HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 18-00500 - 36 N Center St - SL01403D/T-Mobile Modification520 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 Todd Rasey
999 Yamato Road, Suite 100 520 South Main Street, Suite 2531
Boca Raton, FL 33431 Akron, OH 44311
(610) 357-8763 (330) 572-2198
trasey@gpdgroup.com
GPD# 2018791.ID1000.02
August 15, 2018
RIGOROUS STRUCTURAL ANALYSIS REPORT
SITE DESIGNATION: PTI Site Number:
PTI Site Name:
TMO Site #:
TMO Site Name:
US-ID-1000
Rexburg
SL01403D
Rexburg City
ANALYSIS CRITERIA: Codes: TIA-222-G & 2015 IBC
115-mph Ultimate (3-second gust) with 0" ice
89-mph Nominal (3-second gust) with 0" ice
SITE DATA: 12 North Main Street, Rexburg, ID 83440, Madison County
Latitude 43° 49' 37.390" N, Longitude 111° 46' 58.649" W
80' Nello Monopole
David Rodriguez,
GPD is pleased to submit this Rigorous 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: 47.5% Pass
Foundation Ratio with Proposed Equipment: 21.0% 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 8/15/2018
80 Ft. Monopole - Structural Evaluation PTI Site #: US-ID-1000
8/15/2018 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 to Phoenix Tower International. This report was commissioned by David
Rodriguez of Phoenix Tower International.
This analysis has been performed in accordance with TIA-222-G and the 2015 International Building Code based upon
an ultimate 3-second gust wind speed of 115 mph converted to a nominal 3-second gust wind speed of 89 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.
The proposed feedlines shall be installed internal to the pole for the analysis results to be considered valid.
TOWER SUMMARY AND RESULTS
Member Capacity Results
Monopole 42.7% Pass
Anchor Rods 47.5% Pass
Base Plate 33.2% Pass
Foundation 21.0% Pass
ANALYSIS METHOD
tnxTower (Version 8.0.2.1), a commercially available software program, was used to create a three-dimensional model
of the tower and calculate primary member stresses for various dead, live, and wind load cases. Selected output from
the analysis is included in Appendix B. The following table details the information provided to complete this structural
analysis. This analysis is based solely on this information and is being completed without the benefit of a detailed site
visit.
DOCUMENTS PROVIDED
Document Remarks Source
Collocation Application PTI T-Mobile Collocation Application, dated 6/15/2018 PTI
Tower Design Nello Drawing #: 133760, dated 9/27/2010 T-Mobile
Tower Design Calculations Nello Sales Order #: 14368, dated 9/28/2010 T-Mobile
Foundation Design Nello Drawing #: 133761, dated 9/28/2010 T-Mobile
Geotechnical Report Terracon Project #: 62084032, dated 11/25/2008 T-Mobile
Previous Structural Analysis GPD #: 2017791.ID1000.01 Rev. 1, dated 1/23/2017 GPD
80 Ft. Monopole - Structural Evaluation PTI Site #: US-ID-1000
8/15/2018 Page 3 of 4
ASSUMPTIONS
This rigorous 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 antenna configuration is as supplied 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. Some assumptions are made regarding antennas and mount sizes and their projected areas based on best
interpretation of data supplied and of best knowledge of antenna type and industry prac tice.
4. 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.
5. The soil parameters are as per data supplied or as assumed and stated in the calculations.
6. Foundations are properly designed and constructed to resist the original design loads indicated in the
documents provided.
7. The tower and structures have been properly maintained in accordance with TIA Standards and/or with
manufacturer’s specifications.
8. All welds and connections are assumed to develop at least the member capacity unless determined otherwise
and explicitly stated in this report.
9. All existing loading was obtained from the previous analysis by GPD (Project #: 2017791.ID1000.01 Rev. 1,
dated 1/23/2017) and the provided collocation application and is assumed to be accurate.
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 Ft. Monopole - Structural Evaluation PTI Site #: US-ID-1000
8/15/2018 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 Rigorous Structural Analysis are limited to a
computer analysis of the tower structure and theoretical capacity of its main structural members. All tower components
have been assumed to only resist dead loads when no other loads are applied. 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 detai led
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 feasibility 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 specified code
recommended 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 be yond the scope of this
report.
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 tr igger
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.
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.
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 Ft. Monopole - Structural Evaluation PTI Site #: US-ID-1000
8/15/2018
APPENDIX A
Tower Analysis Summary Form
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80 Ft. Monopole - Structural Evaluation PTI Site #: US-ID-1000
8/15/2018
APPENDIX B
tnxTower Output File
ttnnxxTToowweerr Job
US-ID-1000 Rexburg
Page
1 of 4
GPD
520 South Main Street Suite 2531
Project
2018791.ID1000.02
Date
16:05:35 08/15/18
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Phoenix Tower International
Designed by
TR
Tower Input Data
The tower is a monopole.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Tower is located in Madison County, Idaho.
