HomeMy WebLinkAboutSTRUCTURAL ANALYSIS REPORTRECrC SEP 14 2015
September 4, 2015
SCANNED
BY
Luke Price
St. Lucie County
SBA Communications Corporation
9900 WestPoint Drive, Suite 116
Indianapolis, IN 46256
(205) 908-5792
Subject: Structural Analysis Report
T-Mobile Designation: Site Number:
Site Name:
SBA Communications Corporation Designation:
Site Number:
Site Name:
Application Number:
Engineering Firm Designation:
Site Data:
Dear Luke Price,
B+T Group Project Number:
JPB+T GRP
B+T Group
1717 S. Boulder, Suite 300
Tulsa, OK 74119
(918)587-4630
btwo@btgrp.com
A2P0309M
A2P0309M
FL17050-A
TC SR-70
22456, v2
100926.001.01
24880 Okeechobee Road, Ft. Pierce, St. Lucie County, FL 34945
Latitude 27° 22' 35.72", Longitude -80' 35' 16.13"
250 Foot - Self Support Tower
g+T Group 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 foun n, (rjppyad case, to be:
Existing + Reserved + Proposed Equipment icient Capacity
Note: See Table 1 and Table 2 for the proposed and existing 1 din e i Tower: 69.2%
Foundation: 47.0%
This analysis has been performed in accordance with the 2014 Florida Building Code 5tn Edition based upon an
ultimate 3-second gust wind speed of 151 mph converted to a nominal 3-second gust wind speed of 117 mph
per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1.
Exposure Category C and Risk Category II were used in this analysis.
All equipment proposed in this report.shall be installed .in accordance with the attached drawings for the
determined available structural capacity to be effective.
--- - --------- ------
We a-B+TGroup-appreciaate-the opportb6lty-ofproviditTd'o=ntihbirrgpiofessionat sery ces toyouand BA- =-- -
Communications Corporation. If you have any questions or need further assistance on this orany other projects
please give us a call.
Respectfully submitted by:
B+T Engineering, Inc.
Brandon Sevier, E.I.
Project Engineer
John W. Kelly, P.E., S.E.
Engineer of Record
COA:27496 Expires:2/28/2017
�W. KEZ�y
o. 6 4
OF
r�rnnmatta� "lr
tnxTower Report - version 6.1.4.1
i
250 Ft Self Support Tower Structural Analysis Report
Project Number 100926.001.01, TC SR-70, FL
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2 - Existing Antenna and Cable Information
Table 3 - Design Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Table 6 — Tower Components vs. Capacity
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
September 4, 2015
Site No. FL17050-A
Page 2
tnxTower Report - version 6.1.4.1
250 Ft Self Support Tower Structural Analysis Report
Project Number 100926.001.01, TC SR-70, FL
1) INTRODUCTION
September 4, 2015
Site No. FL17050-A
Page 3
This tower is a 250 ft. Self -Support tower designed by Central Tower, Inc. in September of 2003. The tower was
originally designed for a wind speed of 120 mph per TIA/EIA-222-F.
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind
speed of 117 mph with no ice and 60 mph under service loads, exposure category C with topographic category
1 and crest height of 0 feet.
Table 1 - Final T-Mobile Loading Antenna and Cable Information
Mounting
Level (ft),
Center,
Lme
Elevation
O
9
Number99]
Of
Antennas
j
Antenna i
Manufacturer i
I
Antenna Model
Number
of Feed
Lines
Feed
Line
Size
(in)
Note
3
Andrew
DBXNH-6565B-A2M
3
1.24
T-Mobile
Proposed
6
Cellmax Tech.
CMA-BDHH/6520/EO-8
3
Nokia
FRIE
248.0
248.0
6
1-5/8
T-Mobile
Existing
3
Nokia
FRIG
3
Nokia
FXFB
3
Raycap
ASU9338TYP0l
3
--
Sector Mount
Table 2 - Existina Antenna and Cable Information
Mounting
Level (ft),'
Center
Line'of
Elevation
-
Numberd
Antennas
{
Antenna i
Manufacturer
Antenna Model
j
Number
of Feed
Lines'
Feb
Line
Size
(in)
Note
;
T-Mobile
3
Cellmax Tech.
CMA-BDHH/6520/EO-8
3
1.584
To Be
Removed
6
Cellmax Tech.
CMA-BDHH/6520/EO-8
248.0
248.0
3
Nokia
FRIE
3
Nokia
FRIG
-
6
1-5/8
T-Mobile
Existing_
- 3-
Nokia
FXFB- -
ASU9338TYP01
Mount__
-
tnxTower Report - version 6.1.4.1
A N l
250 Ft Self Support Tower Structural Analysis Report
Project Number 100926.001.01, TC SR-70, FL
Table 3 - Desiqn Antenna and Cable Information
September 4, 2015
Site No. FL17050-A
Page 4
{
Mounting,
Center. Le -
I
Elevation)
I
r Numbe
1
of
AntennasI
Anten
Manufacturer ,
Antenna Model
Number
of Feed
Lines `.
Feedlinena ,
LineLevel(ft)�
S¢e (in
(ft)
J
j
250
250
12
Decibel
DB982F105E-M
12
1-5/8
1
Generic
13' Gate Mounts/T-Arms
225
225
9
Decibel
DB982F105E-M
9
1-5/8
1
Generic
13' Gate Mounts/T-Arms
220
220
9
Decibel
DB982F105E-M
9
1-5/8
1
Generic
13' Gate Mounts/T-Arms
150
150
2
Generic
HP6-S7W
2
7/8
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
Document
Remarks I
Reference 11
Source
Tower Data
Tower Drawing by Central Tower Inc.,
Date:09/1012003
SBA
Project No. SS1366
Foundation Data
Foundation Drawing by Central Tower Inc.,
Date:0911012003
SBA
Project No. SS1366
Soil Properties
I Morrison Hershfield,
I Date:08/01/2003
SBA
Existing Loading
I SBA Site Summary Form, Site Id: FL17050-A
Date:06/23/2015
SBA
Proposed Loading
T-Mobile Application# 22456, v2
Date:09102/2015
SBA
3.1) Analysis Method
tnxTower (version 6.1.4.1), a commercially available analysis software package, was used to create a
three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A.
3.2) Assumptions
1) Tower and structures were built in accordance with the manufacturer's specifications.
2) The tower and structures have been maintained in accordance with the manufacturer's
specification.
3)- The -configuration of antennas, -transmission cables; mounts and other appurtenances are as - - - - -
specified in Tables 1 and 2 and the referenced drawings.
A\ KAn,mf araa and wainhM ara aeenmerl hacari nn nhnfnnrnnhc nrnvir-iu
ttoit aetaiis were not provtoea. tson size.
by the same manufacturer.
This analysis may be affected if any assumptions are not valid or have been made in error. B+T
Group should be notified to determine the effect on the structural integrity of the tower.
tnxTower Report - version 6.1.4.1
/ p
A
250 Ft Self Support Tower Structural Analysis Report
Project Number 100926.001.01, TC SR-70, FL
4) ANALYSIS RESULTS
Table 5 - Section Caoacitv (Summary)
September 4, 2015
Site No. FL17050-A
Page 5
$ecttort
No i
tie vaLon ft
( ).
-" i
Com orient Type
P
_ - Size .Y -i
Critical 1
Element%
P (�
SF P allovi
(iQ
/
Gapacit7%
Y
'Pass I Fail
T1
250-240
Leg
21/4
1
-21.391
130.399
16.4
Pass
T2
240-220
Leg
2 1/2
28
-82.625
167.374
49.4
Pass
T3
220-200
Leg
3 1/2
73
-106.954
256.230
41.7
Pass
T4
200 - 180
Leg
4
94
-135.211
378.448
35.7
Pass
T5
180-160
Leg
41/4
115
-163.640
447.281
36.6
Pass
T6
160 -140
Leg
4 112
136
-193.191
521.096
37.1
Pass
T7
140 -120
Leg
4 314
157
-224.217
599.797
37.4
Pass
T8
120 -100
Leg
4 314
178
-257.162
599.797
42.9
Pass
T9
100 - 80
Leg
5
199
-292.242
683.313
42.8
Pass
T10
80-60
'Leg
51/4
220
-329.438
771.566
42.7
Pass
T11
60-40
Leg
5 112
241
-369.358
864.519
42.7
Pass
T12
40 - 20
Leg
5 3/4
262
-411.623
962.128
42.8
42.8 (b)
Pass
T13
20 - 0
Leg
5 314
283
455.600
962.128
47.4
Pass
T1
250- 240
Diagonal
1
15
-4.228
13.997
30.2
Pass
T2
240-220
Diagonal
1118
42
-5.769
18.668
30.9
Pass
T3
220-200
Diagonal
L2x2x1/4
92
-4.569
15.422
29.6
37.9 (b)
Pass
T4
200 -180
Diagonal
L2 1/2x2 1/2x3/16
101
-4.381
14.728
29.7
42.4 (b)
Pass
T5
180-160
Diagonal
1-21/2x21/2x1/4
122
-5.121
15.499
33.0
37.2 (b)
Pass
T6
160-140
Diagonal
L21/2x21/2x5/16
143
-6.003
14.284
42.0
Pass
T7
140 - 120
Diagonal
L3x3xl/4
164
-7.172
16.000
44.8
47.7 (b)
Pass
TS
120-100
Diagonal
L3x3x3/8
185
-8.340
18.227
1 45.8
Pass
T9
100 - 80
Diagonal
L3 1/2x3 1/2x5/16
206
-9.765
20.218
48.3
Pass
T10
80- 60
Diagonal
L4x4x1/4
227
-11.248
20.530
54.8
63.5 (b)
Pass
T11
60-40
Diagonal
L4x4x3/8
248
-12.943
24.883
52.0
54.1 (b)
Pass
T12
40-20
Diagonal
L5x5x5/16
269
-14.796
35.576
41.6
62.5 (b)
Pass
T13
20 - 0
Diagonal
L5x5x5/l6
290
-16.429
30.474
53.9
Pass
Tt
250 - 240
Top Girt
1
5
-0.065
10.727
0.6
Pass
-Jbip Girt
- 32
-1.5 1
- 16.396 -
9.3 -
Pass _
T-
250--240--
--- .Bottom. Girt-
1- -
B.
-1.196
10.727
11.2
_ .Pass
T2
240 - 220
Bottom Girt
1 1/8
36
-0.218
16.396
1.3
Pass
Summary
Leg (T2)
49.4
Pass
Diagonal
(T13)
69.2
Pass
Top Girt
(T2)
9.3
Pass
Bottom Girt
(T1)
11.2
Pass
Bolt Checks
69.2
Pass
RATING =
69.2
Pass
tnxTower Report - version 6.1.4.1
250 Ft Self Support Tower Structural Analysis Report
Project Number 100926.001.01, TC SR-70, FL
Tahle 6 - Tower Component Stresses vs. Canacitv
September 4, 2015
Site No. FL17050-A
Page 6
Notes ,
" Component
.
61
Elevation (ft)'
; %Capacity
Pass /Fail
1I
Anchor Rods
I Base
J 47.6
Pass
1,2
1 Base Foundation (Structure)
I Base
1 47.0
Pass
1,2
IBase Foundation (Soil Interaction)
Base
1 42.6
Pass
Structure Rating (max from all components) 69:2%
Notes'
1) See additional documentation in "Appendix C— Additional Calculations" for calculations supporting the % capacity
consumed.
2) Two foundation drawings were provided. The worst capacity was reported in this analysis.
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No
modifications are required at this time.
tnxTower Report - version 6.1.4.1
APPENDIX A
TNXTOWER OUTPUT
D
y
N
N
no
N
N
N
C
�p6
on
J
�
N
@
on
4
on
C
rc
h
F
-
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a
d
@
tt
ot
�
c
y
s
a
�
to
g
0
p
g
E
3
250A R
240OIt
220 0 It
2000It
180.0 R
DESIGNED APPURTENANCE LOADING
TYPE
ELEVATION
TYPE
ELEVATION
Lightning Ron W x 4' on 6' Pole (E)
255
FRIE (E)
248
seobe(E)
251
FRIE(E)
248
(2)CMA-BDHW6520R08 .1 Mount
Pipe(E)
248
ASU9338r l(E)
248
muic BTYP01(E)
248
((2) MA-BOHW65ii01E041 w/Mount
248
ASU!)ntl P01(E)
248
DBXNHE5658- 2Mw/Mount Pipe
(P)
248
(2)CMA-BOHH/6KoIEM w/Mount
Pipe(E)
248
DBXNHBS65B-A Mw/Mount Pipe
(P)
248
FXFB(E)
248
FXFB IE)
248
D9XN11E55519-AeA w/Mount Pipe
(P)
248
FXFBIE)
248
FRIG (E)
248
Se=r Mount ISM I (E)
248
FRIG (E)
248
Side Ughting(E)
1125.5
FRIG (E)
1248
Side UghOng (E)1
125.5
FRIE(E)
1248
1 Bide UghtIng(E)
125.5
SYMBOL LIST
MARK SIZE MARK ISIZE
A 3@3AB333
160.0 ft
TOWER DESIGN NOTES
1. Tower is located in Saint Lucie County, Florida.
2. Tower designed for Exposure C to the TIA-222-G Standard.
3. Tower designed for a 117 mph basic wind In accordance with the TIA-222-G Standard.
1a0o rtrt 4. Deflections are based upon a 60 mph wind.
5. Tower Structure Class II.
6. Topographic Category 1 with Crest Height of 0.000 ft
7. TOWER RATING: 69.2%
120.0 It
100.0 ft
80_0ft
60.0 ft
ALL REACTIONS
AREFACTORED
MAX. CORNER REACTIONS AT BASE:
40.0 ft DOWN: 463 K
SHEAR: 47 K
20A R AXIAL
93 K
SHEAF MOMENT
79 K���y ` 9347 kip -It
0.0 ft
TORQUE 51 kip-ft
REACTIONS - 117 mph WIND
B+T Group
��
lob: 100926.001.01 - TC SR-70, FL Site# FL 17050-A
P,olex
1717 S Boulder Ave, Suite 300
B-T GRP Tulsa, OK 74119
Clap SBA Communications Corpore[io
°fe"A1 br. B. Sevie
Ayp'd:
code' TIA-222-G
°aht' 09I04/15
scale: NITS
Phone: (918) 587-4630
Palh:
Dw No. E-1
FAX: 918 295-0265
4
TIA-222-G - 117 mph Exposure C
Leg Capacity Leg Compression (K)
15M
1000
311V
<. minimum L
Mammum-> -SW
-Imm
-IOU.
250.
60.000
240.00
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B+T Group
1717 S Boulder Ave, Suite 300
BST GRP Tulsa, OK 74119
Phone: (918) 5874630
FAX: 918 295-0265
°b. 100926.001.01 - TC SR-70, FL (Site# FL17050-A )
Pmi�
C°`"b SBA Communications Co oratio
---by B. Sevie
'wad`
Loue' TIA-222-G
°meo 09/04/15
sale' NTS
Path'
c"'a N0 E-3
e
C
0
d
W
TIA-222-G -117 mph Exposure C Maximum Values
Vx ------------Vz Mx ------------ Mz
Global Mast Shear (K) Global Mast Moment (kip-ft)
° 100 u 5000 10D
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B+T Group
j= 1717 S Boulder Ave, Suite 300
BST GRP Tulsa, OK 74119
Phone: (918) 587-4630
FAX: 918 295-0265
ab:100926.001.01- TC SR-70, FL Site# FL 17050-A
pmi°
Cnem SBA Communications Co oratio
°awn by B. Sevie App°'
code: TIA-222-G
°ale:09104115 SEa1a NTS
Pa°' °"'° N0 E4
TIA-222-G - Service - 60 mph Maximum Values
C
0
Iti
W
Deflection (in)
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B+T Group
Job: 100926.001.01- TC SR-70, FL Site# FL17050-A
ea
1717 S Boulder Ave, Suite 300
c elntt. SB-222-G ni�ations Corporatio
D. br.
B. Sevie
Aaad:
a=+�ao Tulsa, OK 74119
twee: TIA-222-G
Da�B'09I04/15
alale: NTS
Phone: (916) 567�630
PaN:1D�
ao. 1-5
FAX: 918 295-0265
B+T Group
0b:100926.001.01 - M SR-70, FL Site# FL17050-A
Pf li
r � 1717 S Boulder Ave, Suite 300
ear �rxa Tulsa, OK 74119
Glens SBA Communications Corporatio
Drawn by B. Sevie
A001
c e: TIA-222-G
Deg: 09/O4/15
S-�' NTS
Phone: (918)587-1630
PaN: re
Dwe No. F 6
FAX: 918 295-0265
4
Rouen Flat
Feed Line Distribution Chart
0' - 250'
App In Face . - , - . App Out Face .„.„. T uss Leg
140.000
sva
W
c
s
i•�
__y
2�
_______
--------
---
cc 120000
ru
_
r
100000
---
-- -- ----
-- -- -- --
- --
80.000
80.000
20A00
---
--------
--------
---
Face B Face C
248000
_________________________ ____________ ________ ___
_________________________ ____________ ________ ___
_________________________ ___________a ________ ___
V
W
T
_________________________ 125500
---------------------- --- --------------- --
_________________________ __r ----------------- ___
3
_________________________---- ._______-_________
B+T Group
1717 S Boulder Ave, Suite 300
BST GRP Tulsa, OK 74163
Phone: (918)587-4630
FAX: 918 295-0265
lob: 100926.001.01 - TIC SR-70, FL Site# FL17050-A
F`iea
SBA Communiw8ons Co oratio
Drawn �'B. Sevia
Appd:
Cone:
TIA-222-G
Dale:
09/04/15
Sfata:
NTS
RaN:
0a9 Na. E-7
WxTower
Job
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
Page
1 of 26
B+T Group
1717SBoulderAve, Suite 300
Project
Date
08:51:59 09/04/15
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
FAX (918) 295-0265
SBA Communications Corporation
B. Sevier
Tower Input Data
The main tower is a 3x free. standing tower with an overall height of 250.000 ft above the ground line.
The base of the tower is set at an elevation of 0.000 ft. above the ground line.
The face width of the tower is 4.000 ft at the top and 25.000 ft at the base.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Tower is located in Saint Lucie County, Florida.
Basic wind speed of 117 mph.
Structure Class H.
Exposure Category C.
Topographic Category 1.
Crest Height 0.000 ft.
Deflections calculated using a wind speed of 60 mph.
A non -linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in tower member design is 1.
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
Include Bolts In Member Capacity
Leg Bolts Are At Top Of Section
Secondary Horizontal Braces Leg
Use Diamond Inner Bracing (4 Sided)
- - Add 113C;61>+W Combination- -
O tions_
Distribute Leg Loads As Uniform
Assume Legs Pinned
Assume Rigid Index Plate
Use Clear Spans For Wind Area
Use Clear Spans For KLr
Retension Guys To Initial Tension
Bypass Mast Stability Checks
Use Azimuth Dish Coefficients
Project Wind Area of Appurt.
Autocalc Torque Arm Areas
SR Members Have Cut Ends
Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
-UseTIA-222-G Tension Splice Capacity
Exemption
Treat Feedline Bundles As Cylinder
Use ASCE 10 X-Brace Ly Rules
Calculate Redundant Bracing Forces
Ignore Redundant Members in PEA
SR Leg Bolts Resist Compression
All Leg Panels Have Same Allowable
Offset Girt At Foundation
Consider Feedline Torque
Include Angle Block Shear Check
t�
Poles
Include Shear -Torsion Interaction
Always Use Sub -Critical Flow
Use Top Mounted Sockets
t=Tower
Job 100926.001.01 - TC SR-70, FL (Site# FL17060-A)
Page2 of 26
Project
Date
08:51:59 09/04/15
$+T Group
1717 S Boulder Ave, Suite 300
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
FAX- (918) 295-0265
SBA Communications Corporation
B. Sevier
Wind 180
Leg A
Wind 90ce
Leg C Z Leg B
Face C
Wind Normal
Triangular Tower
Tower Section Geometry
Tower
Tower Assembly
Description Section
Number
Section
Section
Elevation Database
Width
of
Length
Sections
R
ft
ft
TI
250.000-240.000
4.000
1
10.000
T2
240.000-220.000
4.000
1
20.000
T3
220.000-200.000
4.000
1
20.000
T4
200.000-180.000
5.910
1
20.000
T5
180.000-160.000
7.820
1
20.000
T6
160.000-140.000
9.730
1
20.000
T7
140.000-120.000
11.640
1
20.000
'TB.
120.000100.000
13550
_ I
_ 20.000
T9
100.000-80.000
15.460
l
20.000
T13 20.000-0.000 23.090 1 20.000
Tower Section Geomet cont'd -._
Tower
Tower
Diagonal
Bracing
Has
Has
Top Girt
Bottom Girt
Section
Elevation
Spacing
Type
KBrace
Horizontals
Offset
Offset
End
ft
ft
Panels
in
in
Tl
250.000-240.000
3.083
XBrace
No
No
4.500
4.500
T2
240.000-220.000
3.208
X Brace
No
No
4.500
4.500
T3
220.000-200.000
6.167
X Brace
No
No
9.000
9.000
T4
200.000-180.000
6.167
X Brace
No
No
9.000
9.000
tnx T ow.er
Job 100926.001.01 - TC SR-70, FL (Site# FL17050-A)
Page3 of 26
Project
Date
08:51:59 09/04l15
B+T Group
1717 S Boulder Ave, Suite 300
Client
Designed by
Tulsa, OK 74119
Phone. (918) 587-4630
FAX.- (918) 295-0265
SBA Communications Corporation
B. Sevier
Tower
Tower
Diagonal
Bracing
Has
Has
Top Girt
Bottom Girt
Section
Elevation
Spacing
Type
KBrace
Horizontals
Offset
Offset
End
ft
It
Panels
in
in
T5
180.000-160.000
6.167
XBrace
No
No
9.000
9.000
T6
160.000-140.000
6.167
XBrace
No
No
9.000
9.000
T7
140.000-120.000
6.167
XBrace
No
No
9.000
9.000
T8
120.000-100.000
6.167
X Brace
No
No
9.000
9.000
T9
100.000-80.000
6.167
X Brace
No
No
9.000
9.000
TIO
80.000-60.000
6.167
XBrace
No
No
9.000
9.000
Tll
60.000-40.000
6.167
XBrace
No
No
9.000
9.000
T12
40.000-20.000
6.167
X Brace
No
No
9.000
9.000
T13
20.000-0.000
6.167
XBrace
No
No
9.000
9.000
Tower Section Geometry (cont'd
Tower
Leg
Leg
Leg
Diagonal
Diagonal
Diagonal
Elevation
Type
Size
Grade
Type
Size
Grade
n
TI
Solid Round
21/4
A572-50
Solid Round
1
A36
250.000-240.000
(50 ksi)
(36 ksi)
T2
Solid Round
21/2
A572-50
Solid Round
11/8
A36
240.000-220.000
(50 ksi)
(36 ksi)
T3
Solid Round
31/2
A572-50
Equal Angle
L2x2xl/4
A36
220.000-200.000
(50 ksi)
(36 ksi)
T4
Solid Round
4
A572-50
Equal Angle
L2 l/2x21/2x3/16
A36
200.000-180.000
(50 ksi)
(36 ksi)
T5
Solid Round
41/4
A572-SO
Equal Angle
L2I/2x21/2xl/4
A36
180.000-160.000
(50 ksi)
(36 ksi)
T6
Solid Round
41/2
A572-50
Equal Angle
L21/2x21/2x5/16
A36
160.000-140.000
(50 ksi)
(36 ksi)
T7
Solid Round
43/4
A572-50
Equal Angle
L3x3xl/4
A36
140.000-120.000
(50 ksi)
(36 ksi)
T8
Solid Round
4 3/4
A572-50
Equal Angle
L3x3x3/8
A36
120.000-100.000
(50 ksi)
(36 ksi)
T9
Solid Round
5
A572-50
Equal Angle
L3 1/20 1/2x5/16
A36
100.000-80.000
(50 ksi)
(36 ksi)
T10
Solid Round
51/4
A572-50
Equal Angle
LAx4xl/4
A36
80.000-60.000
(50 ksi)
(36 ksi)
Tll
Solid Round
51/2
A572-50
Equal Angle
Lx4x3/8
A36
6.0.000-00.000_
(50 ksi)
- (36 ksi) _
TI2
_ _
Solid Round
_
5314
A572-50
Equal Angle
-L5k5z5/16
A36
Tower Section Geometry cont'd
Tower
Top Girt
Top Girt
Top Girt
Bottom Girt
Bottom Girl
Bottom Girt
Elevation
Type
Size
Grade
Type
Size
Grade
ft
TI
Solid Round
I
A36
Solid Round
1
A36
250.000-240.000
(36 ksi)
(36 ksi)
T2
Solid Round
11/8
A36
Solid Round
11/8
A36
240 000-220.000
(36 ksi)
(36 ksi)
tllxTower
.lob 100926.001.01 - TC SR-70, FL (Site# FL17050-A )
Page4 of 26
Project
Date
08:51:59 09/04/15
B+T Group
7717 S Boulder Ave, Suite 300
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
FAX (918) 295-0265
SBA Communications Corporation
B. Sevier
Tower Section Geometry cont'd
Tower
Gusset
Gusset
Gusset Grade
Adjust. Factor
Adjust.
Weight Mult.
Double Angle Double Angle
Elevation
Area
Thickness
Af
Factor
Stitch Bolt
Stitch Bolt
(perface)
A,
Spacing
Spacing
Diagonals
Horizontals
ft
It,
in
in
in
Tl
0.000
0.000
A36
1
1
1
0.000
0.000
250.000-240.0
(36 ksi)
00
T2
0.000
0.000
A36
l
1
1
0.000
0.000
240.000-220.0
(36 ksi)
00
T3
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
220.000-200.0
(36 ksi)
00
T4
0.000
0.000
A36
1.05
l
1.05
0.000
0.000
200.000-180.0
(36 ksi)
00
T5
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
180.000-160.0
(36 ksi)
00
T6
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
160.000-140.0
(36 ksi)
00
T7
0.000
0.000
A36
1.05
l
1.05
0.000
0.000
140.000-120.0
(36 ksi)
00
T8
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
120.000-100.0
(36 ksi)
00
T9
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
100.000-80.00
(36 ksi)
0
T10
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
80.000-60.000
(36 ksi)
T11
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
60,000-40.000
(36 ksi)
T12
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
40.000-20.000
(36 ksi)
T13
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
20.000-0.000
(36 ksi)
-- -----
Tower-Section-Geomet , c)n -
KFactorst
Tower Cale
Cale
Legs X K Single Girts Horiz.
Sec.
Inner
Elevation K
K
Brace Brace Diags
Horiz.
Brace
Single
Solid
Diags Diags
Angles
Rounds
X X K X X
X
X
y y y y Y
y
y
T1 No Yes
250.000-240.0
00
T2 No Yes
240.000-220.0
00
T3 Yes Yes
220.000-200.0
A
�+
�iix over
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17O5O-A )
5 of 26
Project
Date
B+T Group
1717 SBoulder Ave, Suite300
08:51:59 09/04/15
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX (918) 295-0265
Tower Cale
Elevation K
Single
Angles
T4
Yes
200.000-180.0
00
T5
Yes
180.000-160.0
00
T6
Yes
160.000-140.0
00
T7
Yes
140.000-120.0
00
T8
Yes
120.000-100.0
00
T9
Yes
100.000-80.00
0
T10
Yes
80.000-60.000
Tll
Yes
60.000-40.000
T12
Yes
40.000-20.000
T13
Yes
20.000-0.000
'Note: Kfactors are apt
the overall length
Cale
Legs
X
K
Single
Girts
Hertz.
See.
timer
K
Brace
Brace
Diags
Hertz:
Brace
Solid
Diags
Diags
Rounds
X
X
X
X
X
X
X
y
Y
Y
Y
Y
Y
y
Yes
1
1
1
1
l
l
I
1
1
1
1
1
l
l
1
Yes
I
1
1
1
l
1
I
1
1
1
1
1
1
1
Yes
I
l
]
1
I
1
1
1
1
1
l
l
1
1
1
Yes
I
l
l
I
1
l
l
1
1
I
I
l
l
l
1
Yes
l
1
I
1
l
1
1
1
1
1
1
1
I
t
1
Yes
1
1
1
1
I
1
I
I
1
I
l
1
1
1
1
Yes
1
1
1
1
1
1
1
1
I
1
I
1
1
1
1
Yes
I
1
1
1
1
l
l
1
1
I
1
l
l
l
1
Yes
1
I
1
1
l
l
l
1
1
1
1
1
Yes
1
1
1
1
1
1
1
1
i
1
l
I
1
1
1
to member segment [engtns. K-Daces
inner supporting
'Tower Section Geometry ( cont'd
applied to
Tower
Leg
Diagonal
Top Girt
Bottom
Girt
Mid
Girt
Long Horizontal
Short Horizontal
Elevation
ft. _
_
Net Width
U
Net Width
U
Net Width
U
Net
U
Net
U
Net
U
Net
U
- - -- --
-- educt -
--
-Deduct-_--Deduct
- Width-
--M,*h
--Width
-
-Fh-in
- -- - -
_ .
...
