T7 160.00-
Solid Round
4 1/4" solid
A572-50
.Double Equal
2L 2.5 x 2.5 x 3/16 (1/2)
A36
140.00
(50 ksi)
Angle
(36 ksi)
T8 140.00-
Solid Round
4 1/2" solid
A572-50
Double Equal
2L 3 x 3 x 3/16 (1/2)
A36
120.00
(50 ksi)
Angle
(36 ksi)
T9 120.00-
Solid Round
4 3/4" solid
A572-50
Double Equal
2L 3 x 3 x 3/16 (1/2)
A36
100.00
(50 ksi)
Angle
(36 ksi)
T10 100.00-
Solid Round
5" solid
A572-50
Double Equal
2L 3 x 3 x 5116 (1/2)
A36
80.00
(50 ksi)
Angle
(36 ksi)
T11 80.00-
Solid Round
5" solid
A572-50
Double Equal
2L 3 x 3 x 5/16 (1/2)
A36
60.00
(50 ksi)
Angle
(36 ksi)
T12 60.00-
Solid Round
5 1W' solid
A572-50
Double Equal
2L 3 x 3 x 1/4 (1/2)
A36
40.00
(50 ksi)
Angle
(36 ksi)
T13 40.00-
Solid Round
5 1/2" solid
A572-50
Double Equal
2L 3 x 3 x 5/16 (112)
A36
20.00
(50 ksi)
Angle
(36 ksi)
T14 20.00-0.00
Solid Round
5 3/4" solid
A572-50
Double Equal
2L 3 x 3 x 5116 (1/2)
A36
(50 ksi)
Angle
(36 ksi)
Tower Section Geometry cont'd
Tower
Top Girt
Top Girt
Top Girt
Bottom Girt
Bottom Girt Bottom Girt
Elevation
Type
Size
Grade
Type
Size Grade
It
T1 250.00-
Equal Angle
L 2 x 2 x 3116
A36
Equal Angle
A36
240.00
(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
Gins
T10 100.00-
None
Single Angle
A36
Double Equal
2L 2.5 x 2.5 x 3/16
A36
80.00
(36 ksi)
Angle
(1/2)
(36 ksi)
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order47513Z Revision 4
May 1, 2019
CC/ BU No 813700
Page 13
Tower
No.
Mid Girt Mid Girt
Mid Girt
Horizontal
Horizontal
Horizontal
Elevation
of
Type Size
Grade
Type
Size
Grade
Mid
It
Girls
T11 80.00-
None
Single Angle
A36
Double Equal
2L 2.5 x 2.5 x 3/16
A36
60.00
(36 ksi)
Angle
(112)
(36 ksi)
T12 60.00-
None
Single Angle
A36
Double Equal
2L 2.5 x 2.5 x 3/16
A36
40.00
(36 ksi)
Angle
(1/2)
(36 ksi)
T13 40.00-
None
Single Angle
A36
Double Equal
2L 3 x 3 x 3/16 (1/2)
A36
20.00
(36 ksi)
Angle
(36 ksi)
T14 20.00-0.00
None
Single Angle
A36
Double Equal
2L 3 x 3 x 3/16 (1/2)
A36
(36 ksi)
Angle
(36 ksi)
= Tower.Section`Geomet cont'd
Tower
Secondary
Secondary Horizontal
Secondary
Inner Bracing
Inner Bracing Size
Inner Bracing
Elevation
Horizontal Type
Size
Horizontal
Type
Grade
Grade
it
T6 180.00-
Equal Angle
L 2.5 x 2.5 x 3/16
A36
Equal Angle
L 2 x 2 x 3/16
A36
160.00
(36 ksi)
(36 ksi)
T7 160.00-
Equal Angle
L 3 x 3 x 3116
A36
Equal Angle
L 2 x 2 x 3/16
A36
140.00
(36 ksi)
(36 ksi)
T8 140.00-
Equal Angle
L 3 x 3 x 3/16
A36
Equal Angle
L 2.5 x 2.5 x 3116
A36
120.00
(36 ksi)
(36 ksi)
T9 120.00-
Equal Angle
L 3 x 3 x 1/4
A36
Equal Angle
L 2.5 x 2.5 x 3116
A36
100.00
(36 ksi_)
ksi)_
T10 100.00-
_ Equal -Angle
- - -
- A36
Double Equal
2L 2 x 2 x 3/16 (3/8)
__(36
A36
80.00
(36 ksi)
Angle
(36 ksi)
T11 80.00-
Equal Angle
A36
Double Equal
2L 2 x 2 x 3/16 (3/8)
A36
60.00
(36 ksi)
Angle
(36 ksi)
T12 60.00-
Equal Angle
A36
Double Equal
2L 2 x 2 x 3/16 (3/8)
A36
40.00
(36 ksi)
Angle
(36 ksi)
T13 40.00-
Equal Angle
A36
Double Equal 2L 2.5 x 2.5 x 3/16 (3/8)
A36
20.00
(36 ksi)
Angle
(36 ksi)
T14 20.00-0.00
Equal Angle
A36
Double Equal 2L 2.5 x 2.5 x 3/16 (3/8)
A36
(36 ksi)
Angle
(36 ksi)
',-Tower Section Geometry contd ..
Tower Redundant Redundant Redundant KFactor
Elevation Bracing Type Size
Grade
T10 100.00-
A36
Horizontal (1)
Double Equal
2L 2 x 2 x 3/16 (1/2)
80.00
(36 ksi)
Diagonal (1)
Angle
2L 2 x 2 x 3/16 (1/2)
Double Equal
Angle
T11 80.00-
A36
Horizontal (1)
Double Equal
2L 2 x 2 x 3116 (1/2)
60.00
(36 ksi)
Diagonal (1)
Angle
2L 2 x 2 x 3116 (112)
Double Equal
Angle
T12 60.00-
A36
Horizontal (1)
Double Equal
2L 2 x 2 x 3116 (1/2)
40.00
(36 ksi)
Diagonal (1)
Angle
2L 2 x 2 x 3/16 (1/2)
Hip (1)
Double Equal
L 2.5 x 2.5 x 3/16
Hip Diagonal
Angle
L 2.5 x 2.5 x 3/16
(1)
Equal Angle
Equal Angle
T13 40.00-
A36
Horizontal (1)
Double Equal
2L 2 x 2 x 3/16 (1/2)
20.00
(36 ksi)
Diagonal (1)
Angle
2L 2 x 2 x 3116 (1/2)
Hip (1)
Double Equal
L 2.5 x 2.5 x 3116
Hip Diagonal
Angle
L 2.5 x 2.5 x 3/16
(1)
Equal Angle
tnxTower Report - version 8.0.5.0
May 1, 2019
250 Ft Self Support Tower Structural Analysis CCI BU No 813700
Project Number 37519-0281.002.8700, Order 47513Z Revision 4 Page 14
Tower
Redundant
Redundant
Redundant
KFactor
Elevation
Bracing
Type
size
Grade
it
Equal Angle
T14 20.00-
A36
Horizontal (1)
Double Equal
21- 2 x 2 x 3/16 (1/2)
1
0.00
(36 ksi)
Diagonal (1)
Angle
2L 2.5 x 2.5 x 3/16 (1/2)
1
Hip (1)
Double Equal
L 2.5 x 2.5 x 3/16
1
Hip Diagonal
Angle
L 2.5 x 2.5 x 3/16
1
(1)
Equal Angle
Tower Section Geometry cont'd
Tower
Gusset
Gusset
Gusset GradeAdjust. Factor
Adjust.
Weight Mult Double Angle Double Angle Double Angle
Elevation
Area
Thickness
Ar
Factor
Stitch Bolt
Stitch Bolt
Stitch Bolt
(per face)
A,
-
Spacing
Spacing
Spacing
Diagonals
Hodzonta/s
Redundants
it
fF
in
in
in
in
T1 250.00-
2.00
0.375
A36
1.03
1
1.1
Mid -Pt
Mid -Pt
Mid -Pt
240.00
(36 ksi)
T2240.00-
0.00
0.375
A36
1.03
1
1.1
Mid -Pt
Mid -Pt
Mid -Pt
220.00
(36 ksi)
T3 220.00-
0.00
0.375
A36
1.03
1
1.1
Mid -Pt
Mid -Pt
Mid -Pt
200.00
(36 ksi)
T4 200.00-
0.00
0.375
A36
1.03
1
1.1
Mid -Pt
Mid -Pt
Mid -Pt
186.67
(36 ksi)
T5 186.67-
0.00
0.375
A36
1.03
1
1.1
Mid -Pt
Mid -Pt
Mid -Pt
180.00
(36 ksi)
T6 180.00-
0.00
0.375
A36
1.03
1
1.1
47.400
Mid -Pt
Mid -Pt
160.00
(36 ksi)
T7 160.00-
0.00
0.375
A36
1.03
1
1.1
26.175
Mid -Pt
Mid -Pt
140.00
(36 ksi)
TB 140.00-
0.00
0.375
A36
1.03
1
1.1
57.480
Mid -Pt
Mid -Pt
120.00
(36 ksi)
T9 120.00-
0.00
0.375
A36
1.03
1
1.1
31.380
Mid -Pt
Mid -Pt
100.00
(36 ksi)
T10 100.00-
0.00
0.500
A36
1.03
1
1.1
39.400
58.500
Mid -Pt
80.00
(36 ksi)
T11 80.00-
0.00
0.500
A36
1.03
1
1.1
42.000
64.500
Mid -Pt
60.00
(36 ksi)
T12 60.00-
0.00
0.500
A36
1.03
1
1.1
44.000
70.500
Mid -Pt
40.00
(36 ksi)
T13 40.00-
0.00
0.500
A36
1.03
1
1.1
46.400
76.500
Mid -Pt
20.00
(36 ksi)
T14 20.00-
0.00
0.500
A36
1.03
1
1.1
49.000
82.500
Mid -Pt
0.00
(36 ksi)
Tower Section Geometry cont'd
K Factors'
Tower
Calc
Calc
Legs
X
K
Single Gids
Hodz
Sec.
Inner
Elevation
K
K
Brace
Brace
Diags
Horiz
Brace
Single
Solid
Diags
Diags
Angles
Rounds
X
X
X X
X
X
X
It
Y
Y
Y Y
Y
Y
Y
T1250.00-
No
No
1
1
1
1 1
1
1
1
240.00
1
1
1 1
1
1
1
T2 240.00-
No
No
1
1
1
1 1
1
1
1
220.00
1
1
1 1
1
1
1
T3 220.00-
No
No
1
1
1
1 1
1
1
1
200.00
1
1
1 1
1
1
1
T4 200.00-
No
No
1
1
1
1 1
1
1
1
186.67
1
1
1 1
1
1
1
T5186.67-
No
No
1
1
1
1 1
1
1
1
tnxTower Report - version 8.0.6.0
W ANOI�NOproNaoA�
T�t>t�AN W NNNN.-.
R7y
OAN
�000000000000000000�ol
W �O�OONO NNAN
ooc{o oo�o
N
O'
O. O.
O. O. OI. O. O. O.
�,�myF
O' O' O•
O 0 O O
000.
c O O O O O
o 0 0 0 V o 0 0 0 0 0 0
m
p 1
0
09
0
o
p
p
o
0
V �
0
0
0
0
�
0
0
0
0
0
o
0
O
0
0
0
0
0
O
0
o
0
o
o
O
c
o
o
O
0
O
o
o
g e
O
O
O
O
O
O
O
O
O
O
O
O
O
O
»$
m
O
O
o
O
o
0
0
o
O
O
o
O
o
0
o
O
0
0
0
0
0
0
0
0
0
0
0
o
a
o
0
0
ogy�m
Z
�
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
m
N
N
C
^
fJT
fJll
tJl�
tJT
IVII
N
N
fJT
N
N
N
N
0
0
0
0
0
0
0
0
0
0
0
0
0
o
m^
O
O
O
O
G
G
G
O
O
O
O
O
O
O
0 c
ti
0
0
0
0
0
0
0
0
0
0
0
0
o
0
O
0
o
0
O
0
0
0
0
0
o
0
O
0
^�
0
0
o
O
o
0
o
O
o
o
O
o
0
o
a
N
C
4Ji
tJll
N
N
N
N
N
N
N
N
VJi
fVli
N
0
o
O
o
o
O
O
0
0
0
0
0
0
o
O
0
0
0
0
0
0
o
c
c
o
0
0
0
ognRX
m
0
0
0
0
0
0
0
0
0
0
0
0
0
0
��
•�
o
3
0
0
0
0
0
0
o
O
o
o
O
o
0
0
N
C
a.
IJT
fJT
(Jll
UVi
fJlf
UJI
IJT
IJT
fJT
UVi
fJl�
IJT
N
O
O
O
O
O
O
O
O
O
O
O
O
O
O
0 S
2
^l ^
O
O
O
O
O
O
O
O
O
O
O
O
O
O
Ji
C
c�
0
0
0
0
0
0
0
0
0
0
C
vi
vJi
ai
a
O
o
0
o
O
O
O
0
0
0
o
O
O
o
0
0
2
O
O
O
O
a
O
O
O
O
O
O
a
O
O
[� S••
IQ
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
N
ut
Ut
N
N
N
ut
Vt
Ut
N
N
N
N
tit
O
O
O
O
O
O
O
O
O
O
O
O
O
O
C,cn
0
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
0:
p
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
C +
x
w
C
O
O
O
O
O
O
O
O
O
O
O
O
O
O
N'
U1
N
ut
N
N
N
N
Vt
N
Ut
N
Ut
U1
Vt
m ON A. DI. O. OONOAOOlOmO
00000000 O' O' O' O'
�o
a d
Z Z Z `Z Z Z Z Z Z
0 0 0 0 0 0 0 0 0
me -
0
a3 0 0 0 0 0 0 0 0 0
l0 �O JC N
N � n
Om
<k���
m
Om
<kmax
122
O O O O p
fT N in
r
250 Ft Self Support Tower Structural Analysis
Project Number 3 7519-0281.002.8 700, Order47513Z Revision 4
Tower Section Geometry cont'd
May 1, 2019
CCI BU No 813700
Page 16
Tower
Elevation
It
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
T1250.00-
Flange
0.625
4
0.625
2
0.625
1
0.000
0
0.625
0
0.000
0
0.000
0
240.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T2 240.00-
Flange
0.875
6
0.625
2
0.000
0
0.000
0
0.625
0
0.000
0
0.000
0
220.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T3 220.00-
Flange
1.000
6
0.625
2
0.000
0
0.000
0
0.625
0
0.000
0
0.000
0
200.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T4 200.00-
Flange
1.250
0
0.625
2
0.000
0
0.000
0
0.625
0
0.000
0
0.000
0
186.67
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T5186.67-
Flange
1.250
6
0.625
2
0.000
0
0.000
0
0.625
0
0.000
0
0.000
0
180.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T6180.00-
Flange
1.250
6
0.625
2
0.000
0
0.000
0
0.625
0
0.000
0
0.625
1
160.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T7160.00-
Flange
1.250
6
0.625
2
0.000
0
0.000
0
0.625
0
0.000
0
0.625
1
140.00
1A325N
A325N
A325N
A325N
A325N
A325N
A325N
T8140.00-
Flange
1.375
6
0.625
2
0.000
0
0.000
0
0.625
0
0.000
0
0.625
1
120.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T9120.00-
Flange
1.500
6
0.625
2
0.000
0
0.000
0
0.625
0
0.000
0
0.625
1
100.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T10100.00-
Flange
1.500
6
0.625
2
0.000
0
0.000
0
0.625
0
0.625
1
0.625
0
80.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T1180.00-
Flange
1.500
6
0.625
2
0.000
0
0.000
0
0.625
0
0.625
1
0.625
0
60.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T12 60.00-
Flange
1.750
6
0.625
2
0.000
0
0.000
0
0.625
0
0.625
1
0.000
0
40.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T13 40.00-
Flange
1.750
6
0.625
2
0.000
0
0.000
0
0.625
0
0.625
1
0.000
0
20.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T14 20.00-
Flange
2.500
0
0.625
2
0.000
0
0.000
0
0.625
0
0.625
1
0.000
0
0.00
A36
A325N
A325N
A325N
A325N
A325N
A325N
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Face Allow Exclude Componen Placement Face Lateral # # Clear Width or Pedmete Weight
or Shield From t Offset Offset Per Spacin Diameter r
Leg Torque Type ff in (Frac FW) Row g in pff
Calculation in in
LDF7.50A(1-
A
No
No
5/8")
LDF7-50A(1-
A
No
No
518")
1.5" flat
A
No
No
Cable Ladder
Rail
LDF7-50A(1-
A
No
No
5/8")
3X4AWG(1
A
No
No
114)
1.5" flat
A
No
No
Cable Ladder
Rail
" Face
B"*"*
1.5" Flat
B
No
No
FWT Climb
Ladder Rail
3/16" safety
B
No
No
cable
tnxTower Report - version 8.0.5.0
Ar (CaAa)
178.00 -
-0.500
0.25
12
12
1.000
1.980
0.82
0.00
0.500
Ar (CaAa)
237.00 -
-0.500
0.25
9
9
1.000
1.980
0.82
178.00
0.500
Af (CaAa)
237.00 -
-0.500
0.25
2
2
36.000
1.500
1.80
0.00
0.500
Ar (GaAs)
217.00 -
-6.000
-0.22
12
4
1.000
1.980
0.82
0.00
0.500
Ar (Calks)
217.00 -
-1.000
-0.2
3
3
1.000
1.300
0.88
0.00
0.500
Af (CaAa)
217.00 -
-0.500
-0.21
2
2
36.000
1.500
1.80
0.00
0.500
Af (CaAa)
250.00 -
0.000
0
2
2
12.000
1.500
1.80
0.00
0.000
Ar (CaAa)
250.00 -
0.000
0
1
1
0.250
0.188
0.35
0.00
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 475132, Revision 4
May 1, 2019
CC/ BU No 813700
Page 17
Description
Face Allow
Exclude
Componen Placement
Face
Lateral
#
#
Clear
Width or Perimete
Weight
or
Shield
From
t
Offset
Offset
Per
spacin
Diameter r
Leg
Torque
Type
ft
in
(Fiac FM
Row
g
in
pff
Calculation
in
in
LCF158-
B
No
No
Ar (CaAa)
224.00 -
1.000
0.25
6
6
1.000
2.010
0.92
50J(1-5/8")
0.00
0.500
'
1.5" flat
B
No
No
Af (CaAa)
224.00 -
0.000
0.25
2
2
18.000
1.500
1.80
Cable Ladder
0.00
0.500
Rail
LDF5-
B
No
No
Ar (Calks)
128.00 -
-0.500
-0.25
1
1
1.910
1.090
0.33
50A(7/8")
0.00
0.500
TSZ 999
B
No
No
Ar (CaAa)
207.00 -
-0.500
-0.23
3
2
1.000
1.039
0.71
066/xxxM-
0.00
1.039
8AWG( 1-
1/32")
1.5" flat
B
No
No
At (CaAa)
210.00 -
-0.500
.0.25
2
2
36.000
1.500
1.80
Cable Ladder
0.00
0.500
Rail
Face C
1" lighting
C
No
No
Ar (Calks)
250.00-
1.000
0.5
1
1
24.000
1.000
2.00
conduit
0.00
0.000
LCF158-
C
No
No
Ar (CaAa)
195.00 -
0.000
0.4
6
6
0.890
2.010
0.92
50J(1-5/8")
160.00
0.500
LCF158-
C
No
No
Ar (CaAa)
160.00-
0.000
0.4
20
12
0.890
2.010
0.92
50J(1-5/8")
0.00
0.500
WR-
C
No
No
Ar (CaAa)
160.00-
2.000
0.43
9
4
0.774
0.774
0.59
VG86ST-
0.00
BRD(3/4)
WR-
C
No
-No-
Ar (CaAa)
195.00-
2.000.
0.43
3
3
0.774
0.774 __
_0.59 --
VG86ST-
160.00
BRD(3/4)
LDF2-
C
No
No
Ar (Calks)
160.00-
0.000
0.38
8
4
0.440
0.440
- 0.08
50(3/8")
0.00
LDF2-
C
No
No
Ar (CaAa)
195.00 -
0.000
0.38
4
4
0.440
0.440
0.08
50(3/8")
160.00
1.5" flat
C
No
No
Af (Calks)
250.00-
0.000
0.4
2
2
36.000
1.500
1.80
Cable Ladder
0.00
0.500
Rail
Discrete Tower Loads
r
..
Weight
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
or
Type
Horz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
It
it
ft2
ft'
K
ft
"
ft
Beacon
B
From Leg
0.00
0.000
250.00
No Ice
3.60
3.60
0.10
0.00
' 0.00
Obstruction light
A
From Leg
1.00
0.000
125.00
No Ice
0.50
0.50
0.01
0.00
0.00
Obstruction light
B
From Leg
1.00
0.000
125.00
No Ice
0.50
0.50
0.01
0.00
0.00
Obstruction light
C
From Leg
1.00
0.000
125.00
No Ice
0.50
0.50
0.01
0.00
0.00
Lightning Rod 5/8x4'
C
From Leg
0.00
0.000
250.00
No Ice
0.25
0.25
0.03
0.00
2.00
tnxTower Report - version 8.0.5.0
May 1, 2019
250 Ft Self Support Tower Structural Analysis
CCI BU No 813700
Project Number 37519-0281.002.8700, Order475132, Revision 4
Page 18
Description
Weight
Face
Offset
Offsets:
Azimuth
Placement
CAAA
C,k
or
Type
Horz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
ft
it
fR
fF
K
ft
°
it
932DG33T2A-M w/ Mount
A
From Leg
4.00
0.000
237.00
No Ice
5.91
3.22
0.05
Pipe
0.00
1.00
742 218 w/ Mount Pipe
B
From Leg
4.00
0.000
237.00
No Ice
4.10
3.00
0.04
0.00
1.00
950G65VTZE-M w/ Mount
B
From Leg
4.00
0.000
237.00
No Ice
4.23
4.20
0.03
Pipe
0.00'
1.00
95OG65VTZE-M w/ Mount
C
From Leg
4.00
0.000
237.00
No Ice
4.23
4.20
0.03
Pipe
0.00
1.00
Side Arm Mount [SO 305-
C
None
0.000
237.00
No Ice
2.64
2.64
0.09
3]
(3) DB848HI05ESX w/
A
From Leg
4.00
0.000
224.00
No Ice
7.43
10.49
0.06
Mount Pipe
0.00
1.00
(3) DBB78H120ESXw/
C
From Leg
4.00
0.000
224.00
No Ice
11.70
8.16
0.05
Mount Pipe
0.00
1.00
Sector Mount ISM 409-1]
A
None
0.000
224.00
No Ice
8.76
11.22
0.34
Sector Mount ISM 409-11
C
None
0.000
224.00
No Ice
8.76
11.22
0.34
SBNHH-1 D65C w/ Mount
A
From Leg
4.00
0.000
217.00
No Ice
5.56
4.47
0.08
Pipe
0.00
0.00
SBNHH-1 D65C w/ Mount
B
From Leg
4.00
0.000
217.00
No Ire
5.56
4.47
0.08
Pipe
0.00
0.00
SBNHH-1D65C w/ Mount
C
From Leg
4.00
0.000
217.00
No Ice
5.56
4.47
0.08
Pipe
0.00
0.00
(2) CMA-BDHH/6520/EO-B
A
From Leg
4.00
0.000
217.00
No Ice
9.05
3.58
0.06
0.00
0.00
(2) CMA-BDHH/6520/EO-B
B
From Leg
4.00
0.000
217.00
No Ice
9.05
3.58
0.06
0.00
0.00
(2) CMA-BDHH/6520/EO-B
C
From Leg
4.00
0.000
217.00
No Ice
9.05
3.58
0.06
0.00
0.00
FRIG
A
From Leg
4.00
0.000
217.00
No Ice
2.39
0.97
0.06
0.00
0.00
FRIG
B
From Leg
4.00
0.000
217.00
No Ice
2.39
0.97
0.06
0.00
0.00
FRIG
C
From Leg
4.00
0.000
217.00
No Ice
2.39
0.97
0.06
0.00
0.00
RNSNOC-7771-PF-48
A
From Leg
4.00
0.000
217.00
No Ice
3.20
1.03
0.01
0.00
0.00
RNSNOC-7771-PF-48
C
From Leg
4.00
0.000
217.00
No Ice
3.20
1.03
0.01
0.00
0.00
(2) FXFB
A
From Leg
4.00
0.000
217.00
No Ice
3.54
1.02
0.06
0.00
0.00
(2) FXFB
B
From Leg
4.00
0.000
217.00
No Ice
3.54
1.02
0.06
0.00
0.00
(2) FXFB
C
From Leg
4.00
0.000
217.00
No Ice
3.54
1.02
0.06
0.00
tnxTower Report - version 8.0.5.0
May 1, 2019
250 Ft Self Support Tower Structural Analysis
CC/ BU No 813700
Project Number37519-0281.002.8700, Order47513Z Revision 4
Page 19
Weight
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
or
Type
Horz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
ft
it
ft2
fF
K
ft
°
ft
0.00
Sector Mount [SM 404-3]
C
None
0.000
217.00
No Ice
20A7
20.47
0.92
TTTT65AP-1XR w/ Mount
A
From Leg
4.00
0.000
207.00
No Ice
6.98
4.47
0.05
Pipe
0.00
3.00
(2) RRUS 31 B25
A
From Leg
4.00
0.000
207.00
No Ice
1.62
1.28
0.06
0.00
3.00
RRUS 82 W/SOLAR
A
From Leg
4.00
0.000
207.00
No Ice
2.98
1.43
0.06
SHIELD
0.00
3.00
RRUS-11 80OMHZ
A
From Leg
4.00
0.000
207.00,
No Ice
2.52
1.30
0.05
0.00
3.00
(2) ACU-A20-N
A
From Leg
4.00
0.000
207.00
No Ice
0.07
0.12
0.00
0.00
3.00
APXV9ERR18-C-A20 w/
A
From Leg
4.00
0.000
207.00
No Ice
8.26
7.47
0.09
Mount Pipe
0.00
3.00
HPA33RLS4AA-K1 w/
B
From Leg
4.00
0.000
207.00
No Ice
7.47
4.93
0.07
Mount Pipe
0.00
3.00
.RRUS 311325
B.
