HomeMy WebLinkAboutSTRUCTURAL REPORT - 20-00936 - Cell tower - Antenna Addition Replacement520 South Main Street . Suite 2531 . Akron, Ohio 44311 . 330-572-2100 . Fax 330-572-2101 . www.GPDGroup.com
GPD Group, Professional Corporation
Phoenix Tower International Chad Burton
999 Yamato Road, Suite 100 520 South Main Street, Suite 2531
Boca Raton, FL 33431 Akron, OH 44311
(818) 486-8248 (614) 859-1623
cburton@gpdgroup.com
GPD# 2019791.ID1000.03
October 7, 2020
COMPREHENSIVE STRUCTURAL ANALYSIS REPORT
SITE DESIGNATION: PTI Site #: US-ID-1000
PTI Site Name: Rexburg
T-Mobile Site #: SL01403D
T-Mobile Site Name: Rexburg City
ANALYSIS CRITERIA: Codes: TIA-222-H & 2018 IBC
105 mph (3-second gust) w/ 0" ice
SITE DATA: 12 North Main Street, Rexburg, ID 83440, Madison County
Latitude 43° 49' 37.39" N, Longitude 111° 46' 58.74" W
80' Nello Corporation Monopole
Dear Kyle Hargrave,
GPD is pleased to submit this Comprehensive Structural Analysis Report to determine the structural integrity of the
aforementioned tower. The purpose of the analysis is to determine the suitability of the tower with the existing and proposed
loading configuration detailed in the analysis report.
Analysis Results
Tower Stress Level with Proposed Equipment: 28.6% Pass
Foundation Ratio with Proposed Equipment: 14.6% Pass
We at GPD appreciate the opportunity of providing our continuing professional services to you and Phoenix Tower
International. If you have any questions or need further assistance on this or any other projects, please do not hesitate to
call.
Respectfully submitted,
Christopher J. Scheks, P.E.
Idaho #: 16108
10/7/2020
80' Nello Corporation Monopole - Structural Evaluation Site #: US-ID-1000
10/7/2020 Page 2 of 4
SUMMARY & RESULTS
The purpose of this analysis was to verify whether the existing structure is capable of carrying the proposed loading
configuration as specified by T-Mobile and commissioned by Phoenix Tower International.
This analysis has been performed in accordance with the 2018 International Building Code based upon a 3-second gust
wind speed of 105 mph. Applicable Standard references and design criteria are listed in Appendices A & B.
The proposed feedlines shall be installed as shown in Appendices A & B for the analysis results to be valid.
TOWER SUMMARY AND RESULTS
Member Capacity Results
Monopole 27.6% Pass
Anchor Rods 28.6% Pass
Base Plate 21.3% Pass
Foundation 14.6% Pass
Note: Capacity ratings per TIA-222-H Section 15.5
RECOMMENDATIONS
The tower and its foundation have sufficient capacity to carry the proposed loading configuration. No modifications are
required at this time.
ANALYSIS METHOD
tnxTower (Version 8.0.7.5), a commercially available software program, was used to create a three-dimensional model of
the tower and calculate primary member stresses for various load cases. Selected output from the analysis is included the
report appendices. The following table details the information provided to complete this structural analysis. This analysis
is based solely on this information.
DOCUMENTS PROVIDED
Document Remarks Source
Collocation Application PTI T-Mobile Collocation Application, dated 09/24/2020 PTI
Tower Design Nello Drawing #: 133760, dated 9/27/2010 PTI
Foundation Design Nello Drawing #: 133761, dated 9/28/2010 PTI
Geotechnical Report Terracon Project #: 62084032, dated 11/25/2008 PTI
Previous Tower Analysis GPD #: 2018791.ID1000.02, dated 8/15/2018 PTI
80' Nello Corporation Monopole - Structural Evaluation Site #: US-ID-1000
10/7/2020 Page 3 of 4
ASSUMPTIONS
This structural analysis is based on the theoretical capacity of the members and is not a condition assessment of the tower.
This analysis is from information supplied, and therefore, its results are based on and are as accurate as that supplied data.
GPD has made no independent determination, nor is it required to, of its accuracy. The following assumptions were made
for this structural analysis.
1. The tower member sizes and shapes are considered accurate as supplied. The material grade is as per data
supplied and/or as assumed and as stated in the materials section.
2. The appurtenance configuration is as supplied, determined from available photos, and/or as modeled in the
analysis. It is assumed to be complete and accurate. All antennas, mounts, coax and waveguides are assumed to
be properly installed and supported as per manufacturer requirements.
3. All mounts, if applicable, are considered adequate to support the loading. No actual analysis of the mount(s) is
performed. This analysis is limited to analyzing the tower only.
4. The soil parameters are as per data supplied or as assumed and stated in the calculations.
5. Foundations are properly designed and constructed to resist the original design loads indicated in the documents
provided.
6. The tower and structures have been properly maintained in accordance with TIA Standards and/or with
manufacturer’s specifications.
7. All welds and connections are assumed to develop at least the member capacity unless determined otherwise and
explicitly stated in this report.
8. All prior structural modifications, if applicable, are assumed to be as per data supplied/available and to have been
properly installed.