Basic wind speed of 89 mph.
Structure Class II.
Exposure Category C.
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.
Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered.
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Sector Component
Type
Placement
ft
Total
Number
Number
Per Row
Start/End
Position
Width or
Diameter
in
Perimeter
in
Weight
plf
Climbing Pegs B 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
Component
Type
Placement
ft
Total
Number
CAAA
ft2/ft
Weight
plf
Safety Line (3/8'') B No CaAa (Out Of
Face)
80.00 - 8.00 1 No Ice 0.04 0.22
**
LDF5-50A (7/8 FOAM) C No Inside Pole 77.00 - 3.00 12 No Ice 0.00 0.33
Hybrid Cable C No Inside Pole 77.00 - 3.00 3 No Ice 0.00 0.82
LDF5-50A (7/8 FOAM) A No Inside Pole 45.00 - 3.00 1 No Ice 0.00 0.33
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
***
ttnnxxTToowweerr Job
US-ID-1000 Rexburg
Page
2 of 4
GPD
520 South Main Street Suite 2531
Project
2018791.ID1000.02
Date
16:05:35 08/15/18
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Phoenix Tower International
Designed by
TR
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
Sabre 12' T-Arm
C10-113-021 (3)
C None 0.0000 77.00 No Ice 11.59 11.59 0.77
AIR 21 w/ Mount Pipe A From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 6.37 5.78 0.11
AIR 21 w/ Mount Pipe B From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 6.37 5.78 0.11
AIR 21 w/ Mount Pipe C From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 6.37 5.78 0.11
AIR 32 w/ Mount Pipe A From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 6.63 6.31 0.14
AIR 32 w/ Mount Pipe B From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 6.63 6.31 0.14
AIR 32 w/ Mount Pipe C From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 6.63 6.31 0.14
APXVAARR24_43-U-NA20
w/ Mount Pipe
A From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 20.24 10.79 0.16
APXVAARR24_43-U-NA20
w/ Mount Pipe
B From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 20.24 10.79 0.16
APXVAARR24_43-U-NA20
w/ Mount Pipe
C From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 20.24 10.79 0.16
RRUS 32 B2 A From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 2.73 1.67 0.05
RRUS 32 B2 B From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 2.73 1.67 0.05
RRUS 32 B2 C From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 2.73 1.67 0.05
RRUS 4449 B71+B12 A From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 1.65 1.16 0.07
RRUS 4449 B71+B12 B From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 1.65 1.16 0.07
RRUS 4449 B71+B12 C From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 1.65 1.16 0.07
RRUS 4415 B66A A From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 1.64 0.68 0.04
RRUS 4415 B66A B From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 1.64 0.68 0.04
RRUS 4415 B66A C From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 1.64 0.68 0.04
TMAT1921B78-21A A From 4.00 0.0000 77.00 No Ice 0.66 0.31 0.02
ttnnxxTToowweerr Job
US-ID-1000 Rexburg
Page
3 of 4
GPD
520 South Main Street Suite 2531
Project
2018791.ID1000.02
Date
16:05:35 08/15/18
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Phoenix Tower International
Designed by
TR
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
Centroid-Le
g
0.00
3.00
TMAT1921B78-21A B From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 0.66 0.31 0.02
TMAT1921B78-21A C From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 0.66 0.31 0.02
TMO Reserved A From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 18.04 15.02 0.17
TMO Reserved B From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 18.04 15.02 0.17
TMO Reserved C From
Centroid-Le
g
4.00
0.00
3.00
0.0000 77.00 No Ice 18.04 15.02 0.17
***
Dish Mount C From Face 0.50
0.00
0.00
0.0000 45.00 No Ice 2.92 0.01 0.04
