structural analysis report - townofnagshead.net
TRANSCRIPT
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STRUCTURAL ANALYSIS REPORT
ACGI JOB #11-6405
175’ Monopole Tower Verizon Site – NF126 – Nags Head
5401 S. Croatan Highway Nags Head, NC 27959
For
F.C.I. Towers, Inc. Virginia Beach, VA
9221 Lyndon B. Johnson Freeway, Suite 204, Dallas, TX 75243 Tel: 972-231-8893, Fax: 972-231-8033
www.allprocgi.com
July 14, 2010 November 17, 2011 - Revised for (18) Coaxes
______________________ Approved By: 11/17/2011 Joji George, P.E.
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11-6405 - VZW Nags Head
9221 Lyndon B. Johnson Freeway, Suite 204, Dallas, TX 75243 Tel: 972-231-8893, Fax: 888-364-8375 This report is not to be reproduced or copied in whole or in part without the written consent of ACGI. ©
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TABLE OF CONTENTS ANALYSIS SUMMARY ................................................................................................... 3 SCOPE & SOURCE OF INFORMATION ........................................................................ 3
SOURCE OF INFORMATION ...................................................................................... 3 ANALYSIS METHODS & DATA .................................................................................... 3
SITE DATA .................................................................................................................... 4 TOWER DATA .............................................................................................................. 4 TOWER HISTORY ........................................................................................................ 4 EXISTING TOWER LOAD DESCRIPTION ................................................................ 5
CONCLUSIONS................................................................................................................. 6 RESULT SUMMARY - TOWER .................................................................................. 6
RECOMMENDATIONS .................................................................................................... 7 DISCLAIMER .................................................................................................................... 8 APPENDIX ......................................................................................................................... 9
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11-6405 - VZW Nags Head
9221 Lyndon B. Johnson Freeway, Suite 204, Dallas, TX 75243 Tel: 972-231-8893, Fax: 888-364-8375 This report is not to be reproduced or copied in whole or in part without the written consent of ACGI. ©
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1. ANALYSIS SUMMARY The existing 175’ Monopole Tower located in Nags Head, NC was reanalyzed for the existing and proposed antenna loads as authorized by F.C.I. Towers, Inc. Based on the results of the analysis, the existing tower with loading mentioned on page 5 is found to be in compliance with TIA/EIA-222-G, Structural Standards for Steel Antenna Towers and Antenna Supporting Structures for 130 mph (3-sec. wind gust) and 2009 North Carolina State Building Code and IBC2006. 2. SCOPE & SOURCE OF INFORMATION The purpose of this structural reanalysis is to determine whether the existing structure is capable of supporting the proposed and existing loading as noted on page #5 of this report with the T-Mobile coax installed outside the monopole.
SOURCE OF INFORMATION Tower Data: F.C.I. Towers,
Inc. Tower data as per original Structural Design Report by Sabre Towers & Poles, ref job #08-01164, dated 01/29/2008 and Structural Analysis by Allpro Consulting Group, Inc, ACGI #10-1797, dated 07/14/2010.
Foundation Data: F.C.I. Towers, Inc.
Foundation data as per original Structural Design Report by Sabre Towers & Poles, ref job #08-01164, dated 01/29/2008.
Soil Data: F.C.I. Towers, Inc.
Soil Data as per geotechnical report by GET Solutions, Inc., ref job #EC07-192G, dated 06/12/2007.
Loading Data: F.C.I. Towers, Inc.
Existing antenna loads as per Tower Mapping by Tim Miles with F.C.I. Towers, Inc., dated 06/08/2010 and Structural Analysis by Allpro Consulting Group, Inc, ACGI #10-1797, dated 07/14/2010.
Authorization: F.C.I. Towers, Inc.
Jason Hamill
3. ANALYSIS METHODS & DATA The analysis was performed in accordance with Telecommunication Industry Association specification TIA/EIA-222-G. The tower was modeled using RISA Tower, a 3-D finite element program. RISA Tower is a general-purpose modeling, analysis, and design
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11-6405 - VZW Nags Head
9221 Lyndon B. Johnson Freeway, Suite 204, Dallas, TX 75243 Tel: 972-231-8893, Fax: 888-364-8375 This report is not to be reproduced or copied in whole or in part without the written consent of ACGI. ©
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program created specifically for communication towers using the EIA-222-C, EIA-222-D, or TIA/EIA-222-F standards. The 3-D model included the tower, with existing appurtenances and all proposed loads.