9. Loading interpreted from photos is accurate to ±5’ AGL, antenna size accurate to ±3.3 sf, and coax equal to the
number of existing antennas without reserve.
10. All existing and proposed loading has been taken from the available site photos as well as documents supplied to
GPD at the time of generating this report. All such documents are listed in the Documents Provided Table and are
assumed to be accurate. GPD is not responsible for loading scenarios outside those conveyed in the supplied
documentation.
If any of these assumptions are not valid or have been made in error, this analysis may be affected, and GPD should be
allowed to review any new information to determine its effect on the structural integrity of the tower.
80' Nello Corporation Monopole - Structural Evaluation Site #: US-ID-1000
10/7/2020 Page 4 of 4
DISCLAIMER OF WARRANTIES
GPD has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions
are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the
significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace
a full tower inspection. The tower and foundations are assumed to have been properly fabricated, erected, maintained, in
good condition, twist free, and plumb.
The engineering services rendered by GPD in connection with this Comprehensive Structural Analysis are limited to a
computer analysis of the tower structure and theoretical capacity of its main structural members. No allowance was made
for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose
bolts or cracked welds.
This analysis is limited to the designated maximum wind and seismic conditions per the governing tower standards and
code. Wind forces resulting in tower vibrations near the structure’s resonant frequencies were not considered in this analysis
and are outside the scope of this analysis. Lateral loading from any dynamic response was not evaluated under a time-
domain based fatigue analysis.
GPD does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed
information needed to perform a thorough analysis of every structural sub-component and connection of an existing tower.
GPD provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc.
The purpose of this report is to assess the capability of adding appurtenances usually accompanied by transmission lines
to the structure.
It is the owner’s responsibility to determine the amount of ice accumulation in excess of the code specified amount, if any,
that should be considered in the structural analysis.
The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these
sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field.
Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction
document. Precise modification drawings are obtainable from GPD, but are beyond the scope of this report.
Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work. We
recommend that material of adequate size and strength be purchased from a reputable tower manufacturer.
Towers are designed to carry gravity, wind, and ice loads. All members, legs, diagonals, struts, and redundant members
provide structural stability to the tower with little redundancy. Absence or removal of a member can trigger catastrophic
failure unless a substitute is provided before any removal. Legs carry axial loads and derive their strength from shorter
unbraced lengths by the presence of redundant members and their connection to the diagonals with bolts or welds. If the
bolts or welds are removed without providing any substitute to the frame, the leg is subjected to a higher unbraced length
that immediately reduces its load carrying capacity. If a diagonal is also removed in addition to the connection, the unbraced
length of the leg is greatly increased, jeopardizing its load carrying capacity. Failure of one leg can result in a tower collapse
because there is no redundancy. Redundant members and diagonals are critical to the stability of the tower.
GPD makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from
material, fabrication, and erection of this tower. GPD will not be responsible whatsoever for, or on account of, consequential
or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this
report. The maximum liability of GPD pursuant to this report will be limited to the total fee received for preparation of this
report.
80' Nello Corporation Monopole - Structural Evaluation Site #: US-ID-1000
10/7/2020
APPENDIX A
Tower Analysis Summary Form
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80' Nello Corporation Monopole - Structural Evaluation Site #: US-ID-1000
10/7/2020
APPENDIX B
Tower Analysis Output File
GPD
520 South Main Street Suite 2531
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Job: US-ID-1000 Rexburg
Project: 2019791.ID1000.03
Client: Phoenix Tower International Drawn by: EBoaz App'd:
Code: TIA-222-H Date: 10/07/20 Scale: NTS
Path: T:\PTI\US-ID-1000 (SL01403D)\03 2019791 ID1000 03 PTI TMO SA MA MMap\SA\tnx\US-ID-1000.eri Dwg No. E-1
80.0 ft
27.0 ft
0.0 ft