_From Leg
4.00
0.000 _
207.00_
No Ire
1.62
1.28 _
0.06 _
0.00
3.00
RRUS 82 W/SOLAR
B
From Leg
4.00
0.000
207.00
No Ice
2.98
1.43
0.06
SHIELD
0.00
3.00
(2) RRUS-11 80OMHZ
B
From Leg
4.00
0.000
207.00
No Ice
2.52
1.30
0.05
0.00
3.00
HPA33R-CS4AA-K1 w/
C
From Leg
4.00
0.000
207.00
No Ice
7.47
4.93
0.07
Mount Pipe
0.00
3.00
RRUS 82 W/SOLAR
C
From Leg
4.00
0.000
207.00
No Ice
2.98
1.43
0.06
SHIELD
0.00
3.00
ACU-A20-N
C
From Leg
4.00
0.000
207.00
No Ice
0.07
0.12
0.00
0.00
3.00
Sector Mount [SM 301-1]
A
From Leg
2.00
0.000
207.00
No Ice
15.43
10.89
0.43
0.00
0.00
Sector Mount [SM 301-1]
B
From Leg
2.00
0.000
207.00
No Ice
15.43
10.89
0.43
0.00
0.00
Sector Mount [SM 502-1]
C
From Leg
2.00
0.000
207.00
No Ice
15.35
14.00
0.56
0.00
0.00
(3) SBNHH-1 D85C w/
C
From Leg
4.00
0.000
195.00
No Ice
5.56
4.47
0.08
Mount Pipe
0.00
5.00
RRUS 32
C
From Leg
4.00
0.000
195.00
No Ice
2.86
1.78
0.06
0.00
5.00
RRUS 4449 85/1312
C
From Leg
4.00
0.000
195.00
No Ice
1.97
1.41
0.07
0.00
5.00
RRUS 8843 13211366A
C
From Leg
4.00
0.000
195.00
No Ice
1.64
1.35
0.07
0.00
5.00
13064MO-18-13F
C
From Leg
4.00
0.000
195.00
No Ice
1.21
1.21
0.03
tnxTower Report - version 8.0.5.0
May 1, 2019
250 Ft Self Support Tower Structural Analysis CC/ BU No 813700
Project Number 37519-0281.002.8700, Order 475132, Revision 4 Page 20
Description Face Offset Onsets: Aamuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
It it ft ft, K
it '
5.00
PVFM12-3-3-96 Sector
C
From Leg
2.00
0.000
195.00
No Ice
15.35
14.00
0.56
Frame
0.00
0.00
... .TBR."'•
(3) DBB48H105ESX w/
B
From Leg
4.00
0.000
178.00
No Ice
7.43
10.49
0.06
Mount Pipe
0.00
2.00
Sector Mount [SM 409-1]
B
None
0.000
178.00
No Ice
8.76
11.22
0.34
(2) DC6-4MO-18-8F
B
From Leg
4.00
0.000
160.00
No Ice
1.21
1.21
0.03
0.00
0.00
RRUS 32
A
From Leg
4.00
0.000
160.00
No Ice
2.86
1.78
0.06
0.00
0.00
RRUS 4449 B5112112
A
From Leg
4.00
0.000
160.00
No Ice
1.97
1.41
0.07
0.00
0.00
RRUS 8843 B2/B66A
A
From Leg
4.00
0.000
160.00
No Ice
1.64
1.35
0.07
0.00
0.00
(3) 80010966K w/ Mount
A
From Leg
4.00
0.000
160.00
No Ice
17.60
9.64
0.15
Pipe
0.00
0.00
RRUS 32
B
From Leg
4.00
0.000
160.00
No Ice
2.86
1.78
0.06
0.00
0.00
RRUS 4449 B5/B12
B
From Leg
4.00
0.000
160.00
No Ice
1.97
1.41
0.07
0.00
0.00
RRUS 8843 B2/B66A
B
From Leg
4.00
0.000
160.00
No Ice
1.64
1.35
0.07
0.00
0.00
(3) 80010966K w/ Mount
B
From Leg
4.00
0.000
160.00
No Ice
17.60
9.64
0.15
Pipe
0.00
0.00
DC6-48-60-18-BF
A
From Leg
4.00
0.000
160.00
No Ice
1.21
1.21
0.03
0.00
0.00
PVFM12-3-3-96 Sector
A
From Leg
1.00
0.000
160.00
No Ice
13.12
10.18
0.54
Frame
0.00
0.00
PVFM12-3-3-96 Sector
B
From Leg
1.00
0.000
160.00
No Ice
13.12
10.18
0.54
Frame
0.00
0.00
...."'TBR......
Pipe Mount [PM 601-1]
A
From Leg
0.00
0.000
128.00
No Ice
3.00
0.90
0.07
0.00
0.00
Pipe Mount [PM 601-1]
C
From Leg
0.50
0.000
120.00
No Ice
3.00
0.90
0.07
0.00
0.00
FIBEAIR 1500HP
C
From Leg
1.00
0.000
120.00
No Ice
0.97
1.74
0.02
0.00
0.00
tnxTower Report - version 8.0.5.0
May 1, 2019
250 Ft Self Support Tower Structural Analysis CC/ BU No,813700
Project Number37519-0281.002.8700, Order47513Z Revision 4 Page 21
Dishes
Weight
Description
Face
Dish
Offset
Offsets:
Azimuth 3 dB
Elevation
Outside
Aperture
or
Type
Type
Horz
Adjustment Beam
Diameter
Area
Leg
Lateral
Width
Vert
ft
It
ft
it,
K
SPD2-5.8
A
Paraboloid
From
1.00
-70.000
128.00
2.00 No Ice
3.14
0.02
w/Radome
Leg
0.00
0.00
HPX6-59-P3A/K
C
Paraboloid
From
1.00
-34.000
120.00
6A6 No Ice
32.76
0.32
w/Shroud (HP)
Leg
0.00
0.00
Load Combinations _ .
Comb. Description -
No.
1 Dead Only
2 1.2 Dead+1.0 Wind 0 deg - No Ice -
3 0.9 Dead+1.0 Wind 0 deg - No Ice
4 1.2 Dead+1.0 Wind 30 deg - No Ice
5 0.9 Dead+1.0 Wind 30 deg - No Ice
6 1.2 Dead+1.0 Wind 60 deg - No Ice
7 0.9 Dead+1.0 Wind 60 deg - No Ice
8 1.2 Dead+1.0 Wind 90 deg - No Ice
9 0.9 Dead+1.0 Wind -90deg - No Ice- - - - - -- - --- --
10 1.2 Dead+1.0 Wind 120 deg - No Ice
11 0.9 Dead+1.0 Wind 120 deg - No Ice
12 1.2 Dead+1.0 Wind 150 deg - No Ice
13 0.9 Dead+1.0 Wind 150 deg - No Ice
14 1.2 Dead+1.0 Wind 180 deg - No Ice
15 0.9 Dead+1.0 Wind 180 deg - No Ice
16 1.2 Dead+1.0 Wind 210 deg - No Ice
17 0.9 Dead+1.0 Wind 210 deg - No Ice
18 1.2 Dead+1.0 Wind 240 deg - No Ice
19 0.9 Dead+1.0 Wind 240 deg - No Ice -
20 1.2 Dead+1.0 Wind 270 deg - No Ice
21 0.9 Dead+1.0 Wind 270 deg - No Ice
22 1.2 Dead+1.0 Wind 300 deg - No Ice
23 0.9 Dead+1.0 Wind 300 deg - No Ice
24 1.2 Dead+1.0 Wind 330 deg - No Ice
25 0.9 Dead+1.0 Wind 330 deg - No Ice
26 Dead+Wind 0 deg - Service
27 Dead+Wind 30 deg - Service
28 Dead+Wind 60 deg - Service
29 Dead+Wind 90 deg - Service
30 Dead+Wind 120 deg - Service
31 Dead+Wind 150 deg - Service
32 Dead+Wind 180 deg - Service
33 Dead+Wind 210 deg - Service
34 Dead+Wind 240 deg - Service
35 Dead+Wind 270 deg - Service
36 Dead+Wind 300 deg - Service
37 Dead+Wind 330 deg - Service
Maximum'. Tower Deflections;= Service Wind
section
Elevation
Horz
Gov.
Tilt
Twist
No.
Deflection
Load
it
in
Comb.
°
T1
250 - 240
3.69
30
0.111
0.030
. T2
240 - 220
3.46
30
0.111
0.030
T3
220 - 200
2.99
30
0.109
0.029
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order475132, Revision 4
Section
Elevation
Hor7
Gov.
Tilt
Twist
No.
Deflection
Load
ft
in
Comb.
°
T4
200 - 186.667
2.53
30
0.105
0.028
T5
186.667 - 180
2.23
26
0.100
0.026
T6
180 - 160
2.09
26
0.098
0.025
T7
160 - 140
1.68
26
0.088
0.022
T8
140 - 120
1.31
26
0.077
0.021
T9
120 - 100
0.98
26
0.066
0.018
T10
100 - 80
0.69
26
0.055
0.014
T11
80 - 60
0.46
26
0.044
0.012
T12
60-40
0.28
26
0.032
0.009
T13
40 - 20
0.14
26
0.021
0.005
T14
20 - 0
0.04
26
0.010
0.003
May 1, 2019
CCI BU No 613700
Page 22
Critical Deflections and Radius of Curvature - Service Wind
Elevation
Appurtenance
Gov.
Deflection
Tilt
Twist
Radius of
Load
Curvature
ft
Comb.
in
oft
250.00
Beacon
30
3.69
0.111
0.030
Inf
237.00
932DG33T2A-M w/ Mount Pipe
30
3.39
0.111
0.030
Inf
224.00
(3) D88481-1105ESX w/ Mount
30
3.08
0.110
0.029
Inf
Pipe
217.00
SBNHH-1 D65C w/Mount Pipe
30
2.92
0.109
0.029
Inf
207.00
TTTT65AP-1 XR w/ Mount Pipe
30
2.69
0.107
0.029
628701
195.00
(3) SBNHH-1 D85C w/ Mount
30
2.41
0.103
0.027
134902
Pipe
178.00
(3) DB848H105ESXw/Mount
26
2.05
0.097
0.025
313356
Pipe
160.00
(2) DC648-60-18-8F
26
1.68
0.088
0.022
126694
128.00
SPD2-5.8'
26
1.10
0.070
0.019
116344
125.00
Obstruction light
26
1.06
0.069
0.019
126871
120.00
HPX6-59-P3AIK
26
0.98
0.066
0.018
137872
Maximumlower Deflections - Design Wind
Section
Elevation
Hors
Gov.
Tilt
Twist
No.
Deflection
Load
ft-
in
Comb.
°
T1
250 - 240
24.28
10
0.731
0.193
T2
240 - 220
22.74
10
0.730
0.193
T3
220 - 200
19.66
10
0.719
0.191
T4
200 - 186.667
16.60
10
0.688
0.182
T5
186.667 - 180
14.62
10
0.660
0.167
T6
180 -160
13.69
10
0.642
0.161
T7
160 -140
10.99
10
0.578
0.142
T8
140 - 120
8.52
10
0.507
0.133
T9
120 - 100
6.38
2
0.433
0.118
T10
100 - 80
4.50
2
0.359
0.093
T11
80 - 60
2.99
2
0.286
0.075
T12
60-40
1.80
2
0.208
0.057
T13
40 - 20
0.89
2
0.135
0.036
T14
20 - 0
0.28
2
0.065
0.018
Critical Deflections and'Radiu§ of Curvature .- Desi n Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ft
tnxTower Report - version 8.0.5.0
n
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order475132, Revision 4
May 1, 2019
CC/ BU No 813700
Page 23
Elevation
R
Appurtenance
Gov.
Load
Comb.
Deflection
in
Tilt
Twist
Radius of
Curvature
it
250.00
Beacon
10
24.28
0.731
0.193
751640
237.00
932DG33T2A-M w/ Mount Pipe
10
22.28
0.729
0.193
467264
224.00
(3) DB848H105ESX w/ Mount
10
20.28
0.722
0.191
525820
Pipe
217.00
SBNHH-1D65C w/ Mount Pipe
10
19.20
0.715
0.190
222580
207.00
TTTT65AP-1XR w/ Mount Pipe
10
17.67
0.700
0.187
99376
195.00
(3)SBNHH-1 D85C w/Mount
10
15.85
0.679
0.176
21479
Pipe
178.00
(3) DB8481-1105ESX w/ Mount
10
13.41
0.636
0.160
50996
Pipe
160.00
(2) DC6-48-60-18-BF
10
10.99
0.578
0.142
19579
128.00
SPD25.8
2
7.20
0.463
0.126
17623
125.00
Obstruction light
2
6.89
0.452
0.123
19153
120.00
HPX6-59-P3A/K
2
6.38
0.433
0.118
20947
Bolt Design
Data
Criteria
Section
Elevation
Component
Bolt
Bolt Size
Number
Maximum
Allowable
Ratio
Allowable
No.
Type
Grade
Of
Load
Load
Load
Ratio
ft
in
Bolts
per Bolt
per Bolt
Allowable
K
K
T1
250
Leg
A325N
0.625
4
0.29
20.34
0.014 ✓
1.05
Bolt Tension
Diagonal
A325N
0.625
2
0.38
6.79
0.057 ✓
1.05
Member Block
_
Shear__
Top Girt
A325N
0.625
1
0.10
7.88
✓
1.05
Member Block
0.013
Shear
T2
240
Leg
A325N
0.875
6
2.38
41.56
0.057 ✓
1.05
Bolt Tension
Diagonal
A325N
0.625
2
2.20
8.31
0.265' ✓
1.05
Member Block
Shear
T3
220
Leg
A325N
1.000
6
9.47
54.52
0.174 ✓
1.05
Bolt Tension
Diagonal
A325N
0.625
2
4.82
11.09
0.435 ✓
1.05
Member Block
Shear
T4
200
Diagonal
A325N
0.625
2
5.75
11.09
✓
1.05
Member Block
0.519
Shear
T5
186.667
Leg
A325N
1.250
6
19.07
87.22
0.219 ✓�
1.05
Bolt Tension
Diagonal
A325N
0.625 .'
2
6.00
22.17
0.271 V
1.05
Member Block
Shear
T6
180
Leg
A325N
1.250
6
28.09
87.22
0322 ✓
1.05
Bolt Tension
Diagonal
A325N
0.625
2
7.20
15.61
0.461 ✓
1.05
Member Block
Shear
Secondary
A325N
0.625
1
3.44
9.91
✓
1.05
Member Block
Horizontal
0.347
Shear
T7
160
Leg
A325N
1.250
6
39.27
8722
0.450 ✓�
1.05
Bolt Tension
Diagonal
A325N
0.625
2
8.91
15.61
1.05
Member Block
0.571 Y
Shear
Secondary
A325N
0.625
1
4.69
10.93
✓
1.05
Member Block
Horizontal
0429
Shear
T8
140
Leg
A325N
1.375
6
50.72
103.94
0.488 ✓
1.05
Bolt Tension
Diagonal
A325N
0.625
2
10.19
16.63
0.613 ✓
1.05
Member Block
Shear
Secondary
A325N
0.625
1
6.02
10.93
✓
1.05
Member Block
Horizontal
0.551
Shear
T9
120
Leg
A325N
1.500
6
62.28
126.47
0492 ✓
1.05
Bolt Tension
Diagonal
A325N
0.625
2
12.36
16.63
✓
1.05
Member Block
0.743
Shear
Secondary
A325N
0.625
1
7.39
13.81
1.05
Bolt Shear
0.535
Honzontal
T10 100 Leg A325N 1.500 6 70.36 126.47 0.556 ✓ 1.05 Bolt Tension
Diagonal A325N 0.625 2 17.99 27.61 0.651 ✓ 1.05 Bolt Shear
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order475132, Revision
May 1, 2019
CC/ BU No 813700
Page 24
Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria
No. Type Grade Of Load Load Load Ratio
ft in Bolts per Bolt per Bolt Allowable
T11
T12
T13
T14
0.625 1 8.37 19.83 0.422 V
80
Leg
A325N
1.500
6
81.77
126.47
0.647 V/
Diagonal
A325N
0.625
2
17.74
27.61
0.643
Horizontal
A325N
0.625
1
9.77
19.83
0.493
60
Leg
A325N
1.750
6
92.44
170.95
0.541 YI
Diagonal
A325N
0.625
2
17.61
22.17
0.794 V�
Horizontal
A325N
0.625
1
11.06
19.83
0.558
40
Leg
A325N
1.750
6
103.23
170.95
0.604 Vr
Diagonal
A325N
0.625
2
19.12
27.61
0.692
Horizontal
A325N
0.625
1
12.42
21.87
0.568
20
Diagonal
A325N
0.625
2
20.14
27.61
0.729
Horizontal
A325N
0.625
1
13.75
21.87
0.629
'Compression Checks .
Leg Design Data (Compression),
1.05
1.05
1.05
1.05
1.05
1.05
1.05
1.05
1.05
1.05
1.05
1.05
Member Block
Shear
Bolt Tension
Bolt Shear
Member Block
Shear
Bolt Tension
Member Block
Shear
Member Block
Shear
Bolt Tension
Bolt Shear
Member Block
Shear
Bolt Shear
Member Block
Shear
Section
No.
Elevation
It
Size
L
it
L.
ft
KI1r
A
irtz
P.
K
op"
K
Ratio
P
0P„
T1
250 - 240
2" solid
10.00
5.00
120.0
3.142
-1.94
49.29
0.0371
K=1.00
V
T2
240 - 220
3" solid
20.03
6.68
106.8
7.069
-18.51
138.05
0.1341
K=1.00
T3
220-200
31/2'solid
20.03
6.68
91.6
9.621
-68.39
234.48
0.2921
K=1.00
`/"
T4
200 - 186.667
4" solid
13.36
6.68
80.1
12.566
-110.81
353.60
0.3131
K=1.00
V
T5
186.667 - 180
4" solid
6.68
6.68
80.1
12.566
-132.10
353.60
0.3741
K=1.00
V
T6
180 - 160
4" solid
20.03
5.19
62.3
12.566
-193.01
425.67
0.4531
K=1.00
V/
T7
160 - 140
4 1/4" solid
20.03
5.17
58.4
14.186
-270.24
497.53
0.6431
K=1.00
V
T8
140 - 120
4 1/2" solid
20.03
5.15
54.9
15.904
347.23
573.92
0.6051
K=1.00
V
T9
120 - 100
4 3/4" solid
20.03
5.14
51.9
17.721
-425.94
654.83
0.6501
K=1.00
T10
100 - 80
5" solid
20.03
5.01
48.1
19.635
-482.62
746.17
0.6471
K=1.00
V
T11
80 - 60
5" solid
20.03
5.01
48.1
19.635
-563.25
746.17
0.755 1
K=1.00
t/
T12
60-40
51/4"solid
20.03
5.01
45.8
21.647
-637.60
835.68
0.7631
K=1.00
V
T13
40-20
51/2"solid
20.03
5.01
43.7
23.758
-716.41
929.74
0.7711
K=1.00
V
T14
20 - 0
5 3/4" solid
20.03
5.01
41.8
25.967
-792.65
1028.33
0.7711
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 475132, Revision 4
May 1, 2019
CC/ BU No 813700
Page 25
Section Elevation Size L L„ KUr A P„ op Ratio
No. P.
it it it in' K K op„
K=1.00 `/
1 P � / op, controls
Dia` onal-Desi`n-D'ata
Comb ression
,,-,,y
Ratio
Section Elevation Size L L„
Mr A P„
OP„
No.
P.
it tt It
in2 K
K
OP„
T1 250 - 240 L 2 x 2 x 3/16 7.81 3.80
115.6 0.715 -0.88
14.92
0.059'
T2
T3
T4
T5
T6
T7
T8
T9
T10
T11
T12
T13
T14
240 - 220
220 - 200
200-186.667
186.667 - 180
180 - 160
160 - 140
140 - 120
120 -100
100-80
80-60
60-40
40-20
20-0
1 P„ / op, controls
L3x3x3/16
L3x3x1/4
L3x3x1/4
2L 3 x 3 x 1/4(3/8)
2L'a' > 38.495 in - 83
2L 2.5 x 2.5 x 3/16 (1/2)
2L 2.5 x 2.5 x 3/16 (1/2)
2L 3 x 3 x 3116(1/2)
2L 3 x 3 x 3116(1/2)
2L 3 x 3 x 6116(1/2)
2L 3 x 3 x 5116(1/2)
2L 3 x 3 x 1/4(1/2)
2L 3 x 3 x 5116(1/2)
2L 3 x 3 x 5116(112)
10.16 5.14
11.74 5.90
12.86 6A3
13.44 6.72
16.80 8.51
18.45 9.31
20.16 10.15
21.92 11.02
14.87 14.59
15.62 15.35
16.40 8.20
17.21 8.60
18.03 9.02
K=1.00
103.4
1.090
4.67
K=1.00
119.5
1.440
-10.11
K=1.00
130.4
1.440
-11.76
K=1.00
89.6
2.880
-12.24
K=1.00
131.1
1.805
-15.38
K=1.00
143.6
1.805
-18.38
K=1.00
129.7
2.180
-21.09
K=1.00
140.7
2.180
-24.97
K=1.00
138.3
3.555
-35.98
K=1.00
145.9
3.555
35A9
K=1.00
105.8
2.875
38.65
K=1.00
112.0
3.555
38.24
K=1.00
117.4
3.555
40.28
K=1.00
25.59
0.1821
II/
28.55
0.354'
24.25
0.4851
76.23
0.161 '
V
30.03
0.5121
25.06
0.7331
36.03
0.585'
t/
31.50
0.793'
52.65
0.683'
47.31
0.750'
67.08
0.576'
77.48
0.494'
72.53
0.5555'
Y
` Horizontal
Design
Data Com ression
Ratio
Section Elevation Size L
L. KI1r A P.
OP„
No.