-
-Deduct-
_ -
-D
in
in
in
in
-
TI
0.000
1
0.000
l
0.000
I
0.000
1
0.000
0.75
0.000
--- _-
1
---
0.000
-
0.75
250.000-240.0
00
T2
0.000
1
0.000
1
0.000
1
0.000
1
0.000
0.75
0.000
1
0.000
0.75
240.000-220.0
00
T3
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
220.000-200.0
00
T4
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
200.000-180.0
00
T5
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
180.000-160.0
00
tnxTo11 er
Job 100926.001.01 - TC SR-70, FL (Site# FL17050-A )
Page6 of 26
Project
Date
08:51:59 09/04/15
B+T Group
1717 S Boulder Ave, Suite 300
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
FAX.- (918) 295-0265
SBA Communications Corporation
B. Sevier
Tower
Ele ation
ft
Leg
Diagonal
Top Girt
Bottom
Girt
Mid Girt
Long Horizontal
Short Horizontal
Net 11 <dth
U
Net Width
U
Net Width
U
Net
U
Net
U
Net
U
Net
U
Deduct
Deduct
Deduct
Width
Width
Wdth
Width
in
in
in
Deduct
Deduct
Deduct
Deduct
in
in
in
in
T6
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
160.000-140.0
00
T7
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
140.000-120.0
00
T8
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
120.000-100.0
00
T9
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
100.000-80.00
0
T10
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
80.000-60.000
Tll
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
60.000-40.000
T12
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
40.000-20.000
T13
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
20.000-0.000
Tower Section Geometry cont'd
Tower
Leg
Leg
Diagonal
Top Girt
Bottom Girt
Mid Girt
Long Horizontal
Short Horizontal
Elevation
Connection
ft
Type
Bolt Size
No.
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
T1
Flange
1.125
6
0.000
0
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
250.000-240.0
A325N
A325N
A325N
A325N
A325N
A325N
A325N
00
T2
Flange
1.125
6
0.000
0
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
240.000-220.0
-
A325N
A325N
A325N
A325N
A325N
A325N
A325N-
00
T3
Flange
1.125 _.
6
0.875
1_
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
- 220.000-200.0.
-
_.A325N
_A325N
A325N
A325N
A325N
A325N
A_325N
00 -
_.
_
- - T4 -- -
--Flange -
1.125 -
8-
0.975-
1
-0.000
0-
- 0.000
0
-0.625
0
-0.000
0
0.625
0
200.000-180.0
A325N
A325N
A325N
A325N
A325N
A325N
A325N
00
T5
Flange
1.125
8
0.875
1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
180.000-160.0
A325N
A325N
A325N
A325N
A325N
A325N
A325N
00
T6
Flange
1.125
8
0.875
1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
160.000-140.0
A325N
A325N
A325N
A325N
A325N
A325N
A325N
00
T7
Flange
1.125
12
0.875
1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
140.000-120.0
A325N
A325N
A325N
A325N
A325N
A325N
A325N
00
T8
Flange
1.125
12
0.975
1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
120.000-100.0
A325N
A325N
A325N
A325N
A325N
A325N
A325N
00
t Tower
Job 100926.001.01 - TC SR-70, FL (Site# FL17050-A)
Page
7 of 26
Project
Date
08:51:59 09/04/15
B+T Group
1717 S Boulder Ave, Suite 300
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
FAX. (918) 295-0265
SBA Communications Corporation
B. Sevier
Tower
Elevation
jt
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
T9
Flange
1.125
12
0.875
1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
100.000-80.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
0
TIO
Flange
1.125
12
0.875
1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
80.000-60.000
A325N
A325N
A325N
A325N
A325N
A325N
A325N
Tit
Flange
1.125
12
0.875
1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
60.000-40.000
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T12
Flange
1.125
12
0.875
1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
40.000-20.000
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T13
Flange
1.375
0
0.875
1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
20.000-0.000
A449
A325N
A325N
A325N
A325N
A325N
A325N
Feed Line/Linear Appurtenances- Entered As -Round Or Flat
Description
Face Allow
Component
Placement
Face
Lateral
#
#
Clear
Width or Perimeter
Weight
or
Shield
Type
Offset
Offset
Per
Spacing
Diameter
Leg
ft
in
(Frac FW)
Row
in
in in
klf
LDF7-50A(I-
A
No
At (CaAa)
248.000 - 0.000
0.000
-0.42
6
6
0.850
1.980
0.001
5/8)
0.750
(E)
LDF6-50A(1-
A
No
At (CaAa)
248.000 - 0.000
0.000
-0.38
3
3
0.850
1.550
0.001
1/4")
0.750
Fe dline
A
No
Af (CaAa)
248.000 - 0.000
0.000
-0.4
1
1
3.000
3.000
0.008
Ladder (All
(E)
a<da•
9207(5/8")
C
No
Ar (CaAa)
125.500 - 0.000
0.000
0.48
2
2
0.350
0.330
0.001
(E-lighting
Cable)
9207(5/8")
C
No
Ar (CaAa)
250.000 - 125.500
0.000
0.48
1
1
0.350
0.330
0.001
(E-lighting
Cable)
aidaa
,Safety Line
C
-No
At (CaAa)
- 250.000 - 0.000 _
0.000
-__
0.5 ._
1
_ _ 1
0.375
_
0.375
0.000 _
3/8
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face As AF C�AA CA, Weight
Section Elevation In Face Out Face
R ft, f? fit f? K
TI 250.000-240.000
A
0.000
0.000
17.224
0.000
0.122
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
0.705
0.000
0.008
T2 240.000-220.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
1.410
0.000
0.016
T3 220.000-200.000
A
0.000
0.000
43.060
0.000
0.306
taxTower
Job 100926.001.01 - TC SR-70, FL (Site# FL17050-A )
Page8 of 26
B+T Group
1717 S Boulder Ave, Suite 300
Project
Date
08:51:59 09/04/15
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
SBA Communications Corporation
B. Sevier
Tower
Tower
Face
AR
Ar
CA,
C, 4h
Weight
Section
Elevation
In Face
Out Face
ft
I
f
fr
ft,
K
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
1.410
0.000
0.016
T4
200.000-180.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
1.410
0.000
0.016
T5
180.000-160.000
A
0,000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
1.410
0.000
0.016
T6
160.000-140.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
1.410
0.000
0.016
T7
140.000-120.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
1.591
0.000
0.020
T8
120.000-100.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
2.070
0.000
0.028
T9
100.000-80.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
2.070
0.000
0.028
T10
80.000-60.000
A
0.000
0.000
43.060
0.000
0.306
B
0,000
0.000
0.000
0.000
0.000
C
0.000
0.000
2.070
0.000
0.028
Tit
60.000-40.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
2.070
0.000
0.028
T12
40.000-20.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
2.070
0.000
0.028
T13
20.000-0.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
2.070
0.000
0.028
Feed Line Center of Pressure
Section
Elevation
CPx
CPz
CPx
Cps
Ice
Ice
ft
in
in
in
in
- -T1 _-
--250.000-240.000- -
-3.854' --
- - 1.633- -
4.432 -
-- 1i859-
T2
240.000-220.000
-4.032
1.703
-4.642
1.942
O.
_ _180.000-160.000 _
. .Yr39 -
,6.852. _
2A
3.043_ _
-7.878
_
_ 3.476
- T5.
T6
160.000-140.000
-7.947
3.556
-9.134
4.062
T7
140.000-120.000
-8.519
3.838
-9.786
4.382
T8
120.000-100.000
-9.494
4.309
-10.889
4.912
T9
100.000-80.000
-9.698
4.414
-11.122
5.032
T10
80.000-60.000
-9.763
4.453
-11.195
5.077
Tit
60.00040.000
-10.264
4.690
-11.769
5.348
T12
40.000-20.000
-9.610
4.398
-11.019
5.016
T13
20.000-0.000
-10.009
4.587
-11.476
5.231
0
WxTonler
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
9 of 26
Project
Date
B+T Group
1717 SBoulder Ave, Suite 300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX (918) 295-0265
Shielding Factor Ka
Tower
Feed Line
Description
Feed Line
K.
K.
Section
Record No.
Se merit Elev.
No lee
Ice
TI
2
LDF7-50A(1-5/8)
240.00-
0.6000
0.6000
248.00
T1
3
LDF6-50A(1-1/4")
240.00-
0.6000
0.6000
248.00
T1
4
Feedline Ladder (At)
240.00-
0.6000
0.6000
248.00
T1
7
9207(5/8")
240.00-
0.6000
0.6000
250.00
T1
9
Safety Line 318
240.00-
0.6000
0.6000
250.00
T2
2
LDF7-50A(l-5/8)
220.00-
0.6000
0.6000
240.00
T2
3
LDF6-50A(l-1/4")
220.00-
0.6000
0.6000
240.00
T2
4
Feedline Ladder (At)
220.00-
0.6000
0.6000
240.00
72
7
9207(5/8")
220.00-
0.6000
0.6000
240.00
T2
9
Safety Line 3/8
220.00-
0.6000
0.6000
240.00
T3
2
LDF7-50A(1-5/8)
200.00-
0.6000
0.6000
220.00
T3
3
LDF6-50A(l-1/4")
200.00-
0.6000
0.6000
220.00
T3
4
Feedline Ladder (At)
200.00-
0.6000
0.6000
220.00
T3
7
9207(5/8")
200.00 -
0.6000
0.6000
220.00
T3
9
Safety Line 3/8
200.00-
0.6000
0.6000
220.00
T4
2
LDF7-50A(1-5/8)
180.00-
0.6000
0.6000
200.00
T4
3
LDF6-50A(1-1/4")
180.00-
0.6000
0.6000
200.00
T4
4
Feedline Ladder (At)
180.00-
0.6000
0.6000
200.00
T4
7
9207(5/8")
180.00-
0.6000
0.6000
200.00
T4
9
Safety Line 3/8
180.00-
0.6000
0.6000
200.00
_ ___
T5
2
LDF7-50A(1-5/8)
160.00-
0.6000
0.6000
-
80.00
-
`_-
- - - - - - - _
_ _ _ _ _
180.00
T5
4
Feedline Ladder (Al)
160.00-
0.6000
0.6000
180.00
T5
7
9207(5/8")
160.00-
0.6000
0.6000
180.00
T5
9
Safety Line 3/8
160.00-
0.6000
0.6000
180.00
T6
2
LDF7-50A(1-5/8)
140.00-
0.6000
0.6000
160.00
T6
3
LDF6-50A(I-1/4")
140.00-
0.6000
0.6000
160.00
T6
4
Feedline Ladder (At)
140.00-
0.6000
0.6000
160.00
T6
7
9207(5/8")
140.00-
0.6000
0.6000
160.00
T6
9
Safety Line 3/8
140.00-
0.6000
0.6000
WxTUWer
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
10 of 26
Project
Date
B+T Group
1717SBoulderAve, Suite300
08:51:59 09/04/15
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX (918) 295-0265
Tower
Feed Line
Description
Feed Line
K"
P
Section
Record No.
Se ment Elev.
No lee
Ice
460.00
T7
2
LDF7-50A(1-5/8)
120.00-
0.6000
0.6000
140.00
T7
3
LDF6-50A(l-1/4")
I20.00-
0.6000
0.6000
140.00
T7
4
Feedline Ladder (Af)
120.00 -
0.6000
0.6000
140.00
T7
6
9207(5/8")
120.00-
0.6000
0.6000
125.50
T7
7
9207(5/8")
125.50 -
0.6000
0.6000
140.00
T7
9
Safety Line 3/8
120.00-
0.6000
0.6000
140.00
T8
2
LDF7-50A(1-5/8)
100.00-
0.6000
0.6000
120.00
T8
3
LDF6-50A(I-1/4")
100.00-
0.6000
0.6000
120.00
T8
4
Feedline Ladder (At)
100.00-
0.6000
0.6000
120.00
T8
6
9207(5/8")
100.00-
0.6000
0.6000
120.00
T8
9
Safety Line 3/8
100.00-
0.6000
0.6000
120.00
T9
2
LDF7-50A(l-5/8)
80.00-100.00
0.6000
0.6000
T9
3
LDF6-50A(l-1/4")
80.00-100.00
0.6000
0.6000
T9
4
Feedline Ladder (Af)
80.00 - 100.00
0.6000
0.6000
T9
6
9207(5/8")
80.00- 100.00
0.6000
0.6000
T9
9
Safety Line 3/8
80.00 - 100.00
0.6000
0.6000
T10
2
LDF7-50A(I-5/8)
60.00-80.00
0.6000
0.6000
T10
3
LDF6-50A(1-1/4")
60.00-80.00
0.6000
0.6000
T10
4
Feedline Ladder (Ai)
60.00 - 80.00
0.6000
0.6000
T10
6
9207(5/8")
60.00-80.00
0.6000
0.6000
T10
9
Safety Line 3/8
60.00 - 80.00
0.6000
0.6000
Tll
2
LDF7-50A(1-5/8)
40,00-60.00
0.6000
0.6000
Tll
3
LDF6-50A(1-1/4")
40.00-60.00
0.6000
0.6000
T11
4
Feedline Ladder (At)
40.00 - 60.00
0.6000
0.6000
T11
6
9207(5/8")
40.00-60.00
0.6000
0.6000
TI1
9
Safety Line 318
40.00 - 60.00
0.6000
0.6000
T12
2
LDF7-50A(1-5/8)
20.00-40.00
0.6000
0.6000
T12
3
LDF6-SOA(1-1/4")
20.00-40.00
0.6000
0.6000
T12
4
Feedline Ladder (Af)
20.00 - 40.00
0.6000
0.6000
T12
6
9207(5/8")
20.00-40.00
0.6000
0.6000
-- - T12
- - - 9
-- -- -Safety Linea/8
20.00-40.00
- -0.6000
---0:6000
T13
2
LDF7-50A(l-5/8)
0.00-20.00
0.6000
0.6000
-T13
-- 3
- - L-DF6--50A(l-V ")
-mine-lad
0.00-2"0
.6000
-"000
der -(rt$
- : -
- .
0
_T13
6
9207(5/8')
0.00-20.00
0.6000
0.6000
T131
91
Safety Line 3/81
0.00 -2 0
0.6000
0.6000
l
MxTower
Job
Page
f
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
11 of 26
B+T Group
Project
Date
1717SBoulder Ave, Suite 300
08:51:59 09/04/15
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX' (918) 295-0265
Discrete Tower Loads
Description Face Offset Offsets: Azimuth Placement CrAA C.AA Weight
or Type llorz Adjustment Front Side
Leg Lateral
Vert
ft 0 fi fr ft, K
Lightning Rod 5/8" x4' on 6'
A
From Leg
0.000
0.000
255.000
No Ice
2.339
2.339
0.085
Pole
0.000
(E)
0.000
Strobe
C
From Leg
0.000
0.000
251.000
No Ice
5.250
3.500
0.020
(E)
0.000
0.000
Side Lighting
A
From Leg
0.500
0.000
125.500
No Ice
0.133
0.133
0.005
(E)
0.000
0.000
Side Lighting
B
From Leg
0.500
0.000
125.500
No Ice
0,133
0.133
0.005
(E)
0.000
0.000
Side Lighting
C
From Leg
0.500
0.000
125.500
No Ice
0.133
0.133
0.005
(E)
0.000
0.000
sxd<x
(2) CMA-BDHH/6520/E0-8
A
From Leg
4.000
0.000
248.000
No Ice
10.224
5.099
0.085
w/ Mount Pipe
0.000
(E)
0.000
(2) CMA-BDHH/6520/EO-8
B
From Leg
4.000
0.000
248.000
No Ice
10.224
5.099
0.085
w/ Mount Pipe
0.000
(E)
0.000
(2) CMA-BDFIH/6520/EO-8
C
From Leg
4.000
0.000
248.000
No Ice
10.224
5.099
0.085
w/ Mount Pipe
0.000
(E)
0.000
FXFB
A
From Leg
4.000
0.000
248.000
No Ice
4.128
1.123
0.050
(E)
0.000
0.000
FXFB
B
From Leg
4.000
0.000
248.000
No Ice
4.128
1.123
0.050
(E)
0.000
0.000
FXFB
C
From Leg
4.000
0.000
248.000
No Ice
4.128
1.123
0.050
(E)
0.000
0.000
_ - -- - - -FRIG- - - -
A
From Leg
4.000
0.000-
- '248.000
- -No Ice-
2.'197
- -1.096 -
-0.048 - ---- -- =--
(E)
0.000
000
--
- - - - Ri - - -
-
_ - ... --
: 00-
B:EiO^o - -
-34&000�N le;.:-2.
97
1._
(E)-
0.000
0.000
FRIG
C
From Leg
4.000
0.000
248.000
No Ice
2.797
1.096
0.048
(E)
0.000
0.000
FRIE
A
From Leg
4.000
0.000
248.000
No Ice
4.128
1.112
0.055
(E)
0.000
0.000
FRIE
B
From Leg
4.000
0.000
248.000
No Ice
4.128
1.112
0.055
(E)
0.000
0.000
FRIE
C
From Leg
4.000
0.000
248.000
No Ice
4.128
1.112
0.055
(E)
0.000
0.000
ASU9338TYPOI
A
From Leg
4.000
0.000
248.000
No Ice
3.737
1.155
0.019
(E)
0.000
Wx ower
j
Job
Page
F
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
12 of 26
Project
Date
B+T Group
1717 S BoulderAve, Suite 300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX.- (918) 295-0265
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
C,v1,,
Weight
or
Type
Hors
Adjustment
Front
Side
Leg
Lateral
Vert
f
R
f?
ft,
K
R
_
ft
0.000
ASU9338TYPOI
B
From Leg
4.000
0.000
248.000
No Ice
3.737
1.155
0.019
(E)
0.000
0.000
ASU9338TYPOI
C
From Leg
4.000
0.000
248.000
No Ice
3.737
1.155
0.019
(E)
0.000
0.000
DBXNH-6565E-A2M w/
A
From Leg
4.000
0.000
248.000
No Ice
8.648
7.082
0.072
Mount Pipe
0.000
(P)
0.000
DBXNH-6565B-A2M w/
B
From Leg
4.000
0.000
248.000
No Ice
8.648
7.082
0.072
Mount Pipe
0.000
(P)
0.000
DBXNH-6565B-A2M w/
C
From Leg
4.000
0.000
248.000
No Ice
8.648
7.082
0.072
Mount Pipe
0.000
(P)
0.000
Sector Mount [SM 1303-3]
C
None
0.000
248.000
No Ice
30.200
30.200
1.104
(F)
--it**
Load Combinations
Comb. Description
No.
2 1.2 Dead+1.6 Wind 0 deg - No Ice
3 0.9 Dead+1.6 Wind 0 deg - No Ice
4 1.2 Dead+1.6 Wind 30 deg -No Ice
5 0.9 Dead+1.6 Wind 30 deg -No Ice
6 1.2 Dea1+1.6 Wind 60 deg - No Ice
7 0.9 Dead+1.6 Wind 60 deg -No Ice
8 1.2 Dead+1.6 Wind 90 deg -No Ice• - - - - --
9 0.9 Dead+1.6 Wind 90 dee - No Ice
0.9-Dead±t 6MPd420-deg-No-ke_
12
1.2 Dead+1.6 Wiad 150 deg - No Ice
13
0.9 Dead+1.6 Wind 150 deg - No Ice
14
1.2 Dead+1.6 Wind 180 deg - No Ice
15
0.9 Dead+1.6 Wind 180 deg - No Ice
16
1.2 Dead+1.6 Wind 210 deg - No Ice
17
0.9 Dead+1.6 Wind 210 deg - No Ice
18
1.2 Dead+1.6 Wind 240 deg - No Ice
19
0.9 Dead+1.6 Wind 240 deg - No Ice
20
1.2 Dead+1.6 Wind 270 deg - No Ice
21
0.9 Dead+1.6 Wind 270 deg -No Ice
22
1.2 Dead+1.6 Wind 300 deg -No Ice
23
0.9 Dead+1.6 Wind 300 deg -No Ice
24
1.2 Dead+1.6 Wind 330 deg - No Ice
25
0.9 Dead+1.6 Wind 330 deg -No Ice
26
Dead+Wind 0 deg - Service
27
Dead+Wind 30 deg -Service
l
WxTower
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
13 of 26
Project
Date
B+T Group
1717 S BoulderAve, Suite 300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. $eVlef
FAX (918) 295-0265
Comb. Description
No.
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, Member Forces
Section Elevation
Component
Condition
Gov.
Axial
Major Axis
Minor Axis
No. ft
Type
Load
Moment
Moment
Comb.
K
kip ft
kip-R
TI 250-240
Leg
Max Tension
7
19.049
0.821
-0.491
Max. Compression
18
-21.391
0.263
-0.156
Max. Mx
20
-1.027
-1.511
0.002
Max. My
2
-0.323
0.023
-1.513
Max. Vy
20
-3.206
0.276
-0.053
Max. Vx
2
-3.361
-0.011
0.304
Diagonal
Max Tension
4
4.213
0.000
0.000
Max. Compression
16
-4.228
0.000
0.000
Max. Mx
18
0.543
-0.004
-0.000
Max. My
16
-3.809
-0.002
0.002
Max. Vy
18
-0.005
-0.004
-0.000
Max. Vx
16
-0.001
-0.002
0.002
Top Girt
Max Tension
18
0.069
0.000
0.000
Max. Compression
7
-0.065
0.000
0.000
Max. Mx
6
-0.065
0.006
0.000
Max. My
24
0.004
0.000
-0.000
Max. Vy
6
-0.006
0.000
0.000
Max. Vx
24
0.000
0.000
0.000
Bottom Gin
Max Tension
6
1.202
0.000
0.000
Max. Compression
19
-1.196
0.000
0.000
Max. Mx
6
1.202
0.006
0.000
Max. My
24
0.058
0.000
-0.000
Max. Vy
6
-0.006
0.000
0.000
- - -
-Max..-Vx
24
0.000
0.000
0.000 - -----
T2 240 - 220
Leg
Max Tension
7
78.362
0.984
-0.590
*"ax.-Compression-N
-82:625
1:083
- 0.63. - - -
*"az..R4,: _ _ _
_ _20.
_ _ °3A93_ W78-_
_-
Max. My
2
-26.069
-0.061
1.563
_
Max. Vy
10
5.849
-1.085
-0.591
Max. Vx
2
-6.627
-0.032
1.238
Diagonal
Max Tension
4
5.710
0.000
0.000
Max. Compression
16
-5.769
0.000
0.000
Max. Mx
is
4.541
-0.012
-0.000
Max. My
24
-5.129
0.004
-0.004
Max. Vy
18
0.009
-0.012
-0.000
Max. Vx
24
0.002
0.004
-0.004
Top Girt
Max Tension
18
1.523
0.000
0.000
Max. Compression
6
-1.521
0.000
0.000
Max. Mx
6
-1.521
0.008
0.000
Max. My
24
-0.038
0.000
-0.000
Max. Vy
6
-0.008
0.000
0.000
Max. Vx
24
0.000
0.000
0.000
Bottom Girt
Max Tension
11
0.083
0.000
0.000
tnxTower
Job
Page14
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
of 26
Project
Date
B+T Group
1717 S Boulder Ave, Suite 300
08:51:59 09/04/15
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX (918)195-0265
Section Elevation Component Condition Gov. Axial Major Axis Minor Axis
No. ft Type Load Moment Moment
Comb. K kip ft kip ft
Max. Mx
6
0.055
0.008
0.000
Max. My
24
0.029
0.000
-0.000
Max. Vy
6
-0.008
0.000
0.000
Max. Vx
24
0.000
0.000
0.000
T3 220 - 200
Leg
Max Tension
7
105.276
1.668
-0.030
Max. Compression
18
-112.181
0.709
-0.011
Max. Mx
18
-82.909
2.813
-0.059
Max. My
12
-2.680
0.016
-1.326
Max. Vy
10
-3.617
0.712
-0.054
Max. Vx
12
1.854
0.016
-1.326
Diagonal
Max Tension
15
4.235
0.000
0.000
Max. Compression
2
-4.569
0.000
0.000
Max. Mx
16
1.658
0.038
-0.006
Max. My
4
-4.260
-0.016
0.022
Max. Vy
16
-0.015
0.038
-0.006
Max. Vx
4
-0.007
0.000
0.000
T4 200-180
Leg
Max Tension
7
129.430
2.356
-0.034
Max. Compression
18
-140.218
0.635
-0.008
Max. Mx
10
-110.725
3.419
-0.269
Max. My
12
-4.026
-0.017
-1.649
Max. Vy
10
-4.564
0.636
-0.047
Max. Vx
12
1.974
-0.001
-0.432
Diagonal
Max Tension
4
4.420
0.000
0.000
Max. Compression
4
-4.391
0.000
0.000
Max. Mx
20
1.811
0.031
0.001
Max. My
2
4.163
-0.013
0.009
Max. Vy
20
0.014
0.031
0.001
Max. Vx
2
-0.002
0.000
0.000
T5 I80 - 160
Leg
Max Tension
7
153.275
3.068
-0.037
Max. Compression
18
-168.868
0.708
-0.007
Max. Mx
10
-138.571
4.058
-0.319
Max. My
12
-5.529
-0.016
-1.924
Max. Vy
10
-5.874
0.710
-0.050
Max. Vx
12
2.450
-0.007
-0.500
Diagonal
Max Tension
4
5.167
0.000
0.000
Max. Compression
4
-5.121
0.000
0.000
Max. Mx
20
2.118
0.039
0.002
Max. My
2
-4.933
-0.005
0.011
Max. Vy
20
0.019
0.039
0.002
Max. Vx
2
-0.002
0.000
0.000
- T6 160-140
Leg
Max Tension
'7
177.393
3.883-
-0.042 -
Max. Compression
18
-198.663
0.733
-0.005
Max. Vy
10
-7.257
0.734
-0.040
Max. Vx
12
2.980
-0.014
-0.485
Diagonal
Max Tension
4
6.095
0.000
0.000
Max. Compression
4
-6.003
0.000
0.000
Max. Mx
20
2.470
0.049
0.004
Max. My
2
-5.807
0.008
0.012
Max. Vy
20
0,026
0.049
0.004
MM Vx
2
-0.002
0.000
0.000
T7 140 - 120
Leg
Max Tension
23
202.442
5.091
-0.327
Max. Compression
18
-230.116
0.485
-0.005
Max. Mx
10
-227.815
-6.262
0.426
MU. My
12
-9.365
-0.006
-2.733
Max. Vy
10
-8.993
0.485
-0.040
Max. Vx
12
3.644
0.012
-0.421
Diagonal
Max Tension
4
7.270
0.000
0.000
Max. Compression
4
-7.172
0.000
0.000
WxTower
l
Job
Page
4
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
15 of 26
Project
Date
B+T Group
1717SBoulderAve, Suite300
_
08:51:5909/04/15
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX- (918) 295-0265
Section
Elevation
Component
Condition
Gov.
Axial
Major Axis
Minor Axis
No.
ft
Type
Load
Moment
Moment
Comb.
K
kip ft
kip ft
Max. Mx
20
2.916
0.062
0.005
Max. My
2
-6.966
0.013
0.016
Max. Vy
20
0.029
0.062
0.005
Max. Vx
2
-0.003
0.000
0.000
T8
120 - 100
Leg
Max Tension
23
228.401
5.724
-0.371
Max. Compression
18
-263.427
0.918
-0.006
Max. Mx
10
-227.922
7.235
-0.510
Max. My
12
-11.637
0.041
-3.169
Max. Vy
10
-10.863
0.920
-0.049
Max. Vx
12
4.302
-0.015
-0.598
Diagonal
Max Tension
4
8.504
0.000
0.000
Max. Compression
4
-8.340
0.000
0.000
Max. Mx
20
3.361
0.102
0.009
Max. My
2
-8.129
0,036
0.021
Max. Vy
20
0.047
0.102
0.009
Max. Vx
2
-0.004
0.000
0.000
T9
100 - 80
Leg
Max Tension
23
255.733
6.931
-0.434
Max. Compression
18
-298.996
0.996
-0.005
Max. Mx
10
-261.042
9.127
-0.593
Max. My
12
-14.268
0.056
-3.839
Max. Vy
10
-12.985
0.997
-0.039
Max. Vx
12
5.066
-0.018
-0.580
Diagonal
Max Tension
4
10.000
0.000
0.000
Max. Compression
4
-9.765
0.000
0.000
Max. Mx
20
3.977
0.123
0.011
Max. My
2
-9.560
0.047
0.026
Max. Vy
20
0.052
0.123
0.011
Max. Vx
2
-0.004
0.000
0.000
TI O
80 - 60
Leg
Max Tension
23
284.328
7.801
-0.430
Max. Compression
18
-336.669
1.619
-0.015
Max. Mx
10
-296.433
10.678
-0.656
Max. My
12
-17.131
0.040
4.395
Max. Vy
10
-15.288
1.624
-0.120
Max. Vx
12
5.897
0.032
-1.041
Diagonal
Max Tension
4
11.406
0.000
0.000
Max. Compression
4
-11.248
0.000
0.000
Max. Mx
20
4.557
0.136
0.013
Max. My
2
-11.060
0.059
0.029
Max. Vy
20
0.053
0.136
0.013
Max. Vx
2
-0.004
0.000
0.000
Tit
60 - 40
Leg.
Max Tension
23
313.909
9.263
-0.521
- - - - - -"-
-" " - - --
--
Max. -Compression ---
18
--377.161-
"'1.333
-0.007
Max. Mx
10
-333.921
13.086
-0.806
---=--In-
K7Yfd6
GS3t»t.067-
_
Max. Vx_ _
12
6.670
-0.008
-0.818.
Diagonal
Max Tension
4
13.182
0.000
0.000
Mu. Compression
4
-12.943
0.000
0.000
Max. Mx
20
5.160
0.219
0.021
Max. My
2
-12.751
0.123
0.039
Max. Vy
20
0.085
0.219
0.021
Max. Vx
2
-0.005
0.000
0.000
T12 40-20 Leg
Max Tension
23
344.639
I1.483
-0.612
Max. Compression
18
-419.997
0.361
0.001
Max. Mx
10
416.724
-14.862
0.808
Max. My
12
-24.006
0.197
-5.837
Max. Vy
10
-20.273
0.359
0.003
Max. Vx
12
7.593
-0.017
-0.385
Diagonal
Max Tension
2
15.232
0.000
0.000
Max. Compression
4
-14.796
0.000
0.000
Max. Mx
20
5.887
0.283
0.026
WxTower
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
16 of 26
B+T Group
Project
Date
1717SBoulderAve, Suite-300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone. (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX.' (918) 295-0265
Section Elevation
No. jt
Component
Type.