REACTIONS - 105 mph WIND
TORQUE 1 kip-ft
8 K
SHEAR
474 kip-ft
MOMENT
14 K
AXIAL
SEISMIC
3 K
SHEAR
196 kip-ft
MOMENT
15 K
AXIAL
ARE FACTORED
ALL REACTIONS
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6' Lightning Rod 80 ANT770F6 80 2.375" x 6' mount pipe 80 ANT770F6 80 2.375" x 6' mount pipe 80 12' T-Arm - Round (GPD) 80 12' T-Arm - Round (GPD) 80 12' T-Arm - Round (GPD) 80 Appurtenances @ 80' 80 AIR32 KRD901044-1_B4A_B2P w/
Mount Pipe
78.5 AIR32 KRD901044-1_B4A_B2P w/
Mount Pipe
78.5 AIR32 KRD901044-1_B4A_B2P w/
Mount Pipe
78.5 APXVAARR24_43-U-NA20 w/ Mount
Pipe
78.5 APXVAARR24_43-U-NA20 w/ Mount
Pipe
78.5 APXVAARR24_43-U-NA20 w/ Mount
Pipe
78.5 APX17DWV-17DWV-S-E-A20 w/
Mount Pipe
78.5 APX17DWV-17DWV-S-E-A20 w/
Mount Pipe
78.5 APX17DWV-17DWV-S-E-A20 w/
Mount Pipe
78.5 AIR6449 B41 w/ Mount Pipe 78.5 AIR6449 B41 w/ Mount Pipe 78.5 AIR6449 B41 w/ Mount Pipe 78.5 Radio 4449 B71+B12 78.5 Radio 4449 B71+B12 78.5 Radio 4449 B71+B12 78.5 Radio 4415 B66A 78.5 Radio 4415 B66A 78.5 Radio 4415 B66A 78.5 RADIO 4424 B25 78.5 RADIO 4424 B25 78.5 RADIO 4424 B25 78.5 TMO Reserved 78.5 TMO Reserved 78.5 TMO Reserved 78.5 Appurtenances @ 78.5' 78.5 12' T-Arm - Round (GPD) 77 12' T-Arm - Round (GPD) 77 12' T-Arm - Round (GPD) 77 Appurtenances @ 77' 77 Feedlines from 27' - 80' 53.5 Tower Section from 27' - 80' 53.5 Appurtenances @ 45' 45 4' MW 45 Dish Mount 45 Feedlines from 0' - 27' 13.5 Tower Section from 0' - 27' 13.5DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATION
6' Lightning Rod 80
ANT770F6 80
2.375" x 6' mount pipe 80
ANT770F6 80
2.375" x 6' mount pipe 80
12' T-Arm - Round (GPD) 80
12' T-Arm - Round (GPD) 80
12' T-Arm - Round (GPD) 80
Appurtenances @ 80' 80
AIR32 KRD901044-1_B4A_B2P w/
Mount Pipe
78.5
AIR32 KRD901044-1_B4A_B2P w/
Mount Pipe
78.5
AIR32 KRD901044-1_B4A_B2P w/
Mount Pipe
78.5
APXVAARR24_43-U-NA20 w/ Mount
Pipe
78.5
APXVAARR24_43-U-NA20 w/ Mount
Pipe
78.5
APXVAARR24_43-U-NA20 w/ Mount
Pipe
78.5
APX17DWV-17DWV-S-E-A20 w/
Mount Pipe
78.5
APX17DWV-17DWV-S-E-A20 w/
Mount Pipe
78.5
APX17DWV-17DWV-S-E-A20 w/
Mount Pipe
78.5
AIR6449 B41 w/ Mount Pipe 78.5
AIR6449 B41 w/ Mount Pipe 78.5
AIR6449 B41 w/ Mount Pipe 78.5
Radio 4449 B71+B12 78.5
Radio 4449 B71+B12 78.5
Radio 4449 B71+B12 78.5
Radio 4415 B66A 78.5
Radio 4415 B66A 78.5
Radio 4415 B66A 78.5
RADIO 4424 B25 78.5
RADIO 4424 B25 78.5
RADIO 4424 B25 78.5
TMO Reserved 78.5
TMO Reserved 78.5
TMO Reserved 78.5
Appurtenances @ 78.5' 78.5
12' T-Arm - Round (GPD) 77
12' T-Arm - Round (GPD) 77
12' T-Arm - Round (GPD) 77
Appurtenances @ 77' 77
Feedlines from 27' - 80' 53.5
Tower Section from 27' - 80' 53.5
Appurtenances @ 45' 45
4' MW 45
Dish Mount 45
Feedlines from 0' - 27' 13.5
Tower Section from 0' - 27' 13.5
MATERIAL STRENGTH
GRADE GRADEFy FyFu Fu
A572-65 65 ksi 80 ksi
TOWER DESIGN NOTES
1. Tower is located in Madison County, Idaho.
2. Tower designed for Exposure C to the TIA-222-H Standard.
3. Tower designed for a 105 mph basic wind in accordance with the TIA-222-H Standard.
4. Deflections are based upon a 60 mph wind.
5. Tower Risk Category II.
6. Topographic Category 1 with Crest Height of 0.00 ft
7. TOWER RATING: 27.6%
GPD
520 South Main Street Suite 2531
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Job: US-ID-1000 Rexburg
Project: 2019791.ID1000.03
Client: Phoenix Tower International Drawn by: EBoaz App'd:
Code: TIA-222-H Date: 10/07/20 Scale: NTS
Path: T:\PTI\US-ID-1000 (SL01403D)\03 2019791 ID1000 03 PTI TMO SA MA MMap\SA\tnx\US-ID-1000.eri Dwg No. E-7
Feed Line Distribution Chart
0' - 80'
Round Flat App In Face App Out Face Truss Leg
Face A
27.00
0.00
80.00
El
e
v
a
t
i
o
n
(
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t
)
Face B
8.008.00
3.003.003.003.003.00
45.00
Cli
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P
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Sa
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(
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)
Face C
27.00
0.00
80.00
8.008.00
3.003.003.003.003.00
45.00
(4
)
L
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F
5
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A
(
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GPD
520 South Main Street Suite 2531
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Job: US-ID-1000 Rexburg
Project: 2019791.ID1000.03
Client: Phoenix Tower International Drawn by: EBoaz App'd:
Code: TIA-222-H Date: 10/07/20 Scale: NTS
Path: T:\PTI\US-ID-1000 (SL01403D)\03 2019791 ID1000 03 PTI TMO SA MA MMap\SA\tnx\US-ID-1000.eri Dwg No. E-7
Feed Line Plan
Round Flat App In Face App Out Face
(4) LDF5-50A (7/8 FOAM)
(12) LDF5-50A (7/8 FOAM)
(3) 1-3/8" Hybrid Cable
(4) 1-3/8" Hybrid Cable
1-5/8" Hybrid CableLDF4-50A (1/2 FOAM)
ttnnxxTToowweerr Job
US-ID-1000 Rexburg
Page
1 of 8
GPD
520 South Main Street Suite 2531
Project
2019791.ID1000.03
Date
17:12:53 10/07/20
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Phoenix Tower International
Designed by
EBoaz
Tower Input Data
The tower is a monopole.