P
If @
R LF K
K
mPn
T10 100 - 80 2L 2.5 x 2.5 x 3116 (1/2) 21.00
10.29 158.7 1.805 -8.37
20.51
0.4081
T11 80-60 2L 2.5 x 2.5 x 3/16 (1/2)
T12 60-40 2L 2.5 x 2.5 x 3116(1/2)
2L'a' > 70.285 in - 262
T13 40-20 2L 3 x 3 x 3116(1/2)
tnxTower Report - version 8.0.6.0
K=1.00
V
23.00
11.29 174.1
1.805 -9.77
17.04
0.573'
K=1.00
V
25.00
12.28 189.4
1.805 -11.08
14.40
0.768'
K=1.00
t/
27.00
13.27 170.2
2.180 -12.42
21.06
0.590,
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order475132, Revision 4
May 1, 2019
CCI BU No 813700
Page 26
Section Elevation Size L L KI1r A P. OP„ Ratio
No. P
it If If in2 K K 1hp-
2L'a' > 75.820 in - 326
T14 20-0 2L 3 x 3 x 3116 (1/2)
2L'a' > 81.474 in - 383
1 P„ / opn controls
29.00 14.26 183.3 2.180 -13.75 18.23 0.754'
K=1.00 V
Sedondary Horizontal Design
Data Com ression
'
'
Ratio
Section
Elevation
Size
L
L„
KI1r
A
P.
OP„
No.
P
it
ft
ft
in2
K
K
op,
T6
180 - 160
L 2.5 x 2.5 x 3/16
13.48
6.57
159A
0.902
-3.44
10.16
0.338'
K=1.00
t/
T7
160 -140
L 3 x 3 x 3/16
15.48
7.56
152.3
1.090
-4.69
13.45
0.3481
K=1.00
1/
T8
140 - 120
L 3 x 3 x 3/16
17.49
8.56
172.3
1.090
-6.02
10.51
0.573'
K=1.00
V
T9
120 - 100
L 3 x 3 x 1/4
19.49
9.55
193.5
1.440
-7.39
11.01
0.6711
K=1.00
V
' P � / op. controls
To Girt
Desi
n Data
Com
ression
Ratio
Section Elevation
Size L
L„
KI(r
A P„
OP„
No.
P
It
ft
It
in2 K
K
OP„
T1 250 - 240
L 2 x 2 x 3/l6 6.00
5.83
177.7 0.715 -0.12
6.48
0.019,
K=1.00
1 P„ / op, controls
Redundant Horizontal 1 Design Data Com ression
Section.
No.
Elevation
it
Size
L
It
L.
it
KI(r
A
in2
P.
K
OP„
K
Ratio
P.
OP„
T10
100 - 80
2L 2 x 2 x 3/16 (1/2)
5.25
5.D4
- 98.0
1.430
-8.37
35.81
0.234'
K=1.00
2L'a' > 28.945 in - 177
T11
80 - 60
2L 2 x 2 x 3/16 (112)
5.75
5.54
107.7
1.430
-9.77
32.67
0.299'
K=1.00
V/
2L'a' > 31.815 in - 222
T12
60 - 40
2L 2 x 2 x 3116 (112)
6.25
6.03
117.2
1.430
-11.06
29.22
0.378'
K=1.00
6/
2L la' > 34.626 in - 267
T13
40 - 20
2L 2 x 2 x 3116 (1/2)
6.75
6.52
126.8
1.430
-12.42
25.47
0.488'
K=1.00
2L'a' > 37.437 in - 331
T14
20-0
2L 2 x 2 x 3116 (1/2)
7.25
7.01
136.3
1.430
-13.75
22.03
0.624'
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number37519-0281.002.8700, Order47513Z Revision 4
May 1, 2019
CC/ BU No 813700
Page 27
Section Elevation Size L L. MY A P. op„ Ratio
No. P
ft ft It inz K K OP„
K=1.00 r/
2L'a' > 40.247 in - 388
1 P � / op. controls
Redundant D a
onaf.
1
Desi
nbD to
Coni ression
Ratio
Section
Elevation
Size
L
L„
KI1r
A
P.
QP„
No.
P
It
It
ft
in
K
K
OP„
T10
100 - 80
2L 2 x 2 x 3/16 (1/2)
7.43
7.14
138.8
1.430
-5.93
21.24
0.279'
K=1.00
0/
2L'a'>40.991 in-201
T11
80 - 60
_
2L 2 x 2 x 3116 (1/2)
7.81
7.53
146.4
1.430
-6.64
19.10
0.3471
K=1.00
2L'a'>43.231 in-246
T12
60 - 40
2L 2 x 2 x 3/16 (1/2)
8.20
7.92
153.9
1.430
-7.26
17.28
0.4201
K=1.00
2L'a' > 45.453 in - 297
T13
40 - 20
2L 2 x 2 x 3116 (1/2)
8.60
8.31
161.6
1.430
-7.92
15.66
0.505 1
K=1.00
�I
2L'a' > 47.734 in - 360
T14-
20 = 0
2L 2.5x 2.5 x 3116 (112)
9.02
8.72
136.0
1.805
--8.55
27.27
- -0.313'
K=1.00
21-'a' > 49.908 in - 417
1 P � / QP„ controls
Redundant Hip.
1
Desi
n Data
(Coin
Cession
` _ . `
Ratio
Section Elevation
Size
L
L.
KI1r
A
P. ¢P
No.
P
It
ft
It
W
K K
OP„
T12 60 - 40
L 2.5 x 2.5 x 3/16
6.25
6.25
151.5
0.902
-0.10 11.25
0.009'
T13 40-20 L2.5 x2.5 x3/16
T14 20-0 L2.5 x2.5 x3/16
1 P„ / op, controls
K=1.00
V
6.75 6.75 163.6 0.902 -0.09
9.64 0.0101
K=1.00
tf
7.25 7.25 175.8 0.902 -0.09
8.36 0.0111
K=1.00
9%
Redundant Hi'° '.Dia
oval
1 Desi n Data
(Compression)
Ratio
Section Elevation Size
L
L. KI1r A
P.
OP„
No.
P
it
ft
It irP
K
K
4P„
T12 60 - 40 L 2.5 x 2.5 x 3116
11.80
11.80 286.0 0.902
-0.14
3.16
0.0451
K=1.00
KUR > 250 (C) - 315
T13 40 - 20 L 2.5 x 2.5 x 3/16 12.59 12.59 305.1 0.902 -0.12 2.77 0.043'
K=1.00 `f
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 475132, Revision 4
May 1, 2019
CCI BU No 813700
Page 28
Section Elevation
Size
L L„
IGr
A
P„
OP„
Ratio
No.
P.
ft
it it
in2
K
K
OP,
KUR > 250 (C) - 372
T14 20 - 0
L 2.5 x 2.5 x 3116
13.38 13.38
324.5
0.902
-0.12
2.46
0.0491
K=1.00
KUR > 250 (C) - 429
1 P u f ¢P„ controls
inner Bracing
Desi 'n Data (Compression)
Ratio
Section
Elevation
Size
L
L.
KI1r
A
P.
OP„
No.
P.
It
If
ft
in2
K
K
OP"
T10
100 - 80
2L 2 x 2 x 3/16 (3/8)
10.50
10.50
204.2
1.430
-0.03
9.81
0.003 1
K=1.00
V
T11
80- 60
2L 2 x 2 x 3/16 (3/8)
11.50
11.50
223.7
1.430
-0.03
8.18
0.004'
K=1.00
V
T12
60 - 40
2L 2 x 2 x 3/16 (3/8)
12.50
12.50
243.1
1.430
-0.06
6.93
0.009 1
K=1.00
V
T13
40 - 20
2L 2.5 x 2.5 x 3/16 (3/8)
13.50
13.50
208.2
1.800
-0.08
11.88
0.0071
K=1.00
V
T14
20 - 0
2L 2.5 x 2.5 x 3116 (3/8)
14.50
14.50
223.6
1.800
-0.04
10.30
0.041
K=1.00
V
1 P" f QP" Controls
Tension Checks
°Le Desi "n Data Tension
Section Elevation Size L L„ KI1r A P„ OP„ Ratio
No. P.
it it ft in2 K K 6p-
T2
240 - 220
3" solid
20.03
6.68
106.8
7.069
14.30
318.09
0.0451
T3
220 - 200
3 1/2" solid
20.03
6.68
91.6
9.621
56.85•
432.95
0.1331 1
V
T4
200 - 186.667
4" solid
13.36
6.68
80.1
12.566
95.17
565.49
0.1681
T5
IB6.667-180
4" Solid
6.68
6.68
80.1
12.566
114.43
565.49
0.2021
T6
180 - 160
4" solid
20.03
4.82
57.9
12.566
168.75
565.49
0.2981
T7
160 - 140
4 1/4" solid
20.03
4.85
54.7
14.186
235.84
638.38
0.3691
T8
140 - 120
4 1/2" solid
20.03
4.87
51.9
15.904
304.58
715.69
0.42`61
Y
T9
120 - 100
4 3/4" solid
20.03
4.88
49.3
17.721
374.05
797.42
0.4691
T10
100 - 80
5" solid
20.03
5.01
48.1
19.636
423.41
883.57
0.4791
V
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 475132, Revision 4
May 1, 2019
CC/ BU No 813700
Page 29
Section
No.
Elevation
ft
Size
L
ft
L.
ft
Kl/r
A
in2
P"
K
�P"
K
Ratio
P.
OP„
T11
80 - 60 -
5" solid
20.03
5.01
48.1
19.635
491.75
883.57
0.5571
V
T12
60-40
5IM'solid
20.03
5.01
45.8
21.647
555.40
974.14
0.5701
V
T13
40-20
51/2"solid
20.03
5.01
43.7
23.758
620.80
1069.12
0.5811
4�
T14
20.0
5 3/4" solid
20.03
5.01
41.8
25.967
680.24
1168.63
0.5821
tr
1 P„ / op, controls
Dia6onal
Design. Data'
;Tension
Ratio
Section
Elevation
Size
L
L„
KI1r
A
P.
op.
No.
P.
It
ft
ft
in2
K
K
413"
T1
250 - 240
L 2 x 2 x 3/16
7.81
3.80
73.8
0.431
0.77
18.74
0.041 1
T2
240 - 220
L 3 x 3 x 3116
10.16
5.14
65.6
0.712
4.41
30.97
0.1421
T3
220 - 200
L 3 x 3 x 1/4
11.74
5.90
76.1
0.939
9.64
40.86
0.236 1
• T4
200 - 186.667
L 3 x 3 x 1/4
12.86
6.43
83.0
0.939
11.51
40.88
0.2821
T5
186.667 - 180
2L 3 x 3 x 1/4 (3/8)
13.44
6.72
86.7
1.879
12.01
81.73
0.1471
2L'a' > 38.495 in - 83
T6
180 - 160
2L 2.5 x 2.5 x 3/16 (1/2)
16.80
8.51
131.1
1.143
14.39
49.70
0.2901
T7
160 - 140
2L 2.5 x 2.5 x 3/16 (112)
18.45
9.31
143.6
1.143
17.82
49.70
0.3581
T8
140 - 120
2L 3 x 3 x 3/16 (1/2)
20.16
10.15
129.7
1 A24
20.38
61.94
0.329 1
.
.y
T9
120 - 100
2L 3 x 3 x 3/16 (1/2)
21.92
11.02
140.7
1.424
24.72
61.94
0.399 1
T10
100 - 80
2L 3 x 3 x 5/16 (1/2)
14.87
14.59
121.0
2.314
32.97
100.68
0.3271
T11
80 - 60
2L 3 x 3 x 5116 (1/2)
14.87
14.60
121.1
2.314
34.31
100.68
0.3411
T12
60 - 40
2L 3 x 3 x 1/4 (1/2)
16.40
8.20
105.8
1.875
35.22
81.56
0.4321
T13
40 - 20
2L 3 x 3 x 5/16 (1/2)
16.40
8.20
106.8
2.314
36.71
100.68
0.3651
T14
20 - 0
2L 3 x 3 x 5116 (112)
17.21
8.60
112.0
2.314
36.53
100.68
0.363 1
V
1 P" / op, controls
Horizontal-Desi n Data`
Tension ,
.
Ratio
Section
Elevation
Size L L. K11r
A P.
OP"
No.
P.
It
ft it
in2 K
K
4p"
T10
100 - 80
2L 2.5 x 2.5 x 3116 (112) 21.00 10.29 158.7
1.143 8.37
49.70
0.1681
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order47513Z Revision 4
May 1, 2019
CC1 BU No 813700
Page 30
Section Elevation Size L L. Mr A P. Wn Ratio
No. P
ft It it in, K K mp-
T11
80 - 60
T12
60 - 40
T13
40-20
T14
20-0
1 P, / op. controls
2L 2.5 x 2.5 x 3/16 (1/2)
23.00
11.29
174.1
1.143
9.77
49.70
0.1971
V
2L 2.5 x 2.5 x 3116 (1/2)
25.00
12.28
189.4
1.143
11.06
49.70
0.2221
2L'a' > 70.285 in - 269
2L 3 x 3 x 3116 (1/2)
27.00
13.27
169.5
1.424
12.42
61.94
0.201
2L'a' > 75.820 in - 326
'
2L 3 x 3 x 3/16 (112)
29.00
14.26
182.2
1.424
13.75
61.94
0.2221
2L 'a' > 81.474 in - 383
Secondary Horizontal Desi n Data Tension
Section Elevation Size L L„ KI1r A P. OP„ Ratio
No. P
1t it it in' K K AP_
T6
180 - 160
L 2.5 x 2.5 x 3116
13.48
6.57
202.8
0.571
3.44
24.84
0.138'
le
T7
160 - 140
L 3 x 3 x 3/16
15.48
7.56
193.4
0.712
4.69
30.97
0.151,
Y
T8
140 - 120
L 3 x 3 x 3116
17.49
8.56
218.7
0.712
6.02
30.97
0.194'
T9
120 - 100
L 3 x 3 x 1/4
19.49
9.55
246.3
0.939
7.39
40.86
0.181 1
1 P u / op, controls
Top Girt Design Data Tension
Section Elevation Size L L„ KI/r A P„ ¢P„ Ratio
No. P.
ft ft 1t in' K K OP„
T1 250 - 240 L 2 x 2 x 3/16 6.00 5.83
1
1 P u / @P„ controls
Redundant Horizontal
1
Design
Data
Tension
Ratio
Section
Elevation
Size L
L„
K11r
A
P. OP„
No.
P
If
It
ft
in2
K K
op�
T10
100 - 80
2L 2 x 2 x 3116 (1/2) 5.25
5.04
98.0
1.430
8.37 46.32
0.181 1
2L'a' > 28.945 in - 177
T11
80 - 60
2L 2 x 2 x 3116 (1/2) 5.75
5.54
107.7
1.430 .
9.77 46.32
0.2111
V
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number37519-0281.002.8700, Order475132, Revision 4
May 1, 2019
CC/ BU No 813700
Page 31
Section Elevation Size L L„ KOr A P„ op. Ratio
No. P.
it ft It In2 K K op„
2L'a'>31.815 in-222
T12 60 - 40 2L 2 x 2 x 3/16 (1/2) 6.25 6.03 117.2 1.430 11.06 46.32 0.239'
2L'a' > 34.626 in - 267
T13 40 - 20 2L 2 x 2 x 3/16 (112) 6.75 6.52 126.8 1.430 12.42 46.32 0.2681
2L'a' > 37.437 in - 331
T14 20 - 0 2L 2 x 2 x 3/16 (112) 7.25 7.01 136.3 1.430 13.75 46.32 0.2971
2L'a' > 40.247 in - 394
1 P � / op, controls
Redundant Dia
" onal
1
Design
Data
Tension
' .
Ratio
Section
Elevation
Size
L
L.
KI/r
A
P.
op.
No.
P
ft
ft
it
io2
K
K
OP„
T10
100 - 80
2L 2 x 2 x 3116 (1/2)
7.43
7.14
138.8
1.430
5.93
46.32 -
0.128'
2L'a' > 40.991 in - 201
T11
80 - 60
2L 2 x 2 x 3/16 (1/2)
7.81
7.53
146.4
1.430
6.64
46.32
0.143'
2L'a' > 43.231 in - 246
T12
60 - 40
2L 2 x 2 x 3116 (1/2)
8.20
7.92
153.9
1.430
7.26
46.32
0.157'
2L'a' > 45.453 in - 300
T13
40 - 20
2L 2 x 2 x 3116 (1/2)
8.60
8.31
161.6
1.430
7.92
46.32
0.1711
Y
2L'a' > 47.734 in - 365
T14
20 - 0
2L 2.5 x 2.5 x 3/16 (1/2)
9.02
8.72
134.5
1.805
8.55
58.47
0.146'
2L'a' > 49.908 in - 417
1 P„ / ¢P„ Controls
Redundant Hi " 1 Desi n Data (Tension)`
Section Elevation Size L L. KUr A P„ �P„ Ratio
No. P.
It it It in K K a P_
T12 60 - 40 L 2.5 x 2.5 x 3116
6.25
6.25 96.4
0.902 0.06
29.22 0.002'
- T13 40 - 20 L 2.5 x 2.5 x 3116
6.75
6.75 104.1
0.902 0.05
29.22 0.002'
T14 20 - 0 L 2.5 x 2.5 x 3/16
7.25
7.25 111.8
0.902 0.04
29.22 0.002'
1 P„ / op, controls
Redundant Hip Dia onal- 1 Desi n.Data Tension
tnxTower Report - version 8.0.6.0
250 Ft Self Support Tower Structural Analysis
Project Number37519-0281.002.8700, Order47513Z Revision 4
May 1, 2019
CC/ BU No 813700
Page 32
Section Elevation Size L L„ KI1r A P. Ratio
No. P
T12 60-40 L2.5 x2.5 x3116
T13 40-20 L2.6 x2.5 x3/16
T14 20-0 L2.5 x2.5 x 3116
1 P u / ¢P„ controls
in
ir.2 K K
0.902 0.15 29.22
12.85 12.85 198.2 0.902 0.13 29.22
13.65 13.65 210.6 0.902 0.12 29.22
Inner Bracing Design Data Tension
0.005 '
V
0.004'
0.004'
Section Elevation Size L L. KI1r A P„ ¢P„ Ratio
No. A,
in2 K K
Tl l
80 - 60
2L 2 x 2 x 3/16 (3/8)
11.50
11.50
223.7
1.430
0.00
46.33
0.000'
V
T12
60 - 40
2L 2 x 2 x 3/16 (3/8)
12.50
12.60
243.1
1.430
0.03
46.33
0.001,
T13
40 - 20
2L 2.5 x 2.5 x 3116 (318)
13.50
13.50
208.2
1.800
0.02
58.32
0.000'
V
T14
20 - 0
2L 2.5 x 2.5 x 3/16 (318)
14.50
14.50
223.6
1.800
0.02
58.32
0.000,
Ili
1 P„ / ¢P, controls
Section Capacity Table
Section
No.
Elevation
It
Component
Type
Size
Critical
Element
P
K
opa .
