Permit Antenna 1545 Main St 2012 I, , lel
,6 f;') CITY OF ATLANTIC BEACH
y s0 800 SEMINOLE ROAD
"j , :.z ATLANTIC BEACH, FL 32233
°' INSPECTION PHONE LINE 247 -5814
Application Number 12- 00000547 Date 5/08/12
Property Address 1545 MAIN ST
Application type description COMMERCIAL OTHER
Property Zoning TO BE UPDATED
Application valuation . . . 91300
Application desc
ANTENNA REPLACEMENT
Owner Contractor
PAR PRO LTD CHAIRES CONSTRUCTION
P 0 BOX 330177 206 SE 6TH ST
ATLANTIC BEACH FL 322330177 OCALA FL 34471
(850) 934 -4420
- -- Structure Information 000 000 ANTENNA REPLACEMENT
Occupancy Type BUSINESS
Permit COMMERCIAL ALTERATION /OTHER
Additional desc .
Permit Fee . . . .00 Plan Check Fee . . .00
Issue Date . . . 5/08/12 Valuation . . . . 91300
Expiration Date . 11/04/12
Fee summary Charged Paid Credited Due
Permit Fee Total .00 .00 .00 .00
Plan Check Total .00 .00 .00 .00
Grand Total .00 .00 .00 .00
PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA
BUILDING CODES.
PAUL J. FORD AND COMPANY
S T R U C T U R A L E N G I N E E R S
250 East Broad Street • Suite 1500 • Columbus, Ohio 43215
Date: April 23, 2012
Jeremy Henson Paul J Ford and Company
Crown Castle USA Inc. 250 E. Broad Street Suite 1500
12725 Morris Road Extension Suite 400 Columbus, OH 43221
Alpharetta, GA 30004 mbuske @pjfweb.com
Subject: Structural Analysis Report
Carrier Designation: AT &T Mobility Co- Locate
Carrier Site Number: 10020470
Carrier Site Name: Mayport
Crown Castle Designation: Crown Castle BU Number: 812565
Crown Castle Site Name: MAYPORT
Crown Castle JDE Job Number: 183999
Crown Castle Work Order Number: 484216
Crown Castle Application Number: 144351 Rev. 1
Engineering Firm Designation: Paul J Ford and Company Project Number: 37512 -1113
Site Data: 1545 Main Street, Atlantic Beach, Duval County, FL
Latitude 30° 20' 13 ", Longitude -81° 25' 12"
190 Foot - Self Support Tower
Dear Jeremy Henson,
Paul J Ford and Company is pleased to submit this "Structural Analysis Report" to determine the structural
integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle
Structural `Statement of Work' and the terms of Crown Castle Purchase Order Number 460237, in accordance
with application 144351, revision 1.
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 Toad case, to be:
LC5: Existing + Proposed Equipment • Sufficient Capacity
Note: See Table I and Table II for the proposed and existing loading, respectively.
This analysis has been performed in accordance with the 2010 Florida Building Code based upon an ultimate 3-
second gust wind speed of 130 mph converted to a nominal 3- second gust wind speed of 101 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.
We at Paul J Ford and Company appreciate the opportunity of providing our continuing professional services to
you and Crown Castle USA Inc.. If you have any questions or need further assistance on this or any other
projects please give us a call. c
Respectfully submitted by:
CITY OF ATLANTIC BEACH
LL 1 i 1 i j I/ 1 BUILDING OFFICE
sAN MAY Oh Matthew Buske, E.I.T. 201
Structural Engineer , 1,
►� J„. 57077 = By; 'i ' f
''
...E
S% 1 • f i ° • f r'
tnxTower Report - version 6.0.3.0 � '• � .c o R {C� • .:.. .� °`
S ,.......... G \e p ct
' / /e/ ' N AL» �!\
April 23, 2012
190 Ft Self Support Tower Structural Analysis CC/ BU No 812565
Project Number 37512 -1113, Application 144351, Revision 1 Page 2
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
. Table 2 - Existing and Reserved Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
Table 5 - Tower Component Stresses vs. Capacity
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
•
tnxTower Report - version 6.0.3.0
April23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
Project Number 37512 -1113, Application 144351, Revision 1 Page 3
1) INTRODUCTION
This tower is a 190 ft Self Support tower designed by ROHN in November of 1990. The tower was originally
designed for a wind speed of 100 mph per EIA- 222 -D. The tower was reinforced by PJF in July of 2011.
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 101 mph with no ice, 30 mph with 0 inch ice thickness and 60 mph under service loads, exposure
category C with topographic category 1 and crest height of 0 feet.
Table 1 - Proposed Antenna and Cable Information
Center Number Number Feed
Mounting Line of Antenna
Antenna Model of Feed Line Note
Level (ft) Elevation Manufacturer
(ft) Antennas Lines Size (in)
9 andrew DBXNH 65656 R2M I
1 i 3 i encsson RRUS -11 1 3/8
187.0 187.0. _ 1 7/8
12 powerwave CM1007- DBPXBC 002 ? 3 ; 5/16
technologies .__.....
Table 2 - Existing and Reserved Antenna and Cable Information
Center.' Number Number Feed
Mounting Line Antenna
of Antenna Model of Feed Line Note
Level (ft) Elevation Manufacturer
(ft) Antennas Lines Size (in)
6 te�hno ogi s 7770.00 2
5 Y.__ ] raycap T DC6-48-60-18-8F - -
187.0 ? 187.0 __. _ _ ._
6 andrew E15S09P78 7
3 I 1 raycap 1 DC6-48-60-18-8F 12 1 5/8 1
1 tower mounts j Sector Mount [SM 510-3]
1 andrew VHLP2-11
-1
184.0 ,_..
1 dragonwave r ^^ Horizon DUO E
2 andrew VHLP2-18
178.0
183.0 . .........._. 2 ..._drag .. . _ .... Horizon DUO 1
3 1/2
3 kathrein 840 10054
178.0 6 motorola DAP Vx RF
1 tower mounts 7 Sector Mount [SM 401-3]
1 andrew HP6 -122
161.0 161.0 1 mark P -21 A48 1 1 5/8 2
2 1 tower mounts Pipe Mount [PM 601-1]
3 i andrew ETW200VS12UB WY
3 7 andrew f TMBX- 6517 -R2M
130.0 130.0 ? 6 andrew UMWD 06517 XD 14 1 5/8 1
6 ; ericsson KRY 112 71
1 tower mounts Sector Mount [SM 104-3] 1 , =
tnxTower Report - version 6.0.3.0
April 23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
' Project Number37512 -1113, Application 144351, Revision 1 Page 4
Center Number Number Feed
Mounting Line Antenna
of Antenna Model of Feed Line Note .
Level (ft) Elevation Manufacturer Lines Size in
(ft)
Antennas ( )
49.0 1 1 j decibel ASP 95
48.0 ' _ - ...__. _.- _ _ _.__._.. _�. _�.
._ 1 i 1/2
48.0 i 1 1 tower mounts I Side Arm Mount [SO 701-11 I 1
Notes:
1) Existing Equipment
2) Equipment to be Removed
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document Remarks Reference I Source
4-GEOTECHNICAL REPORTS ATEC (12/3/1990) 111139 CCISITES 1
4 -TOWER FOUNDATION } -.- - --
DRAWINGS/DESIGN/SPECS Rohn 816089 CCISITES
4 -TOWER MANUFACTURER I
DRAWINGS Rohn (11/27/1990) 225932 CCISITES
4- POST - MODIFICATION I TEP (1/12/2012) 3062154 CCISITES
INSPECTION '
4 -TOWER REINFORCEMENT ; PJF (6/30/2011) 3009343 1 CCISITES
DESIGN /DRAWINGS /DATA ; i
3.1) Analysis Method
tnxTower (version 6.0.3.0), a commercially available analysis software package, was used to create a
three - dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A.
3.2) Assumptions
1) Tower and structures were built in accordance with the manufacturer's specifications.
2) The tower and structures hay.e been maintained in accordance with the manufacturer's
specification.
3) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings.
This analysis may be affected if any assumptions are not valid or have been made in error. Paul J
Ford and Company should be notified to determine the effect on the structural integrity of the tower.
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
Section Critical SF*P_allow Pass / Fail
No Elevation (ft) Component Type Size P (K)
Element (K) Capacity
T1 190 - 180 ! Leg ROHN 2.5 X -STR 2 -2.87 74.51 i 3.9 Pass
T2 i 180 - 160 i Leg ROHN 3 X -STR 29 -25.31 94.46 26.8 Pass
T3 160 - 140 I Leg ROHN 4 X -STR 68 ; -52.38 159.90 ( 32.8 : Pass
T4 140 - 120 Leg 1 ROHN 5 X -STR : 107 78A6 239.38 i 32.8 Pass
T5 i 120 - 100 , Leg i ROHN 6 EHS 146 -103.05 244.02 42.2 Pass
T6 100 - 80 1 Leg i ROHN 6 X -STR i 173 -130.53 1 303.62 43.0 ; Pass
tnxTower Report - version 6.0.3.0
April 23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
` Project Number 37512 -1113, Application 144351, Revision 1 Page 5
Section Critical SF"P allow % Elevation (ft) Component Type Size Element P (K) (K) Capaci Pass / Fail
No.