Condition
Gov.
Load
Comb.
Axial
K
Major Axis
Moment
kiDft
Minor Axis
Moment
kip-ft
Max. My
2
-14.584
0.139
0.053
Max. Vy
20
0.099
0.283
0.026
Max. Vx
2
-0.007
0.000
0.000
T13 20 - 0
Leg
Max Tension
23
376.311
13.157
-0.644
Max. Compression
18
-464.430
0.000
0.000
Max. Mx
10
-460.971
-17.283
0.860
Max. My
12
-28.237
0.214
-6.096
Max. Vy
10
-23.017
0.000
0.000
Max. Vx
12
8.108
0.000
-0.000
Diagonal
Max Tension
2
16.847
0.000
0.000
Max. Compression
4
-16.429
0.000
0.000
Max. Mx
8
6.752
0.310
-0.030
Max. My
2
-16.083
0.158
0.055
Max. Vy
8
0.105
0.310
-0.030
Max. Vx
2
-0.007
0.000
0.000
.Maximum Reactions
Location Condition Gov. Vertical Horizontal, X Horontal, Z
Load K K K
Leg C
Max. Vert
18
462.653
40.309
-23.413
Max. H,
18
462.653
40.309
-23.413
Max. H,
5
-327.300
-28.056
21.186
Min. Vert
7
-373.724
-34.092
19.814
Min. H.
7
-373.724
-34.092
19.814
Min. H.
18
462.653
40.309
-23.413
Leg B
Max. Vert
10
459.274
40.799
-22.385
Max. H,
23
-374.594
34.598
18.884
Max. H,
25
-328.027
28.898
19.565
Min. Vert
23
-374.594
34.598
18.884
Min. 11,
10
459.274
40.799
-22.385
Min. H.
10
459.274
-40.799
-22.385
Leg
Max. Vert
2
459.554
-1.077
46.529
Max. H,
19
-192.180
7.029
-21.081
Max. H.
2
459.554
-1.077
46.529
Min. Vert
15
-374.385
0.994
-39.401
- - -
- Min; H.
- 9
-23374-
-6.408' -
- h704' - - - - - - - -- -
Min. H�
15
-374.385
0.994
-39AOI
Tower_Mast .Reaction Suininary
Load
Combination
Vertical
K
Shear,
K
Shear,
K
Overturning
Moment, M.
kip ft
Overturning
Moment, M,
kip-/t
Torque
kip ft
Dead Only
77.314
0.000
0.000
11.209
25.217
0.000
1.2 Dead+1.6 Wind 0 deg - No
92.776
0.047
-78.989
-9280.083
18.550
48.181
Ice
0.9 Dead+1.6 Wind 0 deg - No
69.582
0.047
-78.989
-9275.082
10.958
48.150
Ice
1.2 Dead+1.6 Wind 30 deg - No
92.776
36.443
-63.026
-7594.805
4375.955
-26.087
Ice
0.9 Dead+1.6 Wind 30 deg -No
69.582
36.443
-63.026
-7591.243
-4379.543
-26.068
MxTower
(
Job
Page
Q
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
17 of 26
Project
Date
B+T Group
1717 S Boulder Ave, Suite 300
08:51:59 09/04/15
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX.- (918) 295-0265
Load Vertical Shear, Shear. Overturning Overturning Torque
Combination Moment, M, Moment, M_
K K K kin-1t kin-(t kin-8
1.2 Dead+1.6 Wind 60 deg - No
92.776
61.258
-35.368
4299.616
-7440.137
4.777
Ice
0.9 Dead+1.6 Wind 60 deg - No
69.582
61.258
-35.368
-4299.044
-7440.900
4.773
Ice
1.2 Dead+1.6 Wind 90 deg - No
92.776
72.804
-0.047
1.650
-8761.772
20.693
Ice
0.9 Dead+1.6 Wind 90 deg -No
69.582
72.804
-0.047
-1.720
-8761.359
20.681
Ice
1.2 Dead+1.6 Wind 120 deg -
92.776
68.430
39.454
4650.052
-8024.013
45.401
No Ice
0.9 Dead+1.6 Wind 120 deg -
69.582
68.430
39.454
4642.493
-8024.356
45.374
No Ice
1.2 Dead+1.6 Wind 150 deg -
92.776
36.361
62.979
7609.911
-4355.352
50.568
No Ice
0.9 Dead+1.6 Wind 150 deg -
69.582
36.361
62.979
7599.621
4358.962
50.534
No Ice
1.2 Dead+1.6 Wind I80 deg -
92.776
-0.047
70.654
8619.093
42.309
41.841
No Ice
0.9 Dead+1.6 Wind I80 deg -
69.582
-0.047
70.654
8607.833
34.692
41.813
No Ice
1.2 Dead+1.6 Wind 210 deg -
92.776
-36.443
63.026
7621.725
4436.756
26.088
No Ice
0.9 Dead+1.6 Wind 210 deg-
69.582
-36.443
63.026
7611.408
4425.128
26.069
No Ice
1.2 Dead+1.6 Wind 240 deg -
92.776
-68.477
39.535
4670.556
8096.644
5.452
No Ice
0.9 Dead+1.6 Wind 240 deg -
69.582
-68.477
39,535
4662.976
8081.765
5.448
No Ice
1.2 Dead+1.6 Wind 270 deg -
92.776
-72.804
0.047
25.419
8822.474
-20.694
No Ice
0.9 Dead+1.6 Wind 270 deg-
69.582
-72.804
0.047
22.025
8806.851
-20.682
No Ice
1.2 Dead+1.6 Wind 300 deg-
92.776
-61.211
-35.286
-4278.964
7488.993
-39.736
No Ice
0.9 Dead+1.6 Wind 300 deg -
69.582
-61.211
-35.286
-4278.412
7474.559
-39.712
No Ice
1.2 Dead+1.6 Wind 330 deg -
92.776
-36.361
-62.979
-7582.857
4416.187
-50.568
No Ice
0.9 Dead+1.6 Wind 330 deg-
69.582
-36.361
-62.979
-7579.321
4404.596
-50.534
No Ice
-- Dead+Wind'0 deg -Service
77.314
0.008
-12.983
-1515.408
23.330
-7.914 -
Dead+Wind 30 deg - Service
77.314
5.990
-10.359
-1238.560
-698.540
-4.291
Dead+Wind-60 deg-Semite--------7"14
- -- 10:069
--5:813
-697268
-12017882
-0..785
Dead+Win 90-deb-Service-�fi3t4
1-1:966-
0.00 --
_
- -1418:983--
--3.406
Dead+Wind 120 deg- Service
77.314
11.248
6.485
772.868
-1297.806
_ 7.457
Dead+Wind 150 deg -Service
77.314
5.976
10.352
1259.079
-695.158
8.305
Dead+Wind 180 deg - Service
77.314
-0.008
11.613
1424.859
27.236
6.872
Dead+Wind 210 deg - Service
77.314
-5.990
10.359
1261.028
749.105
4.291
Dead+Wind 240 deg -Service
77.314
-11.255
6.498
776.247
1350.319
0.896
Dead+Wind 270 deg -Service
77.314
-11.966
0.008
13.189
1469.545
-3.405
Dead+Wind 300 deg - Service
77.314
-10.061
-5.800
-693.883
1250.492
-6.527
Dead+Wind 330 deg -Service
77.314
-5.976
-10.352
-1236.605
745.724
-8.305
l
WxTower
Job
Page
[
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
18 of 26
Project
Date
B+T Group
1717 S Boulder Ave, Suile 300
08:51:59 09/04/15
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX (918) 295-0265
Solution Sumthiry
Load
Comb.
PX
K
Sum of Applied Forces
PY
K
PZ
K
PX
K
Sum of Reactions
PY
K
PZ
K
%Error
1
0.000
-77.314
0.000
0.000
77.314
0.000
0.000%
2
0.047
-92.776
-78.989
-0.047
92.776
78.989
0.000%
3
0.047
-69.582
-78.989
-0.047
69.582
78.989
0.000%
4
36.443
-92.776
-63.026
-36.443
92.776
63.026
0.000%
5
36.443
-69.382
-63.026
-36.443
69.582
63.026
0.000%
6
61.259
-92.776
-35.368
-61.258
92.776
35.368
0.000%
7
61.259
-69.582
-35.368
-61.258
69.582
35.368
0.000%
8
72.804
-92.776
-0.047
-72.804
92.776
0.047
0.000%
9
72.804
-69.582
-0.047
-72.804
69.582
0.047
0.000%
10
68.430
-92.776
39.454
-68.430
92.776
-39.454
0.000%
11
68.430
-69.582
39.454
-68.430
69.582
-39.454
0.000%
12
36.361
-92.776
62.979
-36.361
92.776
-62.979
0.000%
13
36.361
-69.582
62.979
-36.361
69.582
-62.979
0.000%
14
-0.047
-92.776
70.654
0.047
92.776
-70.654
0.000%
15
-0.047
-69.582
70.654
0.047
69.582
-70.654
0.000%
16
-36.443
-92.776
63.026
36.443
92.776
-63.026
0.000%
17
-36.443
-69.582
63.026
36.443
69.582
-63.026
0.000%
18
-68.477
-92.776
39.535
68.477
92.776
-39.535
0.000%
19
-68.477
-69.582
39.535
68.477
69.582
-39.535
0.000%
20
-72.804
-92.776
0.047
72.804
92.776
-0.047
0.000%
21
-72.804
-69.582
0.047
72.804
69.582
-0.047
0.000%
22
-61.211
-92.776
-35.286
6L211
92.776
35286
0.000%
23
-61.211
-69.582
-35.286
61.211
69.582
35.286
0.000%
24
-36.361
-92.776
-62.979
36.361
92.776
62.979
0.000%
25
-36.361
-69.582
-62.979
36361
69.582
62.979
0.000%
26
0.008
-77.314
-12.983
-0.008
77.314
12.983
0.000%
27
5.990
-77.314
-10.359
-5.990
77.314
10.359
0.000%
28
10.069
-77.314
-5.813
-10.069
77.314
5.813
0.000%
29
11.966
-77.314
-0.008
-11.966
77.314
0.008
0.000%
30
11.248
-77.314
6.485
-11.248
77.314
-6.485
0.000%
31
5.976
-77.314
10.352
-5.976
77.314
-10.352
0.000%
32
-0.008
-77.314
11.613
0.008
77.314
-11.613
0.000%
33
-5.990
-77.314
10.359
5.990
77.314
-10.359
0.000%
34
-11.255
-77.314
6.498
11.255
77.314
-6.498
0.000%
35
-11.966
-77.314
0.008
11.966
77.314
-0.008
0.000%
36
-10.061
-77.314
-5.800
10.061
77.314
5.800
0.000%
37
-5.976
-77.314
-10.352
5.976
77.314
10.352
0.000%
-�-"--: - -_-- -Non-Linear Conver ence Results --- -`-_----
Load Converged? Number Displacement Force
Combination ofCvcles Tolerance Tolerance
I
Yes
4
0.00000001
0.00000001
2
Yes
4
0.00000001
0.00000206
3
Yes
4
0.00000001
0,00000194
4
Yes
4
0.00000001
0.00000131
5
Yes
4
0.00000001
0.00000126
6
Yes
4
0.00000001
0.00000107
7
Yes
4
0.00000001
0.00000110
8
Yes
4
0.00000001
0.00000128
9
Yes
4
0.00000001
0.00000124
10
Yes
4
0.00000001
0.00000203
11
Yes
4
0.00600001
0.00000192
WxTower
Job
Page
100928.001.01 - TC SR-70, FL (Site# FL17050-A)
19 of 25
Project
Date
B+T Group
1717 S Boulder Ave, Suite 300
08:51:59 09/04/15
Client
Designed by
Tulsa, OK 74119
Phone., (918) 587-4630
SBA Communications Corporation
B. Sevier
FAR.- (918) 295-0265
12
Yes
4
0.00000001
0.00000153
13
Yes
4
0.00000001
0.00000146
14
Yes
4
0.00000001
0.00000121
15
Yes
4
0.00000001
0.00000121
16
Yes
4
0.00000001
0.00000132
17
Yes
4
0.00000001
0.00000127
18
Yes
4
0.00000001
0.00000187
19
Yes
4
0.00000001
0.00000176
20
Yes
4
0.00000001
0.00000129
21
Yes
4
0.00000001
0.00000125
22
Yes
4
0.00000001
0.00000119
23
Yes
4
0.00000001
0.00000120
24
Yes
4
0.00000001
0.00000153
25
Yes
4
0.00000001
0.00000146
26
Yes
4
0.00000001
0.00000001
27
Yes
4
0.00000001
0.00000001
28.
Yes
4
0.00000001
0.00000001
29
Yes
4
0.00000001
0.00000001
30
Yes
4
0.00000001
0.00000001
31
Yes
4
0.00000001
0.00000001
32
Yes
4
0.00000001
0.00000001
33
Yes
4
0.00000001
0.00000001
34
Yes
4
0.00000001
0.00000001
35
Yes
4
0.00000001
0.00000001
36
Yes
4
0.00000001
0.00000001
37
Yes
4
0.00000001
0.00000001
Maximum_Tower Deflections Service Wind
Section
Elevation
Horr. -
Gov.
Tilt
Twist
No.
Deflection
Load
ft
in
Comb.
o
°
T 1
250 - 240
3.322
34
0.149
0.036
T2
240 - 220
3.006
34
0.146
0.035
T3
220-200
2.423
34
0.118
0.032
T4
200 - 180
1.957
34
0.096
0.025
TS
180 -160
1.569
34
0.081
0.021
T6
160 - 140
1.240
34
0.068
0.017
T7
140 - 120
0.960
34
0.057
0.015
T8
120 - 100
0.719
34
0.048
0.012
T9
100 -.80
0.521
34
0.038
0,010
-TIO- --'
80-60--
- ---0357" --
- - - 34- - --
- 0.029 - '--
--- 0.008' - - - _ -- - - - ---- - -- - -
T11
60 - 40
0.222
34
0.021
0.005
0.123-
- 34- - - -
- - OUY4 -
"04____.
---Ti
_ -_
Critical Deflections and Radius of Curvature-- Service Wind ; .
Elevation
Appurtenance
Gov.
Deflection
Tilt
Twist
Radius of
Load
Curvature
f
Comb.
in
°
ft
255.000
Lightning Rod 5/8" x 4' on 6' Pale
34
3.322
0.149
0.036
186839
251.000
Strobe
34
3.322
0.149
0.036
186839
248.000
(2) CMA-BDHH/6520/EO-8 w/
34
3.258
0.149
0.036
186839
Mount Pipe
125.500
Side Lighting
34
0.781
0.050
0.013
113280
WxL over
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
20 of 26
Project
Date
B+T Group
1717 SBoulder Ave, Suite 300
08:51:59 09/04/15
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX (918) 295-0265
Maximum Tower Deflections -.Design Wind
Section
Elevation
Hon-.
Gov.
Tilt
Twist
No.
Deflection
Load
R
in
Comb.
o
TI
250 - 240
19.936
18
0.893
0.222
T2
240 - 220
18.043
18
0.875
0.215
T3
220 - 200
14.555
18
0.704
0.195
T4
200 - 180
11.762
18
0.576
0.154
T5
180 - 160
9.435
18
0.486
0.126
T6
160 - 140
7.459
18
0.409
0.106
T7
140 - 120
5.780
18
0.343
0.090
T8
120-100
4.338
l8
0.285
0.073
T9
100 - 80
3.146
18
0.226
0.060
TIO
80-60
2.161
18
0.173
0.047
Tll
60-40
1.348
18
0.126
0.033
T12
40-20
0.747
18
0.082
0.022
T13
20-0
0.305
10
0.041
0.011
Critical Deflections and Radius of Curvature = Desig in Wind
Elevation
Appurtenance
Gov.
Deflection
Till
Twist
Radius of
Load
Curvature
ft
Comb.
in
0ft
255.000
Lightning Rod 5/8" x 4' on fi Pole
18
19.936
0.893
0.222
31194
251.000
Strobe
18
19.936
0.893
0.222
31194
248.000
(2) CMA-BDHH/6520/EO-8 w/
18
19.555
0.892
0.221
31194
Mount Pipe
125.500
Side Lighting
18
4.710
0.300
0.077
18919
!Bolt Design Data
Section
Elevation
Component
Bolt
Bolt Size
Number
Maximum
Allowable
Ratio
Allowable
Criteria
No.
Type
Grade._
Of
Loadper
-Load-
Load
Ratio
ft
in
Bolts
Bolt
K
Allowable
- TI
-250
- Leg --
Ai7SN_
I I75
6
K
1171
67-09fi
_ _✓ --
- I
RnIRTr"a _nn - _ ---
T2
_240.
Leg
A325N
1.125.
6.
13.060
67.096.
0.195
1
Bolt Tension
T3
220
Leg
A325N
1.125
6
17.546
67.096
0.262
1
Bolt Tension
Diagonal
A325N
0.875
1
4.235
11.166
0.379
1
Member Block
Shear
T4 200 Leg
A325N
1.125
8
16.179
67.096
0241
l
Bolt Tension
Diagonal
A325N
0.875
1
4.420
10.413
0424
1
Member Block
Shear
T5 180 Leg
A325N
1.125
8
19.159
67.096
0286
1
Bolt Tension
Diagonal
A325N
0.875
1
5.167
13.884
0372
1
Member Block
Shear
T6 160 Leg
A325N
1.125
8
22.174
67.096
0.330
1
Bolt Tension
Diagonal
A325N
0.875
1
6.095
17.355
0.351
I
Member Block
Shear
WxTower
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
21 of 26
Project
Date
B+T Group
1717 S Boulder Ave, Suite 300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX (918) 295-0265
Section
Elevation
Component
Bolt
Bolt See
Number
Maximum
Allowable
Ratio
Allowable
Criteria
No.
Type
Grade
Of
Loadper
Load
Load
Ratio
ft
in
Bolts
Bolt
K
Allowable
K
T7
140
Leg
A325N
1.125
12
16.870
67.096
1
Bolt Tension
0251
Diagonal
A325N
0.875
1
7.270
15.244
1
Member Block
0477
Shear
T8
120
Leg
A325N
1.125
12
19.033
67.096
1
Bolt Tension
0.284 �/
Diagonal
A325N
0.875
1
8.504
22.866
1
Member Block
0372
Shear
T9
100
Leg
A325N
1.125
12
21.311
67.096
1
Bolt Tension
0318
Diagonal
A325N
0.875
1
10.000
22.453
1
Member Block
0445 �/
Shear
T10
80
Leg
A325N
1.125
12
23.694
67.096
1
Bolt Tension
0.353
Diagonal
A325N
0.875
1
11.406
17.962
1
Member Block
0.635
Shear
Tll
60
Leg
A325N
1.125
12
26.159
67.096
1
Bolt Tension
0.390
Diagonal
A325N
0.875
1
13.182
24.354
1
Bolt Shear
0.541
T12
40
Leg
A325N
1.125
12
28.720
67.096
1
Bolt Tension
0428
Diagonal
A325N
0.875
1
15.232
24.354
I
Bolt Shear
0.625
T13
20
Diagonal
A325N
0.875
1
16.848
24.354
1
Bolt Shear
0.692
Compression Checks
Leg Design Data Compression
Section Elevation Size L L. KYr A P. vtP„ Ratio
No. P.
ft ft ft in K K 60D„
Tl 250-240 - 2 1/4 10.000 3.083 65.8 3.976-21.391 130.399 0.164'
K=1.00 V
- - -- - --- T2----240-220 - - - - 21/2- - ---20.000- 3..208 -6L6-- 4:909-82.625 167.374- - 0.494'-- -- -
K=1.00 I/
T4
200--180
- - 4 - -
- 20.030
-6.176
- 74.1-
12.566
-135.211
378.448
0.357' - -
K=1.00
V
T5
180 -160
4 1/4
20.030
6.176
69.8
14.186
-163.640
447.281
0.366'
K=1.00
`/
T6
160 -140
4 1/2
20.030
6.176
65.9
15.904
-193.191
521.096
0.371 '
K=1.00
V
T7
140 -120
4 3/4
20.030
6.176
62.4
17.721
-224.217
599.797
0.374'
K=1.00
9/
T8
120-100
43/4
20,030
6.176
62.4
17.721
-257.162
599.797
0.429'
K=1.00
`/
T9
100-80
5
20.030
6.176
59.3
19.635
-292.242
683.313
0.428'
K=1.00
I/
TIO
80-60
51/4
20.030
6.176
56.5
21.647
-329.438
771.566
0.427'
K=1.00
j
WxTower
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
22 of 26
Project
Data
B+T Group
1717 S Boulder Ave, Suite 300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAR.- (918) 295-0265
Section Elevation Size L L; KI1r A P. OP„ Ratio
Na. P.
ft
ft ft n' K K
Tit 60 -40 5 1/2 20.030 6.176 53.9 23.758-369.358
864.519 0.427'
K=1.00
T12 40-20 5 314 20.030 6.176 51.6 25.967-411.623
962.128 0.428�
K=1.00
V
T13 20 -0 5 3/4 20.030 6.176 51.6 25.967-455.600
962.128 0.474 '
K=1.00
`/
1 P„ / n P. controls
Diagonal Desi n Data (Compression)
Section
Elevation
Size
L
L.
Kl/r
A
P.
�P„
Ratio
No.
P
ft
ft
ft
in°
K
K
�P�
TI
250-240
1
5.050
2.407
106.6
0.785
-4.228
13.997
0.302'
K-0.92
t/
T2
240-220
11/8
5.128
2.430
101.8
0.994
-5.769
18.668
0.309'
K-0.98
V
T3
220-200
L2x2xl/4
7.558
3.628
113.5
0.938
4.569
15.422
0.296'
K=1.02
6/
T4
200- 180
L2 1/2x2 1/2x3/16
9.676
4.625
114.1
0.902
-4.381
14.728
0.297'
K=1.02
V
T5
180-160
L2 1/2x2 1/2xl/4
11.213
5.383
131.6
1.190
-5.121
15.499
0.330'
K=1.00
V
T6
160-140
L2 1/2x2 1/2x5/16
12.851
6.192
152.0
1.460
-6.003
14.284
0.420'
K=1.00
`/
T7
140 -120
L3x3xl/4
14.556
7.034
142.6
1.440
-7.172
16.000
0.448'
K=1.00
V
T8
120-100
L3x3x3/8
16.306
7.911
161.7
2.110
-8.340
18.227
0.458'
K=1.00
T9
( 100-80
L3 1/20 1/2x5/16
18.081
8.787
152.8
2.090
-9.765
20.218
`/
0.483 '
K=1.00
__
T10
80-60
IAx4xl/4
19.885
9.680
146.1
1.940
-11.248
20.530
0.548'
-
- --
r �
Tll 60=40-IA5E43378
-
-21:709 `10:581--161:1--2:860--
--I2:943-`24:8830:5201-"-
---
- - - - - -
-
K=1.00.
V
T12 40-20
L5x5x5/16
23.546 11.490 138.7 3.030
-14.796 35.576
0.416'
K=1.00
`/
T13 20 -0
L5x5x5/16
25.395 12.415 149.9 3.030
-16.429 30.474
0.539'
K=1.00
1 P. / �P„ controls
Wx ower
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
23 of 26
Project
Date
B+T Group
1717 S Boulder Ave, Suite 300
08:51:59 09/04/15
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX.- (918) 295-0265
Top Girt Design Data (Compression)
Section
Elevation
Size L
L„
Kl/r
A
P.
r P.
Ratio
Na.
P.
ft
ft
ft
tR
K
K
r P-
TI
250-240
1 4.000
3.813
128.1
0.785
-0.065
10.727
0.006
K=0.70
V
T2
240-220
1 1/8 4.000
3.792
113.2
0.994
-1.521
16.396
0.093
K=0.70
t/
I P. / e. Controls
Bottom Girt Design Data (Compression)
Section Elevation Size L L. K1/r A P. i1Pq Ratio
No. P.
h
Tl
T2 240 - 220 1 118
I P. / �P„ wntrO1S
ft ft in2
K=0.70 V
4.000 3.792 113.2 0.994 -0.218 16.396 0.013
K=0.70 V
Tension Checks
Leg Design Data Tension
Section
Elevation
Size
L
L.
KI1r
A
P.
rpp„
Ratio
No.
P.
ft.
ft
ft- -
in'
K
K
0P:
TI
250-240
21/4
10.000
0.375
8.0
3.976
19.049
178.924
0.106'
- - - - -
-
-
--4:909--
78.362--
-220.893--0:355
- -- --- ----
T3
220-200
3 1/2
20.030
0.751
10.3
9.621
105.276
432.951
0.243
T4
200 - 180
4
20.030
0.751
9.0
12.566
129.430
565.487
0.229
TS
180- 160
4 1/4
20.030
0-751
8.5
14.186
153.275
638.381
0.240�
T6
160 - 140
4 1/2
20.030
0.751
8.0
15.904
177.393
715.694
0.249
T7
140 - 120
4 3/4
20.030
0.751
7.6
17.721
202.442
797.425
0.254
T8
120 - 100
4 3/4
20.030
0.751
7.6
17.721
228.401
797.425
0.286 '
MxTower
MxTower
Job
- TC SR-70, FL (Site# FL17050-A)
Page
24 of 26
Project
Date
08:51:59 09/04/15
B+T Group
1717 S Boulder Ave, Suite 300
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
FAX.- (918) 295-0265
SBA Communications Corporation
B. Sevier
Section Elevation Size L L„ K1/r A P. �P, Ratio
No. P.
ft
ft
f
in'
K
K
OP,
T9
100-80
5
20.030
0.751
7.2
19.635
255.733
883.573
0.289'
T10
80 -60
5 1/4
20.030
0.751
6.9
21.647
284.328
974.139
0.292'
T11
60-40
5 1/2
20.030
0.751
6.6
23.758
313.909
1069.120
0.294'
T12
40-20
5 3/4
20.030
0.751
6.3
25.967
344.639
1168.530
0.295'
T13
20-0
5314
20.030
0.751
6.3
25.967
376.311
II68.530
0.322'
P. / �P„ controls
Diagonal Design Data Tension
Section
Elevation
Size
L
L„
KI1r
A
P.
r P„
Ratio
No.
P.
ft
ft
ft
in'
K
K
op,
TI
250-240
1
5.050
2.407
115.5
0.785
4.213
25.447
0.166'
T2
240 -220
1 1/8
5.128
2.430
103.7
0.994
5.710
32.206
0.177'
T3
220-200
L2x2xl/4
7.558
3.628
75.2
0.516
4.235
22.446
0.189,
T4
200- 180
L2 1/2x2 1/2x3/16
9.676
4.625
74.2
0.536
4.420
23.311
0.190,
T5
180-160
L2 1/2x2 1/2xl/4
11.213
5.383
86.9
0.705
5.167
30.668
0.168'
T6
160-140
L21/2x21/2x5/16
12.851
6.192
100.6
0.861
6.095
37.437
0.163'
T7
140 -120
L3x3xl/4
14.556
7.034
93.2
0.892
7.270
38.824
0.187'
T8
'120-100
L3x3x3/8
16.306
7.911
106.4--
1.301
8.504
56.604
0.150'
T9
100=80
L�3-t12x7-t12x5it6-18:081-8:787-99:7-1-.333-10:000
57:991-0r172a
_
T10
-80-60
L4x4xl/4
-19.885
9.680
94.7
1268
11.406
55.136
0.207'
Tll
60-40
L4x4x3/8
21.709
10.581
105.1
1.864
13.182
81.073
0.163'
T12
40-20
L5x5x5/16
23.546
11.490
89.3
2.038
15.232
88.658
0.172'
T13
20-0
L5x5x5/16
25.395
12.415
96.3
2.038
16.848
88.658
0.190,
I P. / �P„ controls
WxTower
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
25 of 26
Project
Date
B+T Group
1717 S Boulder Ave, Suite 300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone. (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX. (918) 295-0165
Top Girt Design Data Tension
Section Elevation Size L La Kl/r A Pa 6P, Ratio
No. P..
in' K K
T2 240-220 1 1/8 4.000 3.792 161.8 0.994 1.523 32.206 0.047600,
1 P a / �Pa Controls
_ Bottom Girt Design
Data; (Tension).
Ratio
Section
Elevation
Size L La
KI/r A P„
QP„
No.
P.
ft
ft ft
in2 K
K
V.
TI
250-240
1 4.000 3.813
183.0 0.785 1.202
25.447
0.047 '
72
240-220
11/8 4.000 3.792
161.8 0.994 0.083
32.206
0.003'
V
1 P u / r Pa controls
Section Capacity Table
Section
No.
Elevation
ft
Component
Type.
Size
Critical
Element
P
K
ePall ..