This tower is designed using the TIA-222-H standard.
The following design criteria apply:
Tower is located in Madison County, Idaho.
Tower base elevation above sea level: 4869.00 ft.
Basic wind speed of 105 mph.
Risk Category II.
Exposure Category C.
Simplified Topographic Factor Procedure for wind speed-up calculations is used.
Topographic Category: 1.
Crest Height: 0.00 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 pole design is 1.05.
Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered.
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules
Consider Moments - Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces
Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA
Use Moment Magnification √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios √ Use Clear Spans For KL/r All Leg Panels Have Same Allowable
√ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation
Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque
Always Use Max Kz √ Use Azimuth Dish Coefficients Include Angle Block Shear Check
Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption
Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption
Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles
Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component √ Include Shear-Torsion Interaction
Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow
SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets
SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs √ Pole Without Linear Attachments
Pole With Shroud Or No Appurtenances
Outside and Inside Corner Radii Are
Known
Tapered Pole Section Geometry
Section Elevation
ft
Section
Length
ft
Splice
Length
ft
Number
of
Sides
Top
Diameter
in
Bottom
Diameter
in
Wall
Thickness
in
Bend
Radius
in
Pole Grade
L1 80.00-27.00 53.00 4.75 18 25.9500 36.5417 0.1875 0.7500 A572-65
(65 ksi) L2 27.00-0.00 31.75 18 35.2174 41.3750 0.2500 1.0000 A572-65
(65 ksi)
ttnnxxTToowweerr Job
US-ID-1000 Rexburg
Page
2 of 8
GPD
520 South Main Street Suite 2531
Project
2019791.ID1000.03
Date
17:12:53 10/07/20
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Phoenix Tower International
Designed by
EBoaz
Tapered Pole Properties
Section Tip Dia.
in
Area
in2
I
in4
r
in
C
in
I/C
in3
J
in4
It/Q
in2
w
in
w/t
L1 26.3214 15.3319 1285.6112 9.1457 13.1826 97.5233 2572.9141 7.6674 4.2372 22.598
37.0765 21.6353 3612.5130 12.9057 18.5632 194.6063 7229.7795 10.8197 6.1013 32.54
L2 36.6576 27.7467 4286.2357 12.4134 17.8905 239.5822 8578.1113 13.8760 5.7583 23.033
41.9747 32.6327 6972.7182 14.5994 21.0185 331.7420 13954.6113 16.3194 6.8420 27.368
Tower
Elevation
ft
Gusset
Area
(per face)
ft2
Gusset
Thickness
in
Gusset Grade Adjust. Factor
Af
Adjust.
Factor
Ar
Weight Mult.
Double Angle
Stitch Bolt
Spacing
Diagonals
in
Double Angle
Stitch Bolt
Spacing
Horizontals
in
Double Angle
Stitch Bolt
Spacing
Redundants
in
L1 80.00-27.00 1 1 1
L2 27.00-0.00 1 1 1
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Sector Exclude
From
Torque
Calculation
Component
Type
Placement
ft
Total
Number
Number
Per Row
Start/End
Position
Width or
Diameter
in
Perimeter
in
Weight
plf
Climbing Pegs B No Surface Ar
(CaAa)
80.00 - 8.00 1 1 0.000
0.000
0.1500 0.31
Feed Line/Linear Appurtenances - Entered As Area
Description Face
or
Leg
Allow
Shield
Exclude From Torque Calculation Component
Type
Placement
ft
Total Number CAAA
ft2/ft
Weight
plf
Safety Line (3/8'') B No No CaAa (Out Of Face) 80.00 - 8.00 1 No Ice 0.04 0.22
LDF5-50A (7/8 FOAM) C No No Inside Pole 80.00 - 3.00 4 No Ice 0.00 0.33 LDF5-50A (7/8 FOAM) C No No Inside Pole 80.00 - 3.00 12 No Ice 0.00 0.33
1-3/8'' Hybrid Cable C No No Inside Pole 80.00 - 3.00 4 No Ice 0.00 0.82
1-5/8'' Hybrid Cable C No No Inside Pole 80.00 - 3.00 1 No Ice 0.00 0.80
LDF4-50A (1/2 FOAM) C No No Inside Pole 45.00 - 3.00 1 No Ice 0.00 0.15
Feed Line/Linear Appurtenances Section Areas
Tower
Section
Tower
Elevation
ft
Face AR
ft2
AF
ft2
CAAA
In Face
ft2
CAAA
Out Face
ft2
Weight
K
L1 80.00-27.00 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.795
0.000
0.000
1.988
0.000
0.00
0.03
0.50
L2 27.00-0.00 A
B C
0.000
0.000 0.000
0.000
0.000 0.000
0.000
0.285 0.000
0.000
0.713 0.000
0.00
0.01 0.23
ttnnxxTToowweerr Job
US-ID-1000 Rexburg
Page
3 of 8
GPD
520 South Main Street Suite 2531
Project
2019791.ID1000.03
Date
17:12:53 10/07/20
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Phoenix Tower International
Designed by
EBoaz
Feed Line Center of Pressure
Section Elevation
ft
CPX
in
CPZ
in
CPX
Ice
in
CPZ
Ice
in
L1 80.00-27.00 0.4143 0.1021 0.2404 0.0592
L2 27.00-0.00 0.2895 0.0714 0.1671 0.0412
Note: For pole sections, center of pressure calculations do not consider feed line shielding.