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
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 4.373 0.4475 0.0008 59664
77.00 Sabre 12' T-Arm C10-113-021 (3) 26 4.101 0.4339 0.0007 59664
45.00 4' MW 26 1.483 0.2808 0.0005 8523
ttnnxxTToowweerr Job
US-ID-1000 Rexburg
Page
4 of 4
GPD
520 South Main Street Suite 2531
Project
2018791.ID1000.02
Date
16:05:35 08/15/18
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Client
Phoenix Tower International
Designed by
TR
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 -7.61 1216.98 42.7 Pass
L2 27 - 0 Pole TP41.375x35.2174x0.25 2 -12.33 2032.69 42.1 Pass
Summary
Pole (L1) 42.7 Pass
RATING = 42.7 Pass
80 Ft. Monopole - Structural Evaluation PTI Site #: US-ID-1000
8/15/2018
APPENDIX C
Tower Elevation Drawing
GPD
520 South Main Street Suite 2531
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Job: US-ID-1000 Rexburg
Project: 2018791.ID1000.02
Client: Phoenix Tower International Drawn by: TR App'd:
Code: TIA-222-G Date: 08/15/18 Scale: NTS
Path:
T:\PTI\US-ID-1000 (SL01403D)\02 2018791 ID1000 02 PTI TMO SA\Rev 0\tnx\US-ID-1000.eri
Dwg No. E-1
80.0 ft
27.0 ft
0.0 ft
REACTIONS - 89 mph WIND
TORQUE 1 kip-ft
12 K
SHEAR
713 kip-ft
MOMENT
12 K
AXIAL
ARE FACTORED
ALL REACTIONS
S
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6' Lightning Rod 80 Sabre 12' T-Arm C10-113-021 (3) 77 AIR 21 w/ Mount Pipe 77 AIR 21 w/ Mount Pipe 77 AIR 21 w/ Mount Pipe 77 AIR 32 w/ Mount Pipe 77 AIR 32 w/ Mount Pipe 77 AIR 32 w/ Mount Pipe 77 APXVAARR24_43-U-NA20 w/ Mount
Pipe
77 APXVAARR24_43-U-NA20 w/ Mount
Pipe
77 APXVAARR24_43-U-NA20 w/ Mount
Pipe
77 RRUS 32 B2 77 RRUS 32 B2 77 RRUS 32 B2 77 RRUS 4449 B71+B12 77 RRUS 4449 B71+B12 77 RRUS 4449 B71+B12 77 RRUS 4415 B66A 77 RRUS 4415 B66A 77 RRUS 4415 B66A 77 TMAT1921B78-21A 77 TMAT1921B78-21A 77 TMAT1921B78-21A 77 TMO Reserved 77 TMO Reserved 77 TMO Reserved 77 Dish Mount 45 4' MW 45DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATION
6' Lightning Rod 80
Sabre 12' T-Arm C10-113-021 (3) 77
AIR 21 w/ Mount Pipe 77
AIR 21 w/ Mount Pipe 77
AIR 21 w/ Mount Pipe 77
AIR 32 w/ Mount Pipe 77
AIR 32 w/ Mount Pipe 77
AIR 32 w/ Mount Pipe 77
APXVAARR24_43-U-NA20 w/ Mount
Pipe
77
APXVAARR24_43-U-NA20 w/ Mount
Pipe
77
APXVAARR24_43-U-NA20 w/ Mount
Pipe
77
RRUS 32 B2 77
RRUS 32 B2 77
RRUS 32 B2 77
RRUS 4449 B71+B12 77
RRUS 4449 B71+B12 77
RRUS 4449 B71+B12 77
RRUS 4415 B66A 77
RRUS 4415 B66A 77
RRUS 4415 B66A 77
TMAT1921B78-21A 77
TMAT1921B78-21A 77
TMAT1921B78-21A 77
TMO Reserved 77
TMO Reserved 77
TMO Reserved 77
Dish Mount 45
4' MW 45
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-G Standard.
3. Tower designed for a 89 mph basic wind in accordance with the TIA-222-G Standard.
4. Deflections are based upon a 60 mph wind.
5. Tower Structure Class II.
6. Topographic Category 1 with Crest Height of 0.00 ft
7. TOWER RATING: 42.7%
GPD
520 South Main Street Suite 2531
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Job: US-ID-1000 Rexburg
Project: 2018791.ID1000.02
Client: Phoenix Tower International Drawn by: TR App'd:
Code: TIA-222-G Date: 08/15/18 Scale: NTS
Path:
T:\PTI\US-ID-1000 (SL01403D)\02 2018791 ID1000 02 PTI TMO SA\Rev 0\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
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n
(
f
t
)
LD
F
5
-
5
0
A
(
7
/
8
F
O
A
M
)
Face B
8.008.00
3.00
77.00
3.00
77.00
3.00
45.00
Cl
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m
b
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n
g
P
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g
s
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t
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L
i
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e
(
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8