K
%
Capacity
Pass
Fail
TI
250-240
Leg
21/4
1
-21.391
130.399
16.4
Pass
T2
240 - 220
Leg
2 1/2
28
-82.625
167.374
49.4
Pass
T3
220-200
Leg
3 1/2
73
-106.954
256.230
41.7
Pass
T4
200- 180
Leg
4
94
-135.211
378.448
35.7
Pass
- -T5---180.=160-
- -Leg . - -
- 4-1/4- --
- -115 -
--163.640-
-447281-
36:6-
- Pass- -
T6
160 -140
Leg
4 1/2
136
-193.191
521.096
37.1
Pass
_ T9_
_ _ 100 - 8.0 _
_ Leg. _
5
199
-292_242
683.313
_ 42.8
Pass
TIO
80 -60
Leg
5 1/4
220
-329.438
771.566
42.7
Pass
Tll
60-40
Leg
51/2
241
-369.358
864.519
42.7
Pass
T12
40-20
Leg
53/4
262
-411.623
962.128
42.8
Pass
42.8 (b)
T13
20-0
Leg
53/4
283
-455.600
962.128
47A
Pass
TI
250-240
Diagonal
1
15
-4.228
13.997
30.2
Pass
T2
240-220
Diagonal
1 1/8
42
-5.769
18.668
30.9
Pass
T3
220-200
Diagonal
L2x2xl/4
92
-4.569
15.422
29.6
Pass
37.9 (b)
T4
200-180
Diagonal
L2 1/2x2 1/2x3/I6
101
-4.381
14.728
29.7
Pass
42.4 (b)
T5
180- 160
Diagonal
L2 1/2x2 1/2xl/4
122
-5.121
15.499
33.0
Pass
37.2 (b)
T6
160-140
Diagonal
L2 1/2x2 12x5/16
143
-6.003
14.284
42.0
Pass
T7
140-120
Diagonal
L3x3xl/4
164
-7.172
16.000
44.8
Pass
ower
Job
Page
f.:hj
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
26 of 26
Project
Date
B+T Group
1717 S Boulder Ave, Suite 300
08:51:59 09/04/15
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX (918) 295-0265
Section
No
Elevation
ft
Component
Type
SLe
Critical
Element
P
K
opy. .
K
%
Capacity
Pass
Fail
47.7 (b)
T8
120-100
Diagonal
L3x3x3/8
185
-8.340
18227
45.8
Pass
T9
100-80
Diagonal
L3 1/2x3 1/2x5/16
206
-9.765
20.218
48.3
Pass
T10
80-60
Diagonal
L4x4xl/4
227
-11.248
20.530
54.8
Pass
63.5 (b)
T11
60-40
Diagonal
L4x4x3/8
248
-12.943
24.883
52.0
Pass
54.1 (b)
T12
40 -20
Diagonal
L5x5x5/16
269
-14.796
35.576
41.6
Pass
62.5 (b)
T13
20-0
Diagonal
L5x5x5/16
290
-16.429
30.474
53.9
Pass
69.2 (b)
Tl
250 -240
Top Girt
1
5
-0.065
10.727
0.6
Pass
T2
240 - 220
Top Girt
1 1/8
32
-1.521
16.396
9.3
Pass
T1
250 -240
Bottom Girt
1
8
-1.196
10.727
11.2
Pass
T2
240 - 220
Bottom Girt
1 1/8
36
-0.218
16.396
1.3
Pass
Summary
Leg (T2)
49.4
Pass
Diagonal
69.2
Pass
(T13)
Top Gut
9.3
Pass
(T2)
Bottom Gut
11.2
Pass
(Tl)
Bolt Checks
69.2
Pass
RATING=
69.2
Pass
Program Version 6.1.4.1 - 12/17/2013
APPENDIX B
BASE LEVEL DRAWING
Feed Line Plan
B+T Group
1717 S Boulder Ave, Suite 300
BST GRP Tulsa, OK 741
Phone: (918)587-4630
FAX: 918 295-0265
Job:
100926.001.01- TC SR-70, FL (Site# FL17050-A)
°mje`
G1-" SBA Communications Co oratio
8'
D1e by. B. Sevie Mp¢
coae_
TIA-222-G
oeIe: sale:
09/04/15 NTS
P8N: D N N.. B-7
APPENDIX C
ADDITIONAL CALCULATIONS
r
PROJECT TC SR-70 - FL37050-A, FL
SUBJECT Anchor Rod Check for Self Supporting Towers
DATE 09/04/1S PAGE 1 OF 1
Number of Anchor Rods
Diameter:
Strength (Fu):
Eta Factor, rl:
Down load, Pu:
Shear, Vu:
Anchor Rod Result
Max Rod (Cu+ Vu/r ):
Allowable Axial, 0)*Fu*Anet:
Anchor Rod Capacity:
�FB+T GRP
1717 S. Boulder, Suite 300
Tulsa, OK 74119
(918) 587-4630
12
1.375
in
105
ksi
0.5
TIA-222-G Figure 4-4 & Section 4.9.9
463
Kips
47
Kips
46.4 Kips
97.4 Kips
=47�6 —.=— Pass
55 Drilled Pier
Site Number: TCSR-70
Site Name: FWOSG5 A, FI
Input
TIA Revision:
G
AC1318 Revision:
2008
Seismic Category:
B
Compression
463 kips
Compression Shear
49 kips
Uplift
375 kips
Uplift Shear
39 kips
Add'I Moment
0 k-ft
Swelling Force
0 kips
' Faunddtlair Oimerlslorrs
Pier Diameter:
12 ft
EA. above grade:
0.5 ft
Depth below grade:
35 ft
Bell Diameter.
ft
Bell Angle:
deg
Mat'enaTPropeNes
Number of Rebar:
90
Reba, Sire:
9
re Size
4
Rebar tensile strength:
60 ksi
Concrete Strength:
3000 psi
Ultimate Concrete Strain
0.003 in/in
Clear Cover to Ties:
6 in
5oifPmfile goili T�
To
Data:
a6"CC
SP,T'N'.
Lobnis
-`-_2_.-'4'i-'-.'t `-'
-`5 -
53-
--'01;
-'0
0 -.
0____..
a___ �... ._
3 1
5
6
57
Iwo
0
0.4
0.4
D
.._57
_-0
__....40
...
-0.4..
0.4
_. "0-_.., .. _....
.___..._.
5 2
_. ...__.___.__-,_.v,_
-
8
10
..
52
_._.,_
3000
_ _
0
.__
_ 0.4
_..—.
0.4
_-.__..
� 0
._._,30 __
29'
__ ...SJ ._
.. 0 -
-35 ._
"-08 _.
.__._._•.0.8_
_ _0_, .. _
7
Analysis Results
Soil lateral Capacity Uplift4ase'.
Soli Axial Capacity
Cq'haete VJeiglilT
326.Skips
Skin Faction:
656.0 Gips
Soil Cone:
kips
Uplift Capadiry'(k), Vm
982.0 kips
Uplift(k),Su: "
375.0'kiP5
_
SddFiidion (k)( -� ------6560
kips -
End Bearing (k):
1696.5 kips I
Camp: Capacity(k), �Cm
43524 kips
ComR. (k), Co:
463.0 k Ps
.. _ "IRATING:
19.689�"`_.. _ ^
Concrete/Steel Check Uplift Czse - Compase,
p Mu (from soil ahalysa) -- 4159 k-ft "" 593.5 k ft
17.2 ft -- - - mMn - 236231 k-ft- 26249.9 k ft
523.5 k-ft 1 IRAPNG- ""230%--2:18% y✓
provided --
-----
_rho
rhorequired:
AP,
RebarSrdu g
3-4
Spadngrequired
- 18.0 OK
DO- lengthrequlred- -1)3
Dev.ledg[h provided 49AUK—�-`,�
--luveraill Foundation Ra Ing:-
Page 1 of 1
PROJECT 100926.001.01 - TC SR-70,FL BWS
SUBJECT Pad Footing Analysis
DATE 09/04/15 PAGE 1 OF 1
JimB+T GRP
1S. Boulder, Suite 300
Tulsuls a, OK 74119
(918) 587-4630
Combined Footing Foundation Analysis
Design Loads: Saftev Factors Rev. Type: G
Input factored loads
Compression per leg (Pc)
= 463.0
(k)
Tension per leg (PT)
= 375.0 -
(k)
Overturning Moment (MO)
= 9,347.0
(k)
Total Tower Horizontal Load
— 79.0
(k-ft)
Tower + Appurtenances
= 93.0
(k)
Pad & Pier Dimensions / Properties:
Tower Shape (triangle or square) —
T
Pier Shape (round or square) =
R
Pier Diameter ( Hp ) =
3.00
(ft )
Pier height above grade ( Dp) =
0.50
(ft )
Footing Width ( WF ) =
47.00
(ft )
Footing Thickness ( HF) =
3.00
(ft )
Depth to BOC ( D) =
7.00
(ft )
Concrete Strength ( Pc ) =
3.00
( ksi )
Rebar Strength ( Fy ) =
60.00
( ksi)
Ultimate Load Factor =
1.30
Min. Cover over Rebar =
3.00
( in )
Qty of footing Rebar (1 layer) —
47
Size of footing Rebar —
# 9
( bar )
Qty of Vertical Rebar per Pier =
33
Size of Pier Vertical Rebar —
# 9
( bar )
Qty of Rebar Ties per Pier —
11
Size of Pier Rebar Ties =
# 4
( bar)
-- -I
-Soil bearing -(ultimate) - - - - _ - 4000— (-psf )
Soil Cone for Uplift (B) 30 ( degrees )
Cohesion (C) 0.00 (ft )
Top Soil to Neglect ( N) 3.00 (ft )
Base Sliding (p) = 0.35 ( ksf )
Dry Soil Density ( ypay) = 63 ( pcf )
Uplift S.F. (Cons. Wt.)
= 1.25
Uplift S.F. (Soil Wt.)
= 2.00
Overturning S.F.
= 1.50
Bearinging S.F.
_ - 2.00 _-
Tower Information
Tower base width = 25.00 ft
Plan View for Triangle or Square Tower
f!M!
_I 1
HF i
'L F_
Summary of Results
Overturing
42.6%
Soil Bearing
34.7%
Base Sliding
16.8%
One way Shear
8.3%
Punching Shear
42.6%
Pad Moment Capacity
47.0%
Pier Moment Capacity
12.5%
Kimley) Horn
August 12, 2015
MetroPCS
Attn: Denise Correa
1000 Sawgrass Corporate Parkway, Suite 400
Ft. Lauderdale, FL 33323
RE: Antenna Mount De-s'M 'Letter
SCANNED
By
St. Luce County
Carrier Designation: MetroPCS 760:MU Upg ade.
Carrier•'Site Number: i92P0309M
Caiiier.4iteNaM6 GTPWLNY7�0
Site Data: 20000.0keechobee Road Fort Pierce; FL34§49,
St. Lucie"County
To whom it may concern:
In accordance with our agreement, Kimley-Horn and Associates, Inc. ("Kimley-Horn"), has
performed an evaluation of the existing antenna mount for the above referenced site for
the replacement of MetroPCS antennas. The purpose of this analysis is to compare the
existing manufacturer's mount design specification with the proposed carrier loading
conditions to determine if the proposed mount is structurally capable of supporting the
proposed MetroPCS equipment under the loading of the TIA-222-G standard and the 2014
Florida Building Code.
The proposed mount was checked against the required 117 mph nominal design wind
loading (151 mph ultimate wind speed, Risk Category II, Exposure C per 2014 Florida
Building Code). Per the specifications provided by MetroPCS, the existing and proposed
antennas are as follows:
• (Existing) 6- CMA-BDHHI6520/EO-8 antenna:'64.6"x 15.W x 5"; 62 Ibs - —
• (Existing) 3- FRIE RRU's: 19.3" x 22" x 5.2"; 55.1 Ibs
• (Existing) 3- FRIG RRU's: 15.24" x 18.88" x 5.98"; 57.3 Ibs
• (Existing) 3- FRLB RRU'st 15.75" x 15.75" x 5.9"; 59.52 Ibs
• (Proposed) 3- DBXNH-6565B-A2M: 72.7" x 11.9" x 7.1"; 46.3 Ibs
The existing mount, a Connect -It Wireless, 13' V-Frame Boom Gate, VF13-XX-96 is to be
reused. Conservatively, no shielding is assumed on the RRU's. The COVP's are
considered to be on a separate mount.
kimley-horn.com-1920'Wekiva Way, Suite 200, West Palm Beach, FL'33411 561 845 0665'
Kimley»>Horn
Page 2
Based on the comparative analysis listed below, it is our opinion that the existing
mount will have sufficient capacity for the proposed carrier equipment.
Please contact me at (561) 840-0232 or Kevin.Maraiti(ftimley-horn.com should you have
any questions.
Sincerely,
KIMCE)rilORN AND ASSOCIA°TES; (NC:
CA 00060696
1 IVIIUQ r.L. / IYVU/, /IIIIIIII1\
Attachments: -
Kimley-Horn 700-MHz Upgrade Plans dated November 26, 2013, Sheet C-2.
Connect -it Wireless 13' V-Frame Boom Gate VF13-XX-96, Design
Specifications.
2014 Florida Building Code -Building Section 1620.2
RFDS Data Configuration Sheet Page 1 of 4
U...: YALWASH — -Mobile' L]r`
lack to RFDS home RFDS Data Configuration Sheet Dale: 7/2712016
to Back 'Print RFDS
Site Information:
:Atnymt FL
:Radio Vendor.
�NSN
Plan Year, 2f114 NLPDeeC: OWSMe appOved pohg0n
ISH.Ur "00991
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WBW-3_200-WPHWY70
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latltdds 27AM0957
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Id0.57965a2
Crea@d Date: Jun2a2014.,..
RFMana.er. Armand Gmymmteyn
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last save Date:Jul n 20164:lVM Iasi Modirad Fly. YP1WAsd
Project Type: 1.70011.1900
RFDS Upgraded?
Upgraded
Template? Standard
Cell Site Configuration
Configuration Type: Canri9OmLmh701A_OUSy
;L7WAmmma Wotic SWAP
Flnal Confiaaailen (AntammA.InPRNA1RRUi: 9161019
„-ISelutiOn Tyne: Tozer TOP
pF0.n SMIOe: PmOminay_______.__,-...--.
:Float Setter Count ]
IDealan Type: Final
UmwinO TYPe: Cualhm
Sectorinformatlon
MPCS CDMA Design
A
B
C D
E F
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PCS UNITS Design
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.amwna MD choler:
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�20
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.
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Antenna Configuration (Site Level)
Antenna ReUse
Antenna Model
Antenna Qty
Antenna and (or) Ports Shared
E ISUng?tQty
MPCS CDMA
.S_—___.- _:_.
... ...
...............__.....___ --- —------ __. ....
oewm
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MS UMTS
IRa.Uae EtlalNgl3 -
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TMA(ReUse
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existing
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TMA cry
TMA Location
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Antenna Fibe r Coax Solution(Ske'Loveli
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Uah NSNMar&OW for ROWWP IN.
Sae
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a ealNPl]
Hybrid Cable Configuration (Silo Level)
�Hybrrd cable Type:
:Hybrid Cabla LangN: 1300
'Hybrid Cable etr. .... ... .. _ .._ .... _ ..
Hybrid Cable Config(Sector Leval) A B C D
._..._._.._._.i
E F
http://natdev.eng.t-mobile.com/Central/RFDS/RFDSPrint.asp?Siteid=A2P0309Vi_F_UG 7/27/2015
RFDS Data Configuration Sheet
Page 2 of 4
HCe MR bvt mn SmI*M(e.g Ro¢flePl
Ztentank nay
Hybtltl Cable Lengm (fll_
COVP Configureflon (Site Level)
.coW.Twelf@_... . i Lalpe cow .............. .. cow otX(fF.:I
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Coax Configuration A B C D E F
:Fxisnn9 Cnaa CM 112 :2 2
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http://natdev.cng.t-mobile.comICentraliRFDSIRFDSPrint.asp?Siteid=A2PO309M_F_UG 7/27/2015
RFDS Data Configuration Sheet
Page 3 of 4
System Modules (Site Level)
System Module
System Module sty System Module System Module
Mode a Type Mode a sty
MPCS COMA
PCSUMTS
FSMF
.i
Me UMTS
iFSME
d
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RF Modules (Site Level)
Ri, Module Type
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MPCS COMA
PCs UMTS
FM
3
AWS UNITS
ME
3
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LT00
'FRLB
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Sector/BTS/Node-B (Site Level)
Sector Count:
BTS/Node-B Count
MPCS COMA
PCSUMTS
�:3.
1-
AWSUMTS
i3
it
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3
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Comments
0mlTRote: Upeated Ne RAD waterfmm236 W 248 as per Ne SACNformagoe
'Anlwna helgMverif alien roan wmp@led by Jacobs.
�tER312018: RFOSb .prated In awommod de 1.700.
:Ws k a Me0p keep 3sectors Ste. My modernized, wewill dswm CDMAand swap ouleailNg quad aMermas sunenilyspartd behveen CDMAand WIM
iFor Quad L?W wmpa4blata be shared behewn U2100 and L700. WewUNg211 LT00 radios as 08 end use Ore Was harvaasE Gam COMA.
'Um00 hwn5gwed IS have2danlers andcan be upgraded 1o3 carriers une, ebslidg a 1pmerA(FSMFIFBBP/FXF@
UVO b conGgursdw3629 MHz, WMIM0.
Note SNce coaslength a less Nan 27C, no TMAis mgWred
OF (3dnlbp, Ian arousal
FBBA/ 11900 _,1 FSME/Mi(s).1 MW ♦ 1 FBSA e 1 FE9CTt2100
MA ells eweaping Nempenot
on ground)(eainNg)
.,,1 FSMETIld10o„1 PROF ♦ 1 FBBAS 1 FBMIL2100 (eealhy)
http://natdev.eng.t-mobile.com/CentraVRFDSIRFDSPrint,asp?Siteid=A2PO309M_F_UG 7/27/2015
RFDS Data Configuration Sheet
Page 4 of 4
SIN: A2P0309M - Configuration Drawing 1
Drawing (1) Comments:
New [gNymeN
_.__.UP9mded
egwpment
'.. Rewnpqu,ed �l
l equipment ,
`a
http://natdev.eng.t-mobile.comICentraURFDSIRFDSPrint.asp?Siteid=A2PO309M_F_UG 7/27/2015
KimleyoHorn
MetroPCS 700 MHz Upgrade
A2P0309M
7
GTP HWY 70
Antenna SDecificabons
Find wind areas on proposed antennas to check proposed mount capacity.
EquipmentVe: 6* Total number of Appurtenances
i := 0.. EquipmentVe — I *
0.. EquipmentVe — 2
ui .No. Name
Hei ht Width Depth
Weieht
EquipVe0:= "CMA-BDHH/6520/EO-8"*
HVe0 64.6in WVe0:= 15.9in DVe0 5in
WTVe0 621bf
EquipVel "DBXNH-6565B-A2M"*
HVeI 72.7in WVeI := 11.9in DVeI := 7.1in
WTVe1 46.31bf
EquipVe2:= TRIG" *
I1Ve2 15.24hVrVe2� 18.88inDVe2� 5.98inWTVe2�
57.31bf
EquipVe3°FRIE"*
HVe3 = 19.3in WVe3:= 22in DVe3:= 5.2in
WTVe3 55.I1bf
EquipVe4'= FRLB*
HVe4� 15.75iiWVe4� 15.75inDVe4:=5.9in
WTVe4� 59.521bf
EquipVe5.— FXFB
HVe5 5.2in WVe5:= 17.6in DVe5:= 15.6in WTVe5:= 55.11bf
Area F.:=HVe.•WVe.
Page 1 of 3
Date: 8/7/2015
Designed by: CRM
MetroPCS 700 MHz Upgrade
KAmley*Horn
GTPHWY 0
Notes:
1. SectorA is considered to be the maximum loading case scenario.
2. Conservatively assumed no shielding of the RRU's. Only the TMA's are assumed to be shielded in
this analysis.
3. The COUP is considered to be on a separate mount.
Proposed ITV -Frame Boom Gate Specifications
Proposed Platform a Connect -It Wireless 13' V-Frame Boom Gate, VF13-XX-96.
Max Combined Load Weiebt Max Area
Mount0 WF13-XX-96" WTVF13:= 6501bf AreaVF13 5600in2
Proposed Final Configuration - Per Sector
Sector A•
(2) CMA-BDHH/6520/EO-8, (1) DBNXNH-6565B-A2M, (1) FRLB, (1) FRIG, (1) FRIE, (1) FXFB
Areamax :_ (2Area_F)0 + Area_FI + Area_F2 + Area F3 + Area_F4 + Area _F5 = 3971.32 -in
WeighlmILK:= (2WTVe)0+ WTVeI+ WTVe2+ WTVe3+ WTVe4+ WTVcS= 347.321bf
-Resin - - - -- - - -
WTResult; t WT > Wei t ,"Pass':' 'Tad' "Pass"'
AteaResult Area,Fl3>A!aiaa� 'Pass" '.Fare' '.amass"_.
Page 2 of 3
Date: 8/7/2015
Designed by: CRM
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PENSION STATUS OF
SHT I 2 3 4 5 6 7
REV WC N/C N/C WC N/C N/C N/C
NOTES:
I. ALL STRUCTURAL STEEL SHALL CO qM TO ASTM A36 GRADE
O 2. ALL CONNECTIONS SHALL CONFORMS O AISC MANUAL OF STEEL CONSTRUCTION
ALL BOLTS SHALL BE A325-X; 6145 15 SHOWN ON DRAWING.
ALL RODS SHALL BE ASTM A36; SIZE PAS SHOWN ON DRAWING.
3. ALL STRUCTURAL STEEL 51-IALL BE ABRICATEO TO FIT AT BOLTED
CONNECTIONS WITHIN Ill INCH TOL RANGE
4. STRUCTURAL STEEL SHALL NOT BE 1 LAME CUT UNDER ANY CIRCUMSTANCES
WITHOUT APPROVAL OF THE ENGIN ER:
S. ALL WELDING SHALL BE DONE BY AN AWS CERTIFIED WELDER AND IN
COMPLIANCE WITH AWS OR ALL V ELIop SIZES SHALL BE THE MAXIMUM
ALLOWEDBY THE MATERIAL BEING ED WITH 0.30 WIRE WIRE -WELD.
6. HOT DIP GALVANIZE ALL STRUCTURL ,STEEL. TOUCH UP ALL FIELD WELDS
AND ABRADED AREAS WITH TWO C AT5 OF, .GALVANIZED PAINT.
dQAD
7. DO NOT EXCEED THE FOLLOWING, L WEIGHT & AREA LIMITS
MAX. COMBINED LOAD WEIGHT 650 LOS.
L MAX. COMBINED LOAD FORCE (P-, 1 2,765 LBS.
MAX. COMBINED LOAD AREA AT 81 MPH (V ULTI OR 140 MPH (V ASM
7,945 SO. -IN.
MAX COMBINED LOAD AREA AT 1 4 H (V ULT) OR 150 MPH IV ASO}
6.910 SQ.4N.
S. -LOAD AREA' IS LARGEST X•SECTION; ArxF OF ANTENNA.
9. LOAD RATING DETERMINED IN ACCORDANCEWITH T1A•EIA•222-G-2,
FLORIDA BUILDING CODE 2010, 'A AS.CE. 7.10.
IQ ALL 1/2- FASTENERS MUST BE TOR UED so-60 FT:-LBS.
11. ALL 5/8" FASTENERS MUST BE TORQUED 100-120 FTA-ES.
12 ALL 3/4- FASTENERS MUST BE TO QUED 175-195 FT. -CBS.
13, MIN 2 STIFF ARMS REOD. FOR LOA & WIND RATING.
14. AVERAGE ASSEMBLY WEIGHT : 562 LOS.
B MAX. PROJECTED ASSEMBLY AREA ' 2,711 50. IN. IEPATI
MAX. NORMAL PROJECTED ASSEMBLYAREA- 1289 Sa IN. IEPAM
�RO ANGLE PROJECTION
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Carrier Designation: MetroPCS 700 MHz Upgrade
Carrier Site Number: A2P0309M
Carrier Site Name: GTP HWY 70
Site Data: 2000 Okeechobee Road, Fort Pierce, FL 34945
St. Lucie County
dates: 150
I. Values are v.1.1 dosign a-amcand gust �
Wind speeds in miles per hour (,Is) at 33
ft (IM above ground for Eapusmvn C cab
egmry.
2. Ilnoar interpolation botwaen contours
is permitted.
3. Islands end coastal areas outside the
last contour shall Use the last bind speed
contour of the coastal area.
4. Mountainous termia, garges, me"
praeantmAes, and special wind reeions
shall be e%aeined for uhusaal wind condi-
tions.
5. wind speeds correspond to approxiewt.ly
i a 79 probability of meedaace In 50 years
(Annual Ezceedance Probability a 0.00143.
MUI a 7Be years).
Vnominal — Vultimate X 0.6
151 mph x 0.6 = 117 mph
2014 Florida Building Code — Figure 1609A
1920 Wekwa Wdy, Suite 200;': West Palm Beach % 113,3411
RECEI'.'-D SEP 14.2015 J g+T GRP
September 4, 2015
Luke Price �� BY E� B+T Group
SBA Communications Corporation 1717 S. Boulder, Suite 300
9900 WestPoint Drive, Suite 116 St. Lucie County Tulsa, OK 74119
Indianapolis, IN 46256 (918) 587-4630
(205) 908-5792 btwo@btgrp.com
Subject: Structural Analysis Report
T-Mobile Designation: Site Number: A2P0309M
Site Name: A2P0309M
SBA Communications Corporation Designation:
Site Number: FL17050-A
Site Name: TC SR-70
Application Number: 22456, v2
Engineering Firm Designation: B+T Group Project Number: 100926.001.01
Site Data: 24880 Okeechobee Road, Ft. Pierce, St. Lucie County, FL 34945
Latitude 27' 22' 35.72", Longitude -80° 35' 16.13"
250 Foot - Self Support Tower
Dear Luke Price,
g+T Group 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:
Existing + Reserved + Proposed Equipment
Note: See Table 1 and Table 2 for the proposed and ebsbng loading respectively.
Sufficient Capacity
Tower: 69.2%
Foundation: 47.0%
This analysis has been performed in accordance with the 2014 Florida Building Code 5th Edition based upon an
ultimate 3-second gust wind speed of 151 mph converted to a nominal 3-second gust wind speed of 117 mph
per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1.
Exposure Category C and Risk Category II were used in this analysis.
All equipment proposed in this report shall be installed in accordance with the attached -drawings for the
determined available structural capacity to be effective.
- e a +T Group -appreciate- the opportunityof providing our continuing professional services to you and SBA
Communications Corporation. If you have any questions or need further assistance on this or any other projects
please give us a call.
Respectfully submitted by:
B+T Engineering, Inc.
Brandon Sevier, E.I.
Project Engineer
tnxTower Report - version 6.1.4.1
John W. Kelly, P.E., S.E.
Engineer of Record
COA:27496 Expires:2/28/2017
``.� off.: -•.....( ��%;
a. 6 4 -
%�o,� �•. ( �0@:-� to .�
rrmm�utu�"'� "It
250 Ft Self Support Tower Structural Analysis Report
Project Number 100926.001.01, TC SR-70, FL
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2 - Existing Antenna and Cable Information
Table 3 - Design Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Table 6 — Tower Components vs. Capacity
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
September 4, 2015
Site No. FL17050-A
Page 2
tnxTower Report - version 6.1.4.1
t v
250 Ft Self Support Tower Structural Analysis Report
Project Number 100926.001.01, TC SR-70, FL
1) INTRODUCTION
September4, 2015
Site No. FL17050-A
Page 3
This tower is a 250 ft. Self -Support tower designed by Central Tower, Inc. in September of 2003. The tower was
originally designed for a wind speed of 120 mph per TIA/EIA-222-F.
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind
speed of 117 mph with no ice and 60 mph under service loads, exposure category C with topographic category
1 and crest height of 0 feet.
Table 1 - Final T-Mobile Loading Antenna and Cable Information
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer
Antenna Model
Number
of Feed
Lines
Feed
Line
Size
(In)
Note
3
Andrew
DBXNH-65658-A2M
3
1.24
T-Mobile
Proposed
6
Cellmax Tech.
CMA-BDHH/6520/EO-8
3
Nokia
FRIE
248.0
248.0
6
15/8
T-Mobile
Existing
3
Nokia
FRIG
3
Nokia
FXFB
3
Raycap
ASU9338TYP0I
3
Sector Mount
Table 2 - Existing Antenna and Cable Information
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer
Antenna Model
Number
of Feed
Lines
Feed'
Line
Size
(in)
Note
T-Mobile
3
Cellmax Tech.
CMA-BDHH/6520/EO-8
3
1.584
To Be
Removed
6
Cellmax Tech.
CMA-BDHH/6520/EO-8
248.0
248.0
3
Nokia
FRIE
3
Nokia
FRIG
- -
6
15/8
-
T-Mobile
Existing
3
- `Nokia
---FXFB
-
Raycap
—ASU9338T-YRG:1
--
-
--
- - - ccrorivroan--
-- --
-
tnxTower Report - version 6.1.4.1
250 Ft Self Support Tower Structural Analysis Report
Project Number 100926.001.01, TC SR-70, FL
Table 3 - Design Antenna and Cable Information
September 4, 2015
Site No. FL17050-A
Page 4
Mounting
Center '.
Line
Number
Antenna
Number
Feed
.
of
Antenna Model
of Feed
Line
Level (ft)
Elevation
Manufacturer
Antennas
•
Lines
Size (in)
12
Decibel
DB982F105E-M
250
2,90
12
1-5/8
1
Generic
13' Gate Mounts/T-Arms
9
Decibel
DB982F105E-M
225
225
g
1-5/8
1
Generic
13' Gate Mounts/T-Arms
9
Decibel
DB982F105E-M
220
220
g
15/8
1
Generic
13' Gate Mounts/T-Arms
150
150
2
Generic
HP6-S7W
1 2
1 7/8
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
Document
Remarks
Reference
Source
Tower Data
Tower Drawing by Central Tower Inc.,
Project No. SS1366
Date:09/1012003
SBA
Foundation Data
Foundation Drawing by Central Tower Inc., Project No. SS1366
Date:09/1012003
SBA
Soil Properties
Morrison Hershfield,
Date:08/0112003
SBA
Existing Loading
SBA Site Summary Form, Site Id: FL17050-A
Date:06/23/2015
SBA
Proposed Loading
T-Mobile Application# 22456, v2
Date:09/02/2015
SBA
3.1) Analysis Method
tnxTower (version 6.1.4.1), a commercially available analysis software package, was used to create a
three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A.