Shielding Factor Ka
Tower
Section
Feed Line
Record No.
Description Feed Line
Segment Elev.
Ka
No Ice
Ka
Ice
L1 1 Climbing Pegs 27.00 - 80.00 1.0000 1.0000
L2 1 Climbing Pegs 8.00 - 27.00 1.0000 1.0000
User Defined Loads - Seismic
Description Elevation
ft
Offset
From
Centroid
ft
Azimuth
Angle
°
Ev
K
Ehx
K
Ehz
K
Eh
K
Appurtenances @ 80' 80.00 0.00 0.0000 0.08 0.00 0.00 0.47
Appurtenances @ 78.5' 78.50 0.00 0.0000 0.16 0.00 0.00 0.89
Appurtenances @ 77' 77.00 0.00 0.0000 0.07 0.00 0.00 0.41
Appurtenances @ 45' 45.00 0.00 0.0000 0.01 0.00 0.00 0.02
Feedlines from 27' - 80' 53.50 0.00 0.0000 0.04 0.00 0.00 0.13 Feedlines from 0' - 27' 13.50 0.00 0.0000 0.02 0.00 0.00 0.01
Tower Section from 27' - 80' 53.50 0.00 0.0000 0.25 0.00 0.00 0.83 Tower Section from 0' - 27' 13.50 0.00 0.0000 0.24 0.00 0.00 0.12
Discrete Tower Loads
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
6' Lightning Rod C From Leg 0.00 0.00
3.00
0.0000 80.00 No Ice 0.45 0.45 0.01
ANT770F6 A From Leg 0.50 0.0000 80.00 No Ice 1.21 1.21 0.02
ttnnxxTToowweerr Job
US-ID-1000 Rexburg
Page
4 of 8
GPD
520 South Main Street Suite 2531
Project
2019791.ID1000.03
Date
17:12:53 10/07/20
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Phoenix Tower International
Designed by
EBoaz
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
0.00
7.00
2.375'' x 6' mount pipe A From Leg 0.25
0.00
0.50
0.0000 80.00 No Ice 1.43 1.43 0.02
ANT770F6 C From Leg 0.50
0.00
7.00
0.0000 80.00 No Ice 1.21 1.21 0.02
2.375'' x 6' mount pipe C From Leg 0.25
0.00
0.50
0.0000 80.00 No Ice 1.43 1.43 0.02
12' T-Arm - Round (GPD) A From Leg 1.50
0.00 0.00
0.0000 80.00 No Ice 4.70 2.33 0.33
12' T-Arm - Round (GPD) B From Leg 1.50
0.00
0.00
0.0000 80.00 No Ice 4.70 2.33 0.33
12' T-Arm - Round (GPD) C From Leg 1.50
0.00
0.00
0.0000 80.00 No Ice 4.70 2.33 0.33
12' T-Arm - Round (GPD) A From Leg 1.50
0.00
0.00
0.0000 77.00 No Ice 4.70 2.33 0.33
12' T-Arm - Round (GPD) B From Leg 1.50
0.00
0.00
0.0000 77.00 No Ice 4.70 2.33 0.33
12' T-Arm - Round (GPD) C From Leg 1.50
0.00 0.00
0.0000 77.00 No Ice 4.70 2.33 0.33
AIR32 KRD901044-1_B4A_B2P w/ Mount Pipe A From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 6.63 6.31 0.14
AIR32 KRD901044-1_B4A_B2P w/ Mount Pipe B From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 6.63 6.31 0.14
AIR32 KRD901044-1_B4A_B2P w/ Mount Pipe C From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 6.63 6.31 0.14
APXVAARR24_43-U-NA20 w/ Mount Pipe A From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 20.24 10.79 0.16
APXVAARR24_43-U-NA20 w/ Mount Pipe B From Centroid-Leg 3.00
0.00 1.50
0.0000 78.50 No Ice 20.24 10.79 0.16
APXVAARR24_43-U-NA20 w/ Mount Pipe C From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 20.24 10.79 0.16
APX17DWV-17DWV-S-E-A20 w/ Mount Pipe A From Centroid-Leg 3.00
0.00 1.50
0.0000 78.50 No Ice 9.22 4.69 0.08
APX17DWV-17DWV-S-E-A20 w/ Mount Pipe B From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 9.22 4.69 0.08
APX17DWV-17DWV-S-E-A20 w/ Mount Pipe C From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 9.22 4.69 0.08
AIR6449 B41 w/ Mount Pipe A From Centroid-Leg 3.00 0.0000 78.50 No Ice 6.45 3.92 0.13
ttnnxxTToowweerr Job
US-ID-1000 Rexburg
Page
5 of 8
GPD
520 South Main Street Suite 2531
Project
2019791.ID1000.03
Date
17:12:53 10/07/20
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Phoenix Tower International
Designed by
EBoaz
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
0.00
1.50
AIR6449 B41 w/ Mount Pipe B From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 6.45 3.92 0.13