K
%
Capacity
Pass
Fail
T1
250 - 240
Leg
2" solid
2
-1.84
51.75
3.6
Pass
T2
240 - 220
Leg
3" solid
20
-18.51
144.96
12.8
Pass
T3
220-200
Leg
31/2"solid
41
-68.39
246.21
27.8
Pass
T4
200 - 186.667
Leg
4" solid
61
-110.81
371.28
29.8
Pass
T5
186.667 - 180
Leg
4" solid
76
-132.10
371.28
35.6
Pass
T6
180 - 160
Leg
4" solid
86
-193.01
446.95
43.2
Pass
T7
160-140
Leg
4lW'solid
107
-270.24
522.41
51.7
Pass
T8
140 - 120
Leg
4 1/2" solid
128
-347.23
602.61
57.6
Pass
T9
120 - 100
Leg
4 3/4" solid
149
-425.94
687.57
61.9
Pass
T10
100 - 80
Leg
5" solid
170
-482.62
783.48
61.6
Pass
Tl l
80 - 60
Leg
5" solid
215
-563.25
783.48
71.9
Pass
T12
60 - 40
Leg
5 1/4" solid
260
-637.60
877.46
72.7
Pass
T13
40 - 20
Leg
5 1/2" solid
318
-716.41
976.23
73.4
Pass
T14
20 - 0
Leg
5 3/4" solid
375
-792.65
1079.75
73.4
Pass
T1
250 - 240
Diagonal
L 2 x 2 x 3116
7
-0.88
15.66
5.6
Pass
T2
240 - 220
Diagonal
L 3 x 3 x 3116
27
-4.67
26.87
17.4
Pass
25.2 (b)
T3
220 - 200
Diagonal
L 3 x 3 x 1/4
48
-10.11
29.97
33.7
Pass
41.4 (b)
T4
200 - 186.667
Diagonal
L 3 x 3 x 1/4
68
-11.76
25.46
46.2
Pass
49A (b)
T5
186.667 - 180
Diagonal
2L 3 x 3 x 1/4 (3/8)
83
-12.24
80.04
15.3
Pass
25.8 (b)
T6
180 - 160
Diagonal
2L 2.5 x 2.5 x 31% (112)
92
-15.38
31.54
48.8
Pass
T7
160 - 140
Diagonal
2L 2.5 x 2.5 x 3/16 (1/2)
ill
-18.38
26.31
69.8
Pass
T8
140 - 120
Diagonal
2L 3 x 3 x 3/16 (1/2)
134
-21.09
37.83
55.8
Pass
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 47513Z Revision 4
May 1, 2019 '
CC/ BU No 813700
Page 33
No.
it
Type
Element
K
K
Capacity
Fail
58.4 (b)
T9
120 - 100
Diagonal
21. 3 x 3 x 3/16 (1/2)
155
-24.97
33.07
75.5
Pass
T10
100 - 80
Diagonal
21. 3 x 3 x 5/16 (112)
187
-35.98
55.28
65.1
Pass
T11
80 - 60
Diagonal
21. 3 x 3 x 5/16 (1/2)
232
-35.49
49.67
71.4
Pass
T12
60 -40
Diagonal
2L 3 x 3 x 1/4 (1/2)
279
-38.65
70.43
54.9
Pass
75.6 (b)
T13
40 - 20
Diagonal
21. 3 x 3 x 5/16 (1/2)
336
-38.24
81.35
47.0
Pass
66.0 (b)
T14
20 - 0
Diagonal
2L 3 x 3 x 5/16 (1/2)
393
-40.28
76.16
52.9
Pass
69.5 (b)
T10
100 - 80
Horizontal
2L 2.5 x 2.5 x 3116 (1/2)
172
-8.37
21.54
38.9
Pass
40.2 (b)
T11
80 - 60
Horizontal
2L 2.5 x 2.5 x 3116 (1/2)
217
-9.77
17.89
54.6
Pass
T12
60 - 40
Horizontal
21. 2.5 x 2.5 x 3/16 (1/2)
262
-11.06
15.12
73.1
Pass
T13
40 - 20
Horizontal
21. 3 x 3 x 3/16 (1/2)
326
-12.42
22.12
56.2
Pass
T14
20 - 0
Horizontal
21. 3 x 3 x 3/16 (1/2)
392
-13.75
19.14
71.8
Pass
T6
180 - 160
Secondary
L 2.5 x 2.5 x 3/16
94
-3.44
10.67
32.2
Pass
Horizontal
33.0 (b)
T7
160 - 140
Secondary
L 3 x 3 x 3/16
115
-4.69
14.12
33.2
Pass
Horizontal
40.8 (b)
T8
140 - 120
Secondary
L 3 x 3 x 3/16
,136
-6.02
11.04
54.5
Pass
Horizontal
T9
120 -100
Secondary
L 3 x 3 x 1/4
157
-7.39
11.56
63.9
Pass
Horizontal
T1
250 - 240
Top Girt
L 2 x 2 x 3/16
5
-0.12
6.81
1.8
Pass
T10
100 - 80
Redund Horz 1
2L 2 x 2 x 3/16 (112)
181
-8.37
37.60
22.3
Pass
Bracing
T11
80 - 60
Redund Horz 1
2L 2 x 2 x 3/16 (112)
222
-9.77
34.30
28.5
Pass
Bracing
T12
60 - 40
Redund Horz 1
21. 2-x 2 x 3/16 (112)
271
-11.06
30.68
36.0 - - -
--Pass --
Bracing
T13
40 - 20
Redund Horz 1
21. 2 x 2 x 3116 (112)
331
-12.42
26.74
46.5
Pass
Bracing
T14
20 - 0
Redund Horz 1
21. 2 x 2 x 3116 (112)
388
-13.75
23.14
59.4
Pass
Bracing
T10
100 - 80
Redund Diag 1
21. 2 x 2 x 3116 (1/2)
204
-5.93
22.31
26.6
Pass
Bracing
T11
80 - 60
Redund Diag 1
2L 2 x 2 x 3116 (1/2)
246
-6.64
20.05
33.1
Pass
Bracing
T12
60 - 40
Redund Diag 1
2L 2 x 2 x 3116 (1/2)
297
-7.26
18.14
40.0
Pass
Bracing
T13
40 - 20
Redund Diag 1
2L 2 x 2 x 3116 (1/2)
360
-7.92
16.45
48.1
Pass
Bracing
T14
20 - 0
Redund Diag 1
2L 2.5 x 2.5 x 3/16 (1/2)
422
-8.55
28.64
29.8
Pass
Bracing
T12
60 - 40
Redund Hip 1
L 2.5 x 2.5 x 3116
314
-0.10
11.81
0.9
Pass
Bracing
T13
40 - 20
Redund Hip 1
L 2.5 x 2.5 x 3116
342
-0.09
10.12
0.9
Pass
Bracing
T14
20 - 0
Redund Hip 1
L 2.5 x 2.5 x 3/16
428
-0.09
8.78
1.0
Pass
Bracing
T12
60 - 40
Redund Hip
L 2.5 x 2.5 x 3116
315
-0.14
3.31
4.3
Pass
Diagonal 1 Bracing
T13
40 - 20
Redund Hip
L 2.5 x 2.5 x 3/16
372
-0.12
2.91
4.1
Pass
Diagonal 1 Bracing
T14
20 - 0
Redund Hip
L 2.5 x 2.5 x 3/16
429
-0.12
2.57
4.7
Pass
Diagonal 1 Bracing
T10
100 - 80
Inner Bracing
2L 2 x 2 x 3/16 (3/8)
195
-0.03
10.31
0.3
Pass
T11
80 - 60
Inner Bracing
2L 2 x 2 x 3/16 (318)
240
-0.03
8.59
0.4
Pass
T12
60 - 40
Inner Bracing
2L 2 x 2 x 3/16 (3/8)
290
-0.06
7.27
0.8
Pass
T13
40 - 20
Inner Bracing
21. 2.5 x 2.6 x 3116 (3/8)
347
-0.08
12.48
0.6
Pass
T14
20 - 0
Inner Bracing
2L 2.5 x 2.5 x 3116 (3/8)
404
-0.04
10.81
0.4
Pass
Summary
Leg (T14)
73.4
Pass
Diagonal
75.6
Pass
(T12)
Horizontal
73.1
Pass
(T12)
-
Secondary
63.9
Pass
Horizontal
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 47513Z Revision 4
May 1, 2019
CCI BU No 813700
Page 34
Section Elevation Component Size Critical P opm
%
Pass
No. R Type Element K K
Capacity
Fail
(T9)
Top Girt..
1.8
Pass
(T1)
- Redund
59.4
Pass
Horz 1
Bracing
(T14)
Redund
48.1
Pass
Diag 1
Bracing
(T13)
Redund
1.0
Pass
Hip 1
Bracing
(T14)
. Redund
4.7
Pass
Hip
Diagonal 1
Bracing
(T14)
Inner
0.8
Pass
Bracing
(T12)
Bolt
75.6
Pass
Checks
RATING =
75.6
Pass
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 47513Z Revision 4
APPENDIX B
BASE LEVEL DRAWING
May 1, 2019
CC/ BU No 813700
Page 35
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order475132, Revision 4
APPENDIX C
ADDITIONAL CALCULATIONS
May 1, 2019
CC/ BU No 613700
Page 36
tnxTower Report - version 8.0.5.0
C�I�late
' 1 ect Information
Site Name
Order#
.Applied 1 1
Comp. I Uplift
Axial k -,r' 830.00 ,--712.00°
Shear k ; 96:OOr k'w'm8500�
Anchor '11 Data,
Quantity
Diameter (in):2
75
Material Grade
_^ A36
Grout Considered:
Yes
Eta Factor, :
0.55
Thread Type]
'N-Included "'
Configuration:
'-S "mmet'ncal„
,Anchor• 1 1 Results
Axial, Pu c (kips)
138.33
Shear, Vu (kips)
16.00
Moment, Mu (kip -in)
-
Axial Cap., Pn c (kips)
177.48
Shear Cap., (bVn (kips)
53.24
Moment Cap., Q)Mn kip -in
-
Stress Rating
82.8%
❑✓ Apply TIA-222-H Section 15.5
Fy=36 ksi Fu=58 ksi
Not Considered, lar<=1(d)
Pass
CClplate - version 3.5.0 Analysis Date: 5/1/2019
6
& OF COMPANY
250 E Broad St, Ste 600 • Columbus, OH 43215
Phone 614.221.6679 www.pauljford.Com
Tower Manufacturer's Drawing Information
Manufacturer: FWT
Drawing #: S98-1019-A
Drawings Date: 1 5/15/1998
Reactions
Modified
Page 1 of 1
By MRB Date 2/14/2019
Project # 37519-0281
Current Analvsis I Ratio
The original tower design was completed in accordance with TIA/EIA-222-F standard. Per section 15.6.2
of the TIA-222-H standard, the reactions from the original design shall be multiplied by 1.35 for
comparison to the reactions from this analysis.
v0.1 - Effective Date 2-20-14
ASCEO
Address:
No Address at This
Location
Wind
Results:
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-10 Elevation: 23.53 ft (NAVD 66)
Risk Category: II Latitude: 27.4833
Soil Class: D - Stiff Soil Longitude:-80.567
j Q
I
i
vi
-
�
/vw _ µ
45
Wind Speed:
153 Vmph
10-year MRI
66 Vmph
25-year MR[
104 Vmph
50-year MR[
115 Vmph
100-year MRI
126 Vmph
Data Source:
ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of
March 12, 2014
Date Accessed:
Tue Jan 22 2019
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is in a hurricane -prone region as defined in ASCE/SEI 7-10 Section 26.2. Glazed openings shall be protected
against wind-borne debris as specified in Section 26.10.3.
Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind
conditions.
httosj/asee7hazardtool.online/ Page 1 of 3 Tue Jan 22 2019
A
-MCE
AMatlCAN SO' C EN OFO MENONEM
Seismic
Site Soil Class: D - Stiff Soil
Results:
Ss :
0.059
Sos :
0.063
S, :
0.03
SDI :
0.048
Fa :
1.6
TE :
8
F,.:
2.4
PGA:
0.028
SMs
0.094
PGA M :
0.045
SMI
0.072
FPS,
1.6
Ia :
1
Seismic Design Category A
Data Accessed: Tue Jan 22 2019
Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating
Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2.
Additional data for site -specific ground motion procedures in accordance with
ASCE/SEI 7-10 Ch. 21 are available from USGS.
httos://asce7hazardtool.onfine/
Page 2 of 3
Tue Jan 22 2019
a•
AMM1CMSe MYOFMENGINM
Ice
Results:
Ice Thickness:
Concurrent Temperature:
Gust Speed:
Data Source:
Date Accessed:
0.00 in.
25 F
30 mph
Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8
Tue Jan 22 2019
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys
and gorges may exceed the mapped values.
Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds,
for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.
Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice
thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may
exceed the mapped values.
The ASCE 7 Hazard Toot is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, _
currency, or quality of any data provided herein: Any third -parry links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third -parry content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
httpsJ/asee7hazardtool online/ Page 3 of 3 Tue Jan 22 2019
V
UL J. FORD
0F &COMPANY
Date: May 1, 2019
Andera Slaughter
Crown Castle
8000 Avalon Blvd, Suite 700
Alpharetta, GA 30009
Subject:
Carrier Designation:
Crown Castle Designation:
SCANNED
BY
St. Lucie County
Paul J. Ford and Company
250 East Broad st., Suite 600
Columbus, OH 43215
(614) 221-6679
Structural Analysis Report
AT&T Mobility Co -Locate
Carrier Site Number:
Carrier Site Name:
Crown Castle BU Number:
Crown Castle Site Name:
Crown Castle JDE Job Number:
Crown Castle Work Order Number:
Crown Castle Order Number:
10080462
FP33 (MINUMAID)
813700
MINUTE MAID
BRA360
553217
1694638
475132 Rev. 4
Engineering Finn Designation: Paul J. Ford and Company Project Number: 37519-0281.002.8700
R1
Site Data: 2651 Minute Maid Road, Ft. Pierce St. Lucie County, F
Latitu a 27' 29' ",Longitude -80' 34' 1.3"
250 Foot - Self Support Tower
Dear Andera Slaughter,
Paul J. Ford and Company is pleased to submit this "Structural Analysis Report" to determine the structural
integrity of the above mentioned tower.
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: Proposed Equipment Configuration
Sufficient Capacity
This analysis utilizes an ultimate 3-second gust wind speed of 153 mph as required by the 2017 Florida Building
Code, 6t^ Edition. Applicable Standard referen1n pI j design criteria are listed in Section 2- Analysis Criteria.
Respectfully submitted by: \e-. LEE `F1.gLi.
Matthew Buske, P.E.
Project Engineer
mbuske@pauljford.com
* No. 80107 1�
�1 STATE OF /1ko
.,O��
sLNA;
FILE Copy
MAY 012019
tnxTower Report - version 8.0.4.0
250 Ft Self Support Tower Structural Analysis
Project Number37519-0281.002.8700, Order475132, Revision 4
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Equipment Configuration
Table 2 - Other Considered Equipment
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 Component Stresses vs. Capacity
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations _
u
May 1, 2019
CCI BU No 813700
Page 2
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0261.002.8700, Order47513Z Revision 4
1) INTRODUCTION
May 1, 2019
CCI BU No 813700
Page 3
This tower is a 250 ft Self Support tower designed by FWT INC. in May of 1998. The tower was originally
designed for a wind speed of 110 mph per TIA/EIA-222-F. The tower has been modified multiple times in the
past to accommodate additional loading.
2) ANALYSIS CRITERIA
TIA-222 Revision:
TIA-222-H
Risk Category:
II
Wind Speed:
153 mph
Exposure Category:
C
Topographic Factor:
1
Service Wind Speed:
60 mph
Table 1 - Proposed Equipment Configuration
-
Mounting
Level (ft)
Center
Line
Elevation
Elevation
Number
of
Antennas
Antenna
Antenna Model
Manufacturer
Number
of Feed
Lines
.r Feed
Line
Size (in)(ft'
3
commscope SBNHH-1D85C
1
j— ericsson RRUS 32
200.0
6
1 5/8
1
ericsson RRUS 4449 B5/B12
195.0
3
3/4
r 1
erics_son RRUS 8843 B2/B66A
4
3/8
1
ra ca DC6-48-60-18-8F
195.0
1
connect -it PVFM12-3-3-96 Sector
Frame
j 2
ericsson RRUS 32
2
ericsson RRUS 4449 B5/B12
14
1 5/8
2
ericsson RRUS 8843 B2/B66A
160.0
160.0
6
3/4
6
kathrein 80010966K
4
3/8
3
raycap DC6-48-60-18-8F
2
t
connect -it PVFM1 6 Sector
Frame
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 47513Z Revision 4
Table 2 - Other Considered Equipment
May 1, 2019
CCI BU No 813700
Page 4
-Mounting(
Lever(fty
Center
- Line
Elevation
of
Antenna - s
Antenna.
Manufacturer
Antenna Model
Number
o0d"ed
t4nes
Feed
Line
Size (in)
11370
238.0
1
decibel
932DG33T2A-M
9
15/8
2
decibel
950G65VTZE-M
1
kathrein
742218
237.0
1
liii
tower mounts
Side Arm Mount [SO 305-
2124.0
225.0
3
decibel
DB848H105ESX
6
15/8
3
decibel
DB878H120ESX
224.0---
2
tower mounts
Sector Mount [SM 409-1]
217.0
217.0
3
andrew
SBNHH-1D65C
12
3
15/8
11/4
6
cellmax
technologies
CMA-BDHH/6520/EO-8
3
nokia
FRIG
6
2
nokia
raycap
FXFB
_RNSNDC-7771-PF-48._
1
tower mounts
Sector Mount [SM 404-3]
207.0
210.0
2
cci antennas
HPA33R-CS4AA-K1
3
1 3/32
1
commscope
TTTT65AP-lXR
3
encsson
RRUS 31 B25
3
ericsson
RRUS 82 W/SOLAR
-SHIELD
f 3
ericsson
I RRUS-1 1 80OMHZ
f 3
rfs celwave
ACU-A20-N
I
rfs celwave
APXV9ERR18-C-A20
207.0
-
2
tower mounts
Sector Mount [SM 301 -1]
I
tower mounts
Sector Mount [SM 502-1]
780T
180.0
1 3
decibel
D6848H105ESX
1
I 178.0
1 1
tower mounts
Sector Mount [SM 409-1]
3
5/8
128.0
128.0
1
radlowaves;
SPD2-5.8
1
1/2
I
tower mounts
Ripe Mount [PM 601-1]
120.0
120.0
1
1
a drew
HPX6-59-P3A/K____
1
ceragon
FIBEAIR 1500HP
1
tower mounts
Pipe Mount [PM 601-1]
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order47513Z Revision 4
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
May 1, 2019
CC/ BU No 813700
Page 5
Document
s
Remarks
Reference
Source
GEOTECHNICAL REPORTS
PSI, 097 85050-3, 10/12/1998
4 429429
CCISITES
POST -MODIFICATION
B&T/Morrison Hershfield,
INSPECTION
#82906.002/6110008.00/CNO-
3041481
CCISITES
223R8, 10/14/11
TOWER FOUNDATION
PSI #772-80085-16a, 12/07/1998
447987
CCISITES
DRAWINGS/DESIGN/SPECS
TOWER MANUFACTURER
FWT, #16922, 05/15/1998
245820
CCISITES
DRAWINGS
. _
.._._...._....--._.___.--
TOWER REINFORCEMENT
Morrison Hershfield, #6013009,
3106450
CCISITES
DESIGN/DRAWINGS/DATA
06/01/2001
3 TOWER REINFORCEMENT
B&T Engineering, #82906.002,
2918494
CCISITES
DESIGN/DRAWINGS/DATA
7/7/2011
3.1) Analysis Method
tnxTower (version 8.0.5.0), 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 manufacturers specifications.
2) The tower and structures have been maintained in accordance with the manufacturers
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.
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
q Section
{ Section
Elevation (ft) Component Type
Size
Critical
Element;
P (�
SF•P allow
(IQ
%
Capacity
Pass /Fail
T1
250 - 240 Leg
2" solid
2
-1.84
51.75
3.6
Pass
T2
240 - 220 Leg
3" solid
20
-18.51
144.96
' 12.8
Pass
T3
220-200 Leg
31/2'solid
41
-68.39
246.21
27.8
Pass
i T4
1200 - 186.667 ? Leg
4' solid
61
-110.81
371.28
' 29.8
Pass
i T5
1186.667 - 180 Leg
4" solid
76
-132.10
371.28
I 35.6
Pass
T6
180 - 160 ? Leg
4- solid
86
-193.01
446.95
43.2
Pass
j T7
160 - 140 Leg
4 1/4' solid
107
-270.24
522.41
51.7
Pass
T8
( 140 - 120 # Leg
4 1/2' solid
128
347.23
602.61
57.6
Pass
T9
i 120 - 100 Leg
4 3/4" solid
149
f -425.94
687.57
61.9
Pass
T10
100 - 80 Leg
5" solid
170
-482.62
783.48
61.6
Pass
T11
j 80 - 60 Leg
5" solid
215
+-563.25.
783.48
71.9
Pass
F T12
; 60 - 40 Leg
5 1/4" solid
260
-637.60
877.46
72.7
Pass
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 475132, Revision 4
May 1, 2019
CC/ BU No 813700
Page 6
6 Seetlon
Crlttcat
-
SF'P allow
`°k
-
t No. Elevation (ft).
;-
Component Type
S,=®
_ .
Element
' P (In -,
..
`
(iq ; ,,
Capaeity
Pass / Fall
-
T13 40-20
Leg
51/2'solid
318
-716.41
976.23
73.4
Pass
T14 20 - 0 _
�_. Leg
5 3/4' solid
375
-792.65
1079.75
' 73.4
Pass
T1 250 - 240
Diagonal
L 2 x 2 x 3/16
7
-0.88
15.66
5.6
Pass
T2 240 - 220
Diagonal
L 3 x 3 x 3/16
27
-4.67
26.87
17'4
125.2_(b)
Pass
T3 220 - 200
Diagonal
L 3 x 3 x 1/4
48
; -10.11
29.97
33.7
Pass
41.4
IT4 200 - 186.667
Diagonal
L 3 x 3 x 1/4
68
-11 76
25.46
2
1
Pass
49.4
I T5 186 .6 67- 180
Diagonal
2L 3 x 3 x 1/4 (3/8)
83
( 12.24
80.04
5 3
15.325.8
Pass
T6 180 - 160
Diagonal
2L 2.5 x 2.5 x 3/16 (1Y2)
92
-15.38
31.54
48.8
Pass
T7 160 - 140
_.. Diagonal
2L 2.5 x 2.5 x 3/16 (112)
111..
( -18.38
26.31
69.8
Pass
T8 140 - 120
Diagonal
2L 3 x 3 x 3/16 (112)
134
-21.09
37.83
55.8
Pass
5B.4 (b)
T9 120 - 100
Diagonal
2L 3 x 3 x 3116 (1/2)
155
! -24.97
33.07
75.5
Pass
i T10 100 - 80
Diagonal
2L 3 x 3 x 5/16 (1/2)
187
} -35.98
55.28
65.1
Pass
_T11 4 80 - 60
Diagonal
2L 3 x 3 x 5/16 (1/2)
232
-35A9
49.67
71 A
Pass
T12 60 - 40
Diagonal
2L 3 x 3 x 1/4 (112)
279
-38.65
70.43
4.9
Pass
7
T13 40 - 20
Diagonal
2L 3 x 3 x 5/16 (1/2)
336
.38.24
81.35
Pass
647 (b)
T14 20 - 0
Diagonal
2L 3 x 3 x 5/16 (1/2)
393
-40.28
76.16
9
Pass---
69.5
T10 100 - 80
Horizontal
2L 2.5 x 2.5 x 3/16 (1/2)
172
-8.37
21.54
Pass
l
438 (b)
Tl l 80 - 60
Horizontal
2L 2.5 x 2.5 x 3116 (1/2)
217
( -9.77
17.89
54.6
Pass
T12 60 - 40
Horizontal
2L 2.5 x 2.5 x 3/16 (1/2)
262
-11.06
15.12
73.1
Pass
T13 40 - 20 _
.. Horizontal
2L 3 x 3 x 3116 (112)
326
-12.42
22.12
56.2
Pass
' T14 20 - 0
l Horizontal
2L 3 x 3 x 3116 (1/2)
392
-13.75 _
19.14
71.8 -
Pass
6 T6 180 - 160
Secondary
L 2.5 x 2.5 x 3/16
94
-3.44
10.67
32.2
Pass
Horizontal
33.0 (b)
T7 160 - 140
(( Secondary
L 3 x 3 x 3/16
115
i 4.69
14.12
33.2
1
Pass
1 Horizontal
40.8 (b)
I T8 140 - 120
Secondary
L 3 x 3 x 3/16
136
-6.02
11.04
54.5
Pass
I
Horizontal
1
T9 - 100
SecondaHorizontal
L 3 x 3 x 1/4
157
-7.39
11.56
63.9
Pass
_120
T1 250 - 240
Top Girt
L 2 x 2 x 3116
5
( -0.12
6.81
1.8
Pass
T10 100 - 80
Redund1
2L 2 x 2 x 3/16 (1/2)
181
-8.37
37.60
22.3
Pass
Brac' ngrz
_
T11 80 - 60
Redund Horz 1
2L 2 x 2 x 3/16 (1/2)
222
-9.77
34.30
28.5
Pass
Bracing
T12 60 - 40
Redund Horz 1
2L 2 x 2 x 3/16 (1/2)
271
-11.06
30.68
36.0
Pass
Bracing
513 40-20Redund
T13 40 - 20
Horz 1
2L 2 x 2 x 3l16 (1/2)
331
-12.42
26.74
46.5
Pass
Bracing
T14 20 - 0
Redund 1
2L 2 x 2 x 3/16 (1/2)
388
-13.75
23.14
I 59.4
Pass
ngrz
BraciT10
100 - 80
Redund Diag 1
2L 2 x 2 x 3/16 (1/2)
204
-5.93
22.31
26.6
Pass
Bracing
'
Tit 80 - 60
Redund Diag 1
2L 2 x 2 x 3/16 (1/2)
246
-6.64
20.05
33.1
Pass
Bracing
T12 60 -40
! Redund 1
2L 2 x 2 x 3/16 (1/2)
297
-7.26
18.14
40.0
Pass
t BracinDgiag
T13 40 - 20
Re grading g 1
2L 2 x 2 x 3/16 (1/2)
360
-7.92
16.45
48.1
Pass
tnxTower Report - version 8.0.5.0
250 Ft Sell Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order47513Z Revision 4
May 1, 2019
CCI BU No 813700
Page 7
{Section
-
Elevatlon (8)
Component Type
Size
Critical'
P (K) -
SF'P allow
%'
Pass [Fall'
No.
e
.. , ,;;
Element
, .