3.2) Assumptions
1) Tower and structures were built in accordance with the manufacturer's specifications.
2) The tower and structures have been maintained in accordance with the manufacturer's
specification.
-3) The configuration of antennas, transmission cables, mounts and other appurtenances are as
Bolt details were not provic
by the same manufacturer.
were
on similar towers
This analysis may be affected if any assumptions are not valid or have been made in error. B+T
Group should be notified to determine the effect on the structural integrity of the tower.
tnxTower Report - version 6.1.4.1
250 Ft Self Support Tower Structural Analysis Report
Project Number 100926.001.01, TC SR-70, FL
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
September4, 2015
Site No, FL17050-A
Page 5
Section
No, -
- -
Elevation (ft)'
e
Compoheiit Type
Size
Critical
Element
P (�
S'.;
SF`P-allow
CK)
Capacity
Pass /Fail
T1
250-240
Leg
2114
1
-21.391
130.399
16.4
Pass
T2
240 - 220
Leg
21 /2
28
-82.625
167.374
49.4
Pass
T3
220 - 200
Leg
3112
73
-106.954
256.230
41.7
Pass
T4
200 - 180
Leg
4
94
-135.211
378.448
35.7
Pass
T5
180 - 160
Leg
4114
115
-163.640
447.281
36.6
Pass
T6
160 - 140
Leg
4112
136
-193.191
521,096
37.1
Pass
T7
140 - 120
Leg
4 314
157
-224.217
599.797
37.4
Pass
T8
120 - 100
Leg
4 314
178
-257.162
599.797
42.9
Pass
T9
100 - 80
Leg
5
199
-292.242
683.313
42.8
Pass
T10
80 - 60
Leg
51/4
220
-329.438
771.566
42.7
Pass
T11
60 - 40
Leg
5112
241
-369.358
864.519
42.7
Pass
T12
40 - 20
Leg
5 314
262
-411.623
962.128
42.8
42.8 (b)
Pass
T13
20 - 0
Leg
5 3/4
283
-455.600
962.128
47.4
Pass
T1
250 - 240
Diagonal
1
15
-4.228
13.997
30.2
Pass
T2
240-220
Diagonal
11/8
42
-5.769
18.668
30.9
Pass
T3
220-200
Diagonal
L2x2xl/4
92
-4.569
15.422
29.6
37.9 (b)
Pass
T4
200-180
Diagonal
1_21/2x2112x3/16
101
-4.381
14.728
29.7
42.4 (b)
Pass
T5
180-160
Diagonal
L21/2x21/2x1/4
122
-5.121
15.499
33.0
37.2 (b)
Pass
T6
160-140
Diagonal
L21/241/2x5/16
143
-6.003
14.284
42.0
Pass
T7
140- 120
Diagonal
L3x3xl/4
164
-7.172
16.000
44.8
47.7 (b)
Pass
T8
120- 100
Diagonal
L3x3x3/8
185
-8.340
18.227
45.8
Pass
T9
100-80
Diagonal
L31/2x31/2x5/16
206
-9.765
20.218
48.3
Pass
T10
80 - 60
Diagonal
L4x4xl/4
227
-11.248
20.530
54.8
63.5 (b)
Pass
T11
60-40
Diagonal
L4x4x3/8
248
-12.943
24.883
52.0
54.1 (b)
Pass
T12
40-20
Diagonal
L5x5x5/16
269
-14.796
35.576
41.6
62.5 (b)
Pass
T13
-
20 - 0
-- - -
Diagonal
-
L5x5z5/16
290
-16.429
30.474
53.9
- 69.2 (b)..
Pass
T1
250-240
Top Girt
1
5
-0.065
10.727
_0.6_
Pass
-- - -- --
-8--1.196
T1--
250-240
Bottom Girt
1-
10.727
11,2---Pass
T2
240-220
Bottom Girt
11/8
36
-0.218
16.396
1.3
Pass
Summary
Leg (T2)
49.4
Pass
Diagonal
(T13)
69.2
Pass
Top Girt
(T2)
9.3
Pass
Bottom Girt
(T1)
11.2
Pass
Bolt Checks
69.2
Pass
RATING =
69.2
Pass
tnxTower Report -version 6.1.4.1
t
250 Ft Self Support Tower Structural Analysis Report
Project Number 100926. 001. 01, TC SR-70, FL
Table 6 - Tower Component Stresses vs. Capacity
September4, 2015
Site No. FL17050-A
Page 6
Notes
Component Elevation (ft)
% Capacity
Pass 1 Fail
1
Anchor Rods I Base
47.6
Pass
1,2
Base Foundation (Structure) Base
47.0
Pass
1,2
Base Foundation (Soil Interaction) Base
42.6
Pass
Structure Rating.(max from all components) = 69.2%
Notes:
1) See additional documentation in 'Appendix C -Additional Calculations' for calculations supporting the % capacity
consumed.
2) Two foundation drawings were provided. The worst capacity was reported in this analysis.
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No
modifications are required at this time.
tnxTower Report - version 6.1.4.1
APPENDIX A
TNXTOWER OUTPUT
a
rc
rc
a
oppe
N
r
F
tl
N
w
tl
h
N
7
C
L`4
to
o
a
to
tl
7
p
�
N
�
a
d
e
C
ON
g
C
N
N
'3
250 0 It
240_a It
220_0 n
2000It
DESIGNED APPURTENANCE LOADING
TYPE
ELEVATION
TYPE
ELEVATION
Lightning Rod W x 4' on 6 PnIe(E)
255
FRIE(E)
248
Strobe(E)
251
FRIE(E)
248
(2)CMA-SOM652 0/ 8w/Mount
Pipe (E)
248
ABu9338 l(E)
248
ASU9MIP1(P01(E)
248
wl Mount
p
(2)CMA-BDHHIfi5 CGM w/Mount
Pipe (E)
2"
248
Y)cMA-BD*1I65IIM0a
Asugmaol(E)
248
DBXNHE585&A2M wI Maunt Pipe
(P)
24fl
DB%NH-fi5658-A2M w/Mourd Pipe
(p)
248
F%FB (E)
248
F%FB(E)
248
DEIMI-1 65BA2M w/Mount Pipe
(P)
248
F%FB(E)
248
FRIG (EI
248
Setl Mount ISM IW0 3] (E)
248
FRIG (E)
1248
Side Ugh" (E)
125.5
FRIG (E)
INS
Sid. ❑gh8ng (E)
125.5
PRIE (E)
248
ISIde LlghBng(E)
125.5
SYMBOL LIST
1ee.ort1 MARK 1 SIZE 1 MARK SIZE
A 13 ®3.08333
/ MATERIAL STRENGTH
GRADE Fy Fu 1 GRADE I Fy Fu
180.0 fl A512-50 50 w 651¢I 1A 6 jstik t Iss W
TOWER DESIGN NOTES
1. Tower is located in Saint Lucie County, Florida.
2. Tower designed for Exposure C to the TIA-222-G Standard.
3. Tower designed for a 117 mph basic wind in accordance with the TIA-222-G Standard.
1400 It 4. Deflections are based upon a 60 mph wind.
5. Tower Structure Class I.
6. Topographic Category 1 with Crest Height of 0,000 ft
7. TOWER RATING: 69.2%
120.0 n
1000n
8aon
60.0 n
ALL REAC7ONS
ARE FACTORED
MAX. CORNER REACTIONS AT BASE
ao.an DOWN: 463K - - - - - - -
SHEAR: 47 K
UPLIFT' 375 K -
__ _ _ __ SHEAR: 39K
z5.0n AXIAL — - - —
93I K
SHEAR MOMENT
79 K / J. 9347 kip-R
O.01
TORQUE 51 klp-R
REACTIONS- 117 mph WIND
B+T Group
1717 S Boulder Ave, Suite 300
B-T GF:P Tulsa, OK 74119
Phone: (918) 587-4630
FAX: 918 295-0265
m: 100926.001.01. TC SR-70, FL Site# FL17050-A)_
Prgact
Cnene SBA Communications Comomfo
Dnnen"' B. Sevie
Apptl.
Coda' TIA-222-G
D3nu 09/04/15
son"; NTS
Pao: m,w.cee.mg o,xvx a.
Dwg li, E-1
Plot Plan
Total Area - 0.07 Acres
A \
1
\ -.�
Base eer-0.000fl
12500
12500
15.000
25000
15.000
55.000
B+T Group
1717 S Boulder Ave, Suite 300
e+r �«xr Tulsa, OK 74119
Phone: (918) 587-4630
FAX: 918 295-0265
a": 100926.001.01 - TIC SR-70, FL Site# FL17050-A
aroiex
am"e SBA Communications Co omfi 0ra'""�y B. So
pd;
CaO: TIA-222-G oam:09/04/15
Scale MS
Pafl1° .1 ms—a
Nn—
TIA-222-G -117 mph Exposure C
Leg Capacity Leg Compression (F)
15W
1000
5W
Mlnlmum-0
Maximum -500
-1000
-1500
250.00
50.000
I I I
I I
I I I
1
I I I I
I I
I I I
I I
11 1 1
I
I I I
240
I I I 1
I I I
I I 1
i ,
1 1 1
1 1 I I
40.000
1 I
11 1
1
I I
I I
1 1 1
1 1
1 1 1 1
1 1
I 1 1
11 1
i
I
I I I
1 1 1
1
I 1
I
I I I
I I
1
I 1
I I 1 1
r
I
1 1
1
1 1
1 1
220.00
I 1 I 1
1
I
1 1 1
I I 1
1
I 1 1
°.000
I
1
1 1 1
I I 1 1
I I 1
1 1
I I
1 1
1 1 1 1
I 1
1 1
I I
I
I 1
1
1 1
1 1 1
I I 1 1
1
1
1 I I
I 1
1 1 1 1
1 1
I
1
1 I
1 1 1
1
1 1
200.0
_J _L_J _L
_L _J _1 _♦_
1 1 _L
_L �
L_J _L_J
_J _L_J _I
00.000
1 I
I I I
I I
I
I
1
I I I
I I I
I I I
I I 1
I I
I
I I I
1 I
I I I
1 1 1
I 1 I
I I I
I I
I I I I
1 1 I
I I I I
I I I
I I I I
I I
1
I
I I
I
I
I
1
160.
I I I
I I I
1
1 11
I
I 1 I_
-I-
80.000
I I I I
I 11
I
1
I I
I I 1
1
I I I
I I I I
I I I I
I 1
1 I I
I I I
I I I I
1 I
1 I
I 11
1 I I
I I I
I I I I
I I I I
I I I I
I I I
I I
I I I I
I I
160.0
I I I
I
I I I
I
I 1 1
I I I 1
1 I I I
fio.OW
1 1 i
I I
I
11 1 1
1
I
I I
i 1
i i i
I I I I
I
1
I I i
i
1 1 i
1 1
I 1
I I I
I
I I 1
1 1 1 1
I I 1
1
I I I I
I
1 1 1
I I I
I 1 1 1
1 i
I I I
1
I
1a°.o
_J__I__J__I__
__I__� I__!____!_!__L_
i__
_!__ _JL_
I
40.000
�
1
1 1 1
1
1
1 1
r
1 1
1 1
p
p
I I
1
I 1 1 1
I I 1
I 1
I 1 1
I
I
I
I
120.00
_
_ _ _
~
120.000
I I I
I 1
I 1
I I
I I
I I
I I
I
I I
I I I
I i I
W
I I I I
I I I
I I
I
I I
1
I
1
I I
I I I I
I I I
I I
I I I
I I
I I
I I I
I
1
1
100.00
I I I
1
1 1 I
I I I I
i I I I
I I
1 1 1
00.060
_�__r_i__r_
__r_ __1__.,____r__I_
r__1__
__I__r_�__r_
__r____ __
_�__r _�__r_
1 1 1
1 1 1
1 1 1
1 1
1 1 1
I I 1
I
1 1 1
1
1
I
1 1
1
I I I
I
1
I I I I
1 1 1
11 1 1
1 1 1
I r l
60.
1 1
I 1 I
I I 1 1
1
I
I
a.°o0
I I I
11 1 1
1
I i
I
I I
I I
1 1 1
1 1
1 I 1
t
I
1
I I 1
I I I I
1 1
l i l l
1 1
I I 1 1
I I I I
1 1
1
I I I I
I i
I 1 1
1 1 I
1
I
I I I I
1 1 1
I I
1 1
I
I I I
I I
I 1
I I
I I
1 1 1 I
I
I 1 I
60.
a -------
_L----
L_�______
I I I I
1 I 1 i
I I I I
1 1 I
I I I I
I
I I I I
I I I I
I 1 I
I I I I
I I I I
I I I
I I I I
I I I I
I
I I I I
11 I 1
I I 1
_ O°
_ I
1_ 1 1
1 1_
I I
10 fi
I I
I
I I I I
I I
I 11
I 1�
I I I I
I I I
11 I
I I
I I I
I I
I 1 I
I
I
1
I
I
I I
I
I I I
I I I
I I I
I I I I
I 1 I
I
I
I
I
1
20.00
I
I1
I
I 1
IIII
� I 1
0fi°0
_
_.I _
_I _II
_
_II
_
_II_
_
_
_I _
1
11
1
I I I
I I I
11 1
I 11
I 1 1
11
I I I I
I
1 I
1
1 I 1
I 11
I I
I I I I
11 1 I
I I I I
I I I
1
I I I
I I I
I I I
1
I I I I
I
I
I I I I
I I I I
11
1 1 I
11 I
I
I
I 1
1 1 1
I
1 1
0.
OW
15133
1000
5W
Mlnlmum -0Maxlmum-+
-SW
-iW0
-15W
B+T Group
1717 S Boulder Ave, Suite 300
a.T GRP Tulsa, OK 74119
Phone: (918) 587-4630
FAX: 918 295-0265
J.b. 100926.001.01 - TC SR-70, FL (Site# FL17050-A)
Pmlec
Glen SBA CommunicationsCorporatio
°mini°>'B. Seme
App°;
° 01 TIA-222-G
°ar8 09/04/15
sum. NTS
aam:
0,w Na.E-3
TIA-222-G - 117 mph Exposure C Maximum Values
Vx----------- -Vz Mx ------------ Mz
Global Mast Shear (K) Global Mast Moment (kip-ft)
I I
24000 � 1
1 I
I 1
1 1
I I
I 1
I I 1 I
1 1
1 I 1
I 1
I
1 I
I I I 1
zW.40 I 1 I 1
I I I 1
I I 1
I 1
1 I
I I
I 1
160.00 I I I I
I I I
1 I I
1 1 I 1
I 1 i I 1
1 I I
1 I I
1fi0.00 1 I I I
I
I I
1
I I I
;I
140.06
1r I I I� I
I I 1
I I
O 1 I• 1
I 0 1
f0 120.00
I 1 I 41
W
I I I y
I I I
�.� I
I I I
I I
I I I I
I I I I
I i I
� I I
I I I I
I I
I I
I I I I
I I I I
I i I
I I I
1
I I I
I I
I
I I
1 1
I I
I
I I
I I
I
1
I
1
I 1 1
1 1 I
I I
1
I 1
� 1
I I I I
I I
I I
I
1 1
1
I
I I I I
I
I 1 1 I
1 1 1 I
1 1
I � I
I 1 1 1
1 1 1 1
I 1 I
1 I
1
1
1 1 I
1 1 1 1
I I ' I I
1 4 1
} 1 I I
1 I
i
'
t
1
I i
I �
1
I I
1
1 1
I
I
1
1
I
I
I
I I
I I I
I
I
I
I
I
I I I
I
I I I I
I
I I
I I
I
I
I I 1
1 1 I
1 1 I
I I I
I I I
I I 1
I
1
� � I
1 I
� I
1 1
I I I
I 1
I
I I
I
I
I I
I 1 I
�I I
I
I I I
1 \
f�
I I` 1 I
1 I) 1
I
I I I \1
I I
I I
I 1 I I
1 I
I I I I
L t I I
i
1 1 I
I I 1
I I I
1 I
1 1 1
1 I
1 1
1 I
I I I 1
1
� I
I 1
I I
I 1
I
I
I I
I I
I I
I
I
I
I I
I 1 I i
I I
I
I
I
I I I
1
� I I
1 I
I 1
I I
I 1
i
1
I
I
I
1 I I
I I I I
I I I
I
I I
I
1
I
1 I I I
I I I 1
1 I I 1
i 1 1
1 I
1 r 1 1
I
i I 1
I I 1 I
I I I 1
E I I
\ I
I 1 I
�- B+T Group
1717 S Boulder Ave, Suite 300
B+T GHP Tulsa, OK 7
Phone: (918)587-4630
FAX: 918 295-0265
ab1100926.001.01 - TC SR-70, FL Site# FL17050-A
PmIec
cuenc SBA Communications Corporado
o`a'"nbv'B. Sevle
APWd°
code: TIA-222-G
oam: 09/04115
scald:
NTS
Palb: 2
e 1 E-4
TIA-222-G - Service - 60 mph Maximum Values
Deflection (in)
Tilt (deg)
Twist
(deg)
a
5
a 0.05
0.1
0.15
a 0.05
0.1
zsoa
o.mo
1 I I
40W
y
1 1
I I I
11 1
I I I
1 I j I
I
I T r I
I I I
I 1 IT
I
UOM
1 I
1 1
I
T_____I__ __r____T____
1 1 I I
1 1 I 1
1 1 1
____________________
I I I I
I I I I
I I I I
I I I I
I I I I
I I I
I I I I
I I 1
I I I I
I I I I
zao.ao
1 I I
I I I I
IIIIIII
IIIIII
IIIIII
I I I I
_LIIIIIII
_JIIIIII
I I I I
I I I I
_FLIIIIIII
I I I I
180.
_____,iII1i
__ILIIIIIII
__JIIIII
-_}_k__A__
_.
_
__I_4}
oo
00
6e000..ma
--- ,-- - --r -_---
-r
I I
-r--T-r---I-
I I I I
I I I I
i-r-I-
I I I I
-I--
I I I I
--r-7--T--r-
I I I I
14000
'
I I I I
1 1 i
I
I I I I
I
I I I I
I I I I
40M
I I 1 I
I I I I
I I I I
I I I I
I I I !
I I I I
C
I
I I I
120.
�_J_1_L
20.o0o
?
-____y_____�____.____
_�_i_1_I___J_1_L_I_
_! _1__L_J__
__I__!__!__I__
W
I I I I
I I I
I I I I
I I I I
I I I I
I I I I
I I I I
IW.W
i i i i
I I I I
I I I I
I I I I
I I I I
I I I I
1 I I
1 I I 1
I I I
I I I I
I I I I
I I I I
I I I I
e0.00
I I I I
i
1 I
1 I 1
1 I i 1
I
I I I I
I I
I i I I
I I I I
I I I I
I i I I
I I I I
I I I I
I
I I i I
I I i I
I I I I
I I I I
I I I I
I I I I
I I
I I I I
I I I I
0ooa
sa.aa
1 I
i i
I I I I
I I
I I I
I I I
a.aoo
---4----------`----`----
1 1 I I
-r7 T-r--7--1-r-r--7-r-r-I-
---T--r-�--
--r----T--r-
I
-
1 I I
_
1 I
I l r--I
--
z0.0
1 1 I
i
I I
1
I 1 I
I I 1 I
1 1 I I
I I I I
I I I I
I
I I I I
I I I I
I I I I
I
I I I I
I I I I
I I I I
I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
0.aoa
B+T Group
1717 S Boulder Ave, Suite 300
s.r�Rp Tulsa, OK 74119
Phone: (918) 587-4630
FAX: 918 295-0265
ab:100926.001.01- TC SR-70, FL Site# FL17050-A
Pf J.a -
C°enO SSA CommunlcaBons Corporatio O1H1'" by e. Sevle^I"
Ca6a: TIA-222-G Dale: 09/04/15
smI°` NTS
Pap''111.11111. —, w1 °I r1.—, a
�. E5
B+T Group
1717 S Boulder Ave, Suite 300
BK GLP Tulsa, OK 74119
Phone: (918) 587-0fi30
FAX: 918 2950265
lob: 100926.001.01- TC SR-70, FL Site# FL17050-A
Pf* B
SBA Communlcabons Conoomflo Dm nbp B. Sevie
^P°^
Ca°B' TIA-222-G 081 :09104115
Stale: NTS
Pa°'
D�N.. E-6
1 Feed Line Distribution Chart
0' - 250'
Round Flat App In Face . , . - . App ON Face buss Leg
250.000
Face
A
248.a00
Face B
Face C
250.000
248.000
240.000
_ _ _
240.000
22a_000
_ _ _
220.000
2o0.ma
_________________________
___________n ________
___
200.000
U
160_000
980.000
____________ ________
___
160.000
_ _ _
160.000
140.000
140.000
C
a
m
0
m
_______o
_ _ _
1255W
_________________________
125500
___ ________ ______ -
___
120_000
0
120.0na
W
100_000
_ _ _
100.000
eo.000
___
________
________
___
_________________________
__,- _________________
___
e0_1M
V
m
fia.000
60.000
a
E
ao.000
-- __. _
_ _ _ _
_
_ _ _ _
_
-
40.000 -
Z0.000
20.000
B+T Group
,r 1717 S Boulder Ave, Suite 300
Tulsa, OK 74119
Phone: (918) 5874630
FAX' 918 295-0265
ab: 100926.001.01 - TC SR-70, FL Site# FL17050-A
pmlaR
Glen" SBA Communications Corpora8o D'a"'" by B. Sevia
App'a:
Co°e' TIA-222-G DB1e: 09/04/15
spele. MS
pa": ae,e.,x,.v.,w.n a„on. asr. .
OwO tI.E-7
tnxTower
Job 100926.001.01 - TC SR-70, FL (Site# FL17050-A)
Page1 of 26
Project
Date
08.51:59 09/04/15
B+T Group
1717 SBoulder Ave, Suile 300
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
FAX..- (918) 295-0265
SBA Communications Corporation
B. Sevier
Tower Input Data
The main tower is a 3x free standing tower with an overall height of 250.000 ft above the ground line.
The base of the tower is set at an elevation of 0.000 ft above the ground line.
The face width of the tower is 4.000 ft at the top and 25.000 ft at the base.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Tower is located in Saint Lucie County, Florida.
Basic wind speed of 117 mph.
Structure Class R.
Exposure Category C.
Topographic Category 1.
Crest Height 0.000 ft.
Deflections calculated using a wind speed of 60 mph.
A non -linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in tower member design is 1.
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
Include Bolts In Member Capacity
Leg Bolts Are At Top Of Section
Secondary Horizontal Braces Leg
Use Diamond Inner Bracing (4 Sided)
Add IBC.6D+W-Combination — --
Options
Distribute Leg Loads As Uniform
Assume Legs Pinned
Assume Rigid Index Plate
Use Clear Spans For Wind Area
Use Clear Spans For KLJr
Retension Guys To Initial Tension
Bypass Mast Stability Checks
Use Azimuth Dish Coefficients
Project Wind Area ofAppurt.
Autocalc Torque Am Areas
SR Members Have Cut Ends
Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
Use TIA-222-G Tension Splice Capacity
Treat Feedline Bundles As Cylinder
Use ASCE 10 X-Bmce Ly Rules
4 Calculate Redundant Bracing Forces
Ignore Redundant Members in PEA
J SR Leg Bolts Resist Compression
All Leg Panels Have Same Allowable
Offset Girt At Foundation
4 Consider Feedline Torque
J Include Angle Block Shear Check
Poles
Include Shear-Torsiou Interaction
Always Use Sub -Critical Flow
Use Top Mounted Sockets
MxTowei
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
2 of 26
Project
Date
B+T Group
1717SBoulder Ave, Suite 300
08:51:59 09/04/15
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAY: (918) 295-0265
Wind 180
1
Lea A
Wind 90
Lem 2Leg B
Face C
Wind Normal
Triangular Tower
Tower Section,lGeometry
Tower
Tower Assembly
Description Section
Number
Section
Section
Elevation Database
Width
of
Length
Sections
Tl
n
250.000-240.000
n
4.000
1
A
10.000
T2
240.000-220.000
4.000
1
20.000
T3
220.000-200.000
4.000
1
20.000
T4
200.000-180.000
5.910
I
20.000
TS
180.000-160.000
7.820
1
20.000
T6
160.000-140.000
9.730
I
20.000
T7
140.000-120.000
11.640
1
20.000
T8 _
120.000-100.000 _
_ _ 13.550
_.1- _
20.000.
T9
100.000-80.000
15.460
1
20.000
--T13-- - 20.000-0.000- 23.090 I 20.000
Tower Section Geometry cont'd
Tower
Tower
Diagonal
Bracing
Has
Has
Top Girt
Bottom Girt
Section
Elevation
Spacing
Type
KBrace
Horizontals
Offset
Offset
End
ft
ft
Panels
in
in
TI
250.000-240.000
3.083
X Brace
No
No
4.500
4.500
T2
240.000-220.000
3.208
X Brace
No
No
4.500
4.500
T3
220.000-200.000
6.167
X Brace
No
No
9.000
9.000
T4
200.000-180.000
6.167
X Brace
No
No
9.000
9.000
t=Tower
Jab 100926.001.01 - TC SR-70, FL (Site# FL17O5O-A)
Page3 of 26
Project
Date
B+T Group
1717 S Boulder Ave, Suite300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX' (918) 295-0165
Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt
Section Elevation Spacing Type KBrace Horizontals Offset Offset
End
T5
180.000-160.000
6.167
X Brace
No
No
9.000
9.000
T6
160.000-140.000
6.167
XBrace
No
No
9.000
9.000
T7
140.000-120.000
6.167
X Brace
No
No
9.000
9.000
T8
120.000-100.000
6.167
XBrace
No
No
9.000
9.000
T9
100.000-80.000
6.167
X Brace
No
No
9.000
9.000
T10
80.000-60.000
6.167
X Brace
No
No
9.000
9.000
Tll
60.00040.000
6.167
XBrace
No
No
9.000
9.000
T12
40.000-20.000
6.167
XBrace
No
No
9.000
9.000
T13
20.000-0.000
6.167
XBrace
No
No
9.000
9.000
Tower Section Geometry cont'd
Tower
Leg
Leg
Leg
Diagonal
Diagonal
Diagonal
Elevation
ft
Type
Size
Grade
Type
Sine
Grade
TI
Solid Round
21/4
A572-50
Solid Round
1
A36
250.000-240.000
(50 ksi)
(36 ksi)
T2
Solid Round
21/2
A572-50
Solid Round
11/8
A36
240.000-220.000
(50 ksi)
(36 ksi)
T3
Solid Round
3112
A572-50
Equal Angle
L2x2xl/4
A36
220.000-200.000
(50 ksi)
(36 ksi)
T4
Solid Round
4
A572-50
Equal Angle
L21/2x21/2x3/16
A36
200.000-I80.000
(50 ksi)
(36 ksi)
TS
Solid Round
41/4
A572-50
Equal Angle
L21/2x21T1xl/4
A36
180.000-160.000
(50 ksi)
(36 ksi)
T6
Solid Round
4W
A572-50
Equal Angle
L2 I/W 1/2x5/16
A36
160.000-140.000
(50 ksi)
(36 ksi)
T7
Solid Round
43/4
A572-SO
Equal Angle
L3x3xl/4
A36
140.000-120.000
(50 ksi)
(36 ksi)
T8
Solid Round
43/4
A572-50
Equal Angle
L3x3x3/8
A36
120.000-100.000
(50 ksi)
(36 ksi)
T9
Solid Round
5
A572-50
Equal Angle
L31/2x31/2x5/16
A36
100.000-80.000
(50 ksi)
(36 ksi)
TIO
Solid Round
51/4
A572-50
Equal Angle
L4x4xl/4
A36
80.000-60.000
(50 ksi)
(36 ksi)
Tll
Solid Round
51/2
A572-50
Equal Angle
L4x4x3/8
A36
60,000-40.000-
_
(50 ksi)
_
(36 ksi) _
T12
Solid Round
5 3/4
A572-50
Equal Angle
L5x5x5/l6
A36
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
ft
Tl
Solid Round
I
A36
Solid Round
I
A36
250.000-240.000
(36 ksi)
(36 ksi)
T2
Solid Round
11/8
A36
Solid Round
11/8
A36
240.000-220.000
(36 ksi)
(36 ksi)
WxTower
Job
Page4
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
of 26
B+T Group
Project
Date
1717 SBoulderAve, Suite 300
08:51:59 09/04/15
Take, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX (918) 295-0265
Tower Section Geometry cont'd
Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weighs Mull. Double Angle Double Angle
Elevation Area Thickness AI Factor Stitch Bolt Stitch Bolt
(perface) A, Spacing Spacing
Diazonals Horizontals
250,000-240.0
(36 ksi)
00
T2
0.000
0.000
A36
I
1
1
0.000
0.000
240.000-220.0
(36 ksi)
00
T3
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
220.000-200.0
(36 ksi)
00
T4
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
200.000-180.0
(36 ksi)
00
T5
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
180.000-160.0
(36 ksi)
00
T6
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
160.000-140.0
(36 ksi)
00
T7
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
140.000-120.0
(36 ksi)
00
T8
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
120.000-100.0
(36 ksi)
00
T9
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
100.000-80.00
(36 ksi)
0
TIO
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
80.000-60.000
(36 ksi)
Tll
0.000
0.000
A36
1.05
I
1.05
0.000
0.000
60.00040.000
(36 ksi)
T12
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
40.000-20.000
(36 ksi)
T13
0.000
0.000
A36
1.05
1
1.05
0.000
0.000
20.000-0.000
(36 ksi)
--- - T-ower-Section GeomE -1 OlTt'd - - - - - -
Tower Cale
Cale Legs
X
K
Single
Girls Horiz. Sec.