AIR6449 B41 w/ Mount Pipe C From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 6.45 3.92 0.13
Radio 4449 B71+B12 A From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 1.65 1.16 0.07
Radio 4449 B71+B12 B From Centroid-Leg 3.00
0.00 1.50
0.0000 78.50 No Ice 1.65 1.16 0.07
Radio 4449 B71+B12 C From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 1.65 1.16 0.07
Radio 4415 B66A A From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 1.64 0.68 0.04
Radio 4415 B66A B From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 1.64 0.68 0.04
Radio 4415 B66A C From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 1.64 0.68 0.04
RADIO 4424 B25 A From Centroid-Leg 3.00
0.00 1.50
0.0000 78.50 No Ice 1.86 1.32 0.09
RADIO 4424 B25 B From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 1.86 1.32 0.09
RADIO 4424 B25 C From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 1.86 1.32 0.09
TMO Reserved A From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 0.40 1.45 0.00
TMO Reserved B From Centroid-Leg 3.00
0.00
1.50
0.0000 78.50 No Ice 0.40 1.45 0.00
TMO Reserved C From Centroid-Leg 3.00
0.00 1.50
0.0000 78.50 No Ice 0.40 1.45 0.00
Dish Mount C From Face 0.50
0.00
0.00
0.0000 45.00 No Ice 2.92 0.01 0.05
ttnnxxTToowweerr Job
US-ID-1000 Rexburg
Page
6 of 8
GPD
520 South Main Street Suite 2531
Project
2019791.ID1000.03
Date
17:12:53 10/07/20
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Phoenix Tower International
Designed by
EBoaz
Dishes
Description Face
or
Leg
Dish
Type
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
Azimuth
Adjustment
°
3 dB
Beam
Width
°
Elevation
ft
Outside Diameter
ft
Aperture
Area
ft2
Weight
K
4' MW C Paraboloid w/Radome From Face 1.00
0.00
0.00
0.0000 45.00 4.00 No Ice 12.57 0.05
Load Combinations
Comb.
No.
Description
1 Dead Only
2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice
4 1.2 Dead+1.0 Wind 30 deg - No Ice
5 0.9 Dead+1.0 Wind 30 deg - No Ice
6 1.2 Dead+1.0 Wind 60 deg - No Ice
7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice
9 0.9 Dead+1.0 Wind 90 deg - No Ice
10 1.2 Dead+1.0 Wind 120 deg - No Ice
11 0.9 Dead+1.0 Wind 120 deg - No Ice
12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice
14 1.2 Dead+1.0 Wind 180 deg - No Ice
15 0.9 Dead+1.0 Wind 180 deg - No Ice
16 1.2 Dead+1.0 Wind 210 deg - No Ice
17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice
19 0.9 Dead+1.0 Wind 240 deg - No Ice
20 1.2 Dead+1.0 Wind 270 deg - No Ice
21 0.9 Dead+1.0 Wind 270 deg - No Ice
22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice
24 1.2 Dead+1.0 Wind 330 deg - No Ice
25 0.9 Dead+1.0 Wind 330 deg - No Ice
26 Dead+Wind 0 deg - Service
27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service
29 Dead+Wind 90 deg - Service
30 Dead+Wind 120 deg - Service
31 Dead+Wind 150 deg - Service
32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service
34 Dead+Wind 240 deg - Service
35 Dead+Wind 270 deg - Service
36 Dead+Wind 300 deg - Service
37 Dead+Wind 330 deg - Service 38 1.2 Dead+1.0 Ev+1.0 Eh 0 deg
39 0.9 Dead-1.0 Ev+1.0 Eh 0 deg
40 1.2 Dead+1.0 Ev+1.0 Eh 30 deg
41 0.9 Dead-1.0 Ev+1.0 Eh 30 deg
42 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 43 0.9 Dead-1.0 Ev+1.0 Eh 60 deg
44 1.2 Dead+1.0 Ev+1.0 Eh 90 deg
45 0.9 Dead-1.0 Ev+1.0 Eh 90 deg
ttnnxxTToowweerr Job
US-ID-1000 Rexburg
Page
7 of 8
GPD
520 South Main Street Suite 2531
Project
2019791.ID1000.03
Date
17:12:53 10/07/20
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Phoenix Tower International
Designed by
EBoaz
Comb.