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)
Face C
27.00
0.00
80.00
8.008.00
3.00
77.00
3.00
77.00
3.00
45.00
(1
2
)
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(3
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C
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e
GPD
520 South Main Street Suite 2531
Akron, Ohio 44311
Phone: (330) 572-2100
FAX: (330) 572-2101
Job: US-ID-1000 Rexburg
Project: 2018791.ID1000.02
Client: Phoenix Tower International Drawn by: TR App'd:
Code: TIA-222-G Date: 08/15/18 Scale: NTS
Path:
T:\PTI\US-ID-1000 (SL01403D)\02 2018791 ID1000 02 PTI TMO SA\Rev 0\tnx\US-ID-1000.eri
Dwg No. E-7
Feed Line Plan
Round Flat App In Face App Out Face
(12) LDF5-50A (7/8 FOAM)
(3) Hybrid Cable
LDF5-50A (7/8 FOAM)
80 Ft. Monopole - Structural Evaluation PTI Site #: US-ID-1000
8/15/2018
APPENDIX D
Anchor Rod & Base Plate Analysis
Anchor Rod and Base Plate Stresses, TIA-222-G-1
Overturning Moment =713.00 k*ft
Axial Force =12.00 k
Shear Force =12.00 k 105.0%
Location =External
Number of Rods = 6 Plate Strength (Fy) = 50 ksi
φ =0.8 φ =0.9
Rod Ultimate Strength (Fu) =100 ksi Outside Diameter = 54.5 in
Base Plate Detail Type* = d Plate Thickness = 2.25 in
Rod Circle = 48.5 in wcalc = 25.31 in
Rod Diameter = 2.25 in wmax = 22.50 in
Net Tensile Area = 3.25 in2 w = 22.50 in
Max Tension on Rod = 115.48 kips Z = 28.48 in3
Max Compression on Rod = 119.48 kips Mu =425.65 k-in
Pu =119.48 kips
Mn =1281.45 k-in
Vu =2.00 kips BP Capacity = 33.2% OK
η =0.50
Pu + Vu / =123.48
Rnt =260.00 kips Pole Diameter = 41.375 in
Anchor Rod Capacity =47.5%OK Number of Sides =18
Thickness = 0.25 in
Pole Yield Strength =65 ksi
Configuration = None
Thickness = 1 in
Width = 3 in
Notch = 0.75 in
Height = 9 in
Stiffener Strength (Fy) =50 ksi
Clear Spacing b/w Stiffeners= 10 in
Weld Info. Known? = Yes
Vertical Weld Size = 0.375 in
Horiz. Weld Type = Both
Groove Angle = 45 deg
Groove Size = 0.375 in
Fillet Size = 0.3125 in
Weld Strength = 70 ksi
Stiffener Vertical Force = #VALUE!kips
Vert. Weld Capacity = #VALUE! kips
Horiz. Weld Capacity = #VALUE! kips
Stiffener Capacity =#VALUE!kips
Controlling Capacity =#VALUE!###
GPD Round Base Plate Stress (Rev G) - V1.09
Stiffeners
US-ID-1000 Rexburg
2018791.ID1000.02
Anchor Rods Base Plate
Pole
(Section 4.9.9, TIA-222-G-1)
*This analysis assumes the clear distance
from the top of the concrete to the bottom of
the leveling nut is less than the diameter of
the anchor rod. Notify GPD Group
immediately if existing field conditions do not
meet this assumption.
Acceptable Stress
Ratio =
80 Ft. Monopole - Structural Evaluation PTI Site #: US-ID-1000
8/15/2018
APPENDIX E
Foundation Analysis
Caisson Analysis
Mu =713.00 k-ft
Mr =4515.67 k-ft
FS =6.33
Capacity = 21.0% Pass
15.00 ft φMn =5347.48 k-ft
5.00 ft Mu =791.75 k-ft
Min ρ =0.00500
Provided ρ =0.01007 OK
713.00 k-ft Capacity = 14.8% Pass
12.00 k
12.00 k
6 ft
24 ft
0.5 ft
# 9
41
# 4 ft
4 ksi
60 ksi
3 in
Layer Soil Type Thickness
g,g,g,g, pcf Cu, psf φ Kp Top of Layer Bot. of Layer
Layer 1 Sand 5 110 0 1.00 0.00 5.00
Layer 2 Sand 2 115 31 3.12 5.00 7.00
Layer 3 Sand 8 115 35 3.69 7.00 15.00
Layer 4 Sand 16.5 125 35 3.69 15.00 31.50
Layer 5 0.00 31.50 31.50
Layer 6 0.00 31.50 31.50
Layer 7 0.00 31.50 31.50
Layer 8 0.00 31.50 31.50
Layer 9 0.00 31.50 31.50
Layer 10 0.00 31.50 31.50
GPD Caisson Analysis - V1.00
Soil Info
Clear Cover =
General Soil
Modified?No
Shear, V
Reinforcing Summary
Soil Summary (Req. FS=1.33)
US-ID-1000 Rexburg
2018791.ID1000.02
Max Stress Ratio 1.05
Code
Seismic Design Category
General Info
ACI 318-11Concrete Code
TIA-222-G
D
fy =
Reactions
Pier Information
fc' =
Ground Water
Pier Diameter
Pier Length Below Grade
Moment, M
Axial, P
Soil Depth to Neglect
Vertical Bar Quantity
Tie Size
Distance Above Grade
Vertical Bar Size
Reinforcing Known?Yes
V
P
M
HG
D
Diameter