Inner
Elevation K
K
Brace
Brace
Diags
Hone.
Brace
Single
Solid
Diags
Diags
Angles
Rounds
K
K
K
X K K
K
h
Y
Y
Y
Y Y Y
Y
250.000-240.0
00
T2 NO Yes
240.000-220.0
00
T3 Yes Yes
220.000-200.0
�i`�xTower
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17050-A )
5 of 26
Project
Date
B+T Group
1717SBoulderAve, Suite 300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX.- (918) 295-0265
Tower
Cale
Cale
Legs
K
K
Single
Gins
Horiz.
Sec.
Borer
Elevation
K
K
Brace
Brace
Diags
Horiz.
Brace
Single
Solid
Diags
Diags
Angles
Rounds
X
X
X
X
X
X
X
ft
Y
Y
Y
Y
Y
Y
Y
00 '
T4
Yes
Yes
l
1
l
1
I
1
1
1
200.000-180.0
1
1
1
1
1
1
1
00
T5
Yes
Yes
1
1
1
1
1
1
1
1
180.000-160.0
1
1
1
I
1
1
1
00
T6
Yes
Yes
1
1
1
l
1
1
1
1
160.000-140.0
1
1
l
I
1
1
1
00
T7
Yes
Yes
1
1
1
1
1
1
1
1
140.000-120.0
1
1
1
1
1
1
1
00
T8
Yes
Yes
1
1
1
1
1
l
I
1
120.000-100.0
1
1
I
l
I
I
1
00
TO
Yes
Yes
I
1
1
l
l
1
I
1
100.000-80.00
1
1
I
1
1
I
1
0
TIO
Yes
Yes
1
1
1
1
1
1
1
1
80.000-60.000
1
1
1
1
1
1
1
TII
Yes
Yes
1
1
I
1
1
1
1
1
60.000-40.000
1
1
1
1
1
l
1
T12
Yes
Yes
1
1
1
1
1
I
1
1
40.000-20.000
1
1
1
l
1
1
1
T13
Yes
Yes
1
1
1
1
1
1
1
1
20.000-0.000
1
1
1
1
1
1
1
'Note: Kfactars are applied to member segment lengths. K-braces without inner supporting members will have theKfactor in the out -of --plane direction applied to
the overall length.
Tower Section Geometry cont'd
Tower
Elevation
n
Leg
Diagonal
Top Girt
Bottom
Gin
Mid
Girt
Long Horizontal
ShortHorizontal
Net Width
U
Net Width
U
Net Width
U
Net
U
Net
U
Net U
Net
U
- -- -
=Deduci
-Deduct--
-Deduct-
Width
- - -
-ilridlh
Width - -
-Width
-in- ___
_
_-Deduct-edn
in
in
in
in
T1
0.000
1
0.000
1
0.000
1
0.000
1
0.000
0.75
0.000 1
0.000
0.75
250.000-240.0
00
T2
0.000
1
0.000
1
0.000
1
0.000
1
0.000
0.75
0.000 1
0.000
0.75
240.000-220.0
00
73
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
220.000-200.0
00
T4
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
200.000-180.0
00
T5
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
180.000-160.0
00
MxTQwer
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17050-A )
6 of 26
B+T Group
Project
Date
1717 S Boulder Ave, Suite300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX (918) 295-0265
Tower
Elevation
ft
Leg
Diagonal
Top Girt
Bottom
Gin
Mid
Girt
Long Horizontal
Short Horizontal
Net Width
U
Net Width
U
Net Width
U
Net
U
Net
U
Net
U
Net
U
Deduct
Deduct
Deduct
Width
Width
Width
Width
in
in
in
Deduct
Deduct
Deduct
Deduct
in
in
in
in
T6
0.000
l
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
0.000
0.75
160.000-140.0
00
17
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
140.000-120.0
00
T8
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
120.000-100.0
00
T9
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
100.000-80.00
0
T10
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
80.000-60.000
T11
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
60.000-40.000
T12
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
40.000-20.000
T13
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
20.000-0.000
Tower Section Geometry cont'd
Tower
Leg
Leg
Diagonal
Top Gin
Bottom Gin
Mid Girt
Long Horizontal
Short Horizontal
Elevation
Connection
Jl
Type
Bolt Size No.
Bolt Size
No.
Bolt Size
No.
Bolt Size
No.
Bolt Size
No.
Bolt Site No.
Bolt Size
No.
in
in
in
in
in
in
in
Tl
Flange
1.125
6
0.000 0
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
250.000-240.0
A325N
A325N
A325N
A325N
A325N
A325N
A325N
00
T2
Flange
1.125
6
0.000 0
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
240.000-220.0
___ .-
A325N
A325N _
A325N
A325N
--
A325N
A325N
'A325N
-
00
13
- -Flange
1.125-6-
-0.875- -
-0.000_0-
-0.000-n
_L.625-0-
n nOG---D--
- .625-0
-
220 000-200 0
-
A32
- -
- --T4---Flange
1.125
8
0.875 7
0.000
0
0.000
-0
0.625
0
-0.000
-0-
0.625
0
200.000-180.0
A325N
A325N
A325N
A325N
A325N
A325N
A325N
00
T5
Flange
1.125
8
0.875 1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
180.000-160.0
A325N
A325N
A325N
A325N
A325N
A325N
A325N
00
T6
Flange
1.125
8
0.875 1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
160.000-140.0
A325N
A325N
A325N
A325N
A325N
A325N
A325N
00
77
Flange
1.125
12
0.875 1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
140.000-120.0
A325N
A325N
A325N
A325N
A325N
A325N
A325N
00
T8
Flange
1.125
12
0.875 1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
120.000-100.0
A325N
A325N
A325N
A325N
A325N
A325N
A325N
00
)!`nxT(lw,er
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
7 of 26
Project
Date
B+T Group
1717 S Boulder Ave, Suite 300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX.- (918) 295-0165
Tower
Elevation
f
Leg
Connection
Type
Leg
Bolt Size
No.
Diagonal
Top Gin
Bottom Girt
Mid Girt
Lang Horizontal
Short Horizontal
Bolt Size No.
Bolt Size No.
Bolt Size No.
Bolt Sue No.
Bolt Size No.
Bolt Size
No.
in
in
in
in
in
in
in
T9
Flange
1.125
12
0.875 1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
100.000-80.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
0
T10
Flange
1.125
12
0.875 1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
80.000-60.000
A325N
A325N
A325N
A325N
A325N
A325N
A325N
Tll
Flange
LM
12
0.875 1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
60.00040.000
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T12
Flange
1.125
12
0.875 1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
40.000-20.000
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T13
Flange
1373
0
0.975 1
0.000
0
0.000
0
0.625
0
0.000
0
0.625
0
20.000-0.000
A449
A325N
A325N
A325N
A325N
A325N
A325N
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description
Face Allow
Component
Placement
Face
Lateral
#
#
Clear
Width or Perimeter
Weight
or
Shield
Type
Offset
Offset
Per
Spacing
Diameter
Leg
ft
in
(Frac FW)
Row
in
in in
ldf
LDF7-50A(1-
A
No
At (CaAa)
248.000 - 0.000
0.000
-0.42
6
6
0.850
1.980
0.001
5/8)
0.750
(E)
LDF6-50A(1-
A
No
Ar(CaAa)
248.000 - 0.000
0.000
-0.38
3
3
0.850
1.550
0.001
1/4")
0.750
(F)
Feedline
A
No
Af (CaAa)
248.000 - 0.000
0.000
-0.4
1
1
3.000
3.000
0.008
Ladder (Ai)
(E)
•adw>
9207(5/8")
C
No
As (CaAa)
125.500 - 0.000
0.000
0.48
2
2
0.350
0.330
0.001
(E-lighting
Cable)
9207(5/8")
C
No
At (CaAa)
250.000-125.500
0.000
0.48
1
1
0.350
0.330
0.001
(E-ligbting
Cable)
-*ds.
Safety Line ._C
No
Ar(CaAa)
250.000 - 0.000
0.000 -_
- OS
1.
I
0.375
0.375
0.000
3/8
Feed Line/Linear Appurtenances Section Areas
Tower
Tower
Face
Aft
Ar
CA,
CtA�
Weight
Section
Elevation
In Face
Out Face
ft
ftr
fl,
fr
ft'
K
T1
250.000-240.000
A
0.000
0.000
17.224
0.000
0.122
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
0.705
0.000
0.008
T2
240.000-220.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
1.410
0.000
0.016
73
220.000-200.000
A
0.000
0.000
43-060
0.000
0.306
MxTower
Job
100926.001.01 - TC SR-70, FL (Site# FL17050-A )
Page
8 of 26
Project
Date
08:51:59 09/04/15
B+T Group
1717 SBoulder Ave, Suite 300
Tulsa, OK 74119
Phone: (918) 587-4630
FAX.- (918) 295-026S
Client
SBA Communications Corporation
Designed by
B. Sevier
Tower
Tower
Face
AR
AF
C�A�
CA
Weight
Section
Elevation
In Face
Out Face
R
f'
fit
Its
fit,
K
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
1.410
0.000
0.016
T4
200.000-180.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
1.410
0.000
0.016
TS
180.000-160.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
IAIO
0.000
0.016
T6
160.000-140.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
1.410
0.000
0.016
T7
140.000-120.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
1.591
0.000
0.020
T8
120.000-100.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
2.070
0.000
0.028
T9
100.000-80.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
2.070
0.000
0.028
T10
80.000-60.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
2.070
0.000
0.028
Tll
60.00040.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
2.070
0.000
0.028
T12
40.000-20.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
2.070
0.000
0.028
T13
20.000-0.000
A
0.000
0.000
43.060
0.000
0.306
B
0.000
0.000
0.000
0.000
0.000
C
0.000
0.000
2.070
0.000
0.028
Feed Line Center of Pressure
Section Elevation CPa CPi CPa CPz
Ice Ice
T1 250.000-240.000 -3.854 1.633 4.432 1.859
- --T5
180.000-160.000
-6.852
3.043
-7.878
- 3-.476
T6
160.000-140.000
-7.947
3.556
-9.134
4.062
T7
140.000-120.000
-8.519
3.838
-9.786
4.382
T8
120.000-100.000
-9A94
4.309
-10.889
4.912
T9
100.000-80.000
-9.698
4.414
-11.122
5.032
TIO
80.000-60.000
-9.763
4.453
-11.195
5.077
T11
60.00040.000
-10.264
4.690
-11.769
5348
T12
40.000-20.000
-9.610
4.398
-11.019
5.016
T13
20.000-0.000
-10.009
4.587
-11.476
5231
�(
Wx Qwer
Job
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
Page
9 of 26
Project
Date
08:51:59 09/04/15
B+T Group
1717 SBoulder Ave, Suite 300
Tulsa, OK 74119
Phone. (918) 587-4630
FAX (918) 295-0265
Client
SBA Communications Corporation
Designed by
B. Sevier
Shielding Factor Ka
Tower
Feed Line
Description
Feed Line
F.
K.
Section
Record No.
Se ent Elev.
No ke
Ice
TI
2
LDF7-50A(1-5/8)
240.00-
0.6000
0.6000
248.00
T1
3
LDF6-50A(I-1/4")
240.00-
0.6000
0.6000
248.00
T1
4
Feedline Ladder (Al)
240.00-
0.6000
0.6000
248.00
T1
7
9207(5/8'�
240.00-
0.6000
0.6000
250.00
Tl
9
Safety Line 3/8
240.00-
0.6000
0.6000
250.00
T2
2
LDF7-50A(1-5/8)
220.00-
0.6000
0.6000
240.00
T2
3
LDF6-50A(I-I/4")
220.00-
0.6000
0.6000
240.00
T2
4
Feedliue Ladder (At)
220.00-
0.6000
0.6000
240.00
T2
7
9207(5/8")
220.00-
0.6000
0.6000
240.00
T2
9
Safety Line 3/8
220.00-
0.6000
0.6000
240.00
T3
2
LDF7-50A(I-5/8)
200.00-
0.6000
0.6000
220.00
-
T3
3
LDF6-50A(1-1/4")
200.00-
0.6000
0.6000
220.00
T3
4
Feedline Ladder (Al)
200.00-
0.6000
0.6000
220.00
T3
7
9207(5/8")
200.00-
0.6000
0.6000
220.00
T3
9
Safety Line 318
200.00-
0.6000
0.6000
220.00
T4
2
LDF7-50A(1-5/8)
180.00-
0.6000
0.6000
200.00
T4
3
LDF6-50A(I-1/4")
180.00-
0.6000
0.6000
200.00
T4
4
Feedline Ladder (Al)
180.00-
0.6000
0.6000
200.00
T4
7
9207(5/8")
180.00-
0.6000
0.6000
- T41----__ 9
T5
4
Feedline Ladder (Al)
160.00-
0.6000
180.00
T5
7
9207(5/8")
160.00-
0.6000
180.00
T5
9
Safety Line 318
160.00-
0.6000
180.00
T6
2
LDF7-50A(I-5/8)
140.00-
0.6000
160.00
T6
3
LDF6-50A(1-1/4")
140.00-
0.6000
160.00
T6
4
Feedline Ladder (A1)
140.00 -
0.6000
160.00
T6
7
9207(5/8")
140.00-
0.6000
160.00
T61
9
Safety Line 3/81
140.00-
0.6000
WXToxver
Job 100926.001.01 - TC SR-70, FL (Site# FL17050-A)
Page
10 of 26
Project
Date
08:51:59 09/04/15
B+T Group
1717 SBoulder Ave, Suite 300
Tulsa, OK 74119
Phone: (918) 587-4630
FAX. (918) 295-0265
Client
SBA Communications Corporation
Designed by
B. Sevier
Tower
Feed Line
Description
Feed Line
K.
K.
Section
Record No.
Se mentBlev.
No ke
Ice
160.00
T7
2
LDF7-50A(1-5/8)
120.00-
0.6000
0.6000
140.00
T7
3
LDF6-50A(1-1/4")
120.00-
0.6000
0.6000
140.00
T7
4
Feedline Ladder (At)
120.00-
0.6000
0.6000
140.00
T7
6
9207(5/8")
120.00-
0.6000
0.6000
125.50
T7
7
9207(5/8")
125.50-
0.6000
0.6000
140.00
T7
9
Safety Line 318
120.00-
0.6000
0.6000
140.00
T8
2
LDF7-50A(1-5/8)
100.00-
0.6000
0.6000
120.00
T8
3
LDF6-50A(1-1/4")
100.00-
0.6000
0.6000
120.00
TS
4
Feedline Ladder (Ai)
100.00-
0.6000
0.6000
120.00
TS
6
9207(5/8")
100.00-
0.6000
0.6000
120.00
T8
9
Safety Line 3/8
100.00-
0.6000
0.6000
120.00
T9
2
LDF7-50A(1-5/8)
80.00-100.00
0.6000
0.6000
T9
3
LDF6-50A(1-1/4")
80.00-100.00
0.6000
0.6000
T9
4
Feedline Ladder (At)
80.00 - 100.00
0.6000
0.6000
T9
6
9207(5/8")
80.00- 100.00
0.6000
0.6000
T9
9
Safety Line 3/8
80.00 - 100.00
0.6000
0.6000
T10
2
LDF7-SOA(1-5/8)
60.00-80.00
0.6000
0.6000
TIO
3
LDF6-50A(1-1/4")
60.00-80.00
0.6000
0.6000
TIO
4
Feedline Ladder (At)
60.00 - 80.00
0.6000
0.6000
TIO
6
9207(5/8")
60.00 - 80.00
0.6000
0.6000
T10
9
Safety Line 3/8
60.00 - 80.00
0.6000
0.6000
T11
2
LDF7-50A(1-5/8)
40.00-60.00
0.6000
0.6000
Tit
3
LDF6-50A(1-1/4")
40.00-60.00
0.6000
0.6000
Tit
4
Feedliae Ladder (At)
40.00 - 60.00
0.6000
0.6000
Tll
6
9207(5/8')
40.00-60.00
0.6000
0.6000
T11
9
Safety Line 318
40.00 - 60.00
0.6000
0.6000
T12
2
LDF7-50A(1-5/8)
20.00-40.00
0,6000
0.6000
T12
3
LDF6-50A(I-1/4")
20.00-40.00
0.6000
0.6000
T12
4
Feedline Ladder (At)
20.00 - 40.00
0.6000
0.6000
T12
9207(5/8")
20.00-40.00
0.6000
0.6000
TL2
_ _6
9
_ _ __
Safety Line 3/8
20.00-40:00
0.6000-
0.6000
T13
2
LDF7-50A(I-5/8)
0.00 - 20.001
-U00=-20:00-03000-`0:600
0.60001
0.6000
�173
- 3--LI5Fb3DX(1=I74')
��eedhne Ladder -
-
- .
13
--6-
9
-- - --9207(5/8")
Safety Line 3/8
0.00-20.00
0.00 - 20.00
-0.6000
0.6000
-0.6000
0.6000
T13
tnxTow,e
Job
Page'
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
11 of 26
Project
Date
B+T Group
1717SBoulderAve, Suite 300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX- (918) 295-0265
Discrete Tower Loads
Description
Face
Offset
Offsets:
Azimuth
Placement
C, 41
CylA
Weight
or
Type
llorz
Adjustment
Front
Side
Leg
Lateral
Iren
fr
fi
fr'
f?
K
!t
fr
Lightning Rod 5/8" x 4' on b'
A
From Leg
0.000
0.000
255.000
No Ice
2.339
2.339
0.085
Pole
0.000
(E)
0.000
Strobe
C
From Leg
0.000
0.000
251.000
No Ice
5.250
3.500
0.020
(E)
0.000
0.000
Side Lighting
A
From Leg
0.500
0.000
125.500
No Ice
0.133
0.133
0.005
(E)
0.000
0.000
Side Lighting
B
From Leg
0.500
0.000
125.500
No Ice
0.133
0.133
0.005
(E)
0.000
0.000
Side Lighting
C
From Leg
0.500
0.000
125.500
No Ice
0.133
0.133
0.005
(E)
0.000
0.000
•rdri
(2) CMA-BDBH/6520/E0-8
A
From Leg
4.000
0.000
248.000
No Ice
10.224
5.099
0.085
w/ Mount Pipe
0.000
(E)
0.000
(2) CMA-BDMV6520/E0-8
B
From Leg
4.000
0.000
248.000
No Ice
10.224
5.099
0.085
w/ Mount Pipe
0.000
(E)
0.000
(2) CMA-BDM6520/E0-8
C
From Leg
4.000
0.000
248.000
No Ice
10.224
5.099
0.085
w/ Mount Pipe
0.000
(E)
0.000
FXFB
A
From Leg
4.000
0.000
248.000
No Ice
4.128
1.123
0.050
(E)
0.000
0.000
FXFB
B
From Leg
4.000
0.000
248.000
No Ice
4.128
1.123
0.050
(E)
0.000
0.000
FXFB
C
From Leg
4.000
0.000
248.000
No Ice
4.128
1.123
0.050
(E)
0.000
0.000
FRIG
A
From Leg
4.000
0.000
248.000
No Ice
2.797
1.096
0.048
0.000
FRIG
H
From Leg
4.000
0:000---248.000-No
cF a 2.797
1-.096
0.048
0.000
0.000
FRIG
C
From Leg
4.000
0.000
248.000
No Ice
2.797
1.096
0.048
(E)
0.000
0.000
FRIE
A
From Leg
4.000
0.000
248.000
No Ice
4.128
1.112
0.055
(E)
0.000
0.000
FREE
B
From Leg
4.000
0.000
248.000
No Ice
4.128
1.112
0.055
(E)
0.000
0.000
FRIE
C
From Leg
4.000
0.000
248.000
No Ice
4.128
1.112
0.055
(E)
0.000
0.000
ASU9338TYPOI
A
From Leg
4.000
0.000
248.000
No Ice
3.737
1.155
0.019
(E)
0.000
tuxTowei
Job 100926.001.01 - TC SR-70, FL (Site# FL17050-A)
Page12 of 26
Project
Date
08:51:59 09/04/15
B+T Group
1717 SBoulderAve, Suite 300
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
FAX (918) 295-0265
SBA Communications Corporation
B. Sevier
Description Face Offset Offsets: Azimuth Placement C Al CA41 Weight
or Type Horz Adjustment Front Side
Leg Lateral
Vert
ft fil fr' K
0.000
ASU9338TYPOI
B
From Leg
4.000
0.000
248.000
No Ice
3.737
1.153
0.019
(E)
0.000
0.000
ASU9338TYPOI
C
From Leg
4.000
0.000
248.000
No Ice
3.737
1.155
0.019
(E)
0.000
0.000
DBXNH-6565E-A2M w/
A
From Leg
4.000
0.000
248.000
No Ice
8.648
7.082
0.072
Mount Pipe
0.000
(P)
0.000
DBXNH-6565B-A2M w/
B
From Leg
4.000
0.000
248.000
No Ice
8.648
7.082
0.072
Mount Pipe
0.000
(P)
0.000
DBXNH-6565B-A2M w/
C
From Leg
4.000
0.000
248.000
No Ice
8.648
7.082
0,072
Mount Pipe
0.000
(P)
0.000
Sector Mount ISM 1303-3]
C
None
0.000
248.000
No Ice
30.200
30.200
1.104
(E)
..d..
Load Combinations
Comb. Description
Na.
1 Dead Only
2 1.2 Dead+1.6 Wind 0 deg - No Ice
3 0.9 Dcad+1.6 Wind 0 deg - No Ice
4 1.2 Dead+1.6 Wind 30 deg - No Ice
5 0.9 Dead+1.6 Wind 30 deg -No Ice
6 1.2 Dead+1.6 Wind 60 deg -No Ice
7 0.9 Dead+1.6 Wind 60.de- -No Ice
-
9 0.9 Dead+1.6 Wind 90 deg -No Ice
- - 12 L2Dcad+1.6-Wind-150.deg-.No Ice.
13
0.9 Dead+1.6 Wind 150 deg - No Ice
14
1.2 Dead+1.6 Wind 180 deg -No Ice
15
0.9 Dead+1.6 Wind 180 deg - No Ice
16
1.2 Dead+1.6 Wind 210 deg - No Ice
17
0.9 Dead+1.6 Wind 210 deg -No Ice
18
1.2 Dead+1.6 Wind 240 deg -No Ice
19
0.9 Dead+1.6 Wind 240 deg -No Ice
20
1.2 Dead+1.6 Wind 270 deg -No Ice
21
0.9 Dead+1.6 Wind 270 deg -No Ice
22
1.2 Dead+1.6 Wind 300 deg -No Ice
23
0.9 Dead+1.6 Wind 300 deg -No Ice
24
1.2 Dead+1.6 Wind 330 deg -No Ice
25
0.9 Dead+1.6 Wind 330 deg -No Ice
26
Dead+Wind 0 deg - Service
27
Dead+Wind 30 deg - Service
tnac1 over
Job
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
Page
13 of 26
Project
Date
08:51:59 09/04/15
B+T Group
1717SBoulderAve, Suite300
Tulsa, OK 74119
Phone: (918) 587-4630
FAX (918) 295-0265
Client
SBA Communications Corporation
Designed by
B. Sevier
Comb. Description
No.
28 Dead+Wind 60 deg - Service
29 Dead+Wind 90 deg - Service
30 Dead+Wind 120 deg -Service
31 Dead+Wind I50 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 Member Forces
Section Elevation
Component
Condition
Gov.
Axial
Major Axis
Minor Axis
No. ft
Type
Load
Moment
Moment
Comb.
K
kip-ft
.lip-ft
TI 250-240
Leg
Max Tension
7
19.049
0.821
-0.491
Max. Compression
18
-21.391
0.263
-0.156
Max. Mx
20
-1.027
-1.511
0.002
Max. My
2
-0.323
0.023
-1.513
Max. Vy
20
-3.206
0.276
-0.053
Max. Vx
2
-3.361
-0.011
0.304
Diagonal
Max Tension
4
4.213
0.000
0.000
Max. Compression
16
-4.228
0.000
0.000
Max. Mx
18
0.543
-0.004
-0.000
Max. My
16
-3.809
-0.002
0.002
Max. Vy
18
-0.005
-0.004
-0.000
Max. Vx
16
-0.001
-0.002
0.002
Top Girt
Max Tension
18
0.069
0.000
0.000
Max. Compression
7
-0.065
0.000
0.000
Max. Na
6
-0.065
0.006
0.000
Max. My
24
0.004
0.000
-0.000
Max. Vy
6
-0.006
0.000
0.000
Max. Vx
24
0.000
0.000
0.000
Bottom Girt
Max Tension
6
1.202
0.000
0.000
Max. Compression
19
-1.196
0.000
0.000
Max. Mx
6
1202
0.006
0.000
Max. My
24
0.058
0.000
-0.000
Max. Vy
6
-0.006
0.000
0.000
-- - - -
- -Maxrvx
24
0:000
0.000
_
0.000 - --
T2 240 - 220
Leg
Max Tension
7
78.362
0.984
-0.590
' -- -
Max.`Compression-]S
- 2.fr251:083
- 0;63 -- - -
_ Max. My
2
-26.069
-0.061
1.563 _
Max. Vy
10
5.849
-1.085
-0.591
Max. Vx
2
-6.627
-0.032
1.238
Diagonal
Max Tension
4
5.710
0.000
0.000
Max. Compression
16
-5.769
0.000
0.000
Max. Mx
18
4.541
-0.012
-0.000
Max. My
24
-5.129
0.004
-0.004
Max. Vy
18
0.009
-0.012
-0.000
Max. Vx
24
0.002
0.004
-0.004
Top Girt
Max Tension
18
1.523
0.000
0.000
Max. Compression
6
-1.521
0.000
0.000
Max. Mx
6
-1.521
0.008
0.000
Max. My
24
-0.038
0.000
-0.000
Max. Vy
6
-0.008
0.000
0.000
Max. Vx
24
0.000
0.000
0.000
Bottom Girt
Max Tension
11
0.083
0.000
0.000
tnxTf wer
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
14 of 26
Project
Date
B+T Group
1717SBoulderAve, Suite 300
08:51:59 09/04/15
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX (918)295-0265
Section
Elevation
Component
Condition
Gov.
Axial
Major Axis
Minor Axis
No.
ft
7ype
Load
Moment
Moment
Comb.
K
kipJl
kip-/1
Max. Compression
10
-0.218
0.000
0.000
Max. Mx
6
0.055
0.008
0.000
Max. My
24
0.029
0.000
-0.000
Max. Vy
6
-0.008
0.000
0.000
Max. Vx
24
0.000
0.000
0.000
T3
220 - 200
Leg
Max Tension
7
105.276
1.668
-0.030
Max. Compression
18
-112.181
0.709
-0.011
Max. Mx
18
-82.909
2.913
-0.059
Max. My
12
-2.680
0.016
-1.326
Max. Vy
10
-3.617
0.712
-0.034
Max. Vx
12
1.854
0.016
-1.326
Diagonal
Max Tension
IS
4.235
0.000
0.000
Max. Compression
2
-4.569
0.000
0.000
Max. Mx
16
1.658
0.038
-0.006
Max. My
4
4.260
-0.016
0.022
Max. Vy
16
-0.015
0.038
-0.006
Max. Vx
4
-0.007
0.000
0.000
T4
200 - 180
Leg
Max Tension
7
129.430
2.356
-0.034
Max. Compression
18
-140.218
0.635
-0.008
Max. Mx
10
-110-725
3.419
-0.269
Max. My
12
4.026
-0.017
-1.649
Max. Vy
10
4.564
0.636
-0.047
Max. Vx
12
1.974
-0.001
-0.432
Diagonal
Max Tension
4
4.420
0.000
0.000
Max. Compression
4
-4381
0.000
0.000
Max. Mx
20
1.811
0.031
0.001
Max. My
2
-4.163
-0.013
0.009
Max. Vy
20
0.014
0.031
0.001
Max. Vx
2
-0.002
0.000
0.000
TS
180 - 160
Leg
Max Tension
7
153.275
3.068
-0.037
Max. Compression
18
-168.868
0.708
-0.007
Max. Mx
10
-138.571
4.058
-0.319
Max. My
12
-5.529
-0.016
-1.924
Max. Vy
10
-5.874
0.710
-0.050
Max. Vx
12
2.450
-0.007
-0.500
Diagonal
Max Tension
4
5.167
0.000
0.000
Max. Compression
4
-S.121
0.000
0.000
Max. Mz
20
2.118
0.039
0.002
Max. My
2
-4.933
-0.005
0.011
Max. Vy
20
0.019
0.039
0.002
_ _Max.Vx.
2
-0.002
_ 0.000
0.000.
T6
160 - 140
Leg
Max Tension
7
177.393
3.883
-0.042
-
- Max Vy
10
-7.257
0.734
-0.040 - -
Max.Vx
12
2.980
-0.014
-0.485
Diagonal
Max Tension
4
6.095
0.000
0.000
Max. Compression
4
-6.003
0.000
0.000
Max. Mx
20
2.470
0.049
0.004
Max. My
2
-5.807
0.008
0.012
M= Vy
20
0.026
0.049
0.004
Max. Vx
2
-0.002
0.000
0.000
T7 140 - 120 Leg
Max Tension
23
202.442
5.091
-0.327
Max. Compression
18
-230.116
0.485
-0.005
Max. Mx
10
-227.815
-6.262
0.426
Max. My
12
-9.365
-0.006
-2.733
Max. Vy
10
-8.993
0.485
-0.040
Max. Vx
12
3.644
0.012
-0.421
Diagonal
Max Tension
4
7.270,
0.000
0.000
Max. Compression
4
-7.172
0.000
0.000
WxTC wer
Job
Page15
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
of 26
Project
Date
B+T Group
1717 S Boulder Ave, Suite 300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX.- (918) 295-0265
Section Elevation
Component
Condition
Gan
Axial
Major Axis
Minor Axis
No. ft
Type
Load
Moment
Moment
Comb.