ty
T7 I 80 - 60 1 Leg ROHN 6 X -STR i 200 1 - 156.34 303.58 51 5 1 Pass ''
T8 I 60 - 40 Leg ROHN 8 EHS 227 1 - 181.97 386.31 47.1 1 Pass
T9 40 - 20 1 Leg ROHN 8 EHS ; 254 208.15 386 31 53 9 Pass
T10 , 20 -0 I Leg ROHN 8 EH 281 221.35 505 43 43.8 I Pass
T1 1 190 - 180 j Diagonal 1 ROHN 2 STD 12 3.54 j 24.15 14.7 I Pass
T2 180 - 160 _ Diagonal I ROHN 2 X -STR 36 -7.13 23.14 i 30.8 I Pass
T3 160 - 140 ? Diagonal I ROHN 2 STD 75 -6.14 15.33 ( 40.0 1 Pass
T4 140 - 120 Diagonal ROHN 2 STD 114 -8.26 13.17 1 62.7 I Pass
T5 120 - 100 Diagonal 1 ROHN 2.5 STD 153 -10.40 16.50 63.0 1 Pass
T6 100 - 80 Diagonal Pie 3.5" x 0.216" (3 STD) 180 -10.32 ; 28.50 36.2 I Pass
T7 80 - 60 1 Diagonal 1 Pipe 3.5" x 0.216" (3 STD) j 207 ; -10.57 ! 24.78 i 42.6 Pass
T8 60 - 40 Diagonal i ROHN 3 STD I 234 -11.72 22.07 53.1 1 Pass i
T9 { 40 - 20 Diagonal 1 ROHN 3 STD i 261 -12.29 19.40 _ 63.4 Pass
T10 20 - 0 Diagonal Pipe 2.875 x .276 + 3.5 x 294 -18.27 39.86 45.8 Pass i
l .3 half pipe (WITH weld)
Ti 190 - 180 Horizontal ROHN 1.5 STD 10 _ -2.40 i 22.58 I 10.6 1 Pass mi
r T2 180 - 160f Horizontal i ROHN 1.5 STD 1 34 1 -3.81 22.52 16.9 Pass
T3 160 140 I Horizontal 1 ROHN 1.5 STD 1 73 -3.80 19.14 19.9 i Pass
T4 140 - 120 1 Horizontal 1 ROHN 2 STD 112 1 -5.66 27.21 1 20.8 I Pass
T5 120 - 100 Horizontal 1 ROHN 2 STD 1 151 -6.19 I 22.64 27.3 1 Pass
T6 =. 100 - 80 ,.,, Horizontal 1 ROHN 2 STD 1 178 -6.68 16.86 39.6 1 Pass
T7 1 80 - 60 Horizontal 1 ROHN 2.5 STD 205 -732 1 28.64 25.6 Pass
T8 60 - 40 1 Horizontal 1 ROHN 2.5 STD I 232 8 52 f 22 38 i 38 1 Pass
T9 1 40 - 20 Horizontal 1 ROHN 2.5 STD i 259 -9.28 17.82 52.1 I Pass
T10 ! 20 - 0 Horizontal i ROHN 2.5 STD i 290 -10.04 _ 16.05 1 62.6 Pass
T1 190 - 180 Top Girt ' ROHN 1.5 STD 1 5 -0.66 22.63 i 2.9 I Pass
T10 i 20 - 0 Redund Horz 1 Pipe 1.9" x 0.145' (1.5 ( 288 -3.84 12.89 29.8 Pass
Bracing 1 STD) I
T10 20 - 0 Redund Diag 1 ` Pipe 2.375" x 0.154" (2 1 289 -3.51 9.00 39.0 Pass
Bracing STD) i
( _ Redund Hip 1 1 i 297 -0.05 11.86 0.4 Pass
T10 20 - 0 Bracing ROHN 1.5 ST D 3
Hip
T10 = 20 - 0 Redund Hi ROHN 2.5 STD 307 -0.06 10.56 1 0.5 1 Pass
Diagonal Bracing
T1 190 180 i Inner Bracing L2x2x1/8 1 26 -0.01 6.56 0.2 I Pass
T2 - t - 180 - 160 _ ... Inner Bracing L2x2x1/8 _._. 1 40 -0.00 Tmm 6.44 0.1 Pass 1
T3 i 160 - 140 Inner Bracing L2x2x1/8 81 -0.00 4.79 0.1 1 Pass
,-
T4 I 140 - 120 Inner Bracing L2x2x1/8 118 0.01 3.28 0.2 Pass i
i
T5 1 120 - 100 Inner Bracing L2x2x1/8 158 -0.01 i 2.48 0.3 1 Pass
T6 E 100 - 80 Inner Bracing L2 1/2x2 1/2x3/16 1 186 -0.01 5.23 0.2 1 Pass
T7 80 - 60 1 Inner Bracing 1 L3x3x3/16 _ 211 I -0.01 6.83 i 0.1 i Pass
T8 60 - 40 Inner Bracing ` L3 1/2x3 1/2x1/4 240 -0.01 § 11 13 i 0 2 1 Pass
T9 40 - 20 1 Inner Bracing ; L3 1/2x3 1/2x1/4 I 267 -0.01 8.92 0.2 Pass
T10 20 0 Inner Bracing ROHN 2 STD 1 310 -0.01 6.59 0.2 Pass
I ry
1 •
� Summa
Leg (T9) 53.9 Pass
tnxTower Report - version 6.0.3.0
April 23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
Project Number 37512 -1113, Application 144351, Revision 1 Page 6
Section Critical SF *P allow %
Elevation (ft) Component Type Size P (K) Pass / Fail
No. Element (K) Capacity
Diagonal 63 4 Pass
Horizontal 62.6 Pass
1 (T10)
Top Girt
(T1) i 2.9 Pass
Redund
Horz 1 ' 29.8 Pass
Bracing
T10
Redund
Diag 1
I B 39.0 Pass
I f (T10)
Redund HipT_
1 Bracing I 0.4 Pass
(T10) I 1
__ ,` _ _. _.� _.._. Redund Hip'_ ___
i i ,
3 Diagonal 0.5 i Pass
Bracing
(T10)
i Bracing 0.3 Pass
(T5) 1
IBolt Checks I 42.8 Pass
Rating = 63.4 Pass
Table 5 - Tower Component Stresses vs. Capacity
Notes Component Elevation (ft) I %Capacity Pass / Fail
_.
1 Anchor Rods ! 0 I 43.8 Pass
1 Base Foundation 0 29.0 Pass
Structural i i
1
1 Base Foundation 0 35.0 Pass
Soil Interaction
Structure Rating (max from all components) = 63.4%
Notes:
1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity
consumed.
tnxTower Report - version 6.0.3.0
April 23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
Project Number 37512 -1113, Application 144351, Revision 1 Page 7
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report - version 6.0.3.0
April23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
Project Number 37512 -1113, Application 144351, Revision 1 Page 8
Tower Input Data
The main tower is a 3x free standing tower with an overall height of 190.00 ft above the ground line.
The base of the tower is set at an elevation of 0.00 if above the ground line.
The face width of the tower is 8.50 ft at the top and 27.68 ft at base.
This tower is designed using the TIA -222 -G standard.
The following design criteria apply:
1) Tower is located in Duvaf County, Florida.
2) Basic wind speed of 101 mph.
3) Structure Class II.
4) Exposure Category C.
5) Topographic Category 1.
6) Crest Height 0.00 ft.
7) Deflections calculated using a wind speed of 60 mph.
8) A non - linear (P- delta) analysis was used.
9) Pressures are calculated at each section.
10) Stress ratio used in tower member design is 1.