(�
C2padty
,
T14
20 - 0
�_
dcDigagl
2L 2.5 x 2.5 x 3/16 (1/2)
422
-8.55
28.64
29.8
Pass
_.. ..j.RedB
i
...
_
-r
._...
._..._
T12
60-40
Redund Hip 1
L2.Sx2.5x3/16
314
-0.10
11.81
f 0.9
Pass
_.....
Bracing _
_
P
{
T13
4 40 - 20
Redund Hip 1
Bracing
L 2.5 x 2.5 x 3/16
342
-0.09
10.12 _
0.9
Pass
�. T14
20 0
ReB eai gip 1
L 2.5 x 2.5 x 3/16
428
-0.09
8.78
1.0
Pass
_
Redund Hip
f
T12
60 - 40
Diagonal 1
L 2.5 x 2.5 x 3/16
315
f -0.14-
3.31
4.3
Pass
Bracing
j
Redund Hip
T13
40 - 20
Diagonal 1
L 2.5 x 2.5 x 3/16
372
( -0.12
2.91
4.1
Pass
Bracing
ji
-Redund Hip
T14
i 20 - 0
Diagonal 1
L 2.5 x 2.5 x 3/16
429
-0.12
2.67
4.7
Pass
j
Bracing
T10
100 - 80
Inner Bracing
2L 2 x 2 x 3/16 (3/8)
195
-0.03
10.31
p 0.3
Pass
Tit
80 - 60
Inner Bracing
2L 2 x 2 x 3/16 (3/8)
240
-0.03
8.59
_ 0.4
Pass
T12
j 60 - 40
Inner Bracing
2L 2 x 2 x 3/16 (3/8)
290
-0.06
7.27
0.8
Pass
T13
40 - 20
Inner Bracing
2L 2.5 x 2.5 x 3116 (3/8)
347
-0.08
12.48
0.6
Pass
T14
20 - 0
Inner Bracing
2L 2.5 x 2.5 x 3/16 (3/8)
404
-0.04
10.81 .....;Summary.
0.4
Pass
..-.. _
Leg (T14)_
73.4 _
Pass
Diagonal
75.6
Pass
R12)
,
...
HoM
�. 73.1
Pass
2,fa1..
Secondary
Horizontal
63.9
Pass
..
-
__.
. _.
Top Girt
1.8
Pass
-
�
Redund
Horz 1
59.4
Pass
Bracing
(T14)
Redund
Diag 1
48.1
Pass
Bracing
(T13)
Redund Hip
1 Bracing
1.0
Pass
(T14)
Redund Hip
Diagonal 1
4.7
Pass
B14
(T)9
S!
Inner
Bracing
0.8
Pass
j
(T12)
Bolt Checks
75.6
Pass
Rating =
1 75.6
Pass
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 475132, Revision 4
Table 5 - Tower Component Stresses vs. Capacity
May 1, 2019
CC/ BU No 813700
Page 8
Notes Component Elevation tft).6paoly I
Oass./-F ai
1 Anchor Rods 82.8 Pass
Base Foundation
1,2 (Compared w/ 90-4 Pass
Design Loads)
Structure ROtinfg (m4x from all components) ,.�.
Notes:
1) See additional documentation in 'Appendix C — Additional Calculations' for calculations supporting the % capacity
consumed.
2) Foundation capacity determined by comparing analysis reactions to original design reactions.
3) All structural ratings are per TIA-222-H Section 15.5
4.1) Recommendations
• The tower and its foundation have sufficient capacilyto carry the proposed load configuration. No
modifications are required at this time.
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.6700, Order475132, Revision 4
APPENDIX A
TNXTOWER OUTPUT
May 1, 2019
CC/ BU No 813700
Page 9
tnxTower Report - version 8.0.5.0
:m
p�
F�
i
N
�m
N
I
9
�
I
�
rc
m
.�
I
g
I
-
b
d
2
did
ziz
d'
z
�I
r
y
w
Z
N
2
a
n
M
m
�
;r�cl
m
N
� m
d
z
I
I
c'
mi
A
C
N
'a
c
C
C rv'
m
irl
NI
z
w
N
�
N
u3
A
J
1%
w
cl
N
llflll
2404 R
220.0n
14,
20000
188.70
IB0_00
'.
DESIGNED APPURTENANCE LOADING
TYPE
ELEVATION
TYPE
ELEVATION
BPaafl
MO(Z)RRUS118p0MH2
207 '.
UghhN Rod 5Rx4'
Me
HP/33RCS4A 1w/Mg R,
207
8320G3312A-Mw/Magid Rpe
237
RRU3 82 WISOLAR MnD
Xr
742218WMard Rpe
237
AC11-A26N
207
SSGG65Vf�-Mw/MdeM1Pge
Zi7
S Maad(SMWI-1)
an
950G85VRE-Mw/Marl Pipe
237
SeaorMa Jsmwl-ij
an
SMeArm Mard($03054
M7
Sean Momd]SM502-1]
M7
(3)DS84e1/05ESXw/M=t Rpe
04
( smtiH-10BSCw/MasdAw
1d5
(3)OB81®11ZIF5%w/Mamt Rpa
=4
RRU532
195
Saaor Moud(SM 40&1]
JMUS444OBSIB12
Its
Seaor Moa4(SM4041I
224
RRUS BB43 BNB684
195
SMHWID65C.t Maml RW
217
OC&18fiP188
105
SWHWIMSCw/Maud Rpe
217
P~2J398 Fwe
195
SMHWItX6Cw/Mamt Rpe
217
(3)D8848H1WESXw/Ma RN
178
CMA4XIHHB541ED8
217
Seav MauK[SM 4041]
176
CMABmH�
217
(2) DCB4B 1"F
160
(2)CMA-BOHHTb2WEm8
217
RRUSM
100
FRIG
217
RRUS 4449 BS/B12
160
FRIG
217
RRUSSa4392/B654
160
FRIG
217
(3)a0010966Kw/Moud Pipe
160
RNSNDC-7`M'F1B
217
RRUSU
160
RNSNOO'M14IF-48
217
RRU54449B&B12
160
(2)FXFB
217
RRUSaa4392/BBBn
1W
(2)F)"
217
(3)8001aa86Kw/MmdRpa
160
(2) FXFB
217
DCB4Ba6184
160
Sector Ma [SM 40"
217
PVFa1123 965eaor Frame
160
TfriBSa Mw/MO Ppe
M7
PVFa1123 96Sedor Frmne
160
(2)MUS31 B25
M7
Rpe Moad(PM601-1)
In
RRUSMW50LARSHK D
=7
SPD2-5.6
in
RRUSII SWMH2
M7
D64auo3m kin -in
(2)ACWla1a4
207
COaaumon fight
125
A XA RR18GA2p w/Mamt Mm
21n
OECWCOm ugM
In
HPXGRCS4A0.JOw/Mm Rpe
07'
RSEAIR160191P
In
RRUS 31225
207
Rpe Mamt jPman-tl
Im
RRUSWWI60LARSHIEU)
Jim
SYMROI 1 IRT
MARK-
SIZE
I MARK
SIZE
A
SRTeald
I C
X3a3i1/4(3/8)
B
L2u2u&iB
D
2L 25x2.5 u3116 (irzJ
80_0a
TOWER DESIGN NOTES
1. Tower designed for Exposure C to the TIA-222-H Standard.
\
/
2. Tower designed for a 153.00 mph basic wind in accordance with the TIA-222-H Standard.
----
-----
3. Deflections are based upon a 60.00 mph wind.
i
4. Tower Risk Category II.
--"'�
< ----
5. ToDogmphic Category 1 with Crest Height of 0.00 it
W.0a
6. TIA-222-H Annex S
7. TOWER RATING: 75.6%
ALL REACTIONS
C.�-..__...♦�,,
\. __,... ...
AREFACTORED
--
MAX. CORNER REACTIONSAT BASE:
40.0 n
-
DOWN: 930 K
SHEAR: 96 K
----- -
- --
UPLIFT.- -712 K
SHEAR: 85 K
M.0 Rn
AXIAL
---
SHEAR
MOMENT
--
---
159K
2044Ekp-8
a00 .
TORQUE2741dp-ft
REACTIONS-153.00 mph WIND
Paul J. Ford and Coml
250 East Broad St., Suite I
Columbus, OH 43215
Phone: (614) 221-6679
Tower Ft.
519-0281)
May 1, 2019
250 Ft Self Support Tower Structural Analysis CCI BU No 813700
Project Number 37519-0281.002.8700, Order475132, Revision 4 Page 10
Tower Input Data
The main tower is a 3x free standing tower with an overall height of 250.00 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 6.00 ft at the top and 30.00 ft at the base.
This tower is designed using the TIA-222-H standard.
The fallowing design criteria apply:
1) Tower base elevation above sea level: 24.00 ft.
2) Basic wind speed of 153.00 mph.
3) Risk Category II.
4) Exposure Category C.
5) Simplified Topographic Factor Procedure for wind speed-up calculations is used.
6) Topographic Category: 1.
7) Crest Height: 0.00 ft.
8) Deflections calculated using a wind speed of 60.00 mph.
9) TIA-222-H Annex S.
10) A non -linear (P-delta) analysis was used.
11) Pressures are calculated at each section.
12) Stress ratio used in tower member design is 1.05.
13) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are
not considered.
Consider Moments - Legs
Consider Moments - Horizontals
Consider Moments - Diagonals
Use Moment Magnification
Use Code Stress Ratios
4 Use Code Safety Factors - Guys
Escalate Ice
Always Use Max Kz
Use Special Wind Profile
4 Include Bolts In Member Capacity
Leg Bolts Are At Top Of Section
4 Secondary Horizontal Braces Leg
Use Diamond Inner Bracing (4 Sided)
4 SR Members Have Cut Ends
SR Members Are Concentric
Options
Distribute Leg Loads As Uniform
Assume Legs Pinned
Assume Rigid Index Plate
Use Clear Spans For Wind Area
Use Clear Spans For KUr
Retension Guys To Initial Tension
Bypass Mast Stability Checks
Use Azimuth Dish Coefficients
Project Wind Area of Appurt.
Autocalc Torque Ann Areas
Add IBC .6D+W Combination
4 Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
Treat Feed Line Bundles As Cylinder
Ignore KUry For 60 Deg. Angle Legs
Use ASCE 10 X-Brace Ly Rules
4 Calculate Redundant Bracing Forces
Ignore Redundant Members in FEA
SR Leg Bolts Resist Compression
All Leg Panels Have Same Allowable
Offset Girt At Foundation
4 Consider Feed Line Torque
4 Include Angle Block Shear Check
Use TIA-222-H Bracing Resist.
Exemption
Use TIA-222-H Tension Splice
Exem tion
1'0as
a
Include Shear -Torsion Interaction
Always Use Sub-Crifiral Flow
Use Top Mounted Sockets
Pole Without Linear Attachments
Pole With Shroud Or No
Appurtenances
Outside and Inside Comer Radii Are
Known
tnxTower Report -version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 47513Z Revision 4
Wind 180
Lea A
Wind 90
m�
m
Lem Z Leg B
Face C
Wmd Normal
Triangular Tower
May 1, 2019
CC/ BU No 813700
Page 11
Tower Section Geometryx
Tower
Tower Assembly
Description Section
Number
Section
Section
Elevation Database
Width
of
Length
Sections
It
ft
it
T1
250.00-240.00
6.00
1
10.00
T2
240.00-220.00
6.00
1
20.00
T3
220.00-200.00
8.00
1
20.00
T4
200.00-186.67
10.00
1
13.33
T5
186.67-180.00
11.33
1
6.67
T6
180.00-160.00
12.00
1
20.00
T7
160.00-140.00
14.00
1
20.00
T8
140.00-120.00
16.00
1
20.00
T9
120.00-100.00
18.00
1
20.00
T10
100.00-80.00
20.00
1
20.00
T11
80.00-60.00
22.00
1
20.00
T12
60.00.40.00
24.00
1
20.00
T13
40.00-20.00
26.00
1
20.00
T14
20.00-0.00
28.00
1
20.00
Tower Section Geometry cont d
Tower
Tower
Diagonal
Bracing
Has
Has
Top Girt
Bottom Girt
Section
Elevation
Spacing
Type
KBrace
Horizontals
Offset
Offset
End
IT
If
Panels
in
in
T1
250.00-240.00
5.00
X Brace
No
No
0.000
0.000
T2
240.00-220.00
6.67
X Brace
No
No
0.000
0.000
T3
220.00-200.00
6.67
X Brace
No
No
0.000
0.000
T4
200.00-186.67
6.67
X Brace
No
No
0.000
0.000
T5
186.67-180.00
6.67
X Brace
No
No
0.000
0.000
T6
180.00-160.00
10.00
X Brace
No
Yes
0.000
0.000
T7
160.00-140.00
10.00
X Brace
No
Yes
0.000
0.000
T8
140.00-120.00
10.00
X Brace
No
Yes
0.000
0.000
T9
120.00-100.00
10.00
X Brace
No
Yes
0.000
0.000
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number37519-0281.002.6700, Order475132, Revision 4
May 1, 2019
CCI BU No 813700
Page 12
Tower
Tower
Diagonal
Bracing
Has
Has
Top Girt
Bottom Girt
Section
Elevation
Spacing
Type
KBrace
Horizontals
Offset
Offset
End
It
it
Panels
in
in
T10
100.00-80.00
10.00
Double K1
No
Yes
0.000
0.000
T11
80.00-60.00
10.00
Double K1
No
Yes
0.000
0.000
T12
60.0040.00
10.00
Double K1
No
Yes
0.000
0.000
T13
40.00-20.00
10.00
Double K1
No
Yes
0.000
0.000
T14
20.00-0.00
10.00
Double K1
No
Yes
0.000
0.000
Tower Section Geometry cont'd
Tower
Leg
Leg
Leg
Diagonal
Diagonal
Diagonal
Elevation
Type
Size
Grade
Type
Size
Grade
R
T1 250.00-
Solid Round
2" solid
A572-50
Equal Angle
L 2 x 2 x 3/16
A36
240.00
(50 ksi)
(36 ksi)
T2 240.00-
Solid Round
3" solid
A572-50
Equal Angle
L 3 x 3 x 3116
A36
220.00
(50 ksi)
(36 ksi)
T3 220.00-
Solid Round
3 1/2" solid
A572-50
Equal Angle
L 3 x 3 x 1/4
A36
200.00
(50 ksi)
(36 ksi)
T4 200.00-
Solid Round
4" solid
A572-50
Equal Angle
L 3 x 3 x 1/4
A36
186.67
(50 ksi)
(36 ksi)
TS 186.67-
Solid Round
4" solid
A572-50
Double Equal
2L 3 x 3 x 1/4 (3/8)
A36
180.00
(50 ksi)
Angle
(36 ksi)
T6 180.00-
Solid Round
4" solid
A572-50
Double Equal
2L 2.5 x 2.5 x 3/16 (1/2)
A36
160.00
(50 ksi)
Angle
(36 ksi)
T7 160.00-
Solid Round
4 1/4" solid
A572-50
Double Equal
2L 2.5 x 2.5 x 3/16 (1/2)
A36
140.00
(50 ksi)
Angle
(36 ksi)
T8 140.00-
Solid Round
4 IM'solid
A572-50
Double Equal
2L 3 x 3 x 3/16 (1/2)
A36
120.00
(50 ksi)
Angle
(36 ksi)
T9 120.00-
Solid Round
4 3/4" solid
A572-50
Double Equal
2L 3 x 3 x 3/16 (1/2)
A36
100.00
(50 ksi)
Angle
(36 ksi)
T10 100.00-
Solid Round
5" solid
A572-50
Double Equal
2L 3 x 3 x 5/16 (1/2)
A36
80.00
(50 ksi)
Angle
(36 ksi)
T11 80.00-
Solid Round
5" solid
A572-50
Double Equal
2L 3 x 3 x 5116 (1/2)
A36
60.00
(50 ksi)
Angle
(36 ksi)
T12 60.00-
Solid Round
5'IM' solid
A572-50
Double Equal
2L 3 x 3 x 1/4 (1/2)
A36
40.00
(50 ksi)
Angle
(36 ksi)
T13 40.00-
Solid Round
5 1/2" solid
A572-50
Double Equal
2L 3 x 3 x 5116 (1/2)
A36
20.00
(50 ksi)
Angle
(36 ksi)
T14 20.00-0.00
Solid Round
5 3/4" solid
A572-50
Double Equal
2L 3 x 3 x 5/16 (1/2)
A36
(50 ksi)
Angle
(36 ksi)
Tower Section Geometry cont'd
Bottom Girt
Tower
Top Girt
Top Girt Top Girt Bottom Girt Bottom Girt
Elevation
Type
Size Grade Type Size
Grade
it
T1 250.00-
Equal Angle
L 2 x 2 x 3116 A36 Equal Angle
A36
240.00
(36 ksi)
(36 ksi)
Tower Section Geometry cont'd
Tower No. Mid Girt Mid Gift Mid Girt Horizontal Horizontal Horizontal
Elevation of Type Size Grade Type Size Grade
Mid
T10 100.00- None Single Angle A36 Double Equal 2L 2.5 x 2.5 x 3/16 A36
80.00 (36 ksi) Angle (1/2) (36 ksi)
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number37519-0281.002.8700, Order47513Z Revision 4
May 1, 2019
CC/ BU No 813700
Page 13
Tower
No.
Mid Girt Mid Girt
Mid Girt
Horizontal
Horizontal
Horizontal
Elevation
of
Type Size
Grade
Type
Size
Grade
Mid
It
Gifts
T11 80.00-
None
Single Angle
A36
Double Equal
2L 2.5 x 2.5 x 3/16
A36
60.00
(36 ksi)
Angle
(1/2)
(36 ksi)
T12 60.00-
None
Single Angle
'A36
Double Equal
2L 2.5 x 2.5 x 3/l6
A36
40.00
(36 ksi)
Angle
(1/2)
(36 ksi)
T13 40.00-
None
Single Angle
A36
Double Equal
21. 3 x 3 x 3/16 (1/2)
A36
20.00
(36 ksi)
Angle
(36 ksi)
T14 20.00-0.00
None
Single Angle
A36
Double Equal
2L 3 x 3 x 3/16 (112)
A36
(36 ksi)
Anale
(36 ksi)
Tower Section Geoinet cont'd
Tower
Secondary
Secondary Horizontal
Secondary
InnerBracing
Inner Bracing Size
InnerBracing
Elevation
Horizontal Type
Size
Horizontal
Type
Grade
Grade
B
T6 180.00-
Equal Angle
L 2.5 x 2.5 x 3116
A36
Equal Angle
L 2 x 2 x 3/16
A36
160.00
(36 ksi)
(36 ksi)
T7 160.00-
Equal Angle
L 3 x 3 x 3/16
A36
Equal Angle
L 2 x 2 x 3/16
A36
140.00
(36 ksi)
(36 ksi)
T8 140.00-
Equal Angle
L 3 x 3 x 3/16
A36
Equal Angle
L 2.5 x 2.5 x 3/16
A36
120.00
(36 ksi)
(36 ksi)
T9 120.00-
Equal Angle
L 3 x 3 x 1/4
A36
Equal Angle
L 2.5 x 2.5 x 3116
A36
100.00
(36 ksi)
(36 ksi)
T10 100.00-
Equal Angle
A36
Double Equal
-2L.2 x 2 x 3116 (3/8)
A36
80.00
(36 ksi)
Angle
(36 ksi)
T11 80.00-
Equal Angle
A36
Double Equal
2L 2 x 2 x 3/16 (3/8)
A36
60.00
(36 ksi)
Angle
(36 ksi)
T12 60.00-
Equal Angle
A36
Double Equal
2L 2 x 2 x 3/16 (3/8)
A36
40.00
(36 ksi)
Angle
(36 ksi)
T13 40.00-
Equal Angle
A36
Double Equal
2L 2.5 x 2.5 x 3116 (3/8)
A36
20.00
(36 ksi)
Angle
(36 ksi)
T14 20.00-0.00
Equal Angle
A36
Double Equal
2L 2.5 x 2.5 x 3/16 (3/8)
A36
(36 ksi)
Angle
(36 ksi)
Tower.Section Geomet cont'd
Tower Redundant Redundant Redundant KFactor
Elevation Bracing Type Size
Grade
T10 100.00-
A36
Horizontal (1)
Double Equal
2L 2 x 2 x 3116 (1/2)
80.00
(36 ksi)
Diagonal (1)
Angle
2L 2 x 2 x 3116 (1/2)
Double Equal
Angle
T11 80.00-
A36
Horizontal (1)
Double Equal
2L 2 x 2 x 3/16 (112)
60.00
(36 ksi)
Diagonal (1)
Angle
2L 2 x 2 x 3/16 (1/2)
-
Double Equal
Angle
T12 60.00-
A36
Horizontal (1)
Double Equal
2L 2 x 2 x 3/16 (1/2)
40.00
(36 ksi)
Diagonal (1)
Angle
2L 2 x 2 x 3116 (1/2)
Hip (1)
Double Equal
L 2.5 x 2.5 x 3/16
Hip Diagonal
Angle
L 2.5 x 2.5 x 3116
(1)
Equal Angle
Equal Angle
T13 40.00-
A36
Horizontal (1)
Double Equal
2L 2 x 2 x 3/16 (112)
20.00
(36 ksi)
Diagonal (1)
Angle
2L 2 x 2 x 3/16 (112)
Hip (1)
Double Equal
L2.5 x 2.5 x 3/16
Hip Diagonal
Angle
L 2.5 x 2.5 x 3/16
(1)
Equal Angle
tnxTower Report - version 8.0.5.0
May 1, 2019
250 Ft Self Support Tower Structural Analysis CC/ BU No 813700
Project Number37519-0281.002.8700, Order475132, Revision 4 Page 14
Tower Redundant Redundant Redundant KFactor
Elevation Bracing Type Size
Grade
Equal Angle
T14 20.00- A36 Horizontal (1)
Double Equal
2L 2 x 2 x 3/16 (1/2) 1
0.00 (36 ksi) Diagonal (1)
Angle
2L 2.5 x 2.5 x 3/16 (1/2) 1
Hip (1)
Double Equal
L 2.5 x 2.5 x 3/16 1
Hip Diagonal
Angle
L 2.5 x 2.5 x 3/16 1
(1)
Equal Angle
Tower Section Geometry cont'd
Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mutt. Double Angle Double Angle Double Angle
Elevation Area Thickness At Factor Stitch Bolt Stitch Bolt Stitch Bolt
(per face) A, Spacing Spacing Spacing
Diagonals Horizontals Redundants
T1 250.00-
2.00
0.375
A36
1.03
1
1.1
Mid -Pt
Mid-rt
Mid-Yt
240.00
-
(36 ksi)
T2 240.00-
0.00
0.375
A36
1.03
1
1.1
Mid -Pt
Mid -Pt
Mid -Pt
220.00
(36 ksi)
T3 220.00-
0.00
0.375
A36
1.03
1
1.1
Mid -Pt
Mid -Pt
Mid -Pt
200.00
(36 ksi)
T4 200.00-
0.00
0.375.