K
kip-Jt
kip-ft
Max. Mx
20
2.916
0.062
0.005
Max. My
2
-6.966
0.013
0.016
Max. Vy
20
0.029
0.062
0.005
Max. Vx
2
-0.003
0.000
0.000
T8 120 - 100
Leg
Max Tension
23
228A01
5.724
-0.371
Max. Compression
18
-263.427
0.918
-0.006
Max. Mx
10
-227.922
7.235
-0.510
Max. My
12
-11.637
0.041
-3.169
Max Vy
10
-10.863
0.920
-0.049
Max. Vx
12
4.302
-0.015
-0.598
Diagonal
Max Tension
4
8.504
0.000
0.000
Max. Compression
4
-8340
0.000
0.000
Max. Mx
20
3.361
0.102
0.009
Max. My
2
-8.129
0.036
0.021
Max. Vy
20
0.047
0.102
0.009
Max. Vx
2
-0.004
0.000
0.000
T9 100 - 80
Leg
Max Tension
23
255.733
6.931
-0.434
Max. Compression
18
-298.996
0.996
-0.005
Max. Mx
10
-261.042
9.127
-0.593
Max. My
12
-14.268
0.056
-3.839
Max. Vy
10
-12.985
0.997
-0.039
Max. Vx
12
5.066
-0.018
-0.580
Diagonal
Max Tension
4
10.000
0.000
0.000
Max. Compression
4
-9.765
0.000
0.000
Max. Mx
20
3.977
0.123
0.011
Max. My
2
-9.560
0.047
0.026
Max. Vy
20
0.052
0.123
0.011
Max. Vx
2
-0.004
0.000
0.000
T10 80 - 60
Leg
Max Tension
23
284.328
7.801
-0.430
Max. Compression
18
-336.669
1.619
-0.015
Max. W
10
-296A33
10.678
-0.656
Max. My
12
-17.131
0.040
4.395
Max. Vy
10
-15288
1.624
-0.120
Max. Vx
12
5.897
0.032
-1.041
Diagonal
Max Tension
4
11.406
0.000
0.000
Max. Compression
4
-11.248
0.000
0.000
Max. Mx
20
4.557
0.136
0.013
Max. My
2
-11.060
0.059
0.029
Max. Vy
20
0.053
0.136
0.013
Max. Vx
2
-0.004
0.000
0.000
Tll 60-_40
Leg -
- -Max Tension
23
-313.909: -
- 9.263
-0.521. -- ---
Max. Compression
18
-377.161
1.333
-0.007
10
-33392t
13.086
-0.806-_.__.
479
-- - - - - - --
-- -
M * My
Max. Vy
12
- 10 - -
-20 176 _
---17.666
_ 0 142
1.336
-5
-0.062
-
-- Max. Vx
12 -
6.670-
-0.008
-0.818 -
Diagonal
Max Tension
4
13.182
0.000
0.000
Max. Compression
4
-12.943
0.000
0.000
Max. Mx
20
5.160
0.219
0.021
Max. My
2
-12.751
0.123
0.039
Max. Vy
20
0.085
0.219
0.021
Max. Vx
2
-0.005
0.000
0.000
T12 40 - 20
Leg
Max Tension
23
344.639
11.483
-0.612
Max. Compression
18
-419.997
0.361
0.001
Max. Mx
10
416.724
-14.862
0.808
Max. My
12
-24.006
0.197
-5.837
Max. Vy
10
-20.273
0.359
0.003
Max. Vx
12
7.593
-0.017
-0.385
Diagonal
Max Tension
2
15232
0.000
0.000
Max. Compression
4
-14.796
0.000
0.000
Max, NIX
20
5.887
0.283
0.026
tt xTower
Jab
Page
16 of 26
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
Project
Date
B+T Group
1717 SBoulder Ave, Suite 300
08:51:59 09/04/15
Client
Designed by
Tulsa, OK 74119
Phone: (918) 5874630
SBA Communications Corporation
B. Sevier
FAX: (918) 295-0265
Section
No.
Elevation
ft
Component
Type
Condition
Gov.
Load
Comb.
Axial
K
Major Axis
Moment
kip-f7
Minor Ads
Moment
kO-ff
Max. My
2
-14.584
0.139
0.053
Max. Vy
20
0.099
0.283
0.026
Max. Vx
2
-0.007
0.000
0.000
T13
20-0
Leg
Max Tension
23
376.311
13.157
-0.644
Max. Compression
18
-464.430
0.000
0.000
Max. Mx
10
-460.971
-17.283
0.860
Max. My
12
-28.237
0.214
-6.096
Max. Vy
10
-23.017
0.000
0.000
Max. Vx
12
8.108
0.000
-0.000
Diagonal
Max Tension
2
16.847
0.000
0.000
Max. Compression
4
-16.429
0.000
0.000
Max Mx
8
6.752
0.310
-0.030
Max. My
2
-16.083
0.158
0.055
Meet. Vy
8
0.105
0.310
-0.030
Max. Vx
2
-0.007
0.000
0.000
Maximum Reactions
Location
Condition
Gov.
Vertical
Horizontal, X
Horbontal, Z
Load
K
K
K
Comb.
Leg C
Max. Vert
18
462.653
40.309
-23.413
Max. H,
18
462.653
40.309
-23.413
Max. H:
5
-327.300
-28.056
21.186
Min. Vert
7
-373.724
-34.092
19.814
Min. H.
7
-373.724
-34.092
19.814
Min. H,
18
462.653
40.309
-23.413
Leg
Max. Vert
10
459.274
40.799
-22.385
Max. H,
23
-374.594
34.598
18.884
Max H.
25
-328.027
28.898
19.565
Min. Vert
23
-374.594
34.598
18.884
Min. H.
10
459.274
-40.799
-22.385
Min. H,
10
459.274
-40.799
-22.385
Leg
Max. Vert
2
459.554
-1.077
46.529
Max. H,
19
-192.180
7.029
-21.081
Max H,
2
459.554
-1.077
46.529
Min. Vert
15.
-374.385
0.994.
_-39.401
Min. H.
9
23.274
-6.408
1.704
Tower Mast Reaction Summary
Load
Yertical
Shear.
Shear.
Overturning
Overturning
Torque
Combination
Moment, M.
Moment, M_
K
K
K
Idp ft
kip-ft
kip-ft
Dead Only
77.314
0.000
0.000
11.209
25.217
0.000
1.2 Dead+1.6 Wind deg -No
92.776
0.047
-78.989
-9280.083
18.550
-48.181
Ice
0.9 Dead+1.6 Wind deg -No
69.582
0.047
-78.989
-9275.082
10.958
-48.150
Ice
1.2 Dead+1.6 Wind 30 deg -No
92.776
36.443
-63.026
-7594.805
-4375.955
-26.087
Ice
0.9 Dead+1.6 Wind 30 deg -No
69.582
36.443
-63.026
-7591.243
-4379.543
-26.068
WxTower
Job
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
Page
17 of 26
Project
Date
B+T Group
1717 SBouLder Ave; Suite 300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX.- (918) 295-0265
Load Vertical Shear, Shear. Overturning Overturning Torque
Combination Moment, M, Moment, At
K K K kin-(t kip-11 kip-)?
1.2 Dead+1.6 Wind 60 deg -No
92.776
61.258
-35.368
-4299.616
-7440.137
4.777
Ice
0.9 Dead+1.6 Wind 60 deg - No
69.582
61.258
-35.368
-4299.044
-7440.900
-4.773
Ice
1.2 Dead+1.6 Wind 90 deg -No
92.776
72.804
-0.047
1.650
-8761.772
20.693
Ice
0.9 Dead+1.6 Wind 90 deg - No
69.582
72.804
-0.047
-1.720
-8761.359
20.681
Ice
1.2 Dead+1.6 Wind 120 deg -
92.776
68.430
39.454
4650.052
-8024.013
45.401
No Ice
0.9 Dead+1.6 Wind 120 deg -
69.582
68.430
39.454
4642.493
-8024.356
45.374 '
No Ice
1.2 Dead+1.6 Wind 150 deg -
92.776
36.361
62.979
7609.911
-4355.352
50.568
No Ice
0.9 Dead+1.6 Wind 150 deg -
69.582
36.361
62.979
7599.621
-4358.962
50.534
No Ice
1.2 Dead+1.6 Wind 180 deg -
92.776
-0.047
70.654
8619.093
42.309
41.841
No Ice
0.9 Dead+1.6 Wind 180 deg -
69.582
-0.047
70.654
8607.833
34.692
41.813
No Ice
1.2 Dead+1.6 Wind 210 deg-
92.776
-36,443
63.026
7621.725
4436.756
26.088
No Ice
0.9 Dead+1.6 Wind 210 deg-
69.582
-36.443
63.026
7611AOS
4425.128
26.069
No Ice
1.2 Dead+1.6 Wind 240 deg-
92.776
-68.477
39.535
4670.556
8096.644
5.452
No Ice
0.9 Dead+1.6 Wind 240 deg -
69.582
-68.477
39.535
4662.976
8081.765
5.448
No Ice
1.2 Dead+1.6 Wind 270 deg -
92.776
-72.804
0.047
25.419
8822.474
-20.694
No Ice
0.9 Dead+1.6 Wind 270 deg-
69.582
-72.804
0.047
22.025
8806.851
-20.682
No Ice
1.2 Dead+1.6 Wind 300 deg-
92.776
-61.211
-35.286
4278.964
7488.993
-39.736
No Ice
0.9 Dead+1.6 Wind 300 deg -
69.582
-61.211
-35.286
-4278.412
7474.559
-39.712
No Ice
1.2 Dead+1.6 Wind 330 deg -
92.776
-36.361
-62.979
-7582.857
4416.187
-50.568
No Ice
0.9 Dead+1.6 Wind 330 deg-
69.582
-36.361
-62.979
-7579.321
4404.596
-50.534
No lee - --
Dead+Wiud0 deg - Service
77.314
0.008
-12.983
-1515.408
23.330
-7.914
Dead+Wind30:deg-Service
77.3L4
- s-990
-10359- ----
-4238.560
-698.540---
----4.291
Dead+Wind 90 deg - Service
77.314
11.966
-0.008
9.285
-1418.983
Dead+�✓ind120deg-Service
77.314
11.248
6.485
772.868
-1297.806
_ _3.406
- 7.457
Dead+Wind 150 deg -Service
77.314
5.976
10.352
1259.079
-695.158
8.305
Dead+Wind 180 deg - Service
77.314
-0.008
11.613
1424.859
27.236
6.872
Dead+Wind 210 deg - Service
77.314
-5.990
10.359
1261.028
749.105
4.291
Dead+Wind 240 deg - Service
77.314
-11.255
6.498
776247
1350.319
0.896
Dead+Wind 270 deg - Service
77.314
-11.966
0.008
13.189
1469.545
-3.405
Dead+Wind 300 deg - Service
77.314
-10.061
-5.900
-693.883
1250,492
-6.527
Dead+Wind 330 deg - Service
77.314
-5.976
-10.352
-1236.605
745.724
-8.305
MxTower
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17050-A )
18 of 26
Project
Date
B+T Group
1717 S Boulder Ave, Suite 300
08:51:59 09/04/15
Tuisa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX- (918) 295-0265
Solution Summary
Sum of Applied Forces
Sum of Reactions
Load
PX
PY
PZ
PX
PY
PZ
%Error
Camb.
K
K
K
K
K
K
1
0.000
-77.314
0.000
0.000
77.314
0.000
0.000%
2
0.047
-92.776
-78.989
-0.047
92.776
78.989
0.000%
3
0.047
-69.582
-79.989
-0.047
69.582
78.989
0.000%
4
36.443
-92.776
-63.026
-36.443
92.776
63.026
0.000%
5
36.443
-69.582
-63.026
-36.443
69.582
63.026
0.000%
6
61259
-92.776
-35.368
-61.258
92.776
35.368
0.000%
7
61.259
-69.582
-35.368
-61.258
69.582
35.368
0.000%
8
72.804
-92.776
-0.047
-72.804
92.776
0.047
0.000%
9
72.804
-69.582
-0.047
-72.804
69.582
0.047
0.000%
10
68.430
-92.776
39.454
-68.430
92.776
-39.454
0.000%
11
68.430
-69.582
39.454
-68.430
69.582
-39.454
0.000%
12
36.361
-92.776
62.979
-36.361
92.776
-62.979
0.000%
13
36.361
-69.582
62.979
-36.361
69.582
-62.979
0.000%
14
-0.047
-92.776
70.654
0.047
92.776
-70.654
0.000%
15
-0.047
-69.582
70.654
0.047
69582
-70.654
0.000%
16
-36.443
-92.776
63.026
36.443
92.776
-63.026
0.000%
17
-36.443
-69.582
63.026
36.443
69582
-63.026
0.000%
18
-68.477
-92.776
39.535
68.477
92.776
-39.535
0.000%
19
-68.477
-69.582
39.535
68.477
69.582
-39.535
0.000%
20
-72.804
-92.776
0.047
72.804
92.776
-0.047
0.000%
21
-72.804
-69.582
0.047
72.804
69.582
-0.047
0.000%
22
-61.211
-92.776
-35.286
61.211
92.776
35.286
0.000%
23
-61.211
-69.582
-35.286
61.211
69582
35.286
0.000%
24
-36.361
-92.776
-62.979
36.361
92.776
62.979
0.000%
25
-36.361
-69.582
-62.979
36.361
69.582
62.979
0.000%
26
0.008
-77.314
-12.983
-0.008
77.314
12.983
0.000%
27
5.990
-77.314
-10.359
-5.990
77.314
10.359
0.000%
28
10.069
-77.314
-5.813
-10.069
77.314
5.813
0.000%
29
11.966
-77.314
-0.008
-11.966
77.314
0.008
0.000%
30
11.248
-77.314
6.485
-11.248
77.314
-6.485
0.000%
31
5.976
-77.314
10.352
-5.976
77.314
-10.352
0.000%
32
-0.008
-77.314
11.613
0.008
77.314
-11.613
0.000%
33
-5.990
-77.314
10.359
5.990
77.314
-10.359
0.000%
34
-11.255
-77.314
6.498
11.255
77.314
-6.498
0.000%
35
-11.966
-77.314
0.008
11.966
77.314
-0.008
0.000%
36
-10.061
-77.314
-5.800
10.061
77.314
5.800
0.000%
37
-5.976
-77.314
-10.352
5.976
77.314
10.352
0.000%
---- ---Non-Unear Convey ence Results
Load
Combination
Converged?
Number
of Cycles
Displacement
Tolerance
Force
Tolerance
1
Yes
4
0.00000001
0.00000001
2
Yes
4
0.00000001
0.00000206
3
Yes
4
0.00000001
0.00000194
4
Yes
4
0.00000001
0.00000131
5
Yes
4
0.00000001
0.00000126
6
Yes
4
0.00000001
0.00000107
7
Yes
4
0.00000001
0.00000110
8
Yes
4
0.00000001
0.00000128
9
Yes
4
0.00000001
0.00000124
10
Yes
4
0.00000001
0.00000203
11
Yes
4
0.00000001
0.00000192
t Tower
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
19 of 26
Project
Date
B+T Group
1717 SBoulderAve, Suite 300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAR.- (918) 295-0265
12
Yes
4
0.00000001
0.00000153
13
Yes
4
0.00000001
0.00000146
14
Yes
4
0.00000001
0.00000121
15
Yes
4
0.00000001
0.00000121
16
Yes
4
0.00000001
0.00000132
17
Yes
4
0.00000001
0.00000127
18
Yes
4
0.00000001
0.00000187
19
Yes
4
0.00000001
0.00000176
20
Yes
4
0.00000001
0.00000129
21
Yes
.4
0.00000001
0.00000125
22
Yes
4
0.00000001
0.00000119
23
Yes
4
0.00000001
0.00000120
24
Yes
4
0.00000001
0.00000153
25
Yes
4
0.00000001
0.00000146
26
Yes
4
0.00000001
0.00000001
27
Yes
4
0.00000001
0.00000001
28
Yes
4
0.00000001
0.00000001
29
Yes
4
0.00000001
0.00000001
30
Yes
4
0.00000001
0.00000001
31
Yes
4
0.00000001
0.00000001
32
Yes
4
0.00000001
0.00000001
33
Yes
4
0.00000001
0.00000001
34
Yes
4
0.00000001
0.00000001
35
Yes
4
0.00000001
0.00000001
36
Yes
4
0.00000001
0.00000001
37
Yes
4
0.00000001
0.00000001
Maximum Tower Deflections - Service Wind
Section
Elevation
Harz.
Gov.
Tilt
Twist
No.
Deflection
Load
ft
in
Comb.
°
TI
250-240
3.322
34
0.149
0.036
T2
240-220
3.006
34
0.146
0.035
T3
220 - 200
2.423
34
0.118
0.032
T4
200 - 180
1.957
34
0.096
0.025
TS
180 - 160
1.569
34
0.081
0.021
T6
160 - 140
1.240
34
0.068
0.017
T7
140 - 120
0.960
34
0.057
0.015
T8
120 - 100
0.719
34
0.049
0.012
- T9 _
_ __100_:80 _
0.521- _
_34
0.038
___0.010 _
T10
80-60
0.357
34
0.029
0.008
T12 - 40-20 ___0.123 _34 0.014_ 0.004
T13 2b - 0 0.056 30 - 0.007 0.002
Critical Deflections and Radius of Curvature - Service Wind
Elevation
Appurtenance
Gov.
Deflection
Till
Twist
Radius of
Load
Curvature
ft
Comb.
in
ft
255.000
Lightning Rod 5/8" x 4' on 6' Pole
34
3.322
0.149
0.036
186839
251.000
Strobe
34
3.322
0.149
0.036
186839
248.000
(2) CMA-BDHH/6520/EO-8 w/
34
3.258
0.149
0.036
186839
Mount Pipe
125.500
Side Lighting
34
0.781
0.050
0.013
113280
t=TO' er
Job
Page20
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
of 26
Project
Date
B+T Group
1717 S Boulder Ave, Suite 300
08:51:59 09/04/15
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX: (918) 295-0265
Maximum Tower Deflections - Design Wind
Twist
Section
Elevation
Har_.
Gov.
Tilt
No.
Deflection
Load
p
in
Comb.
°
Tl
250-240
19.936
18
0.893
0222
T2
240 - 220
18.043
18
0.875
0.215
T3
220 - 200
14.555
l8
0.704
0.195
T4
200 - 180
11.762
18
0.576
0.154
T5
180 - 160
9.435
18
0.486
0.126
T6
160 - 140
7.459
18
0.409
0.106
77
140 - 120
5.780
18
0.343
0.090
T8
120 -100
4.338
18
0.285
0.073
T9
100 - 80
3.146
18
0.22.6
0.060
T10
80-60
2.161
18
0.173
0.047
T11
60-40
1.348
18
0.126
0.033
T12
40 - 20
0.747
18
0.082
0.022
T13
20-0
0.305
10
0.041
0.011
Critical Deflections and Radius of Curvature - Design Wind
Elevation
Appurtenance
Gov.
Deflection
Tilt
Twist
Radius of
Load
Curvature
R
Comb.
in
oft
255.000
Lightning Rod 5/8" x 4' on 6' Pole
18
19.936
0.893
0.222
31194
251.000
Strobe
18
19.936
0.893
0.222
31194
248.000
(2) CMA-13DHH/6520/EO-8 w/
18
19.555
0.892
0221
31194
Manor Pipe
125.500
Side Lighting
18
4.710
0.300
0.077
18919
Bolt Design Data
Section
Elevation
Component
Bolt
Bolt Size
Number
Maximum
Allowable
Ratio
Allowable
Criteria
- - - NO.
- - -
- -7)pe --
-Grade
- - - ,
Of
-Loadper
Load- -
-Load
- Ratio-
- - - - - - -
ft
in
Bobs
Bolt
K
Allowable
Eeg-
325N_1:WS
as t
--13.060-
�c <� na _ _
-- 67.096-
_I
0.195 V-
--I- --
R
- itTrnsicla -
Bolt Tension- - - - -- - - -
- - - T2
240
- Leg---
-A325N
- 1.125- -
- 6
T3
220
Leg
A325N
1.125
6
17.546
67.096
0262 1/
1
Bolt Tension
Diagonal
A325N
0.875
1
4235
11.166
0.379
I
Member Block
T4 200
Leg
A325N
1.125
Diagonal
A325N
0.875
T5 180
Leg
A325N
1.125
Diagonal
A325N
0.875
T6 160
Leg
A325N
1.125
Diagonal
A325N
0.875
Shear
8 16.179
67.096
I
Bolt Tension
0241
1 4.420
10.413
1
Member Block
0424
,�
Shear
8 19.159
67.096
1
Bolt Tension
0286
1 5.167
13.884
1
Member Block
0372
Shear
8 22.174
67.096
1
Bolt Tension
0330
1 6.095
17.355
1
Member Block
0.351
Shear
1 'A Over
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
21 of 26
Project
Date
B+T Group
1717 S Boulder Ave, Suite 300
08:51:59 09/04/15
Client
Designed by
Tulsa, OK 74119
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX- (918) 295-0265
Section
Elevation
Component
Bolt
Bolt Sze
Number
Maximum
Allowable
Ratio
Allowable
Criteria
No.
Type
Grade
Of
Loadper
Load
Load
Ratio
ft
in
Bolts
Bolt
K
Allowable
K
T7
140
Leg
A325N
1.125
12
16.870
67.096
0.251
1
Bolt Tension
Diagonal
A325N
0.875
1
7.270
15.244
0.477
1
Member Block
Shear
T8
120
Leg
A325N
1.125
12
19.033
67.096
0284
1
Bolt Tension
Diagonal
A325N
0.875
1
8.504
22.866
0372
1
Member Block
Shear
T9
100
Leg
A325N
1.I25
12
21.311
67.096
0.318
1
Bolt Tension
Diagonal
A325N
0.875
1
10.000
22.453
0.445
1
Member Block
Shear
T10
80
Leg
A325N
1.325
12
23.694
67.096
0.353
1
Bolt Tension
Diagonal
A325N
0.875
1
11.406
17.962
0.635
1
Member Block
Shear
Tit
60
Leg
A325N
1.125
12
26.159
67.096
0.390
1
Bolt Tension
Diagonal
A325N
0.875
1
13.182
24.354
0.541
1
Bolt Shear
T12
40
Leg
A325N
1.125
12
28.720
67.096
0428
1
Bolt Tension
Diagonal
A325N
0.875
1
15.232
24.354
0.625
1
Bolt Shear
T13
20
Diagonal
A325N
0.875
1
16.848
24.354
0.692
1/
1
Bolt Shear
Compression Checks
Leg Design
Data Compression
Section
Ratio
Elevation
See L
L. KUr A P.
No.
P.
ft
ft
ft in' K
K
OP„
TI
250-240
2 114 10.000
3.083 65.8 3.976-21.391
130.399
0.164'
K=1.00
V
-- - T2
- -240-220
21/2 - - 20.000"
3:208- - 6L6 --4.909- --82.625-
'167.374
-0.494' - - - -
K=1.00
_ T3_-
- 220-200.. _
3112
20.030
6.176
84.7
9.621
-106.954
256.230-
0.417'
K=C00
T4
200 - 180
4
20.030
- -6.176
- 74.1 -
-12.566-
-135.211
378.448
0.357-' - -
K=1.00
T5
180- 160
4 1/4
20.030
6.176
69.8
14.186
-163.640
447.281
0.366 '
K=1.00
T6
160- 140
4 1/2
20.030
6.176
65.9
15.904
-193.191
521.096
0.371'
K=1.00
T7
I40-120
43/4
20.030
6.176
62.4
17.721
-224.217
599.797
0.374'
K=1.00
`/
T8
120-100
43/4
20.030
6.176
62.4
17.721
-257.162
599.797
0.429'
K=1.00
T9
100- 80
5
20.030
6.176
59.3
19.635
-292.242
683.313
0.428'
K=1.00
T10
80-60
5 1/4
20.030
6.176
56.5
21.647
-329.438
771.566
0.427'
K=1.00
tnxTow,er
Job
Page22
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
of 26
Project
Date
B+T Group
1717 S Boulder Ave, Suite 300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX.- (918) 295-0265
Section
Elevation
Mw
L
L„
Mr
A
P.
Ratio
No.
P.
ft
ft
jt
in
K
K
T11
60-40
5 12
20.030
6.176
53.9
23.758
-369.358
864.519
0.427'
K=1.00
V
T12
40-20
53/4
20.030
6.176
51.6
25.967
-411.623
962A28
0.428'
K=1.00
I/
T13
20-0
53/4
20.030
6.176
51.6
25.967
-455.600
962.128
0.474'
K=1.00
V
t P. / r P„ controls
Diagonal
Design
Data
Compression
Section
Elevation
Size
L
L
KI/r
A
P.
Ratio
No.
P
ft
ft
ft
in°
K
K
V.
Tl
250 -240
1
5.050
2.407
106.6
0.785
-4.228
13.997
0.302'
K=0.92
`/
T2
240-220
1118
5.128
2.430
101.8
0.994
-5.769
18.668
0.309'
K=0.98
`/
T3
220-200
L2x2xl/4
7.558
3.628
113.5
0.938
-4.569
15.422
0296'
K=1.02
T4
200-180
L2 1/2x2 1/2x3/16
9.676
4.625
114.1
0.902
-4.381
14.728
0297'
K=1.02
V
T5
180-160
L2 1/2x2 1/2xl/4
11.213
5.383
131.6
1.190
-5.121
15.499
0.330'
K=1.00
V
T6
160-140
L2 1/2x2 1/2x5/16
12.851
6.192
152.0
1.460
-6.003
14.284
0.420'
K=1.00
`/
T7
140 -120
L3x3xl/4
14.556
7.034
142.6
1.440
-7.172
16.000
0.448'
K=1.00
`/
T8
120 -100
L3x3x3/8
16.306
7.911
161.7
2.110
-8.340
18.227
0.458'
K=1.00
,/
T9
100-80
L3 1/2x3 1/2x5/16
18.081
8.787
152.8
2.090
-9.765
20.218
0.483 '
K-1.00.
_
_ _
600,.
T10
80 60
L4x41/4
19885
9680
1461
1940
11248
20530
0548'
x
T11
60-40
L4x4x3/8
21.709
10.581
16L1
2.860
-12943
24.883
0.520'
-
_ - -
K=1.00.
___
_ -
_ _
_ _`/. _ _
T12
40-20
L5x5x5/16
23.546
11.490
138.7
3.030
-14.796
35.576
0.416'
K=1.00
`/
T13
20-0
L5x5x5/16
25.395
12.415
149.9
3.030
-16.429
30.474
0.539'
K=1.00
`/
1 P. / OP. controls
WxTo er
Job
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
Page
23 of 26
Project
Date
08:51:59 09/04/15
B+T Group
1717SBoulderAve, Suite 300
Tulsa, OK 74119
Phone: (918) 587-4630
FAX.(918) 295-0265
Client
SBA Communications Corporation
Designed by
B. Sevier
Top Girt Design Data Compression
Section Elevation aze L L. KI/r A F. op. Ratio
No. P.
ft. ft Ji in2 K x 8,p-
K=0.70
T2 240-220 11/8 4.000 3.792 113.2 0.994 -1.521 16.396 0.093'
K=0.70
Pcontrols
Bottom Girt Design Data Compression
Section Elevation Sue L L. KI1r A P. gyp„ Ratio
NO. P.
ft ft ft in2 K K ,hp„
K-0.70
T2 240-220 1 1/8 4.000 3.792 113.2 0.994 -0.218 16.396 0.013'
K=0.70
t P„ / QiP, controls
Section Elevation
No.
Site
Tension Checks
Leg Design Data Tension
L L KUr A P. �P„ Ratio
P.
- n'- - ft' - in' ' _ _ _ K K' IM1P_
T2
240 - 220
212
20.000
0.375
7.2
4.909
78.362
220.893
0.355 '
T3
220-200
3 12
20.030
0.751
10.3
9.621
105.276
432.951
0.243 '
T4
200-180
4
20.030
0.751
9.0
12.566
129.430
565.487
0.229'
T5
180-160
41/4
20.030
0.751
8.5
14.186
153.275
638.381
0240'
T6
160-140
4 112
20.030
0.751
8.0
15.904
177.393
715.694
0.248'
T7
140 - 120
4 3/4
20.030
0.751
7.6
17.721
202.442
797.425
0.254'
T8
120 - 100
4 314
20.030
0.751
7.6
17.721
228AOI
797.425
0286'
tli,�Tower
Job
100926.001.01 - TC SR-70, FL (Site# FL17050-A)
Page
24 of 26
Project
Date
08:51:59 09/04/15
B+T Group
1777 SRoulder Ave, Suite 300
Tulsa, OK 74119
Phone: (918) 587-4630
FAX.- (918) 295-0265
Client
SBA Communications Corporation
Designed by
B. Sevier
Section Ehnnulan Site L L„ KUr A P. �P„ Ratio
No. P
ft ft ft in' K K 6P„
TIO
80-60
51/4
20.030
0.751
6.9
21.647
284.328
Tl l
60 - 40
5 112
20.030
0.751
6.6
23.758
313.909
T12
40-20
5314
20.030
0.751
6.3
25.967
344.639
T13
20-0
53/4
20.030
0.751
6.3
25.967
376.311
I P. l V. controls
974.139 0.292'
1/
1069.120 0294'
1168.530 0295'
1168.530 0.322'
Diagonal
Design
Data
Tension
Ratio
Section
Elevation
Size
L
L
KUr
A
P.
OP.
No.