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder
Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X -Brace Ly Rules
Consider Moments - Diagonals Assume Rigid Index Plate .1 Calculate Redundant Bracing Forces
Use Moment Magnification Use Clear Spans For Wind Area Ignore Redundant Members in FEA
4 Use Code Stress Ratios .1 Use Clear Spans For KUr SR Leg Bolts Resist Compression
4 Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable
Escalate Ice "" Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz ' Use Azimuth Dish Coefficients .1 Consider Feedline Torque
Use Special Wind Profile - 4 Project Wind Area of Appurt. .4 Include Angle Block Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles
Leg Bolts Are At Top Of Section ' SR Members Have Cut Ends Include Shear - Torsion Interaction
4 Secondary Horizontal Braces Leg .l Sort Capacity Reports By Component Always Use Sub - Critical Flow
Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets
Add IBC .6D +W Combination
tnxTower Report - version 6.0.3.0
April23, 2012
190 Ft Self Support Tower Structural Analysis CCl BU No 812565
Project Number 37512 -1113, Application 144351, Revision 1 Page 9
•
Wind 180
1
Lea A
■
Wind 90 , c
Leg C 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
ft ft ft
T1 _ 190.00- 180.00 8.50 1 10.00
T2 180.00- 160.00 8.54 1 20.00
T3 160.00- 140.00 8.63 1 20.00
T4 140.00- 120.00 10.71 1 20.00
T5 120.00- 100.00 12.79 1 20.00
T6 100.00 -80.00 15.04 1 20.00
T7 80.00 -60.00 17.54 1 20.00
T8 60.00 -40.00 20.18 1 20.00
T9 40.00 -20.00 22.68 1 20.00
T10 20.00 -0.00 25.18 1 20.00
Tower Section Geometry (cont'd)
Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt
Section Elevation Spacing Type K Brace Horizontals Offset Offset
End
ft ft Panels in in
T1 190.00- 180.00 5.00 K Brace Down No Yes 0.0000 0.0000
T2 180.00- 160.00 6.67 K Brace Down No Yes 0.0000 0.0000
T3 160.00- 140.00 6.67 K Brace Down No Yes 0.0000 0.0000
T4 140.00- 120.00 6.67 K Brace Down No Yes 0.0000 0.0000
T5 120.00- 100.00 10.00 K Brace Down No Yes 0.0000 0.0000
T6 100.00 -80.00 10.00 K Brace Down No Yes 0.0000 0.0000
T7 80.00 -60.00 10.00 K Brace Down No Yes 0.0000 0.0000
T8 60.00 -40.00 10.00 K Brace Down No Yes 0.0000 0.0000
T9 40.00 -20.00 10.00 K Brace Down No Yes 0.0000 0.0000
T10 20.00 -0.00 20.00 K1 Down No Yes 0.0000 0.0000
tnxTower Report - version 6.0.3.0
April 23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
Project Number37512 -1113, Application 144351, Revision 1 Page 10
•
Tower Section Geometry (cont'd)
Tower Leg Leg g Diagonal Diagonal Dia onal Dia onal Diagonal
Elevation Type Size Grade Type Size Grade
ft
T1 190.00 - Pipe ROHN 2.5 X -STR - A618 -50 Pipe ROHN 2 STD A618 -50
180.00 (50 ksi) (50 ksi)
T2 180.00- Pipe ROHN 3 X -STR A618 -50 - Pipe ROHN 2 X -STR A618 -50
160.00 (50 ksi) (50 ksi)
T3 160.00- Pipe ROHN 4 X -STR A618 -50 Pipe ROHN 2 STD A618 -50
140.00 (50 ksi) (50 ksi)
T4 140.00- Pipe ROHN 5 X -STR A618 -50 Pipe ROHN 2 STD A618 -50
120.00 (50 ksi) (50 ksi)
T5 120.00- Pipe ROHN 6 EHS A618 -50 Pipe ROHN 2.5 STD A618 -50
100.00 (50 ksi) (50 ksi)
T6 100.00- Pipe ROHN 6 X -STR A618 -50 Pipe Pipe 3.5" x 0.216" (3 STD) A618 -50
80.00 (50 ksi) (50 ksi)
T7 80.00 -60.00 Pipe ROHN 6 X -STR A618 -50 Pipe Pipe 3.5" x 0.216" (3 STD) A618 -50
(50 ksi) (50 ksi)
T8 60.00 -40.00 Pipe ROHN 8 EHS A618 -50 Pipe ROHN 3 STD A618 -50
(50 ksi) (50 ksi)
T9 40.00 -20.00 Pipe ROHN 8 EHS A618 -50 Pipe ROHN 3 STD A618 -50
(50 ksi) (50 ksi)
T10 20.00 -0.00 Pipe ROHN 8 EH A618 -50 Arbitrary Pipe 2.875 x .276 + 3.5 x .3 A500 -46
50 ksi) Sha.e half •i•e ITH weld 46 ksi
Tower Section Geometry ( cont'd)
Tower No. Mict,Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal
Elevation of Type Size Grade Type Size Grade
Mid
ft Gifts
T1 190.00- None Flat Bar A36 Pipe ROHN 1.5 STD A618 -50
180.00 (36 ksi) (50 ksi)
T2 180.00- None Flat Bar A36 Pipe ROHN 1.5 STD A618 -50
160.00 (36 ksi) (50 ksi)
T3 160.00- None Flat Bar A36 Pipe ROHN 1.5 STD A618 -50
140.00 (36 ksi) (50 ksi)
T4 140.00- None Flat Bar A36 Pipe ROHN 2 STD A618 -50
120.00 (36 ksi) (50 ksi)
T5 120.00- None Flat Bar A36 Pipe ROHN 2 STD A618 -50
100.00 (36 ksi) (50 ksi)
T6 100.00- None Flat Bar A36 Pipe ROHN 2 STD A618 -50
80.00 (36 ksi) (50 ksi)
T7 80.00 -60.00 None Flat Bar A36 Pipe ROHN 2.5 STD A618 -50
(36 ksi) (50 ksi)
T8 60.00 -40.00 None Flat Bar A36 Pipe ROHN 2.5 STD A618 -50
(36 ksi) (50 ksi)
T9 40.00 -20.00 None Flat Bar A36 Pipe ROHN 2.5 STD A618 -50
(36 ksi) (50 ksi)
T10 20.00 -0.00 None Flat Bar A36 Pipe ROHN 2.5 STD A618 -50
(36 ksi) ( ksi)
.................._.... _............ .
Tower Section Geometry ( cont'd)
Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing
Elevation Horizontal Type Size Horizontal Type Grade
Grade
ft
T1 190.00- Solid Round A572 -50 Equal Angle L2x2x1 /8 A36
180.00 (50 ksi) (36 ksi)
T2 180.00- Solid Round A572 -50 Equal Angle L2x2x1/8 A36
tnxTower Report - version 6.0.3.0
April23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
Project Number 37512 -1113, Application 144351, Revision 1 Page 11
Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing
Elevation Horizontal Type Size Horizontal Type Grade
Grade
ft
160.00 (50 ksi) (36 ksi)
T3 160.00- Solid Round A572 -50 Equal Angle L2x2x1/8 A36
140.00 (50 ksi) (36 ksi)
T4 140.00- Solid Round A572 -50 Equal Angle L2x2x1/8 A36
120.00 (50 ksi) (36 ksi)
T5 120.00- Solid Round A572 -50 Equal Angle L2x2x1/8 A36
100.00 (50 ksi) (36 ksi)
T6 100.00- Solid Round A572 -50 Equal Angle L2 112x2 1/2x3/16 A36
80.00 (50 ksi) (36 ksi)
T7 80.00 -60.00 Solid Round A572 -50 Equal Angle L3x3x3/16 A572 -50
(50 ksi) (50 ksi)
T8 60.00 -40.00 Solid Round A572 -50 Equal Angle L3 1/2x3 1/2x1/4 A572 -50
(50 ksi) (50 ksi)
T9 40.00 -20.00 Solid Round A572 -50 Equal Angle L3 1/2x3 1/2x1/4 A572 -50
(50 ksi) (50 ksi)
T10 20.00 -0.00 Solid Round A572 -50 Pipe ROHN 2 STD A618 -50
(50 ksi) (50 ksi)
Tower Section Geometry (cont'd)
Tower Redundant Redundant Redundant K Factor
Elevation Bracing Type Size
Grade
ft
T10 20.00- A53 -B -35 Horizontal (1) Pipe Pipe 1.9" x 0.145' (1.5 1
0.00 (35 ksi) ; diagonal (1) Pipe STD) 1
Hip (1) Pipe Pipe 2.375' x 0.154" (2 1
Hip Diagonal STD) 1
ROHN 1.5 STD
ROHN 2.5 STD
Tower Section Geometry (cont'd)
Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mutt. Double Angle Double Angle
Elevation Area Thickness • Ai Factor Stitch Bolt Stitch Bolt
(per face) Ar Spacing Spacing
Diagonals Horizontals
ft ft in in in
T1 190.00- 0.00 0.3750 A36 1 1.03 1.05 36.0000 36.0000
180.00 (36 ksi)
T2 180.00- 0.00 0.3750 A36 1 1.03 1.05 36.0000 36.0000
160.00 (36 ksi)
T3 160.00- 0.00 0.3750 A36 1 1.03 1.05 36.0000 36.0000
140.00 (36 ksi)
T4 140.00- 0.00 0.3750 A36 1 1.03 1.05 36.0000 36.0000
120.00 (36 ksi)
T5 120.00- 0.00 0.3750 A36 1 1.03 1.05 36.0000 36.0000
100.00 (36 ksi)
T6 100.00- 0.00 0.3750 A36 1 1.03 1.05 36.0000 36.0000
80.00 (36 ksi)
T7 80.00- 0.00 0.3750 A36 1 1.03 1.05 36.0000 36.0000
60.00 (36 ksi)
T8 60.00- 0.00 0.3750 A36 1 1.03 1.05 36.0000 36.0000
40.00 (36 ksi)
T9 40.00- 0.00 0.3750 A36 1 1.03 1.05 36.0000 36.0000
20.00 (36 ksi)
T10 20.00- 0.00 0.3750 A36 1 1.03 1.05 36.0000 36.0000
0.00 36 ksi
tnxTower Report - version 6.0.3.0
April 23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
Project Number 37512 -1113, Application 144351, Revision 1 Page 12
•
Tower Section Geometry (cont'd)
Tower Leg Leg 4 Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short
Elevation Connection Horizontal
ft Type ___
Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. 1Bolt Size No. Bolt Size No. Bolt Size No.