No.
Description
46 1.2 Dead+1.0 Ev+1.0 Eh 120 deg
47 0.9 Dead-1.0 Ev+1.0 Eh 120 deg
48 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 49 0.9 Dead-1.0 Ev+1.0 Eh 150 deg
50 1.2 Dead+1.0 Ev+1.0 Eh 180 deg
51 0.9 Dead-1.0 Ev+1.0 Eh 180 deg
52 1.2 Dead+1.0 Ev+1.0 Eh 210 deg
53 0.9 Dead-1.0 Ev+1.0 Eh 210 deg
54 1.2 Dead+1.0 Ev+1.0 Eh 240 deg
55 0.9 Dead-1.0 Ev+1.0 Eh 240 deg
56 1.2 Dead+1.0 Ev+1.0 Eh 270 deg
57 0.9 Dead-1.0 Ev+1.0 Eh 270 deg
58 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 59 0.9 Dead-1.0 Ev+1.0 Eh 300 deg
60 1.2 Dead+1.0 Ev+1.0 Eh 330 deg
61 0.9 Dead-1.0 Ev+1.0 Eh 330 deg
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 80 - 27 3.321 26 0.3401 0.0006
L2 31.75 - 0 0.568 26 0.1576 0.0003
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
80.00 6' Lightning Rod 26 3.321 0.3401 0.0006 78789
78.50 AIR32 KRD901044-1_B4A_B2P w/
Mount Pipe
26 3.218 0.3350 0.0005 78789
77.00 12' T-Arm - Round (GPD) 26 3.114 0.3299 0.0005 78789
53.50 Feedlines from 27' - 80' 26 1.590 0.2465 0.0004 14866
45.00 4' MW 26 1.128 0.2137 0.0004 11255
13.50 Feedlines from 0' - 27' 26 0.156 0.0696 0.0001 19201
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 80 - 27 11.415 2 1.1690 0.0019
L2 31.75 - 0 1.952 2 0.5418 0.0010
ttnnxxTToowweerr Job
US-ID-1000 Rexburg
Page
8 of 8
GPD
520 South Main Street Suite 2531
Project
2019791.ID1000.03
Date
17:12:53 10/07/20
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Phoenix Tower International
Designed by
EBoaz
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
80.00 6' Lightning Rod 2 11.415 1.1690 0.0019 22948
78.50 AIR32 KRD901044-1_B4A_B2P w/
Mount Pipe
2 11.060 1.1514 0.0019 22948
77.00 12' T-Arm - Round (GPD) 2 10.705 1.1337 0.0019 22948
53.50 Feedlines from 27' - 80' 2 5.466 0.8473 0.0015 4329
45.00 4' MW 2 3.877 0.7344 0.0013 3277 13.50 Feedlines from 0' - 27' 2 0.535 0.2393 0.0005 5590
Section Capacity Table
Section
No.
Elevation
ft
Component
Type
Size Critical
Element
P
K
øPallow
K
%
Capacity
Pass
Fail
L1 80 - 27 Pole TP36.5417x25.95x0.1875 1 -9.29 1257.23 27.6 Pass L2 27 - 0 Pole TP41.375x35.2174x0.25 2 -14.03 2004.46 27.4 Pass
Summary ELC: Reserved
Pole (L1) 27.6 Pass Rating = 27.6 Pass
80' Nello Corporation Monopole - Structural Evaluation Site #: US-ID-1000
10/7/2020
APPENDIX C
Additional Calculations
Anchor Rod and Base Plate Stresses, TIA-222-H-1
Overturning Moment = 474.00 k*ft
Axial Force = 14.00 k 100%
Shear Force = 8.00 k Yes
Number of Rods = 6 Location = External
Rod Yield Strength, Fy =75 ksi Plate Strength, Fy =50 ksi
Rod Ultimate Strength, Fu =100 ksi φ =0.9
Rod Circle = 48.5 in Outside Diameter = 54.5 in
Rod Diameter = 2.25 in Plate Thickness = 2.25 in
Rod Projection, lar =0.75 in wcalc = 25.31 in
Is grout present? No wmax = 22.50 in
Max Tension on Rod, Put =75.77 k w = 22.50 in
Max Compression on Rod, Puc =80.43 k Z = 28.48 in3
Shear on Rod, Vu =1.33 k Mu =286.55 k-in
Moment on Rod, Mu =0.00 k-in φMn =1281.45 k-in
Tension Interaction = 9.2% OK BP Capacity = 21.3% OK
Compression Interaction = 28.6% OK
Configuration = None Pole Diameter = 41.375 in
Thickness = 1 in Number of Sides = 18
Width = 5 in Thickness = 0.25 in
Notch = 0.5 in Pole Yield Strength = 65 ksi
Height = 18 in
Stiffener Strength (Fy) =36 ksi
Clear Spacing b/w Stiffeners= 3 in
Weld Info. Known? = No
Vertical Weld Size = 0.3125 in
Horiz. Weld Type = Both
Groove Angle = 45 deg
Groove Size = 0.375 in
Fillet Size = 0.25 in
Weld Strength = 70 ksi
Stiffener Vertical Force = #VALUE!kips
Vert. Weld Capacity =Not Verified
Horiz. Weld Capacity =Not Verified
Stiffener Capacity = #VALUE!