A36
1.03
1
1.1
Mid -Pt
Mid -Pt
Mid -Pt
186.67
(36 ksi)
T5 186.67-
0.00
0.375
A36
1.03
- 1
1.1
Mid -Pt
Mid -Pt
Mid -Pt
180.00
(36 ksi)
T6 180.00-
0.00
0.375
A36
1.03
1
1.1
47.400
Mid -Pt
Mid -Pt
160.00
(36 ksi)
T7 160.00-
0.00
0.375
A36
1.03
1
1.1
26.175
Mid -Pt
Mid -Pt
140.00
(36 ksi)
T8 140.00-
0.00
0.375
A36
1.03
1
1.1
57.480
Mid -Pt
Mid -Pt
120.00
(36 ksi)
T9 120.00-
0.00
0.375
A36
1.03
1
1.1
31.380
Mid -Pt
Mid -Pt
100.00
(36 ksi)
T10 100.00-
0.00
0.500
A36
1.03
1
1.1
39.400
58.500
Mid -Pt
80.00
(36 ksi)
T11 80.00-
0.00
0.500
A36
1.03
1
1.1
42.000
64.500
Mid -Pt
60.00
(36 ksi)
T12 60.00-
0.00
0.500
A36
1.03
1
1.1
44.000
70.500
Mid -Pt
40.00
(36 ksi)
T1340.00-
0.00
0.500
A36
1.03
1
1.1
46.400
76.500
Mid -Pt
20.00
(36 ksi)
T1420.00-
0.00
0.500
A36
1.03
1
1.1
49.000
82.500
Mid -Pt
0.00
(36 ksi)
Tower Section Gedmet
cont'd
K Factors'
Tower
Cato
Cato
Legs
X
K
Single
Gins
Hodz
Sec.
Inner
Elevation
K
K
Brace
Brace
Diags
Hodz
Brace
Single
Solid
Diags
Diags
Angles
Rounds
X
X
X
X
X
X
X
it
Y
Y
Y
Y
Y
Y
Y
T1250.00-
No
No
1
1
1
1
1
1
1
1
240.00
1
1
1
1
1
1
1
T2 240.00-
No
No
1
1
1
1
1
1
1
1
220.00
1
1
1
1
1
1
1
T3 220.00-
No
No
1
1
1
1
1
1
1
1
200.00
1
1
1
1
1
1
1
T4 200.00-
No
No
1
1
1
1
1
1
1
1
186.67
1
1
1
1
1
1
1
T5186.67-
No
No
1
1
1
1
1
1
1
1
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 47513Z Revision 4
May 1, 2019
CCI BU No 813700
Page 15
K Factors'
Tower Calc
Cato Legs
X
K
Single Gins
Hodz Sec.
Inner
Elevation K
K
Brace
Brace
Diags
Hodz
Brace
Single
Solid
Diags
Diags
Angles
Rounds
X
X
X X
X X
K
R
Y
Y
Y Y
Y Y
Y
180.00
1
1
1
1
1
1
1 -
T6180.00-
No
No
1
1
1
1
1
1
1
1
160.00
1
1
1
1
1
0.5
1
77160.00-
No
No
1
1
1
1
1
1
1
1
140.00
1
1
1
1
1
0.5
1
T8140.00- .
No
No
1
1
1
1
1
1
1
1
120.00
1
1
1
1
1
0.5
1
T9120.00-
No
No
1
1
1
1
1
1
1
1
100.00
1
1
1
1
1
0.5
1
T10100.00-
No
No
1
1
1
1
1
1
1
1
80.00
1
1
1
1
1
1
1
T1180.00-
No
No
1
1
1
1
1
1
1
1
60.00
1
1
1
1
1
1
1
T1260.00-
No
No
1
1
1
1
1
1
1
1
40.00
1
1
1
1
1
1
1
T13 40.00-
No
No
1
1
1
1
1
1
1
1
20.00
1
1
1
1
1
1
1
T14 20.00-
No
No
1
1
1
1
1
1
1
1
0.00
1
1
1
1
1
1
1
'Note: K factors are applied t
plane direction applied to the
have the Kfactorin the out-cf-
Tower Section Geomet cont'd __.___; _ _•'
Tower
Elevation
It
Leg
Diagonal
Top Girt
Bottom
Girt
Mid
Girt
Long Horizontal
Short Horizontal
Net Width
U
Net
U
Net Width
U
Net
U
Net
U
Net
U
Net
U
Deduct
Width
Deduct
Width
Width
Width
Width
in
Deduct
in
Deduct
Deduct
Deduct
Deduct
in
in
in
in
in
T1250.00-
0.000
1
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
240.00
T2 240.00-
0.000
1
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
220.00
T3 220.00-
0.000
1
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
200.00
T4 200.00-
0.000
1
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
186.67
T5186.67-
0.000
1
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
180.00
T6180.00-
0.000
1
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
160.00
T7160.00-
0.000
1
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
140.00
T8140.00-
0.000
1
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
120.00
T9120.00-
0.000
1
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.76
100.00
T10100.00-
0.000
1
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
80.00
T1180.00-
0.000
1
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
60.00
T12 60.00-
0.000
1
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
40.00
T13 40.00-
0.000
1
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
20.00
T14 20.00-
0.000
1
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.00
tnxTower Report - version 8.0.5.0
O r
O r r
:pm
'01•m� -_o
•m
m
m1,10y
m
3»
o
D
w a—
nD D
i�
o
m
D
0
m
m
D D D
D D D
CD
m
z
z
z z z
z z z
Sn
p,
O
O
O O O
O O O.
Q F
r
0
0
0 0 0
0 0 0
=aa
0
u C
r
D
D
D
D D D
O
O
O
O p
O V O V O V
O V V V O m
O
00
00
0a a a
00'00006
m
0
0
6 S 6
b 6 o
OT
C1
O
O
O
O
(n O O
O O O
UI in fn
O O o
m
O
O
O O O
O O O
\.
CD
0 0 o
p p
ao�
y
1
O
O
N N
N
INn
p
+
N
N W N
N O N
#
M
CL
o
ON
O5'O+O+
O,P. .
tJ
OI
O m
O
M O Z. O N C
O OOOO
m O m O m O
O 0000
fp m m
T
O
am
O a 0 0 0 0
O mamma
/y
w
O
o 0 0
o O O
= m a
m�
a
p
O + + O O + O O I ,m
0 O O o O+ O+ N+ A+ W+ m+ OC N O N N A N
oN. A. 01. Ol. OONOA0010 W OCD O)OONOAON
P7
V
m p
�� F
00000000 000000000mJ0000000
om
O O O O G O O O O J o O O O
C
M
Ip rp m Ip rn o m (c (p m ro o m �
m m m m m m m m m m m m m m
m m �p
o
ND+D+D+D+D�D+D+D+D+D+D+DoDo
0
D' W W W� W• W m W• W• W W• W W• W W
W V t N J N J N O N O N O i N w N N N N N N N N N O N m N O
O O O o V a N O J N
•'
[n
Oi m m M
O a z
N M Z a Z z a z
O ZoZOZOZoZOZrnZOZOZOZO ZOZ(n zM
Z z z
0• m
O
O M O) W W T O] OI Ol W O W OI. A
OZ
DODODODODODODODODoDODODODODO
o
wwwWWWWWWww• ww• w
NONONp1Np1N 01NTNOIN O)Np1N01N01NONTN W
InNNN Nz Nz Nz Nz Nz NZNZNZNZN
j'�
zNtoNz
Z N Z W Z N ZN Z N Z O Z N Z O Z N Z N Z N Z Z O Z O
0•
O
N N N N N N N N N N N N N N
02
N
DO D O D o D O D o D O D o D o D oZ O D o D o �o D o
0
w• w� w� w� w� w� w� W� W� W� w_ W�
s
ZOZOZOZOZOZOZOZOZOZOZOZoZOZIn
m'
b
O O O O O O O O O O O O O +
Z
p
DoDoDoDoDoDoDoDoDoDoDoDoDo DO
o
m
wWwwW• WWwWw• W• w• w• w
N O N O N O N O N O N O N O N O N O N O N O N O N O N O�
•�
W
O
z O z O N O O O z O N O N O N O z O O O O O N O N O N
z z z z z z z z z z z z z zOm
O
3
O O O O O O O O O O O O O O
OZ
a
DoDoDoDoDoDoDoDoDoDoDoDoDoDo
0
W. W W W W w. w. W w. w. w. w. w. W.
NOf N W N W NONONO)NONOINONOlN01N OINO)N OI
Nz Nz Nz Nz NzN
j�
VJ
Z N Z Of Z W Z rn Z to Z N Z In Z W Z m Z to Z N Z fn Z fn Z N
ZNZNZNZNZNZNzNzNz
0•
C
O O O O O O O O O O O O O O
OZ
Z
Do D O D OD OD O Do DoD OD OD O Do D O Do Do
p
O
NOf NOIN O)N W NOINONON ON O NONONONONo
= o
�O
m z a z m z m z m z a z O N O N O N O z 0 0 0 O O N
z Z Z Z Z Z Z Z0IV
Ox
m
s
+ + + + + O O O O O O O O O
01
D oDoDoDoDoDoDoDoDoDoDoDoDoDo
0
WWWW W W W W W W W W W W
N ONONONOf NOIN Of NOIN OIN OINON ONO NONO
0 am O
j �'
(A
O
f n V l t
Z OZOZOZf11Z O1ZNZ01 ZfllZ (nZOZOZOZOZO
m
00
0 0 0 0 0 + + + + o 0 0 0 o
p
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 47513Z Revision 4
May 1, 2019
CC/ BU No 813700
Page 17
Description
Face Allow
Fircluda
Componen Placement
Face
Lateral
#
#
Clear
Moth or Pedmete
Weight
or
Shield
From
t
Offset
Offset
Per
Spacin
Diameter r
Leg
Torque
Type
ft
in
(Frac FWJ
Row
g
in
p/f
Calculation
In
in
LCF158-
B
No
No
Ar (CaAa)
224.00 -
1.000
0.25
6
6
1.000
2.010
0.92
50J(1-5/8")
0.00
0.500
1.5" flat
B
No
No
At (CaAa)
224.00 -
0.000
0.25
2
2
18.000
1.50IN
1.80 '
Cable Ladder
0.00
0.500
Rail
LDF5-
B
No
No
Ar (CaAa)
128.00 -
-0.500
-0.25
1
1
1.910
1.090
0.33
50A(7/8")
0.00
0.500
TSZ 999
B
No
No
Ar (CaAa)
207.00 -
-0.500
-0.23
3
2
1.000
1.039
0.71
066/)=M-
0.00
1.039
BAWG(1-
1/32")
1.5" flat
B
No
No
At (CaAa)
210.00 -
-0.500
-0.25
2
2
36.000
1.500
1.80
Cable Ladder
0.00
0.500
Rail
• Face C
1" lighting
C
No
No
Ar (CaAa)
250.00-
1.000
0.5
1
1 -
24.000
1.000
2.00
conduit
0.00
0.000
LCF158-
C
No
No
Ar (CaAa)
195.00 -
0.000
0.4
6
6
0.890
2.010
0.92
50J(1-5/8")
160.00
0.500
LCF158-
C
No
No
Ar (CaAa)
160.00-
0.000
0.4
20
12
0.890
2.010
0.92
50J(1-5/8")
0.00
0.500
WR-
C
No
No
Ar (CaAa)
160.00-
2.000
0.43
9
4
0.774
0.774
0.59
VG86ST-
0.00
BRD(3/4)
WR-
C
No
No
Ar (CaAa)
195.00 -
2.000
0.43
3
3
0.774
0.774 _
0.59
VG86ST- "- --
-
160.00
BRD( 3/4)
LDF2- C No
No Ar (CaAa)
160.00- 0.000 0.38
8 4 0.440 0.440 0.08
50(3/8")
0.00
LDF2- C No
No Ar (CaAa)
195.00 - 0.000 0.38
4 4 0.440 0.440 0.08
50(3/8")
160.00
1.5" flat C No
No M (CaAa)
250.00- 0.000 0.4
2 2 36.000 1.500 1.80
Cable Ladder
0.00
0.500
Discrete Tower Loads --
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
or
Type
Horz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
ft
ft
flz
fF
K
ft
°
ft
Beacon
B
From Leg
0.00
0.000
250.00
No Ice
3.60
3.60
0.10
0.00
0.00
Obstruction light
A
From Leg
1.00
0.000
125.00
No Ice
0.50
0.50
0.01
0.00
0.00
Obstruction light
B
From Leg
1.00
0.000
125.00
No Ice
0.50
0.50
0.01
0.00
0.00
Obstruction light
C
From Leg
1.00
0.000
125.00
No Ice
0.50
0.50
0.01
0.00
0.00
Lightning Rod 5/8x4'
C
From Leg
0.00
0.000
250.00
No Ice
0.25
0.25
0.03
0.00
2.00
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number37519-0281.002.8700, Order47513Z Revision 4
May 1, 2019
CCI BU No 813700
Page 18
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
or
Type
Herz
Adjustmen
Front
Side
Leg
Lateral
- t
Vert
ft
ft
fF
fl2
K
ft
'
ft
932DG33T2A-M w/ Mount
A
From Leg
4.00
0.000
237.00
No Ice
5.91
3.22
0.05
Pipe
0.00
1`AO
742 218 w/ Mount Pipe
B
From Leg
4:00
0.000
237.00
No Ice
4.10
3.00
0.04
0.00
1.00
950G65VTZE-M w/ Mount
B
From Leg
4.00
0.000
237.00
No Ice
4.23
4.20
0.03
Pipe
0.00
1.00
950G65V'rZE-M w/ Mount
C
From Leg
4.00
0.000
237.00
No Ice
4.23
4.20
0.03
Pipe
0.00
1.00
Side Arts Mount [SO 305-
C
None
0.000
237.00
No Ice
2.64
2.64
0.09
3]
(3) DB848H105ESXw/
A
From Leg
4.00
0.000
224.00
No Ice
7.43
10.49
0.06
Mount Pipe
0.00
1.00
(3) DB878H120ESXw/
C
From Leg
4.00
0.000
224.00
No Ice
11.70
8.16
0.05
Mount Pipe
0.00
1.00
Sector Mount [SM 409-1]
A
None
0.000
224.00
No Ice
8.76
11.22
0.34
Sector Mount [SM 409-1]
C
None
0.000
224.00
No Ice
8.76
11.22
0.34
SBNHH-1D65C w/ Mount
A
From Leg
4.00
0.000
217.00
No Ice
5.56
4.47
0.08
Pipe
0.00
0.00
SBNHH-1D65C w/ Mount
B
From Leg
4.00
0.000
217.00
No Ice
5.56
4.47
0.08
Pipe
0.00
0.00
SBNHH-1D65C wi Mount
C
From Leg
4.00
0.000
217.00
No Ice
5.56
4.47
0.08
Pipe
0.00
0.00
(2) CMA-BDHH/6520/EO-8
A
From Leg
4.00
0.000
217.00
No Ice
9.05
3.58
0.06
0.00
0.00
CMA-BDHH/6520/EO-8
B
From Leg
4.00
0.000
217.00
No Ice
9.05
3.58
0.06
,(2)
0.00
0.00
(2) CMA-BDHH/6520/EO-8
C
From Leg
4.00
0.000
217.00
No ice
9.05
3.58
0.06
0.00
0.00
FRIG
A
From Leg
4.00
- 0.000
217.00
No Ice
2.39
0.97
0.06
0.00
0.00
FRIG
B
From Leg '
4.00
0.000
217.00
No Ice
2.39
0.97
0.06
0.00
0.00
FRIG
C
From Leg
4.00
0.000
217.00
No Ice
2.39
0.97
0.08
0.00
0.00
RNSNDC-7771-PF-48
A
From Leg
4.00
0.000
217.00
No Ice
3.20
1.03
0.01
0.00
0.00
RNSNDC-7771-PF-48
C
From Leg
4.00
0.000
217.00
No Ice
3.20
1.03
0.01
0.00
0.00
(2) FXFB
A
From Leg
4.00
0.000
217.00
No Ice
3.54
1.02
0.06
0.00
0.00
(2) FXFB
B
From Leg
4.00
0.000
217.00
No Ice
3.54
1.02
0.06
0.00
0.00
(2) FXFB
C
From Leg
4.00
0.000
217.00
No Ice
3.54
1.02
0.06
0.00
tnxTower Report - version 8.0.5.0
May 1, 2019
250 Ft Self Support Tower Structural Analysis
CCI BU No 813700
Project Number 37519-0281.002.8700, Order 475132, Revision 4
Page 19
Weight
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
or
Type
Horz
Adjustmen
Front
Side
Leg
Lateral
t
Vert.
It
tt
ft2
ttz
K
ft
°
it
0.00
Sector Mount [SM 404-3]
C
None
0.000
217.00-�,
No Ice
20.47
20.47
0.92
TTTT65AP-lXR w/ Mount
A
From Leg
4.00
0.000
207.00 V
No Ice
6.98
4.47
0.05
Pipe
0.00
3.00
(2) RRUS 31 B25
A
From Leg
4.00
0.000
207.00
No Ice
1.62
1.28
0.06
0.00
3.00
RRUS 82 W/SOLAR
A
From Leg
4.00
0.000
207.00
No Ice
2.98
1.43
0.06
SHIELD
0.00
3.00
RRUS-11 80OMHZ
A
From Leg
4.00
0.000
207.00
No Ice
2.52
1.30
0.05
0.00
3.60
(2) ACU-A20-N
A
From Leg
4.00
0.000
207.00
No Ice
0.07
0.12
0.00
0.00
3.00
APXV9ERR18-C-A20 w/
A
From Leg
4.00
0.000
207.00
No Ice
8.26
7.47
0.09
Mount Pipe
0.00
3.00
HPA33R-CS4AA-K1 w/
B
From Leg
4.00
0.000
207.00
No Ice
7.47
4.93
0.07
Mount Pipe
0.00
3.00
RRUS 31 B25
B
From Leg
4.00
0.000
207.00
No Ice
1.62
1.28
0.06
0.00
---
--
3.00
RRUS 82 W/SOLAR
B
From Leg
4.00
0.000
207.00
No Ice
2.98
1.43
0.06
SHIELD
0.00
3.00
(2) RRUS-11 800MHZ
B
From Leg
4.00
0.000
207.00
No Ice
2.52
1.30
0.05
0.00
3.00
HPA33R-CS4AA-K1 w/
C
From Leg
4.00
0.000
207.00
No Ice
7.47
4.93
0.07
Mount Pipe
0.00
3.00
RRUS 82 W/SOLAR
C
From Leg
4.00
0.000
207.00
No Ice
2.98
1.43
0.06
SHIELD
0.00
3.00
ACU-A20-N
C
From Leg
4.00
0.000
207.00
No Ice
0.07
0.12
0.00
0.00
3.00
Sector Mount [SM 301-1]
A
From Leg
2.00
0.000
207.00
No Ice
15.43
10.89
0.43
0.00
0.00
Sector Mount [SM 301-1]
B
From Leg
2.00
0.000
207.00
No Ice
15.43
10.89
0.43
0.00
0.00
Sector Mount [SM 502-1]
C
From Leg
2.00
0.000
207.00
No Ice
15.35
14.00
0.56
0.00
_
0.00
(3) SBNHH-1 D85C w/
C
From Leg
4.00
0.000
195.00
No Ice
5.56
4.47
0.08
Mount Pipe
0.00
5.00
RRUS 32
C
From Leg
4.00
0.000
195.00
No Ice
2.86
1.78
0.06
0.00
5.00
RRUS 4449 B51B12
C
From Leg
4.00
0.000
195.00
No Ice
1.97
1.41
0.07
0.00
5.00
RRUS 8843 13211366A
C
From Leg
4.00
0.000
195.00
No Ice
1.64
1.35
0.07
0.00
5.00
DC6-48-60-18-8F
C
From Leg
4.00
0.000
195.00
No Ice
1.21
1.21
0.03
tnxTower Report - version 8.0.5.0
May 1, 2019
250 Ft Self Support Tower Structural Analysis
CC/ BU No 813700
Project Number 37519-0291.002.8700, Order 475132, Revision 4
Page 20
Description
weight
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
or
Type
Horz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
ft
it
ft2
RZ
K
ft
"
ft
0.00
5.00
PVFM1233-96 Sector
C
From Leg
2.00
0.000
195.00
No Ice
15.35
14.00
0.56
' Frame
0.00
0.00
""TBR.....
(3) DB848H105ESXw/
B
From Leg
4.00
0.000
178.00
No Ice
7.43
10.49
0.06
Mount Pipe.
0.00
2.00
Sector Mount ISM 409-11
B
None
0.000
178.00
No Ice
8.76
11.22
0.34
(2) DC6-48-60-18-BF
B
From Leg
4.00
0.000
160.00
No Ice
1.21
1.21
0.03
0.00
0.00
RRUS 32
A
From Leg
4.00
0.000
160.00
No Ice
2.86
1.78
0.06
0.00
0.00
RRUS 4449 135/1312
A
From Leg
4.00
0.000
160.00
No Ice
1.97
1.41
0.07
0.00
0.00
RRUS 8843 B2lB66A
A
From Leg
4.00
0.000
160.00
No Ice
1.64
1.35
0.07
0.00
0.00
(3) 80010966K w/ Mount
A
From Leg
4.00
0.000
160.00
No Ice
17.60
9.64
0.15
Pipe
0.00
0.00
RRUS 32
B
From Leg
4.00
0.000
160.00
No Ice
2.86
1.78
0.06
0.00
0.00
RRUS 4449 135/812
B
From Leg
4.00
0.000
160.00
No Ice
1.97
1 Al
0.07
0.00
0.00
RRUS 8843 82I666A
B
From Leg
4.00
0.000
160.00
No Ice
1.64
1.35
0.07
0.00
0.00
(3) 80010966K w/ Mount
B
From Leg
4.00
0.000
160.00
No Ice
17.60
.9.64
0.15
Pipe
0.00
0.00
OC6-48-60-18-BF
A
From Leg
4.00
0.000
160.00
No Ice
1.21
1.21
0.03
0.00
0.00
- PVFM12-3-3-96 Sector
A
From Leg
1.00
0.000
160.00
No Ice
13.12
10.18
0.54
Frame
0.00
`
0.00
PVFM12-3-3-96 Sector
S
From Leg
1.00
0.000
160.00
No Ice
13.12
10.18
0.54
Frame
0.00
0.00
Pipe Mount [PM 601-1]
A
From Leg
0.00
0.000
128.00
No Ice
3.00
0.90
0.07
0.00
0.00
Pipe Mount [PM 601-1]
C
From Leg
0.50
0.000
120.00
No Ice
3.00
0.90
0.07
0.00
0.00
FIBEAIR 1500HP
C
From Leg
1.00
0.000
120.00
No Ice
0.97
1.74
0.02
0.00
0.00
tnxTower Report - version 8.0.5.0
May 1, 2019
250 Ft Self Support Tower Structural Analysis CC/ BU No 813700
Project Number 37519-0281.002.8700, Order475132, Revision 4 Page 21
Dishes.
Weight
Description
Face
Dish
Offset Offsets:
Azimuth 3 dB
Elevation
Outside
Aperture
or
Type
Type Horz
Adjustment Beam
Diameter
Area
Leg
Lateral
Moth
Vert
It
ft
ft
ft2
K
SPD2-5.8
A
Paraboloid
From 1.00
-70.000
128.00
2.00
No Ice 3.14
0.02
w/Radome
Leg 0.00
0.00
HPX6-59-P3AIK
C
Paraboloid
From 1.00
-34.000
120.00
6.46
No Ice 32.76
0.32
w/Shroud (HP)
Leg 0.00
0.00
Load: -Combinations
comb. Description
No.