in in in in i in in in
T1 190.00- Flange 0.8750 4 0.6250 3 0.6250 0 0.6250 0 0.6250 0 0.6250 2 0.6250 0
180.00 A325N A325N A325N A325N A325N A325N A325N
T2 180.00- Flange 0.8750 4 0.6250 3 0.6250 0 0.6250 0 0.6250 0 0.6250 2 0.6250 0
160.00 A325N A325N A325N A325N A325N A325N A325N
T3 160.00- Flange 1.0000 4 0.6250 3 0.6250 0 0.6250 0 ' 0.6250 0 0.6250 2 0.6250 0
140.00 A325N A325N A325N A325N A325N A325N A325N
T4 140.00- Flange 1.0000 6 0.6250 3 0.6250 0 0.6250 0 0.6250 0 0.6250 2 0.6250 0
120.00 A325N A325N A325N A325N A325N A325N A325N
T5 120.00- Flange 1.0000 6 0.6250 3 0.6250 0 1 0.6250 0 0.6250 0 0.6250 2 0.6250 0
100.00 A325N A325N A325N A325N A325N A325N A325N
T6 100.00- Flange 1.0000 6 0.6250 3 0.6250 0 0.6250 0 0.6250 0 0.6250 2 0.6250 0
80.00 A325N A325N A325N A325N A325N A325N A325N
T7 80.00- Flange 1.0000 8 0.6250 3 0.6250 0 0.6250 0 0.6250 0 0.6250 2 0.6250 0
60.00 A325N A325N A325N A325N A325N A325N A325N
T8 60.00- Flange 1.0000 8 0.6250 3 0.6250 0 -0.6250 0 0.6250 0 0.6250 2 0.6250 0
40.00 A325N A325N A325N A325N A325N A325N A325N
T9 40.00- Flange 1.0000 8 0.6250 3 0.6250 0 0.6250 0 0.6250 0 0.6250 2 0.6250 0
20.00 A325N A325N A325N A325N A325N A325N A325N
T10 20.00- Flange 1.0000 10 0.7500 3 0.6250 0 0.6250 0 0.6250 0 0.7500 2 0.6250 0
0.00 A354 -BC 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 Perimete Weight
or Shield Type Offset Offset Per Spacing Diameter r
Leg ft in (Frac FW) Row in in plf
in
** Face C **
LDF4- C No Ar (CaAa) 178.00 - 0.00 - 1.0000 -0.47 3 3 0.5200 0.6300 0.15
50A(1/2") 0.5000
RG- 11(5/16 ") C No Ar (CaAa) 178.00 - 0.00 - 1.0000 -0.45 12 4 0.1000 0.0000 0.09
2" Rigid C No Ar (CaAa) 178.00 - 0.00 - 1.0000 -0.45 1 1 1.0000 2.0000 2.80
Conduit 0.7500
1.5" flat C No Af (CaAa) 178.00 - 0.00 0.0000 -0.45 2 2 12.0000 1.5000 1.80
Cable Ladder 1.5000
Rail
* **
* * Face A**
LDF7- 50A(1- A No Ar (CaAa) 130.00 - 0.00 0.0000 0.4 14 10 0.5200 1.9800 0.82
5/8 ") 0.5000
1.5" flat A No Af (CaAa) 130.00 - 0.00 0.0000 0.4 2 2 12.0000 1.5000 1.80
Cable Ladder 1.5000
Rail
** Face B **
HJ7- 50A(1- B No Ar (CaAa) 187.00 - 0.00 0.0000 0.4 12 12 0.5200 1.9800 1.04
5/8 ") 0.5000
ATCB- B No Ar (CaAa) 187.00 - 0.00 0.0000 0.4 3 3 2.1900 0.3150 0.07
B01(5/16) 0.5000
6 -8AWG 3 B No Ar (CaAa) 187.00 - 0.00 0.0000 0.4 1 1 1.6000 0.9000 0.68
PAIR( 7/8 ") 0.5000
FB -L98 -002- B No Ar (CaAa) 187.00 - 0.00 0.0000 0.4 1 1 2.1000 0.3937 0.06
XXX( 3/8 ") 0.5000
1.5" flat B No Af (CaAa) 187.00 - 0.00 0.0000 0.4 2 2 12.0000 1.5000 1.80
Cable Ladder 1.5000
Rail
Discrete Tower Loads
tnxTower Report - version 6.0.3.0
April23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
• Project Number 37512 -1113, Application 144351, Revision 1 Page 13
Description Face Offset - Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft ft K
ft
ft
Flash Beacon Lighting C None 0.0000 190.00 No Ice 2.70 2.70 0.05
(2) E15S09P78 A From Leg 4.00 0.0000 187.00 No Ice 0.87 0.39 0.02
0.00
0.00
DC6- 48- 60 -18 -8F A From Leg 4.00 0.0000 187.00 No Ice 1.27 1.27 0.02
0.00
0.00
(3) DBXNH -6565B -R2M w/ A From Leg 4.00 0.0000 187.00 No Ice 8.73 7.16 0.08
Mount Pipe 0.00
0.00
RRUS -11 A From Leg 4.00 0.0000 187.00 No Ice 4.42 1.63 0.06
0.00
0.00
(4) CM1007- DBPXBC -002 A From Leg 4.00 0.0000 187.00 No Ice 0.43 0.28 0.01
0.00
0.00
(2) E15S09P78 B From Leg 4.00 0.0000 187.00 No Ice 0.87 0.39 0.02
- 0.00
0.00
(3) DBXNH -65658 -R2M w/ B From Leg 4.00 0.0000 187.00 No Ice 8.73 7.16 0.08
Mount Pipe 0.00
0.00
RRUS -11 B From Leg 4.00 0.0000 187.00 No Ice 4.42 1.63 0.06
0.00
0.00
(4) CM1007- DBPXBC -002 B From Leg 4.00 0.0000 187.00 No Ice 0.43 0.28 0.01
0.00
0.00
(2) E15S09P78 C From Leg 4.00 0.0000 187.00 No Ice 0.87 0.39 0.02
0.00
0.00
(3) DBXNH -6565B -R2M w/ C From Leg 4.00 0.0000 187.00 No Ice 8.73 7.16 0.08
Mount Pipe 0.00
0.00
RRUS -11 C From Leg 4.00 0.0000 187.00 No Ice 4.42 1.63 0.06
0.00
0.00
(4) CM1007- DBPXBC -002 C From Leg 4.00. 0.0000 187.00 No Ice 0.43 0.28 0.01
0.00
0.00
Sector Mount [SM 510 -3] C None 0.0000 187.00 No Ice 40.10 40.10 2.40
Horizon DUO A From Leg 2.00 0.0000 178.00 No Ice 0.55 0.34 0.01
0.00
5.00
840 10054 w/ Mount Pipe A From Leg 2.00 0.0000 178.00 No Ice 5.41 2.39 0.05
0.00
0.00
(2) DAP Vx RF A From Leg 2.00 0.0000 178.00 No Ice 2.27 2.27 0.03
0.00
0.00
Horizon DUO B From Leg 2.00 0.0000 178.00 No Ice 0.55 0.34 0.01
0.00
6.00
840 10054 w/ Mount Pipe B From Leg 2.00 0.0000 178.00 No Ice 5.41 2.39 0.05
0.00
0.00
(2) DAP Vx RF B From Leg 2.00 0.0000 178.00 No Ice 2.27 2.27 0.03
0.00
0.00
Horizon DUO C From Leg 2.00 0.0000 178.00 No Ice 0.55 0.34 0.01
0.00
5.00
840 10054 w/ Mount Pipe C From Leg 2.00 0.0000 178.00 No Ice 5.41 2.39 0.05
tnxTower Report - version 6.0.3.0
April23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
Project Number 37512 -1113, Application 144351, Revision 1 Page 14
Description Face Offset Offsets: Azimuth Placement C CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral
Vert
ft ft ft ft K
ft °
ft
0.00
0.00
(2) DAP Vx RF C From Leg 2.00 0.0000 178.00 No Ice 2.27 2.27 0.03
0.00
, 0.00
Sector Mount [SM 401 -3] C None 0.0000 178.00 No Ice 17.87 17.87 0.80
ETW200VS12UB A From Leg 4.00 0.0000 130.00 No Ice 0.18 0.47 0.01
0.00
0.00
TMBX- 6517 -R2M w/ Mount A From Leg 4.00 0.0000 130.00 No Ice 5.54 5.02 0.04
Pipe 0.00
0.00
(2) UMWD- 06517 -XD w/ A From Leg 4.00 0.0000 130.00 No Ice 6.22 5.66 0.05
Mount Pipe 0.00
0.00
(2) KRY 112 71 A From Leg 4.00 0.0000 1 30.00 No Ice 0.68 0.45 0.01
0.00
0.00
6' x 2" Mount Pipe A From Leg 4.00 0.0000 130.00 No Ice 1.43 1.43 0.02
0.00
0.00
ETW200VS12UB B From Leg 4.00 0.0000 130.00 No Ice 0.18 0.47 0.01
0.00
0.00
TMBX- 6517 -R2M w/ Mount .13 From Leg 4.00 0.0000 130.00 No Ice 5.54 5.02 0.04
Pipe 0.00
0.00
(2) UMWD- 06517 -XD w/ B From Leg 4.00 0.0000 130.00 No Ice 6.22 5.66 0.05
Mount Pipe 0.00
0.00
(2) KRY 112 71 B From Leg 4.00 0.0000 130.00 No Ice 0.68 0.45 0.01
0.00
0.00
6' x 2" Mount Pipe B From Leg 4.00 0.0000 130.00 No Ice 1.43 1.43 0.02
0.00
0.00.
ETW200VS12UB C From Leg 4.00 0.0000 130.00 No Ice 0.18 0.47 0.01
0.00
0.00
TMBX- 6517 -R2M w/ Mount C From Leg 4.00 0.0000 130.00 No Ice 5.54 5.02 0.04
Pipe 0.00
0.00
(2) UMWD- 06517 -XD w/ C From Leg 4.00 0.0000 130.00 No Ice 6.22 5.66 0.05
Mount Pipe 0.00
0.00
(2) KRY 112 71 C From Leg 4.00 0.0000 130.00 No Ice 0.68 0.45 0.01
0.00
0.00
6' x 2" Mount Pipe C From Leg 4.00 0.0000 130.00 No Ice 1.43 1.43 0.02
0.00
0.00
Sector Mount [SM 104 -3] C None 0.0000 130.00 No Ice 30.02 30.02 0.95
Dishes
tnxTower Report - version 6.0.3.0
April23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
•
Project Number 37512 -1113, Application 144351, Revision 1 Page 15
Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight
or Type Type Horz Adjustment Beam Diameter Area
Leg Lateral Width
Vert
ft ft ft ft K
VHLP2-18 A Paraboloid From 4.00 59.0000 178.00 2.17 No Ice 3.72 0.03
w /Shroud (HP) Leg 1.00
5.00
VHLP2 -11 B Paraboloid From 4.00 57.0000 - 178.00 2.17 No Ice 3.72 0.03
w /Shroud (HP) Leg 1.00
6.00
VHLP2 -18 C Paraboloid From , 4.00 74.0000 178.00 2.17 No Ice 3.72 0.03
w /Shroud (HP) Leg 1.00
5.00
...
Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in
° ft
190.00 Flash Beacon Lighting 29 2.411 0.1100 0.0178 Inf
187.00 (2) E15S09P78 29 2.340 0.1101 0.0177 Inf
184.00 VHLP2 -11 __. 29 2.269 0.1101 0.0177 Inf
183.00 VHLP2 -18 29 2.246 0.1101 0.0177 966912
178.00 Horizon DUO 29 2.128 0.1094 0.0175 Inf
130.00 E11N200VS12UB 29 1.113 0.0810 0.0102 80768
Bolt Design Data
Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria
No. Type Grade Of Load per Load Load Ratio
ft in Bolts Bolt K Allowable
K
T1 190 Leg A325N 0.8750 4 0.24 40.59 0.006 V 1 Bolt Tension
Diagonal A325N 0.6250 3 1.18 12.43 0.095 V 1 Bolt Shear
Horizontal A325N 0.6250 2 1.24 12.43 0.099 V 1 Bolt Shear
T2 180 Leg A325N 0.8750 4 4.99 40.59 0.123 V 1 Bolt Tension
Diagonal A325N 0.6250 3 2.38 12.43 0.191� 1 Bolt Shear
Horizontal A325N 0.6250 2 1.92 12.43 0.155 iYy'l 1 Bolt Shear
Y
T3 160 Leg A325N 1.0000 4 11.30 53.01 0.213 ., 1 Bolt Tension
Diagonal A325N 0.6250 3 2.05 12.43 0.165 1��',"r 1 Bolt Shear
`'
Horizontal A325N 0.6250 2 1.90 12.43 0.153 1 Bolt Shear
T4 140 Leg A325N 1.0000 6 11.34 53.01 0.214 V 1 Bolt Tension
Diagonal A325N 0.6250 3 2.75 12.43
0.221 V 1 Bolt Shear
Horizontal A325N 0.6250 2 2.83 12.43
0.228 � 1 Bolt Shear
T5 120 Leg A325N 1.0000 6 15.06 53.01
0.284 +' 1 Bolt Tension
Diagonal A325N 0.6250 3 3.47 12.43 0.279 � 1 Bolt Shear
Horizontal A325N 0.6250 2 3.10 12.43 0.249 V V 1 Bolt Shear
T6 100 Leg A325N 1.0000 6 19.15 53.01 0.361 �' 1 Bolt Tension
Diagonal A325N 0.6250 3 3.44 12.43
0.277 V 1 Bolt Shear
Horizontal A325N 0.6250 2 3.34 12.43
0.269 V 1 Bolt Shear
T7 80 Leg A325N 1.0000 8 17.18 53.01 0.324 1 1 Bolt Tension
Diagonal A325N 0.6250 3 3.52 12.43
0.283 V 1 Bolt Shear
Horizontal A325N 0.6250 2 3.67 12.43
0.296 V 1 Bolt Shear
T8 60 Leg A325N 1.0000 8 19.92 53.01 0.376 V 1 Bolt Tension
Diagonal A325N 0.6250 3 3.91 12.43 0.314 V 1 Bolt Shear
tnxTower Report - version 6.0.3.0
April23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
Project Number 37512 -1113, Application 144351, Revision 1 Page 16
Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria
No. Type Grade Of Load per Load Load Ratio
ft in Bolts Bolt K Allowable
K
Horizontal A325N 0.6250 2 4.31 12.43
0.347 1 Bolt Shear
T9 40 Leg A325N 1.0000 8 22.70 53.01
0.428 ` 1 Bolt Tension
Diagonal A325N 0.6250 3 4.10 12.43 0.330 1 Bolt Shear
Horizontal A325N 0.6250 2 4.74 12.43 0.381 &'` 1 Bolt Shear
T10 20 Leg A354 -BC 1.0000 10 19.04 55.22 0.345 1 Bolt Tension
Diagonal A325N '0.7500 3 6.09 17.89 0.340 1 Bolt Shear
Horizontal A325N 0.7500 2 5.02 17.89
0.281 1 Bolt Shear
Compression Checks
._Leg Design Data (Compression)
Section Elevation Size L L„ KI/r A P„ 4)P„ Ratio
No. P„
ft ft ft in K K 4, p
T1 190 - 180 ROHN 2.5 X -STR 10.00 5.00 64.9 2.2535 -2.87 74.51 0.039 1
K =1.00
T2 180 - 160 ROHN 3 X -STR 20.00 6.67 70.4 3.0159 -25.31 94.46 0.268 1
K =1.00 V
T3 160 - 140 ROHN 4 X -STR 20.04 6.68 54.3 4.4074 -52.38 159.90 0.328 1
K =1.00 /`
T4 140 - 120 ROHN 5 X -STR 20.04 6.68 43.6 6.1120 -78.46 239.38 0.328 1
K =1.00 V
T5 120 - 100 ROHN 6 EHS 20.04 10.02 54.0 6.7133 - 103.05 244.02 0.422 1
K =1.00 '
T6 100 - 80 ROHN 6 X -STR 20.05 10.03 54.8 8.4049 - 130.53 303.62 0.430 1
K =1.00 V
T7 80 - 60 ROHN 6 X -STR 20.06 10.03 54.8 8.4049 - 156.34 303.58 0.515 1
K =1.00
T8 60 - 40 ROHN 8 EHS 20.05 10.03 41.2 9.7193 - 181.97 386.31 0.471
K =1.00 V
T9 40 - 20 ROHN 8 EHS 20.05 10.03 41.2 9.7193 - 208.15 386.31 0.539 1
K =1.00
T10 20 - 0 ROHN 8 EH 20.05 10.03 41.8 12.762 - 221.35 505.43 0.438 1
K =1.00 7
1 P u / 4P„ controls
Diagonal Design Data (Compression)
Section Elevation Size L L„ Kl/r A P 4)P„ Ratio
No. P„
ft ft ft in K K Vp
T1 190 - 180 ROHN 2 STD 6.58 6.39 97.4 1.0745 -3.54 24.15 0.147 1
K =1.00
T2 180 - 160 ROHN 2 X -STR 7.94 7.67 120.1 1.4773 -7.13 23.14 0.308 1
K =1.00
T3 160 - 140 ROHN 2 STD 8.55 8.25 125.8 1.0745 -6.14 15.33 0.400 1
tnxTower Report - version 6.0.3.0
April 23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
Project Number 37512-1113, Application 144351, Revision 1 Page 17
Section Elevation Size ----- CCKirr A P 41Pn Ratio
No. P,,
ft ft ft in K K
K=1.00
T4 140 - 120 ROHN 2 STD 9.24 8.91 135.8 1.0745 -8.26 13.17 0.627 1
K=1.00 /
T5 120 - 100 ROHN 2.5 STD 12.52 12.06 152.7 1.7040 -10.40 16.50 0.630 1
K=1.00 V
T6 100 - 80 Pipe 3.5" x 0.216" (3 13.31 12.89 132.9 2.2285 -10.32 28.50 0.362 1
STD) K=1.00
T7 80 - 60 Pipe 3.5" x 0.216" (3 ' 14.21 13.82 142.5 2.2285 -10.57 24.78 0.4261
STD) K=1.00
T8 60 - 40 ROHN 3 STD 15.12 14.64 151.0 2.2285 -11.72 22.07 0.531 1
K=1.00 V
T9 40 - 20 ROHN 3 STD 16.08 15.62 161.1 2.2285 -12.29 19.40 0.634 1
K=1.00 V
T10 20 - 0 Pipe 2.875 x .276 + 3.5 x 24.33 12.17 146.0 3.7600 -18.27 39.86 0.458 1
.3 half pipe (VVITH weld) K=1.00 if
1
P, / (1)Pn controls
Horizontal Design Data (Compression)
Section Elevation Size L L,, KW A P (I)P. Ratio
No. P.
ft ft ft in K K .4)p„
Ti 190 - 180 „BOHN 1.5 STD 8.52 4.14 79.8 0.7995 -2.40 22.58 0.1061
K=1.00 V
T2 180 - 160 ROHN 1.5 STD 8.60 4.15 80.0 0.7995 -3.81 22.52 0.169 1
K=1.00 iff
T3 160 - 140 ROHN 1.5 STD 10.01 4.82 92.9 0.7995 -3.80 19.14 0.199 1
K=1.00
T4 140 - 120 ROHN 2 STD 12.10 5.82 88.7 1.0745 -5.66 27.21 0.208 1
K=1.00 if
T5 120 - 100 ROHN 2 STD 13.92 6.68 101.9 1.0745 -6.19 22.64 0.273 1
K=1.00 V
T6 100 - 80 ROHN 2 STD 1.6.29 7.87 120.0 1.0745 -6.68 16.86 0.396 1
K=1.00
T7 80 - 60 ROHN 2.5 STD 18.86 9.15 115.9 1.7040 -7.32 28.64 0.256 1
K=1.00 if
T8 60 - 40 ROHN 2.5 STD 21.43 10.35 131.1 1.7040 -8.52 22.38 0.381 1
K=1.00 V
T9 40 - 20 ROHN 2.5 STD 23.93 11.60 147.0 1.7040 -9.28 17.82 0.521 1
K=1.00 V
T10 20-0 ROHN 2.5 STD 25.18 12.23 154.9 1.7040 -10.04 16.05 0.626 1
K=1.00 if
1 P . / 4)Pn controls
Top Girt Design Data (Compression)
Section Elevation Size L L KI/r A P„ (1)Pn Ratio
No. P„
ft ft ft in K K (bPn
Ti 190 - 180 ROHN 1.5 STD 8.50 4.13 79.6 0.7995 -0.66 22.63 0.02i
K=1.00 V
tnxTower Report - version 6.0.3.0
AO' 23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
Project Number 37512 -1113, Application 144351, Revision 1 Page 18
P u / (I)P„ controls
Redundant Horizontal (1) Design Data (Compression) I
Section Elevation " Size L L„ - KI /r A P 4P„ Ratio
No. P
ft ft ft in K K $P,,
T10 20 - 0 Pipe 1.9" x 0.145" (1.5 6.29 5.93 114.4 0.7995 -3.84 12.89 0.298 r--
STD) K =1.00
1 P u 14)P,, controls
Redundant Diagonal (1) Design Data (Compression)
Section Elevation Size L L„ KI /r A P 4P u Ratio
No. P
ft ft ft in K K k_p_
T10 20 - 0 Pipe 2.375" x 0.154" (2 11.50 10.77 164.2 1.0745 -3.51 9.00 0.390 '
STD) K =1.00
1
P „ / OP, controls
Redundant Hip (1) Design Data (Compression)
Section Elevation Size L L" KUr A P" (I)Pn Ratio
No. Pu
ft ft ft in K K
T10 20 - 0 ROHN 1.5 STD 6.29 6.29 121.3 0.7995 0.05 11.86 0.004 1
K =1.00
•
P u / (1)P,, controls
Redundant Hip Diagonal Design Data (Compression)
Section Elevation Size L L KI/r A P 4 Pu Ratio
No. Pu
ft ft ft in K K 4P n
T10 20 - 0 ROHN 2.5 STD 15.07 15.07 190.9 1.7040 -0.06 10.56 0.005 1
K =1.00
1
P u 14)P,, controls
Inner Bracing Design Data (Compression)
Section Elevation Size L L KUr A P 4>Pu Ratio
No. P
ft ft ft in K K gyp„
T1 190 - 180 L2x2x1/8 4.25 4.25 128.3 0.4844 -0.01 6.56 0.002 1
tnxTower Report - version 6.0.3.0
•
April23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
Project Number 37512 -1113, Application 144351, Revision 1 Page 19
Section Elevation A Size L - L„ KI /r - A P Tp„ Ratio
No. P.