Controlling Capacity = #VALUE! ######
GPD Round Base Plate Stress (Rev H) - V1.1
Stiffeners
US-ID-1000 Rexburg
2019791.ID1000.03
Anchor Rods Base Plate
Pole
Apply TIA-222-H Section 15.5?
Maximum Capacity
T IA
-
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Analysis Method:Equivalent Lateral Force Procedure (Section 2.7.7.1, TIA-222-H)
GPD Job Number 2019791.ID1000.03
Site Name Rexburg
Site Number ID1000
City Rexburg
State ID1000
County Madison
Tower Type Monopole
Base OD 41.375 in Top OD 25.95 in
Base Thickness 0.25 in Top Thickness 0.1875 in
# of Sides 18
Base Elevation 0 ft
Structure Height (ft)80
TL 6 sec (Figures B-19 to B-21, TIA-222-H)
Ss 0.369 (ASCE Hazard Tool)
S1 0.221 (ASCE Hazard Tool)
Site Classification D (Table 2-10, TIA-222-H)
Risk Category II (Table 2-1, TIA-222-H)
Importance Factor (I)1 (Table 2-3, TIA-222-H)
Fa 1.505 (Table 2-11, TIA-222-H, interpolation allowed)
Fv 2.158 (Table 2-12, TIA-222-H, interpolation allowed)
SDS 0.370 (2.7.5, TIA-222-H)
SD1 0.318 (2.7.5, TIA-222-H)
Wt 11.660 Kips
Wu 4.200 Kips
WL 7.460 Kips
g 386.4 in/s2
Iavg 4127.76 in4
E 29000 ksi
Redundancy Factor (ρ)1.0 (2.7.7, TIA-222-H)
f1 0.816 Hz (2.7.7.1.3, TIA-222-H)
R 1.5 (2.7.7.1, TIA-222-H)
Sam 0.260 (2.7.7.2.1, TIA-222-H)
Earthquake LRFD Load Factor 1 (2.3.2, TIA-222-H)
Discrete Appurtenances wz (kips)z (ft)Cvx Fsz Eh (k)Ev (k)
Appurtenances @ 80'1.080 80 0.162 0.4651 0.465 0.080
Appurtenances @ 78.5'2.130 78.5 0.311 0.8939 0.894 0.158
Appurtenances @ 77'0.990 77 0.141 0.4047 0.405 0.073
Appurtenances @ 45'0.100 45 0.007 0.0197 0.020 0.007
Linear Appurtenances
Feedlines from 27' - 80'0.530 53.5 0.046 0.1319 0.132 0.039
Feedlines from 0' - 27'0.240 13.5 0.003 0.0092 0.009 0.018
Structure Components
Tower Section from 27' - 80'3.330 53.5 0.288 0.8289 0.829 0.247
Tower Section from 0' - 27'3.260 13.5 0.043 0.1243 0.124 0.241
Totals 11.660 2.88 0.863
2.88 kips
Wind Base Shear (kip)
8.0
Seismic Base Shear (kip)
2.9
Seismic Calculations (TIA-222-H-1)
Wind and Seismic Base Shear Comparison
Base Shear per the Equivalent Lateral Force Procedure, Vs
Anchor Rod and Base Plate Stresses, TIA-222-H-1
Overturning Moment = 196.00 k*ft
Axial Force = 15.00 k 100%
Shear Force = 3.00 k Yes
Number of Rods = 6
Rod Yield Strength, Fy =75 ksi
Rod Ultimate Strength, Fu =100 ksi
Rod Circle =48.5 in
Rod Diameter =2.25 in
Rod Projection, lar =0.75 in
Is grout present? No
Max Tension on Rod, Put =29.80 k
Max Compression on Rod, Puc =34.80 k
Shear on Rod, Vu =0.50 k
Moment on Rod, Mu =0.00 k-in
Tension Interaction = 1.4% OK
Compression Interaction = 12.3% OK
Configuration =None
Thickness =1 in
Width =5 in
Notch =0.5 in
Height =18 in
Stiffener Strength (Fy) =36 ksi
Clear Spacing b/w Stiffeners= 3 in
Weld Info. Known? = No
Vertical Weld Size = 0.3125 in
Horiz. Weld Type = Both
Groove Angle = 45 deg
Groove Size = 0.375 in
Fillet Size = 0.25 in
Weld Strength = 70 ksi
Stiffener Vertical Force = #VALUE!kips
Vert. Weld Capacity =Not Verified
Horiz. Weld Capacity =Not Verified
Stiffener Capacity = #VALUE!
Controlling Capacity = #VALUE! ######
GPD Round Base Plate Stress (Rev H) - V1.1
Stiffeners
US-ID-1000 Rexburg
2019791.ID1000.03 (seismic)
Anchor Rods
Apply TIA-222-H Section 15.5?
Maximum Capacity
Note: A 1.5 overstrength factor has been applied to the
above reactions per TIA-222-H Section 2.7.9