2 1.2 Dead+1.0 Wind 0 deg - No Ice
3 0.9 Dead+1.0 Wind 0 deg' No Ice
4 1.2 Dead+1.0 Wind 30 deg - No Ice
5 0.9 Dead+1.0 Wind 30 deg - No Ice -
6 1.2 Dead+1.0 Wind 60 deg - No Ice
7 0.9 Dead+1.0 Wind 60 deg - No Ice
8 1.2 Dead+1.0 Wind 90 deg - No Ice
__9 _ 0.9Dead+'I.0 Wind 90 deg_No Ice_
10 1.2 Dead+1.0 Wind 120 deg - No Ice
11 0.9 Dead+1.0 Wind 120 deg - No Ice
12 1.2 Dead+1.0 Wind 150 deg - No Ice
13 0.9 Dead+1.0 Wind 150 deg - No Ice
14 1.2 Dead+1.0 Wind 180 deg - No Ice
15 0.9 Dead+1.0 Wind 180 deg - No Ice
16 1.2 Dead+1.0 Wind 210 deg - No Ice
17 0.9 Dead+1.0 Wind 210 deg - No Ice
18 1.2 Dead+1.0 Wind 240 deg - No Ice
19 0.9 Dead+1.0 Wind 240 deg - No Ice _
20 1.2 Dead+1.0 Wind 270 deg - No Ice
21 0.9 Dead+1.0 Wind 270 deg - No Ice
22 1.2 Dead+1.0 Wind 300 deg - No Ice
23 0.9 Dead+1.0 Wind 300 deg - No Ice
24 1.2 Dead+1.0 Wind 330 deg - No Ice
25 0.9 Dead+1.0 Wind 330 deg - No Ice
26 Dead+Wind 0 deg - Service
27 Dead+Wind 30 deg - Service
28 Dead+Wind 60 deg - Service
29 Dead+Wind 90 deg - Service
30 Dead+Wind 120 deg -Service
31 Dead+Wind 150 deg - Service
32 Dead+Wind 180 deg. - Service
33 Dead+Wind 210 deg - Service
34 Dead+Wind 240 deg - Service
35 Dead+Wind 270 deg - Service
36 Dead+Wind 300 deg - Service
37 Dead+Wind 330 deg - Service
.. Maximum Tower Deflections -.Service Wind-, . I I I 17
Section
Elevation
Horz.
Gov.
Tilt
Twist
No.
Deflection
Load
ft
in
Comb.
°
T1
250 - 240
3.69
30
0.111
0.030
T2
240 - 220
3.46
30
0.111
0.030
T3
220 - 200
2.99
30
0.109
0.029
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order47513Z Revision 4
Section Elevation Horz Gov. Tilt Twist
No. Deflection Load
T4
200 - 186.667
2.53
30
0.105
0.028
T5
186.667 - 180
2.23
26
0.100
0.026
T6
180 - 160
2.09
26
0.098
0.025
T7
160 - 140
1.68
26
0.088
0.022
T8
140 - 120
1.31
26
0.077
0.021
T9
120 - 100
0.98
26
0.066
0.018
T10
100 - 80
0.69
26
0.055
0.014
T11
80 - 60
0.46
26
0.044
0.012
T12
60 - 40
0.28
26
0.032
0.009
T13
40 - 20
0.14
26
0.021
0.005
T14
20 - 0
0.04
26
0.010
0.003
May 1, 2019
CCI BU No 813700
Page 22
Critical Deflectionsand Radius of Curvature -'Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
250.00
Beacon
30
3.69
0.111
0.030
Inf
237.00
932DG33T2A-M w/ Mount Pipe
30
3.39
0.111
0.030
Inf
224.00
(3) DB848H105ESX w/ Mount
30
3.08
0.110
0.029
Inf
Pipe
217.00
SBNHH-1 D65C w/ Mount Pipe
30
2.92
0.109
0.029
Inf
207.00
TTTT65AP-1XR w/ Mount Pipe
30
2.69
0.107
0.029
628701
195.00
(3) SBNHH-1 D85C w/ Mount
30
2.41
0.103
0.027
134902
Pipe
178.00
(3) DS848H105ESXw/ Mount
26
2.05
0.097
0.025
313356
Pipe
160.00
(2) DC6A8-60-18AF
26
1.68
0.088
0.022
126694
128.00
SPD2-5.8
26
1.10
0.070
0.019
116344
125.00
Obstruction light
26
1.06
0.069
0.019
126871
120.00
HPX6-59-P3AIK
26
0.98
0.066
0.018
137B72
Maximum Tower Deflections - Design Wind ._ _
Section Elevation Horz Gov. Tilt Twist
No. Deflection Load
T1
250 - 240
24.28
10
0.731
0.193
T2
240 - 220
22.74
10
0.730
0.193
T3
220 - 200
19.66
10
0.719
0.191
T4
200 - 186.667
16.60
10
0.688
0.182
T5
186.667 - 180
14.62
10
0.660
0.167
T6
180 - 160
13.69
10
0.642
0.161
T7
160 - 140
10.99
10
0.57B
0.142
T8
140 - 120
8.52
10
0.507
0.133
T9
120 - 100
6.38
2
0.433
0.118
T10
100 - 80
4.50
2
0.359
0.093
T'l l
80 - 60
2.99
2
0.286
0.075
T12
60 - 40
1.80
2
0.208
0.057
T13
40 - 20
0.89
2
0.135
0.036
T14
20 - 0
0.28
2
0.065
0.018
Critical Deflections and Radius of Curvature- Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 475132, Revision 4
May 1, 2019
CC/ BU No 813700
Page 23
Elevation
Appurtenance
Gov.
Deflection
Tilt
Twist
Radius of
Load
Curvature
It
Comb.
in
it
250.00
Beacon
10
24.28
0.731
0.193
751640
237.00
932DG33T2A-M w/ Mount Pipe
10
22.28
0.729
0.193
467264
224.00
(3) DB848H105ESX w/ Mount
10
20.28
0.722
0.191
525820
Pipe
217.00
SBNHH-1 D65C w/ Mount Pipe
10
19.20
0,715
0.190
222580
207.00
TTTT65AP-1XR w/ Mount Pipe
10
17.67
0.700
0.187
99376
195.00
(3) SBNHH-1 D85C w/ Mount
10
15.85
0.679
0.176
21479
Pipe
178.00
(3) DB848H105ESX w/ Mount
10
13.41
0.636
0.160
50996
Pipe
160.00
(2) DC6-48-60-18-BF
10
10.99
0.578
0.142
19579
128.00
SPD2-5.8
2
7.20
0.463
0.126
17623
125.00
Obstruction light
2
6.89
0.452
0.123
19153
120.00
HPX6-59-P3A/K
2
6.38
0.433
0.118
20947
"
Bolt De'si
`n Data,
Criteria
Section
Elevation
Component
Bolt
Bolt Size
Number
Maximum
Allowable
Ratio
Allowable
No.
Type
Grade
Of
Load
Load
Load
Ratio
@
in
Bolts
per Bolt
per Bolt
Allowable
K
K
T1
250
Leg
A325N
0.625
4
0.29
20.34
0014 ✓
1.05
Bolt Tension
Diagonal
A325N
0.625
2
0.38
6.79
0.057 ✓
1.05
Member Block
Shear
Top Girt
A325N
0.625
1
-0.10-
7.88
/
Y
1.05 -
Member Block
0.013
Shear
T2
240
Leg
A325N
0.875
6
2.38
41.56
0.057 ✓
1.05
Bolt Tension
Diagonal
A325N
0.625
2
2.20
8.31
0.265 ✓
1.05
Member Block
Shear
T3
220
Leg
A325N
1.000
6
9.47
54.52
♦
0174 Y
1.05
Bolt Tension
Diagonal
A325N
0.625
2
4.82
11.09
✓
1.05
Member Block
0.435
Shear
T4
200
Diagonal
A325N
0.625
2
5.75
11.09
1.05
Member Block
0.519
Shear
T5
186.667
Leg
A325N
1.250
6
19.07
87.22
0219 ✓
1.05
Bolt Tension
Diagonal
A325N
0.625
2
6.00
22.17
0.271 //
1.05
Member Block
Shear
T6
180
Leg
A325N
1.250
6
28.09
87.22
1.05
Bolt Tension
0322 t,/
Diagonal
A325N
0.625
2
7.20
15.61
1.05
Member Block
0.461 �/
Shear
Secondary
A325N
0.625
1
3.44
9.91
✓
1.05
Member Block
Horizontal
0.347
Shear
T7
160
Leg
A325N
1.250
6
39.27
87.22
0.450 ✓
1.05
Bolt Tension
Diagonal
A325N
0.625
2
8.91
15.61
1.05
Member Block
0.571 1/
Shear
Secondary
A325N
0.625
1
4.69
10.93
✓
1.05
Member Block
Horizontal
0.429
Shear
T8
140
Leg
A325N
1.375
6
50.72
103.94
04881,/
1.05
Bolt Tension
Diagonal
A325N
0.625
2
10.19
16.63
✓
1.05
Member Block
0.613
Shear
Secondary
A325N
0.625
1
6.02
10.93
✓
1.05
Member Block
Horizontal
0.551
Shear
T9
120
Leg
A325N
1.500
6
62.28
126.47
0492 ✓
1.05
Bolt Tension
Diagonal
A325N
0.625
2
12.36
16.63
0.743 ✓
1.05
Member Block
Shear
Secondary
A325N
0.625
1
7.39
13.81
0.535
1.05
Bolt Shear
Horizontal
T10 100 Leg A325N 1.500 6 70.36 126.47 0.556 ✓ 1.05 Bolt Tension
Diagonal A325N 0.625 2 17.99 27.61 0.651 ✓ 1.05 Bolt Shear
tnxTower Report - version 8.0.5.0
U
U
C U C U U C O {YJ
o `m o 4 0 0
N c t m N c m N m N N L m N t anto
d
N o m mN aEim aEiN o m aim wN
m m m
a m m N m m m m m m m m N
O O O O O O O O O O O O O
J V f0 V N tO f00 Lm0 n (NO
Q G O O O O O O O O O O O
A m m
m No m io 0°f
o Y ai fO r< of o of ai r
N
r n N N N N N N
t�0 m m n f0 O N N a r
J m Y m .^- m ONi m 4 N
a
N
10
O
N
m
O
m
m
O
m
m
m m
N
O
N
N
m
N
N
h
N
N
N N
C
m
N
m
m
A
m
m
A
m
m
m m
0
Z
Z
Z
Z
Z
Z
Z
Z
Z
Z
Z Z
m
m
m
10
b
10
m
m
m
m
N m
M
m
m
m
m
m
m m
�Nn
a
a
a
cNi
a
�Nn
a
s
a
a
a
a
a s
�ppoN
y
o
o+
o
m
o
pNc
m
o
o
0 0
{�
C
N
C
J
N
"O
J
N
c
N C
x
o
x
m
x
m
x
a x
d
N
M
V
}6 iN SM �i Prl�6 S6 S��1�1n yn a�1
0 0 0 0 0 0 6 0 6 0 a, 0 0 0 6 0 6 0
m o pap f00 q R N q IR m n M
d y< m m m O N aN} fND 'N t00 O IQ
OJ ' O M OMi N t�l N m N M f� M
v
LO
O
N
m
A
m
m
O
O
O
mo
O
o
O
o
O
Mo
O
vo
O
rno
O
mo
O
�o
O
�o
O
mo
O
ra
m
ti
O
Y
�Y
�Y
rnY
mY
mY
mY
�nY
�iy
0Y
vY
oY
vY
vY
v
C
O
�y
o
ro
m
m
m
m
6
6
6
0
6
0
0
0
ui
so
re
6
m
m
m
m
6
m
m
m
0
vi
C
o
M
M
m
m
M
M
M
m
M
M
M
M
M
tm
m
N
N
N
N
N
N
N
N
N
V
Q
tm
d
a
H
O
O
O
c
0
m
N
m
J
N
N
N
ry
O
O
m
O
O
O
O
O
O
O
N
a
111
N
N
ryO
N
�
�
N
C
N
3
2
HP
F
F
F
F
V
r
r
y
F-
x
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order475132, Revision 4
May 1, 2019
CC/ BU No 813700
Page 25
Section Elevation Size L L KUr A P„ OP„ Ratio
No. P.
R R It in2 K K op„
P„ / op, controls
Diagonal Design,
Data Com ression
'
y
Ratio
Section
Elevation
Size
L
L.
KI1r
A
P„
¢P
No.
P
R
R
R
if?
K
K
OP„
T1
250 - 240
L 2 x 2 x 3/16
7.81
3.80
115.6
0.715
-0.88
14.92
0.0591
K=1.00
V
T2
240 - 220
L 3 x 3 x 3/16
10.16
5.14
103.4
1.090
-4.67
25.59
0.1821
K=1.00
V
T3
220 -200
L 3 x 3 x 1/4
11.74
5.90
119.5
1.440
-10.11
28.55
0.3541
K=1.00
V
T4
200 - 186.667
L 3 x 3 x 1/4
12.86
6.43
130.4
1.440
-11.76
24.25
0.485'
K=1.00
V
T5
186.667 - 180
2L 3 x 3 x 1/4 (3/8)
13.44
6.72
89.6
2.880
-12.24
76.23
0.1611
K=1.00
21-'a' > 38.495 in - 83
T6
180 - 160
2L 2.5 x 2.5 x 3116 (1/2)
16.80
8.51
131.1
1.805
-15.38
30.03
0.512'
K=1.00
t/
T7
160 - 140
2L 2.5 z 2.5 x 3/16 (1/2)'
- 18.45
9.31-
143.6 -
1.805
-18.3B-
25.06
- - 0.7331
K=1.00
V
T8
140 - 120
2L 3 x 3 x 3/16 (1/2)
20.16
10.15
129.7
2.180
-21.09
36.03
0.585,
K=1.00
V
T9
120 - 100
2L 3 x 3 x 3/16 (1/2)
21.92
11.02
140.7
2.180
-24.97
31.50
0.7931
K=1.00
V
T10
100 - 80
2L 3 x 3 x 5116 (112)
14.87
14.59
'138.3
3.555
-35.98
52.65
0.683'
K=1.00
//
T11
80 - 60
2L 3 x 3 x 5/16 (1/2)
15.62
15.35
145.9
3.555
-35.49
47.31
0.750'
K=1.00
V
T12
60 -40
2L 3 x 3 x 1/4 (1/2)
16.40
8.20
105.8
2.875
-38.65
67.08
0.5761
K=1.00
V
T13
40 - 20
2L 3 x 3 x 5116 (112)
17.21
8.60
112.0
3.555
-38.24
77AS
0.4941
K=1.00
6/
T14
20 - 0
2L 3 x 3 x 5116 (1/2)
18.03
9.02
117.4
3.555
-40.28
72.53
0.555'
K=1.00
1 P„ / oP„ controls
HorizontafDesign Data (Compression),,
Section Elevation Size L L„ K11r A P„ ¢P„ Ratio
No. P.
R R R in' K K 4P7
T10
100 - 80
2L 2.5 x 2.5 x 3/16 (1/2)
21.00
10.29
158.7
1.805
-8.37
20.51
0.408'
K=1.00
6/
T11
80 - 60
2L 2.5 x 2.5 x 3116 (112)
23.00
11.29
174.1
1.805
-9.77
17.04
0.573'
K=1.00
V
T12
60 - 40
2L 2.5 x 2.5 x 3/16 (1/2)
25.00
12.28
189.4
1.805
-11.06
14.40
0.768'
K=1.00
6/
2L'a' > 70.285 in - 262
T13
40 - 20
2L 3 x 3 x 3/16 (1/2)
27.00
13.27
170.2
2.100
-12.42
21.06
0.5901
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order475132, Revision 4
May 1, 2019
CC/ BU No 813700
Page 26
Section Elevation Size L L„ K11r A P„ op„ Ratio
No. P
ft ft ft in' K K .IMP_
2L'a' > 75.820 in - 326
T14 20-0 2L 3 x 3 x 3116 (1/2)
2L'a' > 81 A74 in - 383
1 P v / QP„ Controls
29.00 14.26 183.3 2.180 -13.75 18.23 0.754
K=1.00 6/
Secondary Horizontal Design Data (Compression)
Section
Elevation
Size
L
L„
KI(r
A
P„
OP„
Ratio
No.
P
It
it
ft
iR2
K
K
OPT
T6
180 - 160
L 2.5 x 2.5 x 3/16
13.48
6.57
159.4
0.902
-3.44
10.16
0.3381
K=1.00
V
T7
160 - 140
L 3 x 3 x 3/16
15.48
7.56
152.3
1.090
-4.69
13.45
0.3481
K=1.00
V
T8
140 - 120
L 3 x 3 x 3116
17.49
8.56
172.3
1.090
-6.02
10.51
0.573 1
K=1.00
V
T9
120 - 100
L 3 x 3 x 1/4
19.49
9.55
193.5
1.440
-7.39
11.01
0.6711
K=1.00
`/
1 P u / op, controls
Top Girt Design
Data
(Compression)
Ratio
Section Elevation
Size L
L„
KI1r
A P.
OP„
No.
I
P
ft
ft
ft
in2 K
K
OP„
T1 250 - 240
L 2 x 2 x 3116 6.00
5.83
177.7 0.715 -0.12
6.48
0.0191
K=1.00
`/
1 P u / ¢P„ controls
Redundant Horizontal 1 Design Data (Compression
Section Elevation Size L L„ KI/r A P. OP„ Ratio
No. P
ft If R in2 K K OP„
T10 100 - 80 2L 2 x 2 x 3116 (1/2) 5.25 5.04 98.0 1.430 -8.37 35.81 0.2341
K=1.00
2L'a' > 28.945 in - 177
T11
80 - 60
2L 2 x 2 x 3116 (1/2)
5.75
5.54
107.7
1.430
-9.77
32.67
0.2991
K=1.00
2La'>31.815 in-222
T12
60 -40
2L 2 x 2 x 3116 (1/2)
6.25
6.03
117.2
1.430
-11.06
29.22
0.3781
K=1.00
d/
2L'a' > 34.626 in - 267
T13
40 - 20
2L 2 x 2 x 3116 (1/2)
6.75
6.52
126.8
1.430
-12.42
25.47
0.4881
K=1.00
2L'a' > 37.437 in - 331
T14
20 - 0
2L 2 x 2 x 3116 (1/2)
7.25
7.01
136.3
1.430
-13.75
22.03
0.6241
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 475132, Revision 4
May 1, 2019
CC/ BU No 813700
Page 27
Section Elevation Size L L. KUr A, P. OP„ Ratio
No. P.
ft ft It irk K_ K-_-4R-
2L'a' > 40.247 in - 388
1 P � / op, controls
Redundant Diagonal (1), Design Data Coni cession
Section Elevation Size L L. KI1r A P. 017n Ratio
No. P
It it it in2 K K 4P„
T10
100 - 80
2L 2 x 2 x 3116 (1/2)
7.43
7.14
138.8
1.430
5.93
21.24
0.2791
K=1.00
2L'a' > 40.991 in - 201
T11
80 - 60
2L 2 x 2 x 3116 (1/2)
7.81
7.53
146.4
1.430
-6.64
19.10
0.3471
K=1.00
2L'a'>43.231 in-246
T12
60 - 40
2L 2 x 2 x 3116 (1/2)
8.20
7.92
153.9
1.430
-7.26
17.28
0.4201
K=1.00
2L'a' > 45.453 in - 297
T13
40 - 20
2L 2 x 2 x 3116 (112)
8.60
8.31
161.6
1.430
-7.92
15.66
0.505,
K=1.00
2L'a' > 47.734 in - 360
T14
20 - 0
2L 2.5 x 2.5 x 3/16 (1/2) _
9.02
8.72
136:0
1.805
-8.55
27.27 _
0.3131
K=1.00
2L'a' > 49.908 in -417
1 P / oP Controls
Redundant Hi' 1 Design Data (Compression)
Section Elevation Size L L. KI1r A P. op. Ratio
No. P
ft It ft in' K K mp-
T12 60 - 40
L 2.5 x 2.5 x 3/16
6.25 6.25
151.5 0.902 -0.10
11.25
0.009,
K=1.00
I/
T13 40 - 20
L 2.5 x 2.5 x 3/16
6.75 6.75
163.6 0.902 -0.09
9.64
0.0101
K=1.00
V
T14 20 - 0
L 2.5 x 2.5 x 3116
7.25 7.25
175.8 0.902 -0.09
8.36
0.0111
K=1.00
9/
1 P u / op, Controls
Redundant Hip Diagonal 1 Design Data Com ression
Section Elevation Size L L K11r A P. OP„ Ratio
No. P
it ft If ir,2 K K 4P„
T12 60 - 40 L 2.5 x 2.5 x 3/16 11.80 11.80 286.0 0.902 -0.14 3.16 0.045 1
K=1.00
KUR > 250 (C) - 315
T13 40 - 20 L 2.5 x 2.5 x 3/16 12.59 12.59 305.1 0.902 -0.12 2.T7 0.043'
K=1.00
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number37519-0281.002.8700, Order47513Z Revision 4
May 1, 2019
CC/ BU No 813700
Page 28
Section Elevation
Size
L
L„
KI1r
A
P.
OP„
Ratio
No.
P.
ft
It
It
/n'
K
K
gyp"
KUR > 250 (C) - 372
T14 20 - 0
L 2.5 x 2.5 x 3/16
13.38
13.38
324.5
0.902
-0.12
2.45
0.0491
K=1.00
KUR > 250 (C) - 429
I P„ / �P" controls
Inner Bracing Design Data (Compression)
Section Elevation Size L L. KI1r A P. ¢P„ Ratio
No. P.,
it
it
it
in2
K
K
W.
T10
100 - 80
2L 2 x 2 x 3116 (3/8)
10.50
10.50
204.2
1.430
-0.03
9.81
0.003 1
K=1.00
V
T11
80 - 60
2L 2 x 2 x 3116 (318)
11.50
11.50
223.7
1.430
-0.03
8.18
0.004 1
K=1.00
V
T12
60 - 40
2L 2 x 2 x 3/16 (318)
12.50
12.50
243.1
1.430
-0.06
6.93
0.009 1
K=1.00
V
T13
40 - 20
2L 2.5 x 2.5 x 3116 (3/8)
13.50
13.50
208.2
1.800
-0.08
11.88
0.007 1
K=1.00
V
T14
20 - 0
2L 2.5 x 2.5 x 3116 (3/8)
14.50
14.50
223.6
1.800
-0.04
10.30
0.004 1
K=1.00
V
1 P„ / �P„ controls
Tension Checks
Leg Design Data Tension
Section
Elevation
Size
L
L„
KI1r
A
P.
OP„
Ratio
No.
P.
it
ft
It
in
K
K
op"
T1
250 - 240
2" solid
10.00
5.00
120.0
3.142
1.17
141.37
0.008,
T2
240 - 220
3" solid
20.03
6.68
106.8
7.069
14.30
318.09
0.045 1
T3
220 - 200
3 1/2" solid
20.03
6.68
91.6
9.621
56.85
432.95
0.131 1
T4
200 - 186.667
4" solid
13.36
6.68
80.1
12.566
95.17
565.49
0.1681
T5
186.667 - 180
4" solid
6.68
6.68
80.1
12.566
114.43
565.49
0.2021
T6
180 - 160
4" solid
20.03
4.82
57.9
12.566
168.75
565.49
0.2981
T7
160 -140
4 114" solid
20.03
4.85
54.7
14.1 B6
235.84
638.38
0.3691
T8
140 - 120
4 1/2" solid
20.03
4.87
51.9
15.904
304.58
715.69
0.4261
T9
120 - 100
4 3/4" solid
20.03
4.88
49.3
17.721
374.05
797.42
0.4691
T10
100 - 80
5" solid
20.03
5.01
48.1
19.635
423.41
883.57
0.4791
tnxTower Report -version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order47513Z Revision 4
May 1, 2019
CC/ BU No 813700
Page 29
Section
No.