ft ft ft in K K 4)p„
K =1.00
T2 180 - 160 L2x2x1/8 4.28 4.28 129.3 0.4844 -0.00 6.48 0.001 '
K =1.00
T3 160 - 140 L2x2x1/8 5.01 5.01 151.1 0.4844 -0.00 4.79 0.001 '
K =1.00
T4 140 - 120 L2x2x1/8 6.05 6.05 182.6 0.4844 -0.01 3.28 0.002 1
K =1.00
T5 120 -100 L2x2x1/8 6.96 6.96 210.0 0.4844 -0.01 2.48 0.003 1
K =1.00 V
T6 100 - 80 L2 1/2x2 1/2x3/16 8.15 8.15 197.5 0.9020 -0.01 5.23 0.002 1
K =1.00
T7 80 - 60 L3x3x3/16 9.43 9.43 189.9 1.0900 -0.01 6.83 0.001 '
K =1.00
T8 60 - 40 L3 1/2x3 1/2x1/4 10.71 10.71 185.2 1.6900 -0.01 11.13 0.001 '
K =1.00 V
T9 40 - 20 L3 1/2x3 1/2x1/4 11.96 11.96 206.9 1.6900 -0.01 8.92 0.001 '
K =1.00 V
T10 20 - 0 ROHN 2 STD 12.59 12.59 191.9 1.0745 -0.01 6.59 0.002'
K =1.00 '
1
P„ / 4)P„ controls
Tension Checks
Leg Design Data (Tension)
KI /r A P�
Section Elevation Size L L„ (1)P„ Ratio
No. P
ft ft ft in K K Ape
T2 180 - 160 ROHN 3 X -STR 20.00 6.67 70.4 3.0159 19.95 135.72 0.147
V
T3 160 - 140 ROHN 4 X -STR 20.04 6.68 54.3 4.4074 45.19 198.34 0.228'
V
T4 140 - 120 ROHN 5 X -STR 20.04 6.68 43.6 6.1120 68.03 275.04 0.247'
V
T5 120 - 100 ROHN 6 EHS 20.04 10.02 54.0 6.7133 90.38 302.10 0.299'
V
T6 100 - 80 ROHN 6 X -STR 20.05 10.03 54.8 8.4049 114.91 378.22 0.304'
V
T7 80 - 60 ROHN 6 X -STR 20.06 10.03 54.8 8.4049 137.44 378.22 0.363'
V
T8 60 - 40 ROHN 8 EHS 20.05 10.03 41.2 9.7193 159.38 437.37 0.364'
V
T9 40 - 20 ROHN 8 EHS 20.05 10.03 41.2 9.7193 181.64 437.37 0.415 1
V
T10 20 - 0 ROHN 8 EH 20.05 10.03 41.8 12.762 190.87 574.32 0.332'
7 '
1 P. / (1)P„ controls
Diagonal Design Data (Tension)
tnxTower Report - version 6.0.3.0
April23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
' Project Number 37512 -1113, Application 144351, Revision 1 Page 20
Section Elevation Size L L„ (I)P, ,
Kl /r A P� Ratio
No. P„
ft ft ft in K K Oa
T1 190 - 180 ROHN 2 STD 6.58 6.39 97.4 1.0745 3.46 48.35 0.072
V
T2 180 - 160 ROHN 2 X -STR 7.94 7.67 120.1 1.4773 7.03 66.48 0.106 1
4/
T3 160 - 140 • ROHN 2 STD 8.55 8.25 125.8 1.0745 6.04 48.35 0.125 1
4,
T4 140 - 120 ROHN 2 STD 9.24 8.91 135.8 1.0745 8.13 48.35 0.168 1
V
T5 120 - 100 ROHN 2.5 STD 12.52 12.06 152.7 1.7040 10.21 76.68 0.133 1
it
T6 100 - 80 Pipe 3.5" x 0.216" (3 13.31 12.89 132.9 2.2285 10.05 100.28 0.100'
STD) `
T7 80 - 60 Pipe 3.5" x 0.216" (3 14.21 13.82 142.5 2.2285 10.20 100.28 0.102
STD) :4/
T8 60 - 40 ROHN 3 STD 15.12 14.64 151.0 2.2285 11.26 100.28 0.112 1
V
T9 40 - 20 ROHN 3 STD 16.08 15.62 161.1 2.2285 11.77 100.28 0.117 1
V
T10 20 - 0 Pipe 2.875 x .276 + 3.5 x 24.33 12.17 146.0 3.7600 17.67 155.66 0.114 1
.3 half pipe (WITH weld) V
1 P„ / OP„ controls
Horizontal Design Data (Tension)
Section Elevation Size L L„ KUr A P„ 4P„ Ratio
No. P„
ft ft ft in K K (I)pn
T1 190 - 180 ROHN 1.5 STD 8.52 4.14 79.8 0.7995 2.47 35.98 0.069 1
1r*
T2 180 - 160 ROHN 1.5 STD 8.60 4.15 80.0 0.7995 3.85 35.98 0.107
V
T3 160 - 140 ROHN 1.5 STD 10.01 4.82 92.9 0.7995 3.80 35.98 0.106 1
V
T4 140 - 120 ROHN 2 STD 12.10 5.82 88.7 1.0745 5.65 48.35 0.117 1
V
T5 120 - 100 ROHN 2 STD 13.92 6.68 101.9 1.0745 6.15 48.35 0.127 1
V
T6 100 - 80 ROHN 2 STD 16.29 7.87 120.0 1.0745 6.67 48.35 0.138 1
V
T7 80 - 60 ROHN 2.5 STD 18.86 9.15 115.9 1.7040 7.35 76.68 0.096 1
V
T8 60 - 40 ROHN 2.5 STD 21.43 10.35 131.1 1.7040 8.63 76.68 0.113 1
V
T9 40 - 20 ROHN 2.5 STD 23.93 11.60 147.0 1.7040 9.47 76.68 0.124 1
V
T10 20 - 0 ROHN 2.5 STD 25.18 12.23 154.9 1.7040 9.73 76.68 0.127
V *
1 P„ / OP„ controls
Top Girt Design Data (Tension)
tnxTower Report - version 6.0.3.0
April23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
Project Number 37512 -1113, Application 144351, Revision 1 Page 21
Section Elevation Size L L
K I /r A P. (1)Pn Ratio
No. P„
ft ft ft in K K W.
T1 190 - 180 ROHN 1.5 STD 8.50 4.13 79.6 0.7995 0.66 35.98 0.018
1 P„ / 4Pn controls
Redundant Horizontal (1) Design Data (Tension)
Section Elevation Size L L„ KI/r A P. (I)P. Ratio
No. P.
ft ft ft in K K p
T10 20 - 0 Pipe 1.9" x 0.145" (1.5 6.29 5.93 114.4 0.7995 3.84 25.18 0.153 1
STD)
1 P„ / 4Pn controls
Redundant Diagonal (1) Design Data (Tension)
Section Elevation
ato Size L L" Kl/r A P. OP. Ratio
No. P.
ft ft ft in K K (I)P.
T10 20 - 0 Pipe 2.375' x 0.154" (2 11.50 10.77 164.2 1.0745 3.51 33.85 0.104 1
' STD) 1
1 P„ / lPn controls
Redundant Hip Diagonal Design Data (Tension)
Section Elevation Size . L L„ Kl /r A P. (I)Pn Ratio
No. P„
ft ft ft in K K OPn
T10 20 - 0 ROHN 2.5 STD 15.07 15.07 190.9 1.7040 0.07 53.68 0.001 1
1 P„ / 4)Pn controls
Inner Bracing Design Data (Tension)
Section Elevation Size L L„ KI/r A P„ 4Pn Ratio
No. P„
ft ft ft in K K gyp„
T1 190 - 180 L2x2x1 /8 4.25 4.25 81.4 0.4844 0.01 15.69 0.001
v
T2 180 - 160 L2x2x1/8 4.30 4.30 82.4 0.4844 0.00 15.69 0.000 1
v
T3 160 - 140 L2x2x1/8 4.31 4.31 82.6 0.4844 0.00 15.69 0.000 1
V
T4 140 - 120 L2x2x1/8 5.70 5.70 109.3 0.4844 0.00 15.69 0.000 1
I/
tnxTower Report - version 6.0.3.0
April 23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565 .