SITE DATA Site Name: Verizon – Nags Head Client Site Number: NF126 City, State: Nags Head, NC County: Dare County, NC Code Wind Load Requirement: TIA -222-G / IBC2006 / 2009 North Carolina State
Building Code – 130 mph 3-Sec gust wind or 30 mph with 0.25” ice. Structure Class II. Exposure Category C. Topographic Category 1.
Owner Wind Load Requirement: N/A Wind Load Used: TIA -222-G / IBC2006 / 2009 North Carolina State
Building Code – 130 mph 3-Sec gust wind or 30 mph with 0.25” ice. Structure Class II. Exposure Category C. Topographic Category 1.
TOWER DATA
Tower Type: 18 sided slip joined Monopole Steel Tower Height: 175’ / 174’ total pole length Cross Section: 18 sided Steel Strength: 65 ksi Type of Foundation: Drilled Pier Tower Owner: -
TOWER HISTORY Tower Manufacturer / Model: Sabre Towers & Poles Date of Manufacture: 2008 Previous Modifications: Unknown Original Design Code Reqts: EIA/TIA-222-G 130 mph / 30 mph + 0.25” ice
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11-6405 - VZW Nags Head
9221 Lyndon B. Johnson Freeway, Suite 204, Dallas, TX 75243 Tel: 972-231-8893, Fax: 888-364-8375 This report is not to be reproduced or copied in whole or in part without the written consent of ACGI. ©
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PROPOSED VERIZON LOAD CONFIGURATION
ELEV. LOADING TYPE AZ. (deg)
TX. LINE TENANT
161’
Proposed (6) LPA-80063/8-2 Panel Antennas + (3) BXA-185063/12-2 Panel
Antennas + (3) BXA-70063/8-2 Panel Antennas mounted on Existing T-Frame
mounts
- (P) (18) 1 5/8” Coax
Internal
Verizon
EXISTING TOWER LOAD DESCRIPTION
ELEV. LOADING TYPE AZ. (deg)
TX. LINE TENANT
171’±
Existing (6) 5’ Panel Antennas mounted on (3) existing T-Frame mounts
- (12) 1 5/8” Internal
AT&T
151’±
Existing (6) 6’ Panel Antennas mounted on (3) existing T-Frame mounts
- (6) 1 5/8” Internal
nTelos
110’ ±
Existing (1) 4’ Whip antenna mounted on (1) standoff mount
- (1) 1 5/8” Internal
-
Notes:
1. Certain conservative assumptions were taken on the area of the mounts. 2. Shielding on TX lines is taken as to best represent the conditions that were conveyed to ACGI in
the data provided or as per site inspection. 3. ACGI should be notified of any discrepancies found in the data listed in this report.
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11-6405 - VZW Nags Head
9221 Lyndon B. Johnson Freeway, Suite 204, Dallas, TX 75243 Tel: 972-231-8893, Fax: 888-364-8375 This report is not to be reproduced or copied in whole or in part without the written consent of ACGI. ©
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4. CONCLUSIONS
RESULT SUMMARY - TOWER Monopole MAX. STRESS SUMMARY 174’ – 144.5’ 144.5’ – 94.5’ 94.5’ – 46.25’ 46.25’ – 0’
61.5 % 84.2 % 84.0 % 79.1 %
Pass Pass Pass Pass
Base plate / Anchor bolts
93.3 % - OK, In Code Compliance
Foundation Foundation is in compliance when comparing to original design reactions: Moment (kip-ft) : 6633 < 6968.33 Axial (kips) : 50 < 69.801 Shear (kips) : 58 < 62.044
Pass Pass Pass
As per the results of the analysis, existing tower is capable of withstanding the proposed and existing antenna loads. Maximum tower member stresses are below 100%, making it acceptable under the TIA/EIA-222-G/2009 North Carolina State Building Code/IBC2006 code requirements. Based on review of tower foundation data and comparisons of the original design reactions with the current reactions, the foundation is satisfactory for the new reactions.
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11-6405 - VZW Nags Head
9221 Lyndon B. Johnson Freeway, Suite 204, Dallas, TX 75243 Tel: 972-231-8893, Fax: 888-364-8375 This report is not to be reproduced or copied in whole or in part without the written consent of ACGI. ©
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5. RECOMMENDATIONS The existing tower is recommended for the proposed additional loads. No additional loads except as mentioned in this report should be added to the tower without further structural analysis.