Elevation
it
Size
L
ft
L„
ft
Kdr
A
/rr2
P„
K
op.
K
Ratio
P.
OP"
T11
80 - 60
5" solid
20.03
5.01
48.1
19.635
491.75
883.57
0.5571
T12
60 - 40
5 114" solid
20.03
5.01
45.8
21.647
555AO
974.14
0.5701
T13
40 - 20
5 1/2" solid
20.03
5.01
43.7
23.758
620.80
1069.12
0.581 1
T14
20 - 0
5 3/4" solid
20.03
5.01
41.8
25.967
680.24
1168.53
0.5821
1 P u / ¢P„ controls
= Diagonal onal -Design Data
Tension
'-
Ratio
Section
Elevation
Size
L
L
KUr
A
P.
OP"
No.
P.
ft
ft
ft
W
K
K
OP"
T1
250 - 240 '
L 2 x 2 x 3116
7.81
3.80
73.8
0.431
0.77
18.74
0.0411
f✓
T2
240 - 220
L 3 x 3 x 3/16
10.16
5.14
65.6
0.712
4.41
30.97
0.1421
T3
220 - 200
L 3 x 3 x 1/4
11.74
5.90
76.1
0.939
9.64
40.86
0.236 1
T4
200 - 186.667
L 3-x 3x1/4
12.86
6A3
83.0
0.939
11.51
40.86 -
0282 1
I✓
T5
186.667 - 180
2L 3 x 3 x 1/4 (3/8)
13.44
6.72
86.7
1.879
12.01
81.73
0.1471
2L'a' > 38.495 In - 83
T6
180 - 160
2L 2.5 x 2.5 x 3116 (112)
16.80
8.51
131.1
1.143
14.39
49.70
0.2901
T7
160 - 140
2L 2.5 x 2.5 x 3116 (1/2)
18.45
9.31
143.6
1.143
17.82
49.70
0.3581
T8
140 - 120
2L 3 x 3 x 3/16 (1/2)
20.16
10.15
129.7
1.424
20.38
61.94
0.3291
T9
120 - 100
2L 3 x 3 x 3/16 (1/2)
21.92
11.02
140.7
1.424
24.72
61.94
0.3991
T10
100 - 80
2L 3 x 3 x 5/16 (1/2)
14.87
14.59
121.0
2.314
32.97
100.68
0.3271
T11
80 - 60
2L 3 x 3 x 5/16 (1/2)
14.87
14.60
121.1
2.314
34.31
100.68
0.341 1
T12
60 - 40
2L 3 x 3 x 114 (1/2)
16.40
8.20
105.8
1.875
35.22
81.56
0.432 1
T13
40 - 20
2L 3 x 3 x 5/16 (1/2)
16.40
8.20
106.8
2.314
36.71
100.68
0.3651
T14
20 - 0
2L 3 x 3 x 5/16 (1/2)
17.21
8.60
112.0
2.314
36.53
100.68
0.3631
I✓
1 P" / oP" controls
Horizontal'Desi' n Data
Tension
Ratio
Section
Elevation
Size L L. K11r
A P„
OP"
No.
P.
_
it
It ft
in' K
K
mP"
T10
100 - 80
2L 2.5 x 2.5 x 3/16 (1/2) 21.00 10.29 158.7
1.143 8.37
49.70
0.1681
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order475132, Revision 4
May 1, 2019
CC/ BU No 813700
Page 30
Section Elevation Size L L„ K11r A P. OP„ Ratio
No. P
ft It ft in, K K 6p-
T11
80 - 60
T12
60-40
T13
40-20
T14
20-0
1 P � / QP„ controls
2L 2.5 x 2.5 x 3116 (112)
23.00
2L 2.5 x 2.5 x 3/16 (112)
25.00
2L'a' > 70.285 in - 269
2L 3 x 3 x 3116(1/2)
27.00
2L'a' > 75.820 in - 326
2L 3 x 3 x 3116(1/2)
29.00
2L'a' > 81.474 In - 383
11.29
174.1
1.143
9.77
49.70
0.197'
11/
12.28
189.4
1.143
11.06
49.70
0.222'
13.27
169.5
1.424
12.42
61.94
'
0.20011
Y
14.26
182.2
1.424
13.75
61.94
0.222'
f
` Secondary Horizontal Design Data Tension
Section Elevation Size L L. K11r A P. ¢P„ Ratio
No. 17
ft ft ft in K K hP-
T6
180-160
L2.5 x 2.5 x31'
T7
160-140
L 3 x 3 x3/16
TB
140-120
L3x3x3/16
T9
120-100
L3x3x1/4
1 P„ / OP„ controls
V
15.48 7.56 193.4 0.712 4.69
30.97 0.151 '
V
17.49 8.56 218.7 0.712 6.02
30.97 0.194'
19.49 9.55 246.3 0.939 7.39
40.86 0.181 '
Top Girt Design Data Tension
Section Elevation Size L L„ K11r A P. OP. Ratio
No. P
ft ft ft in K K pp„
Tt 250-240 L2x2x3/16
1 P v / OP„ controls
Redundant Horizontal
1
Design
Data
Tension
Ratio
Section
Elevation
Size L
L„
K11r
A
P. OP„
No.
P
ft
ft
ft
in2
K K
�P
T10
100 - 80
21-2 x 2 x 3116 (112) 5.25
5.04
98.0
1.430
8.37 46.32
0.181,
2L 'a' > 28.945 in - 177
T11
80 - 60
2L 2 x 2 x 3116 (1/2) 5.75
5.54
107.7
1.430
9.77 46.32
0.2111
6/
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order475132, Revision 4
May 1, 2019
CCI BU No 813700
Page 31
Section Elevation Size L L„ KI/r A P. op. Ratio
No. PU
it ft it ir>z K K bP-
2L'a' > 31.815 in - 22
T12 60-40 2L 2 x 2 x 3116 (1/2)
2L'a' > 34.626 in - 267
T13 40-20 2L 2 x 2 x 3/16 (1/2)
2L'a' > 37.437 in - 331
T14 20-0 2L 2 x 2 x 3116 (1/2)
2L'a' > 40.247 In - 394
1 P u / QP controls
6.25 6.03 117.2 1.430 11.06
6.75 6.52 126.8 1.430 12.42
7.25 7.01 136.3 1.430 13.75
46.32 0.239 1
46.32 0.268 1
t/
46.32 0.297
Redundant
Da
onal
1
-Desi
n Data
(Tension),
Ratio
Section
Elevation
Size
L
L„
KIIr
A
P.
OP„
No.
P
R
it
it
Jr?
K
K
4p�
T10
100 - 80
2L 2 x 2 x 3116 (112)
7.43
7.14
138.8
1.430
5.93
46.32
0.1281
2L'a'>40.991 in-201
T11 ,
80 - 60
2L 2 x 2 x 3116 (1/2)
7.81
7.53
146.4
1.430
6.64
46.32
0.143 1
2L'a'>43.231 in-246
_
_
_
T12
60 - 40
2L 2 x 2 x 3/16 (1/2)
8.20
7.92
153.9
1.430
7.26
46.32
0.1571
2L'a' > 45.453 in - 300
T13
40 - 20
2L 2 x 2 x 3/16 (1/2)
8.60
8.31
161.6
1.430
7.92
46.32
0.171 1
2L'a' > 47.734 in - 365
T14
20 - 0
2L 2.5 x 2.5 x 3/16 (1/2)
9.02
8.72
134.5
1.805
8.55
58.47
0.1461
2L'a' > 49.908 in - 417
1 P / oP Controls
Redundant Hi`
1
Design
Data
Tension
Ratio
Section
Elevation
Size L
L„
K11r A
P.
¢P„
No.
P
ft
ft
it
iR2
K
K
op�
T12
60 - 40
L 2.5 x 2.5 x 3/16 6.25
6.25
96.4 0.902
0.06
29.22
0.002 1
T13
40 - 20
L 2.5 x 2.5 x 3/16 6.75
6.75
104.1 0.902
0.05
29.22
0.0021
t✓
T14
20 - 0
L 2.5 x 2.5 x 3/16 7.25
7.25
111.8 0.902
0.04
29.22
0.0021
1 P u / op, controls
Redundant Hip Dia tonal .1 Desi n`:Data Tension
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 47513Z Revision 4
May 1, 2019
CC/ BU No 813700
Page 32
Section
Elevation
Size
L
L.
KUr
A
P.
Op"
Ratio
No.
P.
it
1t
it
M12
K
K
Op"
T12
60 - 40
L 2.5 x 2.5 x 3116
12.06
12.06
186.0
0.902
0.15
29.22
0.0051
T13
40 - 20
L 2.5 x 2.5 x 3116
12.85
12.85
198.2
0.902
0.13
29.22
0.004'
T14
20 - 0
L 2.5 x 2.5 x 3/16
13.65
13.65
210.6
0.902
0.12
29.22
0.0041
' P v l OP. Controls
Inner Bracing
Design
Data
Tension
Ratio
Section
Elevation
Size
L
L"
Kt(r
A
P.
OP„
No.
P.
it
ft
It
ir2
K
K
4p"
T10
100 - 80
2L 2 x 2 x 3/16 (3/8)
10.50
10.50
204.2
1.430
0.00
46.33
0.0001
✓
Tl l
80 - 60
2L 2 x 2 x 3116 (3/8)
11.50
11.50
223.7
1.430
0.00
46.33
0.000'
T12
60 - 40
2L 2 x 2 x 3/16 (3/8)
12.50
12.50
243.1
1.430
0.03
46.33
0.001 '
T13
40 - 20
2L 2.5 x 2.5 x 3116 (318)
13.50
13.50
208.2
1.800
0.02
58.32
0.000,
✓
T14
20 - 0
21- 2.5 x 2.5 x 3/16 (318)
14.50
14.50
223.6
1.800
0.02
58.32
0.0001
I P„ / OP" Controls
Section Capacity Table
Section
Elevation
Component
Size
Critical
P
oP�
%
Pass
No.
It
Type
Element
K
K
Capacity
Fail
T1
250 - 240
Leg
2" solid
2
-1.84
51.75
3.6
Pass
T2
240 - 220
Leg
3" solid
20
-18.51
144.96
12.8
Pass
T3
220 - 200
Leg
3 1/2" solid
41
-68.39
246.21
27.8
Pass
T4
200 - 186.667
Leg
4" solid
61
-110.81
371.28
29.8
Pass
T5
186.667 -180
Leg
4" solid
76
-132.10
371.28
35.6
Pass
T6
180 - 160
Leg
4" solid
86
-193.01
446.95
43.2
Pass
T7
160 - 140
Leg
4 1/4" solid
107
-270.24
522.41
51.7
Pass
T8
140-120
Leg
41/2"solid
128
347.23
602.61
57.6
Pass
T9
120 - 100
Leg
4 3/4" solid
149
-425.94
687.57
61.9
Pass
T10
100 - 80
Leg
5' solid
170
-482.62
783.48
61.6
Pass
Tl l
80 - 60
Leg
5" solid
215
-563.25
783.48
71.9
Pass
T12
60-40
Leg
51/4"solid
260
-637.60
877.46
72.7
Pass
T13
40 - 20
Leg
5 1/2" solid
318
-716.41
976.23
73.4
Pass
T14
20 - 0
Leg
5 3/4" solid
375
-792.65
1079.75
73.4
Pass
TI
250 - 240
Diagonal
L 2 x 2 x 3116
7
-0.88
15.66
5.6
Pass
T2
240 - 220
Diagonal
L 3 x 3 x 3116
27
-4.67
26.87
17.4
Pass
25.2 (b)
T3
220 - 200
Diagonal
L 3 x 3 x 114
48
-10.11
29.97
33.7
Pass
41.4 (b)
T4
200 - 186.667
Diagonal
L 3 x 3 x 114
68
-11.76
25.46
46.2
Pass
49.4 (b)
T5
186.667 - 180
Diagonal
2L 3 x 3 x 1/4 (3/8)
83
-12.24
83.04
15.3
Pass
25.8 (b)
T6
180 - 160
Diagonal
2L 2.5 x 2.5 x 3/16 (1/2)
92
-15.38
31.54
48.8
Pass
T7
160 - 140
Diagonal
2L 2.5 x 2.5 x 3116 (1/2)
ill
-18.38
26.31
69.8
Pass
T8
140 - 120
Diagonal
2L 3 x 3 x 3/16 (1/2)
134
-21.09
37.83
55.8
Pass
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 475132, Revision 4
May 1, 2019
CCI BU No 813700
Page 33
Section
No.
Elevation
It
Component
Type
size
Critical
Element
P
K
017 „
K
%
Capacity
Pass
Fall
58.4 (b)
T9
120 - 100
Diagonal
2L 3 x 3 x 3116 (1/2)
155
-24.97
33.07
75.5
Pass
T10
100 - 80
Diagonal
2L 3 x 3 x 5/16 (112)
187
-35.98
55.28
65.1
Pass
T11
80 - 60
Diagonal
21. 3 x 3 x 5/16 (1/2)
232
-35.49
49.67
71.4
Pass
T12
60 -40
Diagonal
2L 3 x 3 x 1/4 (1/2)
279
-38.65
70.43
54.9
Pass
75.6 (b)
T13
40 - 20
Diagonal
2L 3 x 3 x 5/16 (1/2)
336
-38.24
81.35
47.0
Pass
66.0 (b)
T14
20 - 0
Diagonal
2L 3 x 3 x 5/16 (1/2)
393
-40.28
76.16
52.9'
Pass
69.5 (b)
T10
100 - 80
Horizontal
2L 2.5 x 2.5 x 3116 (1/2)
172
-8.37
21.54
38.9
Pass
40.2 (b)
T11
80 - 60
Horizontal
21. 2.5 x 2.5 x 3116 (1/2)
217
-9.77
17.89
54.6
Pass
T12
60 - 40
Horizontal
21. 2.5 x 2.5 x 3/16 (1/2)
262
-11.06
15.12
73.1
Pass
T13
40 - 20
Horizontal
2L 3 x 3 x 3/16 (1/2)
326
-12.42
22.12
56.2
Pass
T14
20 - 0
Horizontal
2L 3 x 3 x 3/16 (1/2)
392
-13.75
19.14
71.8
Pass
T6
180 - 160
Secondary
L 2.5 x 2.5 x 3/16
94
-3.44
10.67
32.2
Pass
Horizontal
33.0 (b)
T7
160 - 140
Secondary
L 3 x 3 x 3/16
115
-4.69
14.12
33.2
Pass
Horizontal
40.8 (b)
T8
140 - 120
Secondary
L 3 x 3 x 3/16
136
-6.02
11.04
54.5
Pass
Horizontal
T9
120 - 100
Secondary
L 3 x 3 x 1/4
157
-7.39
11.56
63.9
Pass
Horizontal
T1
250 - 240
Top Girt
L 2 x 2 x 3/16
5
-0.12
6.81
1.8
Pass
T10
100 - 80
Redund Horz 1
2L 2 x 2 x 3116 (1/2)
181
-8.37
37.60
22.3
Pass
Bracing
T11
80 - 60
Redund Horz 1
2L 2 x 2 x 3116 (1/2)
222
-9.77
34.30
28.5
Pass
Bracing
T12
60 - 40
Redund Horz 1
21- 2 x 2 x 3/16 (1/2)
271
-11.06
30.68
36.0
Pass
Bracing
-
- - --
- -
T13
40 - 20
Redund Horz 1
2L 2 x 2 x 3116 (1/2)
331
-12.42
26.74
46.5
Pass
Bracing
T14
20 - 0
Redund Horz 1
21. 2 x 2 x 3/16 (1/2)
388
-13.75
23.14
59A
Pass
Bracing
T10
100 - 80
Redund Diag 1
21. 2 x 2 x 3116 (1/2)
204
-5.93
22.31
26.6
Pass
Bracing
T11
80 - 60
Redund Diag 1
2L 2 x 2 x 3/16 (1/2)
246
-6.64
20.05
33.1
Pass
Bracing
T12
60 -40
Redund Diag 1
2L 2 x 2 x 3/16 (1/2)
297
-7.26
18.14
40.0
Pass
Bracing
T13
40 - 20
Redund Diag 1
2L 2 x 2 x 3116 (112)
360
-7.92
16.45
48.1
Pass
Bracing
T14
20 - 0
Redund Diag 1
2L 2.5 x 2.5 x 3/16 (1/2)
422
-8.55
28.64
29.8
Pass
Bracing
T12
60-40
Redund Hip
L2.5 x2.5 x 3116
314
-0.10
11.81
0.9
Pass
Bracing
T13
40 - 20
Redund Hip 1
L 2.5 x 2.5 x 3/16
342
-0.09
10.12
0.9
Pass
Bracing
T14
20 - 0
Redund Hip 1
L 2.5 x 2.5 x 3/16
428
-0.09
8.78
1.0
Pass
Bracing
T12
60 - 40
Redund Hip
L 2.5 x 2.5 x 3/16
315
-0.14
3.31
4.3
Pass
Diagonal 1 Bracing
T13
40 - 20
Redund Hip
L 2.5 x 2.5 x 3/16
372
-0.12
2.91
4.1
Pass
Diagonal 1 Bracing
T14
20 - 0
Redund Hip
L 2.5 x 2.5 x 3/16
429
-0.12
2.57
4.7
Pass
Diagonal 1 Bracing
T10
100 - 80
Inner Bracing
2L 2 x 2 x 3/16 (3/8)
195
-0.03
10.31
0.3
Pass
T11
BO - 60
Inner Bracing
2L 2 x 2 x 3116 (3/8)
240
-0.03
8.59
0.4
Pass
T12
60 - 40
Inner Bracing
2L 2 x 2 x 3/16 (3/8)
290
-0.06
7.27
0.8
Pass
T13
40 - 20
Inner Bracing
2L 2.5 x 2.5 x 3/16 (3/8)
347
-0.08
12.48
0.6
Pass
T14
20 - 0
Inner Bracing
2L 2.5 x 2.5 x 3/16 (3/8)
404
-0.04
10.81
0.4
Pass
Summary
Leg (T14)
73.4
Pass
Diagonal
75.6
Pass
(T12)
Horizontal
73.1
Pass
(T12)
Secondary
63.9
Pass
Horizontal
tnxTower
Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 475132, Revision 4
May 1, 2019
M BU No 813700
Page 34
No. ft Type Element K K
Capacity
Fail
(T9)
Top Girt
1.8
Pass
(Ti)
Redund
59.4
Pass
Horz 1
Bracing
(T14)
Redund
48.1
Pass
Diag 1
Bracing
(T13)
Redund
1.0
Pass
Hip 1
Bracing
(T14)
Redund
4.7
Pass
Hip
Diagonal 1
Bracing
(T14)
Inner
0.8
Pass
Bracing
(T12)
Bolt
75.6
Pass
Checks
RATING =
75.6
Pass
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number 37519-0281.002.8700, Order 475132, Revision 4
APPENDIX B
BASE LEVEL DRAWING
May 1, 2019
CC/ BU No 813700
Page 35
tnxTower Report - version 8.0.5.0
250 Ft Self Support Tower Structural Analysis
Project Number37519-0281.002.8700, Order475132, Revision 4
APPENDIX C
ADDITIONAL CALCULATIONS
May 1, 2019
M BU No 813700
Page 36
tnxTower Report - version 8.0.5.0
Ozophla
Project Information
BU # 81,876 -
Site Name ,
Order # `
Jower Information
Tower Type " Self Su ' ort .
TIA-222 Rev ' '. H 0 Apply TIA-222-H Section 15.5
Applied o.d
Comp. Uplift
Axial k - 830.00 , - 712.00
Shear k - 96:00 85.00 '
�Anchor Rod Data
Quantity:
6,.
Diameter (in):
' '`.' 2.75 °
Material Grade:
_ A36
Grout Considered:
Yes
Iar (in):
°p 1.75 ,.
Eta Factor, ri:
0.55
Thread Type:,
N'-Included
Configuration:
1. S rometrical'"
Anchor . .
Axial, Pu c (kips)
138.33
Shear, Vu (kips)
16.00
Moment, Mu (kip -in)
-
Axial Cap., Pn c (kips)
177.48
Shear Cap., 4)Vn kips
53.24
Moment Cap., ¢Mn (kip -in)
-
Stress Rating,
82.8%
Fy=36 ksi Fu=58 ksi
Not Considered, lar<=1(d)
Pass
CClplate - version 3.5.0 Analysis Date: 5/1/2019
UL J. FORD
0F &/COMPANY
250 E Broad St, Ste 600 * Columbus, OH 43215
Phone 614.221.6679 www.pauljford.com
Tower Manufacturer's Drawing Information
Manufacturer: FWT
Drawing #: S98-1019-A
Drawings Date: 5/15/1998
Page
By
Project #
MRR
Of 1
Date 2/14/2019
37519-0281
Reactions Original Design Modified Original Design* Current Analysis Ratio
Compression (kips) 817 1102.95 830.00 0.75253
Tension (kips) 722.4 975.24 712.00 0.73008
* The original tower design was completed in accordance with TIAIEIA-222-F standard. Per section 15.6.2
of the TIA-222-H standard, the reactions from the original design shall be multiplied by 1.35 for
comparison to the reactions from this analysis.
vO.1 - Effective Date 2-20-14
AMa MSOM OFCNRfNeNa3lS
Address:
No Address at This
Location
Wind
Results:
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-10 Elevation: 23.53 ft (NAVD 88)
Risk Category: II Latitude: 27.4833
Soil Class: D - Stiff soil Longitude:-80.567
i
it
C
Wind Speed:
153 Vmph
10-year MRI
86 Vmph
25-year MRI
104 Vmph
50-year MRI
115 Vmph
100-year MRI
126 Vmph
Data Source:
ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of
March 12, 2014
Date Accessed:
Tue Jan 22 2019
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is in a hurricane -prone region as defined in ASCE/SEI 7-10 Section 26.2. Glazed openings shall be protected
against wind-borne debris as specified in Section 26.10.3.
Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind
conditions.
httos•J/asGe7hazardtool.online/ Page 1 of 3 Tue Jan 22 2019
ASiE
Seismic
Site Soil Class:
D - Stiff Soil
Results:
Ss :
0.059
SDs :
0.063
• S, :
0.03
Sol :
0.048
F• :
1.6
TL :
8
F, :
2.4
PGA:
0.028
SMs :
0.094
PGA M :
0.045
SM7 :
0.072
FPGA
1.6
I•
1
Seismic Design Category A
Data Accessed: Tue Jan 22 2019
Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating
Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2.
Additional data for site -specific ground motion procedures in accordance with
ASCE/SEI 7-10 Ch. 21 are available from USGS.
htlpsJ/asce7hazardtooLoNine/ Page 2 of 3 Tue Jan 22 2019
;ASCE'
AWCUsocttrorovamanEM
Ice
Results:
Ice Thickness:
Concurrent Temperature:
Gust Speed:
Data Source:
Date Accessed:
0.00 in. .
it
25 F
30 mph
Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8
Tue Jan 22 2019
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys
and gorges may exceed the mapped values.
Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds,
for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.
Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice
thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may
exceed the mapped values.
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is' and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third parry providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE_ does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as ari endorsement, - --
affiliation, relationship, or sponsorship of such third -party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
httpsJ/asce7hazardtool.online/ Page 3 of 3 Tue Jan 22 2019