Project Number 37512 -1113, Application 144351, Revision 1 Page 22
Section Elevation Size L L„ KI /r A P Ratio
No. P„
ft ft ft in K K _.,.. 4
T5 120 - 100 L2x2x1/8 6.40 6.40 122.6 0.4844 0.00 15.69 0.000
T6 100 - 80 L2 1/2x2 1/2x3/16 7.52 7.52 116.0 0.9020 0.00 29.22 0.000'
T10 20 - 0 ROHN 2 STD 12.59 12.59 191.9 1.0745 0.00 48.35 0.000'
1
P o / 41Pn controls
Sect Capacity Table
Section Elevation Component Size Critical P 0Panow % Pass
No. ft Type Element K K Capacity Fail
T1 190 - 180 Leg ROHN 2.5 X -STR 2 -2.87 74.51 3.9 Pass
T2 180 - 160 Leg ROHN 3 X -STR 29 -25.31 94.46 26.8 Pass
T3 160 - 140 Leg ROHN 4 X -STR 68 -52.38 159.90 32.8 Pass
T4 140 - 120 Leg - ROHN 5 X -STR 107 -78.46 239.38 32.8 Pass
T5 120 - 100 Leg ROHN 6 EHS 146 - 103.05 244.02 42.2 Pass
T6 100 - 80 Leg ROHN 6 X -STR 173 - 130.53 303.62 43.0 Pass
T7 80 - 60 Leg ROHN 6 X -STR 200 - 156.34 303.58 51.5 Pass
T8 60 - 40 Leg ROHN 8 EHS 227 - 181.97 386.31 47.1 Pass
T9 40 - 20 Leg ROHN 8 EHS 254 - 208.15 386.31 53.9 Pass
T10 20 - 0 Leg ROHN 8 EH 281 - 221.35 505.43 43.8 Pass
T1 190 - 180 Diagonal ROHN 2 STD 12 -3.54 24.15 14.7 Pass
T2 180 - 160 Diagonal ROHN 2 X -STR 36 -7.13 23.14 30.8 Pass
T3 160 - 140 .'9iagonal ROHN 2 STD 75 -6.14 15.33 40.0 Pass
T4 140 - 120 Diagonal ROHN 2 STD 114 -8.26 13.17 62.7 Pass
T5 120 - 100 Diagonal ROHN 2.5 STD 153 -10.40 16.50 63.0 Pass
T6 100 - 80 Diagonal Pipe 3.5" x 0.216" (3 STD) 180 -10.32 28.50 36.2 Pass
T7 80 - 60 Diagonal Pipe 3.5" x 0.216" (3 STD) 207 -10.57 24.78 42.6 Pass
T8 60 - 40 Diagonal ROHN 3 STD 234 -11.72 22.07 53.1 Pass
T9 40 - 20 Diagonal ROHN 3 STD 261 -12.29 19.40 63.4 Pass
T10 20 - 0 Diagonal Pipe 2.875 x .276 + 3.5 x .3 294 -18.27 39.86 45.8 Pass
half pipe (WITH weld)
T1 190 - 180 Horizontal ROHN 1.5 STD 10 -2.40 22.58 10.6 Pass
T2 180 - 160 Horizontal ROHN 1.5 STD 34 -3.81 22.52 16.9 Pass
T3 160 - 140 Horizontal ROHN 1.5 STD 73 -3.80 19.14 19.9 Pass
T4 140 - 120 Horizontal ROHN 2 STD 112 -5.66 27.21 20.8 Pass
T5 120 - 100 Horizontal ROHN 2 STD 151 -6.19 22.64 27.3 Pass
T6 100 - 80 Horizontal ROHN 2 STD 178 -6.68 16.86 39.6 Pass
T7 80 - 60 Horizontal ROHN 2.5 STD 205 -7.32 28.64 25.6 Pass
T8 60 - 40 Horizontal ROHN 2.5 STD 232 -8.52 22.38 38.1 Pass
T9 40 - 20 Horizontal ROHN 2.5 STD 259 -9.28 17.82 52.1 Pass
T10 20 - 0 Horizontal ROHN 2.5 STD 290 -10.04 16.05 62.6 Pass
T1 190 - 180 Top Girt ROHN 1.5 STD 5 -0.66 22.63 2.9 Pass
T10 20 - 0 Redund Horz 1 Pipe 1.9" x 0.145" (1.5 STD) 288 -3.84 12.89 29.8 Pass
Bracing
T10 20 - 0 Redund Diag 1 Pipe 2.375" x 0.154" (2 STD) 289 -3.51 9.00 39.0 Pass
Bracing
T10 20 - 0 Redund Hip 1 ROHN 1.5 STD 297 -0.05 11.86 0.4 Pass
Bracing
T10 20 - 0 Redund Hip ROHN 2.5 STD 307 -0.06 10.56 0.5 Pass
Diagonal Bracing
T1 190 - 180 Inner Bracing L2x2x1/8 26 -0.01 6.56 0.2 Pass
T2 180 - 160 Inner Bracing L2x2x1/8 40 -0.00 6.44 0.1 Pass
T3 160 - 140 Inner Bracing L2x2x1/8 81 -0.00 4.79 0.1 Pass
T4 140 - 120 Inner Bracing L2x2x1/8 118 -0.01 3.28 0.2 Pass
T5 120 - 100 Inner Bracing L2x2x1/8 158 -0.01 2.48 0.3 Pass
T6 100 - 80 Inner Bracing L2 1/2x2 1/2x3/16 186 -0.01 5.23 0.2 Pass
T7 80 - 60 Inner Bracing L3x3x3/16 211 -0.01 6.83 0.1 Pass
T8 60 - 40 Inner Bracing L3 1/2x3 1/2x1/4 240 -0.01 11.13 0.2 Pass
T9 40 - 20 Inner Bracing L3 1/2x3 1/2x1/4 267 -0.01 8.92 0.2 Pass
T10 20 - 0 Inner Bracing ROHN 2 STD 310 -0.01 6.59 0.2 Pass
tnxTower Report - version 6.0.3.0
April23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
Project Number 37512 -1113, Application 144351, Revision 1 Page 23
Section Elevation Component Size Critical P BPaii % Pass
No. ft Type Element K K Capacity Fail
Summary
Leg (T9) 53.9 Pass
Diagonal 63.4 Pass
(T9)
Horizontal 62.6 Pass
(T10)
Top Girt 2.9 Pass
(T1)
Redund 29.8 Pass
Horz 1
Bracing
(T10)
Redund 39.0 Pass
Diag 1
Bracing
(T10)
Redund 0.4 Pass
Hip 1
Bracing
(T10)
Redund 0.5 Pass
Hip
Diagonal
Bracing
(T10)
Inner 0.3 Pass
Bracing
(T5)
Bolt 42.8 Pass
Checks
RATING = 63.4 Pass
•
•
tnxTower Report - version 6.0.3.0
April23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
Project Number 37512 -1113, Application 144351, Revision 1 Page 24
•
APPENDIX B
BASE LEVEL DRAWING
LEE
1••
NOT n <LLE0 •
*L 130 El LE /EL •
I_. Fr LE /EL •
_ is t3O n LE' /FL •
•
•
I -5 /E 10 1r Ft LE' /EL
IPPOP E T -Ii1E r7 LEVEL
10 n S */.LLED)
1 -- i EVEL
1 LEVEL
I s<LLED)
1^) 1 -5 / - 1G i ei F1 LEVEL
LFC E
r� , T nia 4LE0)
5/c t0 I'_ !1 LEVEL
3 1
(37 ALL 0 1 LEVEL
(irlRi>LLED -EUV T CLIIDVR)
1,5 F
(12) 5,'�6 L 1 L LEVEL
/STALLED-TO EE REMOVED)
iJ aE e - LEVEL
nL E I EE RELOCATED L EAL 10 15O ! 1 LEVEL
11
.LLED -i0 EE PEMOVED)
( 17 1 / 1 e !i LEVEL
0 7EIa LE iT EE RELOCATED iO 1__ R LEVEL
11) 1 -5/5 - -S /E' TO iEf !i LE +EL
�1r
LEO C
tnxTower Report - version 6.0.3.0
April 23, 2012
190 Ft Self Support Tower Structural Analysis CCI BU No 812565
Project Number 37512 -1113, Application 144351, Revision 1 Page 25
APPENDIX C
ADDITIONAL CALCULATIONS
tnxTower Report - version 6.0.3.0
190.0 ft
• m o m 1 t-
3 DESIGNED APPURTENANCE LOADING
t 180.0 ft
[11 1111111 TYPE ELEVATION TYPE E LEVATION
— -- g Flash Beacon Lighting 190 Horizon DUO 178
(2) E15S09P78 187 840 10054 w/ Mount Pipe 178
o DC6- 48- 60 -18-8F 187 (2) DAP Vx RF 178
(3) DBXNH- 65658 -R2M w/ Mount 187 Sector Mount [SM 401 -3] 178
h Pipe VHLP2 -16 178
z RRUS -11 187 VHLP2 -11 178
160.0 ft (4) CM1007- DBPXBC -002 187 VHLP2 -18 178
(2) E15S09P78 187 (2) KRY 112 71 130
(3) DBXNH- 65658 -R2M w/ Mount 187 6' x 2" Mount Pipe 130
1- m - , Pipe ETW200VS12UB 130
x I RRUS -11 187 TMBX- 6517 -R2M w/ Mount Pipe 130
'tf 1 - (4) CM1007- DBPXBC -002 187
z (2) UMWD- 06517 -XD w/ Mount Pipe 130
= 4) I (2) E15S09P78 187
O (2) KRY 112 71 130
CC o x m (3) DBXNH -65658 -R2M w/ Mount 187
N I . Pipe 6' x 2" Mount Pipe J 130
fa 140.0 ft RRUS -11 187 ETW200VS12UB 130
z TMBX- 6517 -R2M w/ Mount Pipe 130
0 (4) CM1007- DBPXBC -002 187
c4 (2) UMWD - 06517 -XD w/ Mount Pipe 130
r Sector Mount [SM 510 -3] 187
m x Ire . �;p= Horizon DUO 178 (2) KRY 112 71 130
m 1111 I 11111111 .111 840 10054 4 / Mount Pipe DAP 178 6' x 2" Mount Pipe 130
~
z r Sector Mount [SM 104 -3] 130
O Horizon DUO 178 ETW200VS12UB 130
840 10054 w/ Mount Pipe 178 TMBX- 6517 -R2M w/ Mount Pipe 130
120.0 ft (2) DAP Vx RF • 178 ' (2) UMWD - 06517 -XD w/ Mount Pipe 130
° SYM BOL LIST
N 0
co
N MARK SIZE MARK SIZE
z z
= A ROHN 2.5 X -STR 0 ROHN 1.5 STD
E 0 m o =
d ¢ R B ROHN 2 STD E Pipe 1.9" x 0.145" (1.5 STD)
Z z z C Pipe 2.875 x .276 + 3.5 x .3 half pipe (WITH F Pipe 2.375" x 0.154" (2 STD)
100.0 ft weld)
MATERIAL STRENGTH
GRADE Fy Fu GRADE Fy Fu
/ "/ A618 -50 50 ksi 70 ksi A500 -46 46 ksi 62 ksi
O
TOWER DESIGN NOTES
Iii
To
ra
/ `a 1. Tower is located in Duval County, Florida.