P
ft
It
S
W
K
K
W,
Tl
250-240
1
5.050
2.407
115.5
0.785
4.213
25.447
0.166'
T2
240-220
11/8
5.128
2.430
103.7
0.994
5.710
32.206
0.177'
T3
2.20-200
L2x2xl/4
7.558
3.628
75.2
0.516
4.235
22.446
0.189'
T4
200-180
L2 1/2x2 1/2x3/16
9.676
4.625
74.2
0.536
4.420
23.311
0.190,
T5
I80-160
L21/2x21/2x1/4
11.213
5.383
86.9
0.705
5.167
30.668
0.168'
T6
160-140
L2 1/2x2 1/2x5/16
12.851
6.192
100.6
0.861
6.095
37.437
0.163 '
T7
140-120
L3x3xl/4
14.556
7.034
93.2
0.892
7.270
38.824
0.187'
T8
"120= 100
L3x3x3/8 ----"-
16:306
7.911
106.4
1-.301 --
8.504
56.604--
-0.150-'
- - --- -T10
80-60
LAx4xl/4
-19.885
9.680
94.7
1.268
11.406
55.136
0.207'
T11
60-40
L4x4x3/8
21.709
10.581
105.1
1.864
13.182
81.073
0.163 '
T12
40-20
L5z5x5/l6
23.546
11.490
89.3
2.038
15.232
88.658
0.172'
T13
20 - 0
LSx5x5/16
25.395
12.415
96.3
2.038
16.848
88.658
0.190,
I P � / e. controls
WxTowe
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17O50-A)
25 of 26
Project
Date
B+T Group
1717 S Boulder Ave, Suite 300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX (918) 295-0265
Top Girt Design Data Tension
Section Elevation Site L L. Kl/r A P. ell Ratio
No. P
ft
ft
ft in'
K
K V.
Tl 250-240
1 4.000
3.813 183.0 0.785
0.069
25.447 0.003'
T2 240-220
11/8 4.000
3.792 161.8 0.994
1.523
32.206 0.047'
I P u / OP. controls
Bottom Girt Design Data Tension
Section Elevation Size L L. K71r A P. �P, Ratio
No. P
ft ft ft in2 K K mP„
TI 250 - 240
12 240 - 220 1 1/8
I P„ / V, controls
4.000 3.813 183.0 0.785
4.000 3.792 161.8 0.994
Section Capacity Table
1.202 25.447 0.047
0.083 32.206 0.003'
Section Elevation Component Size Critical P oPyr„. % Pass
Na ft Type Element K K Capacity Fail
TI
250-240
Leg
21/4
1
-21.391
130.399
16.4
Pass
T2
240-220
Leg
212
28
-82.625
167.374
49.4
Pass
T3
220-200
Leg
3 12
73
-106.954
256.230
41.7
Pass
T4
200 -180
Leg
4
94
-135.211
378.448
35.7
Pass
- TS
180=160
Leg
4114
1.15
-163.640
447.281
36:6
Pass "-
T6
160 -140
Leg
4 12
136
-193.191
521.096
37.1
Pass
T7�40=120L-eg
� - -- 43/4
157------224217--599:7973`Y.4--P
T9
10080
_ _ Leg
_ 5
_199
_-292.242
683.313
42.8 _
--Pass
T10
80-60
Leg
51/4
220
-329.438
771.566
42.7
Pass
Tll
60-40
Leg
51/2
241
-369.358
864.519
42.7
Pass
T12
40-20
Leg
53/4
262
411.623
962.128
42.8
Pass
42.8 (b)
T13
20 - 0
Leg
5 314
283
-455.600
962.128
47.4
Pass
TI
250-240
Diagonal
1
15
4.228
13.997
302
Pass
T2
240-220
Diagonal
1 118
42
-5.769
18.668
30.9
Pass
T3
220-200
Diagonal
L2x2xl/4
92
-4.569
15.422
29.6
Pass
37.9 (b)
T4
200- 180
Diagonal
L2 1/2x2 1/20/16
101
-4.381
14.728
29.7
Pass
42.4 (b)
T5
180-160
Diagonal
L212x212xl/4
122
-5.121
15.499
33.0
Pass
37.2 (b)
T6
160-140
Diagonal
L212x21/2x5/16
143
-6.003
14.284
42.0
Pass
T7
140-120
Diagonal
L3x3xl/4
164
-7.172
16.000
44.8
Pass
f
t"XTOW,er
Job
Page
100926.001.01 - TC SR-70, FL (Site# FL17O50-A)
26 of 26
B+T Group
Project
Date
1717 S Boulder Ave, Suite 300
08:51:59 09/04/15
Tulsa, OK 74119
Client
Designed by
Phone: (918) 587-4630
SBA Communications Corporation
B. Sevier
FAX.- (918) 295-0265
Section
Elevation
Component
See
Critical
P
epwi,
%
Pass
No.
.h
Type
Element
K
K
Capacity
Fail
47.7 (b)
T8
120- 100
Diagonal
L3x3x3/8
185
-8.340
18227
45.8
Pass
T9
100- 80
Diagonal
L3 1/2x3 112x5/16
206
-9.765
20.218
48.3
Pass
T10
80 -60
Diagonal
L4x4xl/4
227
-11.248
20.530
54.8
Pass
63.5 (b)
T11
60 -40
Diagonal
L4x4x3/8
248
-12.943
24.883
52.0
Pass
54.1 (b)
T12
40-20
Diagonal
L5x5x5/16
269
-14.796
35.576
41.6
Pass
62.5 (b)
T13
20- 0
Diagonal
L5x5x5/16
290
-16.429
30.474
53.9
Pass
692 (b)
Tl
250 - 240
Top Girt
1
5
-0.065
10.727
0.6
Pass
T2
240 - 220
Top Girt
1 1/8
32
-1.521
16.396
93
Pass
Tl
250-240
Bottom Girt
1
8
-1.196
10.727
11.2
Pass
T2
240-220
Bottom Girt
11/8
36
-0.218
16.396
1.3
Pass
Summary
Leg (T2)
49.4
Pass
Diagonal
69.2
Pass
(T13)
Top Girt
9.3
Pass
(T2)
Bottom Girt
112
Pass
(TO
Bolt Checks
69.2
Pass
RATING=
69.1
Pass
Program Version 6.1.4.1 - 12/17/2013
APPENDIX B
BASE LEVEL DRAWING
Feed Line Plan
(6)
7
C
n
B+T Group
1717 S Boulder Ave, Suite 300
s.r Gr:p Tulsa, OK 74119
Phone: (918) 587-4630
FAX: 918 295-0265
°b: 100926.001.01- TC SR-70, FL Site# FL17050-A
F' II
Crene SBA Communications Corpombo
°ra'xn B. S Me
^PP'd'
Code: TIA-222-G
Care:09/04/15
Smte: NTS
.
°v'9 Na. E_7
APPENDIX C
ADDITIONAL CALCULATIONS
PROJECT TC SR-70 - FL17050-A, FL
SUBJECT Anchor Rod Check for Self Supporting Towers
DATE 09/04/15 PAGE 1 OF 1
CfB+T GRP
1717 S. Boulder, Suite 300
Tulsa, OK 74119
(918) 587-4630
Number of Anchor Rods:
12
Diameter:
1.375
in
Strength (Fu):
105
ksi
Eta Factor, q:
0.5
TIA-222-G Figure 4-4 & Section 4.9.9
Down load, Pu:
463
Kips
Shear, Vu:
47
Kips
Anchor Rod Result
Max Rod (Cu+ Vu/�): 46.4 Kips
Allowable Axial, m*Fu*Anet: 97.4 Kips
Anchor Rod Capacity: tA7,!6/f Pass
SS Drilled Pier
Site Number.
TCSR-70
Site Name:
FL17050-A, FI
Input
TIA Revision:
G
AD 318 R naislon:
2008
Seismic Category:
B
�,orces i
Compression
463 kips
Compression Shear
47 kips
Uplift
375 kips
Uplift Shear
39 kips
Add'1 Moment
0 k-ft
Swelling Force
0 kips
Faundallon Dimensions �•
Pier Diameter:
12 ft
EA. above grade:
0.5 it
Depth below grade:
35 it
Bell Diameter.
it
Bell Angie:
deg
MaNumb rr
Number of Reborn
of
90
Rebar Size:
9
Tie Size
4
Rebar tensile strength:
60 ksl
Concrete Strength:
3000 psi
Ultimate Concrete Strom
D.003 infin
Clear Cover to Ties:
6 in
5m1 Profile ' s6)r=1
7incknes_ From ;Ta Uni[Weight-Cdheiion '- Angle , UpliftSkin Comp.Skin .*Copal
(ft) . (n (it) " (po) - .(Psr) .(deg) Friction(ksf) .FUNon(ksfl ' (W
1 1
0
1
115
0
a
a
0 0
2 4
1
5
53
0
0
0
0 0
3 1
5
6
57
1000
0
0.4
DA a
4 2
6
8
57
0
40
0.4
0.4 0
5 2
8
10
57
100
a
0.4
0.4 a
6 19
10
29
57
0
35
0.8
0.8 0
7 6
29
35
57
0
32
1
1 20
AnalWls Remits
Soil lateral Capacity
Upliftoon,
- Depth to Zero Shear.
_
-- 17.2ft
Max Moment, Mu:
4]5.9 k-ft
Soil Axial Capacity
—
Concrete Weight
326.1 kips
Skin FrlNon:
656.0 kips
Soil Cone:
kips
Uplift Capacity (k), tiTn:
992.0 kips
Uplift (it), To:
375.0 kips
RATING;'---
38106
Skin Friction (k):
655.0 kips
End Bearing (k):
1695.5 kips
Comp. Capacity (k), 4,Cn:
2352.4 kips
Comp. (it), Cu:
40.0 kips
RATING:—'--"
'IT.68%
Concrete/Starl Check
Me (From soil m.1ys_)
QMn
the provlded
she required
Rebar Spacing
Spacing required
Dev. Length required
Dev. Length provided
0.55
033'01(
EA
18.0 Ol i
173 _
49.4`K
Page 1 of 1
PROJECT 100926.001.01 - TC SR-70, FL laws
B+T GRP
SUB]ECi pad Footing Analysis 1717 S. Boulder, Suite 300
Tulsa, OK 74119
DATE 09/04/15 PAGE 1 OF 1 (918) 587-4630
100926 001 01_SSDnfledPierrivn
Combined Footinq Foundation Analysis
Design Loads:
Input factored loads
Compression per leg (Pc)
= 463.0
(k)
Tension per leg (PT)
= 375.0
(k)
Overturning Moment (Mo)
= 9,347.0
(k)
Total Tower Horizontal Load
= 79.0
(k-ft)
Tower + Appurtenances
= 93.0
(k)
Pad & Pier Dimensions / Prooertles:
Tower Shape (triangle or square) =
T
Pier Shape (round or square) =
R
Pier Diameter ( HP ) =
3.00
( ft)
Pier height above grade ( DA) =
0.50
( ft)
Footing Width ( WF ) =
47.00
( ft)
Footing Thickness ( HF) =
3.00
(ft)
Depth to BOC ( D) =
7.00
( ft)
Concrete Strength ( F'c) =
3.00
( ksi )
Reber Strength ( Py ) =
60.00
( ksi)
Ultimate Load Factor =
1.30
Min. Cover over Rebar =
3.00
( in )
Qty of footing Rebar (1 layer) =
47
Size of footing Reber =
# 9
( bar )
Qty of Vertical Reber per Pier =
33
Size of Pier Vertical Reber =
# 9
( bar )
Qty of Rebar Ties per Pier =
11
Size of Pier Rebar Ties =
# 4
( bar )
Soil Data:
-Soif�nng(ultimate)
= 4000
( psf )
Soil Cone for Uplift (0)
= 30
( degrees )
Cohesion (C)
= 0.00
(ft)
Top Soil to Neglect ( N)
= 3.00
(ft)
Base Sliding (p)
= 0.35
( ksf )
Dry Soil Density ( yDar)
= 63
( pcf )
Saftev Factors
Uplift S.F. (Conc. Wt.)
Uplift S.F. (Soil Wt.)
Overturning S.F.
Bearinging S.F.
Tower Information
Tower base width
Plan View for Triangle or Sauare Tower
V
0
47.00 ft
Total Overview
Rev. Type: G
= 1.25
2.00
1.50
— 2.00
25.00 ft
Summary of Results
Overturing
42.6%
Soil Bearing
34.7%
Base Sliding
16.8%
One way Shear
8.3%
Punching Shear
42.6%
Pad Moment Capacity
47.0%
Pier Moment Capacity
12.5%
Kimley*Horn
August 12, 2015
MetroPCS
Attn: Denise Correa
1000 Sawgrass Corporate Parkway, Suite 400
Ft. Lauderdale, FL 33323
RE: Antenna Mount Design L,e'tter
Carrier Designation: MefroRE§ 700,MHz =Upgrade,
CarnerSite Number: A2P03091W
Cainer.Site Name: GTP 14WY 70
Site Data: 96666.Okeechobee Road, Fort Pierce;.F ,34945
St. Lucie Couirty
To whom it may concern:
In accordance with our agreement, Kimley-Horn and Associates, Inc. ("Kimley-Horn"), has
performed an evaluation of the existing antenna mount for the above referenced site for
the replacement of MetroPCS antennas. The purpose of this analysis is to compare the
existing manufacturer's mount design specification with the proposed carrier loading
conditions to determine if the proposed mount is structurally capable of supporting the
proposed MetroPCS equipment under the loading of the TIA-222-G standard and the 2014
Florida Building Code.
The proposed mount was checked against the required 117 mph nominal design wind
loading (151 mph ultimate wind speed, Risk Category II, Exposure C per 2014 Florida
Building Code). Per the specifications provided by MetroPCS, the existing and proposed
antennas are as follows:
- - • --(Existing) 6- CMA-BDHH16520/E0-8 antenna: 64 6"'x 15.9"x 5"; 62 lbs
—(Existing)3= FRI E-RRU's:-1 9.3" x22" x 52"; 55.1-Ibs -- - — ---- - -
• (Existing) 3-FRIG RRU's: 15.24" x 18.88" x 5.98"; 57.3 Ibs
• (Existing) 3- FRLB RRU's: 15.75" x 15.75" x 5.9"; 59.52 Ibs
(Proposed) 3- DBXNH-6565E-A2Mi 72.7" x 11.9" x 7.1"; 46.3 Ibs
The existing mount, a Connect -It Wireless, 13' V-Frame Boom Gate, VF13-XX-96 is to be
reused. Conservatively, no shielding is assumed on the RRU's. The COVP's are
considered to be on a separate mount.
kimley-horn.com '1920'Wekiva Way, Suite 200, West Palm Beach, FL'33411 561 845 0665`
0
Kimley»)Horn
Page 2
Based on the comparative analysis listed below, it is our opinion that the existing
mount will have sufficient capacity for the proposed carrier equipment.
Please contact me at (561) 840-0232 or Kevin.Maraih(c kimley-horn.com should you have
any questions.
Sincerely,
KfMLEY=HQRMA, NDASSOCIAT t;:tIV i
CA 00000696
Kevin MarajKi
Florida P.E. 71
Attachments.,
-'�rU111111W`'
- — Kimley-Horn-700 MHz Upgrade -Plans -dated November-26,-2013, Sheet C-2.
Connect -it Wireless 13' V-Frame Boom Gate VF13-XX-96, Design
Specifications,
2014 Florida Building Code -Building Section 1620.2
(ki, ml'e'y�MUrnYcoml 10920'WdkivatWayj'Suife 200,"W,6!;t'Palm- each,-FL°33411
i
RFDS Data Configuration Sheet Page I of 4
Uea. YALWASH T - -Mobilem 13;P
Seek In RFDS home RFDS Data Configuration Sheet Date; 712712016
Go Seek 'Print RFDS
Site Information:
M.Open; FL RedE.Varid.n iNSN Plan Year.. 2014 M-P Dean: Caftweempanvandpalygm
:Site Ed: A2UP03091A STaNlarp SF1880 - 3_;20 - Grp HVVr 70 Strunt,tral Oninar.
rylaal(CraS; Strdte NOW-UEagl SOU SUEdqW,. .......
Adjd.s: 200000barlbobeaRoan iSR70) Cly. Ircetardin, stale:; In. Zip: UNS
"tiluda. -Eatsara56Z
IrFelanatn AnnEed Gnninal., Cullman. jAyad Sandier teal Save INEW J.12)20164A]nuA Leal Media" B,. YALWASH
ProjectType: L7001LISDO RFDS Upgraded? Upgraded Template? Standard
Cell Site Configuration
CoaFi,,v,atb*nTVe: Carildmllon701A_9031 L70GAndausaWorn SWAP
M.n.lCmflg"ian(Ant onn41n!qMAIPRUj: Senate . ... ... TpESrTd, "FIS, sbays,. prelinflnuz_
FlinalSeder Count. 3. Design Type: Red nreaeIng TM: Capture
Sactor Information
MPCS CDMA Design A B C D E F
Apler. READ center: -Dppdn 1, C... on.
'Ant.. Merited
Sbavolealmn:
PCS UMTS Design A B C D E F
Antenna RAD Career 4.248 .248 248
Ante... 240
EeEcUlaalml: 1 2
AWS UMTS Design A B C D E F
Antenna RAOC.nW,. 1248 :NEt 20
Anterse Mated: .20 95 NO
"iddeal run 0 a 0
.2 3 .. .... . ...... . .. ... —
L2103 Design A a c D E F
:Ant... RAD C..Ia,. V5 iAs us
... ..... .... ...... ...... ... —
:Arten.Aahripthe '20 No
!a j0 0
sectrical 1111, 1 a* 13 2
L700 Design A B C D E F
'Antenna RAD Cablon BNB 249 243 .8
fivflenpaAaltaotb i20 115 240
;o .0 a
lundKcal till: .6 5 4
Antenna Configuration (Site Level) Antenna ReUse Antenna Model Antenna Cry Antenna and (or) Ports Shared
Fxlstlng?IQIY
MPCS cow t anarn
PCSIATIS Re.w. Geeing 13 CeWax, CMA4mNMS2CS(,S .3 MD
AWSUMTS :0 on. eon USE)
1.2100 ;RE,AASIWuE,,IS CrIEIPX- CMA43OEHAIMIIEEE-O
L700 AE,ddpv-DBXNHSWSS-AlM Shapavolnt.)2100
TMA(ReLlse
existing TMA Model TMA Cry TMA Location
TMA]NeydNot
Needed)
PCs uffir's
AWS UMTS E
Won
L700
-Olpl"erlCombinerCont[guraton—A�B—C— 13 E IF
DI'leae, Cry Ni:TIN
pteaer Minitit2l:
ZI'laaa, Cry 12): . . .
CppEbIRndUq,,E.XcrMp,Nft
.CombinulDuplaxerQty:
Antenna Fiber/ Coax Solution (Site Level)
UattICS(Yeadi Y"
uaaNSNFIbar&OVPfor Rooftop
.. . ..... ....
UEraCoaXCa0b(Ye3aN*l7 Y..,
Hybrid Gable Configuration (Site Level)
Hybrid Cable Type:
:Hybrid Cable Length:
Hybrid Cable CUT. 3
Hybrid Cable Config(Sector Lovell A S C D K
http://natdev.eiig.t-mobile.conVCentralIRFDSIRFDSPrint.asp?Siteid=A2PO309M—F—UG 7/27/2015
RFDS Dafa Configuration Sheet
Page 2 of 4
;HCB rvn betvxan Seelerz (c.e. RooRepl
-WaW4ankch.)
.. ..... _. ...... .
,HYbndO W LensN 1R1:'
..._ . . .. ..
_ .. r
COVP Configuration [Sib Level)
[coup Type (tA:
jLa,COVP._ - .. COUP nIYIIg:1
.. ..
coup type PC
; Um. COW coup MY l2F a
Coax Configuration
A B C D E F
:F�ieNnO ewx Oty.
'2 12 2 -
iFaIsM9OoazSiza:
t se : i 518
:Reu a xlsWg near rest TOOA(YenMel)
`Ns-
- --� - -
uNorexcesacoaxlNestommevel
itJewC xTYpe_:....
.
,'New Caaa Len9lMlne:
!RETH Ava Cables.
_RETHomHtun Ceble Len9lh(It} _ __'
.,
http://natdcv.eng.t-mobile.conilCentral/RFDS/RFDSPrint.asp?Siteid=A2PO309M_F UG 7/27/2015
RFDS Data Configuration Sheet Page 3 of 4
System Module
System Module city System Module SystemMotlule
System Modules (Site Level)
Mode a Type
MPCS COMA
FCSUMTS
-FSMF
.i
AWE UMTs
LIE
FWF
.1
RF Modules (Site Level)
RF Module Type
RF Module city(d) RF Module Type(2) RF Module gty(2)
MPCS COMA
PCSUMTS
F%B
J
AWE UMT9
FRIE
0
L21O0
TFRIG
.0.
L1OO
i FRLB - _
.1 -
SectorlBTSRJode-B(Site Level)
Sector Count:
BTS[Node-S Count:
MPCS CDMA
PCSUMTS
:J
1
AWS UMTS
iO
�1
Ulm
LTOO
:0
11
Comments
A reMer rmm206 to 2/Easperthe SAC Mbrmawn,
roan mmpiebtl by ue.
swap ONeWlly quN1 anbmms..rdiy5Oamd tE..B CDMASM WIN
A L1nO radws as GB end use 0. k henened N. COMA.
etlsltn9 equymeM( FSMFIFRBNFJIFB)
less Oren 270, no WA reeWmd.
Ow (0 N Wp. Ton ground)
1 FBBA I U1900,,, I FSME I U21OO„ 1 FSMF «I FBBA+i FBBC/UIOO
DMA eOeraweepNg O�emOVew)
1 on Oroa� (eaklMO)
0,,,1 F8ME/1R1OO., 1 FEMF s 1 FBBA-I FBDD)Ul 0(eAffiM)
itlias.
System Sub
Module city
http://natdev.eng.t-mobile.com/Central/RFDS/RFDSPrint.asp?Siteid=A2P0309M_F_UG 7/27/2015
RFDS Data Configuration Sheet
Page 4 of 4
Site: A2PO309M - ConflquraUon Omwing I
Drawing (1) Comments:
a
T
AMER
bttp:llnatdev.eng.t-iiiobile.comICentraVRFDSIRFDSPrint.asp?Siteid=A2PO309M—F—UG 7/27/2015
Kimle y�>- orn
H
Upgrade
MelroPCS 700 MHA2P0309M
GTP HWY 70
Antenna Specifications
Find wind areas on proposed antennas to check proposed mount capacity.
EquipmentVe:= 6.1 Total number of Appurtenances
i:= 0.. EquipmentVe— 1
:= 0.. EquipmentVe — 20
Enuip. No. Name
Height Width Denth
Weight
EquipVe0:= "CMA-13DH14/6520/E0-8"*
HVe,:= 64.6in WVeo:= 15.9in DVeO Sin
WTVe0:= 621bf
EquipVel :_ "DBXNH-6565B-A2M"*
HVe1 72.7in WVe1 := 11.9in DVe1 := 7.1in
WTVe1 := 46.31bf
EquipVe2:="FRIG"*
HVe2:= 15.24iiWVe2;=18.88inDVe2:=5.98inWTVe2 57.31bf
EquipVe3' FRIE *
HVe3:= 19.3in WVe3:= 22in DVe3:= 5.21n
WTVe3 55.11bf
Equipve4:= "FRLB"*
HVe4 15.75ii WVe4:= 15.75inDVe4:= 5.9in
WTVe4 59.521bf
EquipVe5.— FXFB *
lives 5.2in We. := 17.6in DVe5 := 15.6in WTVe5 = 55.11bf
Area — Fr.:= HVer .•WVe.
i
Page 1 of 3
Date: 8/7/2015
Designed by: CRM
Kimley>),Horn MetroPC5700 MHA2P0309M
GTP HWY 70
1
Notes:
1. SectorA is considered to be the maximum loading case scenario.
2. Conservatively assumed no shielding of the RRU's. Only the TMA's are assumed to be shielded in
this analysis .
3. The COVP is considered to be on a separate mount.
i
i
s
i
i
{
Proposed 13' V-Frame Boom Gate Specifications
i
Proposed Platform a Connect -It Wireless 13' V-Frame Boon Gate, VF13-XX-96.
i
I
Max Combined Load Weight MaxArea
3
MountO:= "VF13-XX-96" WTVF13:= 6501bf AreaV1713 5600in2
3
t
a
a
i
d
a
Proposed Final Configuration - Per Sector
Sector A:
s
3
(2) CMA-BDHH/6520/EO-8, (1) DBNXNH-6565B-A2M, (1) FRLB, (1) FRIG, (1) FRIE, (1) FXFB
i
F
3
i
Aream :_ (2Area_P)0 + Area_F l + Area_FZ + Area _P3 + Area_P4 + Area_F5 = 3971.32 •in
3
1
I
1
Weightmm,:= (2WTVe)0+ WTVc,+ WTVe2+ WTVe3+ WTVe4+ WTVeS= 397.3216E
—Results - - -
3
- - -
WTResut£'
AroaResuli P.rea�13>Areamaa 'Pass' ">=a�(" 'Pass"�
gi
Page 2 of 3
Date:8/7/2015
Designed by: CRM
M
-f
vcm.•
ANTENNA ORIFNTATION DIAGRAM
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NOTES:
L ALL STRUCTURAL STEEL SHALL C(
D 2. ALL CONNECTIONS SHALL CONFOR
ALL BOLTS SHALL BE A325-X;
ALL RODS SHALL BE ASTM A36;
3. ALL STRUCTURAL STEEL SHALLB
CONNECTIONS WITHIN V16 INCH IT
4. STRUCTURAL STEEL SHALL NOTEE
WITHOUT APPROVAL OF THE ENG.
5, ALL WELDING SHALL BE DONE BY
COMPLIANCE WITH AWS OIL ALL
ALLOWEDBY THE MATERIAL BEINC
6. HOT DIP GALVANIZE ALL STRUCTL
AND ABRADED AREAS WITH TWO
7, 00 NOT EXCEED THE FOLLOWING
MAX. COMMNED LOAD WEIGHT
C
MAX COMBINED LOAD FORCE I
MAX. COMBINED LOAD AREA A'
7,945 SEWN.
MAX. COMBINED LOAD AREA AT
6,910 S0.4N
8.
"LOAD AREA" IS LARGEST X-SECT'I
S.
LOAD RATING DETERMINED IN ACC
FLORIDA BUILDING CODE 2010„ A
10.
ALL 1/2" FASTENERS MUST BE TI
II.
ALL 5/8" FASTENERS MUST BE,TI
12
ALL 3/4" FASTENERS MUST BE',1
13,
MIN. 2 STIFF ARMS REOD. FOR L(
14.
AVERAGE ASSEMBLY WEIGHT
G
MAX PROJECTED ASSEMBLY ARE.
A
FRANK AFIDAEW FORE, RE DATE
42561
DC. NO. SEAL
4
3
REVISION STATUS
M TO ASTM A36 GRADE
AISC MANUAL OF STEEL CONSTRUCTION
kS SHOWN ON DRAWING.
AS SHOWN ON DRAWING.
IRICATED TO FIT AT BOLTED
UQCE
IME CUT UNDER ANY CIRCUMSTANCES
IWS 'CERTIFIEO WELDER AND IN
) SIZES SHALL BE THE MAXIMUM
OED WITH 0.30 WIRE WIRE -WELD.
)TEEL. TOUCH UP ALL FIELD WELDS
5 OF GALVANIZED PAINT.
WEIGHT & AREA LIMITS:
650 LEIS.
2,765 LBS.
MPH IV ULTI OR 140 MPH IV ASDk
0PH'.(V ULT) OR 150 MPH IV ASDk
1EA OF ANTENNA.
LICE WITH TIA-EIA-222-13-2,
S.C.E. 7-10.
562 LBS.
2,711 SO. IN. EPATI
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ENGINEER
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DATE
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A
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04-05.13
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NOTE
T 3, 4, OR 5 MASTS ARE THE ONLY ALLOWABLE CONFIGURATIONS.
2. ONLY THE CONFIGURATIONS SHOWN ARE ALLOWABLE.
3 MASTS MUST BE SPACED AS SHOWN
4. IT IS PFRMI SIBLE TO MIX MAST PIPE DIAMETERS, BUT NOT LENGTHS.
ANTENNA MASTS
C
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Carrier Designation: MetroPCS 700 MHz Upgrade
Carrier Site Number: A2P0309M
Carrier Site Name: GTP HWY 70
Site Data: 2000 Okeechobee Road, Fort Pierce, FL 34945
St. Lucie County
13e 320
J.Z115
1 0 115 130
150 / I
a�"
'
140
a 140 rw. �. `-`�'e«j n
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� AHW V
150 fltan
St. Lucie
140
County
160 i
Notes' 150
1. values are noeinal design 3-eac.mi gust Xe
I
wind speeds in miles per hour (mis) at 33 ..
It (10n) above ground for Exposure C cab
egary �.. sV ne
2. Linear interpolation between contepr6 160
is permitted.
f'
3. islands and coastal areas outside the -
lest contour shall use the lost wind speed 170 a mw
co.taur of the coaztal are.. I 'i
4. Mauntstuous terrain, gorges, me" F
b„
promontories, and special wind regions we
shall be etmnined for unusual wind cendl-
tions.
5. wind speeds correspond to approximately
y,
i a 9X probability of exceedance in N yews
(Anneal Exceedance Probability a 0.09143,
-
_ _ -
-l— M3I n7ea years).
_—
Vnominal — Vultimate X NrO,6
151 mph x0 6 = 117 mph
2014 Florida Building Code— Figure 1609A
Briley horno < 1920 WekiVd Wayr,Swt q00;- st Pale -Beach FL'.334'1 1 r561 845 O96