• 0 80.0 ft I' 2. Tower designed for Exposure C to the TIA -222 -G Standard.
o u , 3. Tower designed for a 101 mph basic wind in accordance with the TIA -222 -G Standard.
ix 4. Deflections are based upon a 60 mph wind.
a o 5. Tower Structure Class II.
a 6. Topographic Category 1 with Crest Height of 0.00 ft
° 7. TOWER RATING: 63.4%
60.08 I '
o v
W co o
vr, m :X ALL REACTIONS
N 40.0 ft 1/ ARE FACTORED
t-:, /
rc D N MAX. CORNER REACTIONS AT BASE:
DOWN: 245 K
/ /
SHEAR: 31 K
UPLIFT: -213 K
20.0 ft / SHEAR: 29 K
_
\ /
= o o N / AXIAL
W 4 w 0 54 K
F d .. N N m j � / .i
� = 0 W ti . Z = _\
O < r 0 SH MOMENT
54 K ( - 5544 kip -ft
o.oft /
TORQUE 26 kip -ft
rc; P
REACTIONS - 101 mph WIND L.
41 L r"
m o ,g E
.8 N V 0 0 01 4 V g
N C C N _
C (7 O O C O S C1 S 2 ...
N m O1 m m o o °w 10 a0i 0 , a 4
173 Paul J Ford and Company ' °b ` 190 -ft Self Support Tower Atlantic Beach, FL
2 50 E. Broad Street Suite 1500 Pfoject: PJF# 37512 -1113 (BU# 812565)
Columbus, OH Client: Crown Cast) Drawn by: Matthew R Buske
Phone: 43221 Code. TIA -222 -G Date. 04 /23/12 Scale: NTS
FAX: 614.448.4105 Path GiTOW£RU75 Crown Caelh¢01N7512.1113 BU B12565,37512-711]eri Dw g N O' E -1
Anchor Rod Check for Self Supporting Towers
I CROWN
TIA-222-G, Section 4.9.9
CA S
Site Data Reactions
BU #: 812565 Eta Factor, n 0.55 Detail Type
Site Name: MAYPORT Uplift, Pu: 213 kips
App #: 144351 Rev# 1 Shear, Vu: 29 kips
Anchor Rod Data lar: in
Qty: 10 Mu = 0.65 *l *V _ft-kips
Diam: 1 in
Rod Material: A354 Gr. BC (1/4 to 2 -1/2 incl.)
Strength (Fu): 125 ksi Anchor Rod Results:
Yield (Fy): 109 ksi Max Rod (Cu+ Vu /rj): 26.6 Kips
Allowable Axial, cP*Fu *Anet: 60.6 Kips
* Rod Circle: in Anchor Rod Stress Ratio: 43.8%
* e: in
*# of Rods 1 or 2
If Applicable;
Mu= Pu x e: _ft-kips 1 Anchor Rod Results with Bending Considered:
* Enter rod circle, offset (e) and number When the clear distance from the top of concrete to the bottom
of anchor rods at the extreme fiber to of level nut excceeds 1.0 times the diameter of the anchor rod,
consider if eccentric load due to leg the following interaction equation shall also be satisfied (see
reinforcement exists. Figure 4 -4 of Rev. G):
(VLARnv) I(PARnt) + (Mu /WRnm)J < = 1
�,' s n (kR * *Fub *Ab = kips
A L.= A 4Rnt =4 *Fu *Anet = kips
cl)R *F *Z= ft-kips
c , ovate ,, er
rt
SECTION .A. -:? SECTION 3-3
Detail Type (a) Detail Type (b).
SECTION C: -G SECTION D -D
Detail Type (c) Detail Type (d) Maximum Acceptable Ratio:I 105 I%
ea.5.r; (.see Nct<, 1 below,
ire_t
Governing Stress Ratio:I 43.8% 'Pass
Figure 4-4 of TIA -222 -G
37512 -1113 SST Anchor Rod Check For Rev G -Rev 5 020212.xls
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0
0 :IV r, City of Atlantic Beach
0 APPLICATION NUMBER
Building Dt
s epartmen (To be assigned by the Building Department.)
A; 800 Seminole Road
j , , , Atlantic Beach, Florida 32233 -5445 /a - 5 7
Phone (904) 247 -5826 • Fax (904) 247 -5845
j 9 E -mail: building- dept @coab.us Date routed: 7/2--
City web -site: http: / /www.coab.us
APPLICATION REVIEW AND TRACKING FORM
Property Address: / 6 //?? Jr ment revi required Yes No
Buildin
Applicant: h 7 S ,eA/6 Planning & Zoning
Tree Administrator
Project: //Tr 73 - 7-. -- ?-7 6,,___ C — T)
r u v enues
Public Safety
Fire Services
Review fee $ Dept Signature a .
Other Agency Review or Permit Required Review or Receipt Date
of Permit Verified By
Florida Dept. of Environmental Protection
Florida Dept. of Transportation
St. Johns River Water Management District
Army Corps of Engineers
Division of Hotels and Restaurants
Division of Alcoholic Beverages and Tobacco
Other:
APP CATION STATUS
Reviewing Department First Review: Approved. ❑Denied.
' - one. Comments:
:UILDING
PLANNING & ZONING Reviewed by: / Date: 4 ,c-./ t-
I'
TREE ADMIN. Second Review: A roved as revised.
❑ pp ❑Denied.
PUBLIC WORKS Comments:
PUBLIC UTILITIES
PUBLIC SAFETY Reviewed by: Date:
FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied.
Comments:
Reviewed by: Date:
Revised 05/14/09
BUILDING PERMIT APPLICATION
CITY OF ATLANTIC BEACH
800 Seminole Road, Atlantic Beach, FL 32233
Mayport / FA# 10020470 Office (904) 247 -5826 Fax (904) 247 -5845
Job Address: 1545 Main Street, Atlantic Beach, FL 32233 Permit Number:
Legal Description Parcel # 1723250000
Floor Area of Sq.Ft. Sq.Ft
Valuation of Work $ 91,300.00 Proposed Work heated /cooled 336 Sq.Ft. non - heated/cooled NA
Class of Work (circle one): New Addition Alteration Repair Move Demolition pool/spa window /door
Use of existing/proposed structure(s) (circle one): Commercial Residential
If an existing structure, is a fire sprinkler system installed? (Circle one): Yes No N /A
Florida Product Approval #
For multiple products use product approval form
Describe in detail the type of work to be performed: Replace existing antennas on Tower.
Property Owner Information:
Name: AT &T Address: 1101 Greenwood Blvd
City Lake Mary State FL Zip 32746 Phone (407)771 -1339
E -Mail or Fax # (Optional) vf6165aatt.com
Contractor Information:
Company Name: 0144 — Co �S CCta�1
P Y Q ualifying Agent: (130Chaires
Address: 206 SE 6th Street City Ocala State FL Zip 34471
Office Phone (352)427 - 5317 Job Site/ Contact Number 352)427- 317 Fax # '
State Certification/Registration Na # CGC062974 / ��
Architect Name &Phone # NA
Engineer's Name & Phone # Hardy Engineering, Inc. / (205)655 ' ,
L r
Fee Simple Title Holder Name and Address Par Pro LTD / 1545 Main Street, Atlantic Beach, FL 32233 ! 3 l K2
Bonding Company Name and Address NA
Mortgage Lender Name and Address NA
Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the
issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null
and void f work is not commenced within six (6) months, or if construction or work is suspended or abandoned for a period of six (6) months at any time after
work is commenced. I understand that separate permits must be secured for Electrical IVork, Plumbing, Signs, Wells, Pools, Furnaces, Boilers, Heaters,
Tanks and Air Conditioners, etc.
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF
COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS
TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING CONSULT WITH
YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this
type of work will be complied ith w ether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the
provisions of any other federal, tat , o ocaal regulating construction or the performance of construction.
Signature of Owner '. J (�
......
Signature of Contractor (Jae.►.
Print Name ... l Yo.v. Print Name K enn ✓ C j " rr
Sworn to and subsc .bed before me Swo to and subscribe' before me
this ay of ' ,20i 2_ this .• !:y of AI -on( 20
4/ , . f411W
N ary P i ' Notary Public
7' 0 Notary Public State of Florida Revised 01.26.10
Kathy A Porter
NOTARY PUBLIC•STATE OF FLORIDA
NA y 1 My Commission EE051534
"fEOi r�oP Expires 03/04/2015
, ' C stal L. Hood
Commission # EE083659
Expires: APR. 13, 2015
BONDED THRU ATLANTIC BONDING CO., INC.
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