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11-6405 - VZW Nags Head
9221 Lyndon B. Johnson Freeway, Suite 204, Dallas, TX 75243 Tel: 972-231-8893, Fax: 888-364-8375 This report is not to be reproduced or copied in whole or in part without the written consent of ACGI. ©
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6. DISCLAIMER Installation procedures and related loading are not within the scope of this analysis. A contractor experienced in similar work should perform all installation work. The engineering services provided by Allpro Consulting Group, Inc. (ACGI) are limited to the computer analysis and calculations of the structure with the proposed and existing loads. This analysis is considered void if the loading mentioned in this report is changed or is different as installed. It is assumed that the existing structure is properly maintained and is in good condition free of any defects. Scope of this analysis does not include existing connections, except as noted in this report. ACGI does not make any warranties, expressed or implied in connection with this engineering analysis report and disclaims any liability arising from deficiencies or any existing conditions of the original structure. ACGI will not be responsible for consequential or incidental damages sustained by any parties as a result of any data or conclusions included in this Report. The maximum liability of ACGI pursuant to this report shall be limited to the consulting fee received for the preparation of the report.
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11-6405 - VZW Nags Head
9221 Lyndon B. Johnson Freeway, Suite 204, Dallas, TX 75243 Tel: 972-231-8893, Fax: 888-364-8375 This report is not to be reproduced or copied in whole or in part without the written consent of ACGI. ©
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APPENDIX
TOWER ELEVATION PROFILE
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Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite 204
Dallas, TX 75243 Phone: (972) 231-8893 FAX: (866) 364-8375
Job: 11- 6405 - 175' Monopole S.A. Project: Nags Head, NC - NF126 Client: F.C.I. Towers, Inc. Drawn by: gshrestha App'd:
Code: TIA-222-G Date: 11/17/11 Scale: NTS Path:
P:\2011\Structural\Tower\11-6405 VZW Nags Head\Tnx Tower\11-6405 # VZW Nags Head.eri Dwg No. E-1
174.0 ft
144.5 ft
94.5 ft
46.3 ft
0.0 ft
REACTIONS - 130 mph WINDTORQUE 10 kip-ft
58 KSHEAR
6633 kip-ftMOMENT
50 KAXIAL
30 mph WIND - 0.2500 in ICETORQUE 0 kip-ft
3 KSHEAR
329 kip-ftMOMENT
58 KAXIAL
ARE FACTOREDALL REACTIONS
Sec
tion
12
34
Len
gth
(ft)
29.5
053
.50
53.5
053
.25
Num
ber o
f Sid
es18
1818
18
Thi
ckne
ss (i
n)0.
1875
0.31
250.
3750
0.43
75
Soc
ket L
engt
h (ft
)3.
505.
257.
00
Top
Dia
(in)
18.5
000
25.8
633
39.5
931
52.6
774
Bot
Dia
(in)
27.2
800
41.7
800
55.5
100
68.5
200
Gra
deA
572-
65
Wei
ght (
K)
1.4
6.1
10.2
15.1
32.8
(E) Lightning Rod 174(E) T-Frame w/ handrails (ATT) 171(E) T-Frame w/ handrails (ATT) 171(E) T-Frame w/ handrails (ATT) 171(2) (E) 5' Panel Antennas (ATT) 171(2) (E) 5' Panel Antennas (ATT) 171(2) (E) 5' Panel Antennas (ATT) 171(E) T-Frame w/ handrails (Verizon) 161(E) T-Frame w/ handrails (Verizon) 161(E) T-Frame w/ handrails (Verizon) 161(2) (P) LPA-80063/8-2 (Verizon) 161(P) BXA-185063/12-2 (Verizon) 161(P) BXA-70063/8-2 (Verizon) 161(2) (P) LPA-80063/8-2 (Verizon) 161(P) BXA-185063/12-2 (Verizon) 161(P) BXA-70063/8-2 (Verizon) 161(2) (P) LPA-80063/8-2 (Verizon) 161(P) BXA-185063/12-2 (Verizon) 161(P) BXA-70063/8-2 (Verizon) 161(E) T-Frame w/ handrails (nTelos) 149(E) T-Frame w/ handrails (nTelos) 149(2) (E) 6' Panel Antennas (nTelos) 149(2) (E) 6' Panel Antennas (nTelos) 149(2) (E) 6' Panel Antennas (nTelos) 149(E) T-Frame w/ handrails (nTelos) 149(E) Whip Mount 110(E) 4' Whip Antenna 110DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION
(E) Lightning Rod 174(E) T-Frame w/ handrails (ATT) 171(E) T-Frame w/ handrails (ATT) 171(E) T-Frame w/ handrails (ATT) 171(2) (E) 5' Panel Antennas (ATT) 171(2) (E) 5' Panel Antennas (ATT) 171(2) (E) 5' Panel Antennas (ATT) 171(E) T-Frame w/ handrails (Verizon) 161(E) T-Frame w/ handrails (Verizon) 161(E) T-Frame w/ handrails (Verizon) 161(2) (P) LPA-80063/8-2 (Verizon) 161(P) BXA-185063/12-2 (Verizon) 161(P) BXA-70063/8-2 (Verizon) 161(2) (P) LPA-80063/8-2 (Verizon) 161
(P) BXA-185063/12-2 (Verizon) 161(P) BXA-70063/8-2 (Verizon) 161(2) (P) LPA-80063/8-2 (Verizon) 161(P) BXA-185063/12-2 (Verizon) 161(P) BXA-70063/8-2 (Verizon) 161(E) T-Frame w/ handrails (nTelos) 149(E) T-Frame w/ handrails (nTelos) 149(2) (E) 6' Panel Antennas (nTelos) 149(2) (E) 6' Panel Antennas (nTelos) 149(2) (E) 6' Panel Antennas (nTelos) 149(E) T-Frame w/ handrails (nTelos) 149(E) Whip Mount 110(E) 4' Whip Antenna 110
MATERIAL STRENGTHGRADE GRADEFy FyFu Fu
A572-65 65 ksi 80 ksi
TOWER DESIGN NOTES1. Tower is located in Dare County, North Carolina.2. Tower designed for Exposure C to the TIA-222-G Standard.3. Tower designed for a 130 mph basic wind in accordance with the TIA-222-G Standard.4. Tower is also designed for a 30 mph basic wind with 0.25 in ice. Ice is considered to increase
in thickness with height.5. Deflections are based upon a 60 mph wind.6. Tower Structure Class II.7. Topographic Category 1 with Crest Height of 0.00 ft8. Tower in code compliance with IBC 2006 and 2009 North Carolina State Building Code.9. TOWER RATING: 93.3%
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11-6405 - VZW Nags Head
9221 Lyndon B. Johnson Freeway, Suite 204, Dallas, TX 75243 Tel: 972-231-8893, Fax: 888-364-8375 This report is not to be reproduced or copied in whole or in part without the written consent of ACGI. ©
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MISCELLANEOUS PLOTS
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Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite 204
Dallas, TX 75243 Phone: (972) 231-8893 FAX: (866) 364-8375
Job: 11- 6405 - 175' Monopole S.A. Project: Nags Head, NC - NF126 Client: F.C.I. Towers, Inc. Drawn by: gshrestha App'd:
Code: TIA-222-G Date: 11/17/11 Scale: NTS Path:
P:\2011\Structural\Tower\11-6405 VZW Nags Head\Tnx Tower\11-6405 # VZW Nags Head.eri Dwg No. E-3
<- Minimum -0 Maximum ->
<- Minimum -0 Maximum ->
-5000
-5000
-10000
-10000
5000
5000
10000
10000
TIA-222-G - 130 mph/30 mph 0.2500 in Ice Exposure CLeg Capacity Leg Compression (K)
174.00 174.00
144.50 144.50
94.50 94.50
46.25 46.25
0.00 0.00
Elev
atio
n (ft
)
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Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite 204
Dallas, TX 75243 Phone: (972) 231-8893 FAX: (866) 364-8375
Job: 11- 6405 - 175' Monopole S.A. Project: Nags Head, NC - NF126 Client: F.C.I. Towers, Inc. Drawn by: gshrestha App'd:
Code: TIA-222-G Date: 11/17/11 Scale: NTS Path:
P:\2011\Structural\Tower\11-6405 VZW Nags Head\Tnx Tower\11-6405 # VZW Nags Head.eri Dwg No. E-4
0
0
50
50
100
100
Global Mast Shear (K)174.00
144.50
94.50
46.25
0.00
Elev
atio
n (ft
)
0
0
5000
5000
10000
10000
Global Mast Moment (kip-ft)174.00
144.50
94.50
46.25
0.00
TIA-222-G - 130 mph/30 mph 0.2500 in Ice Exposure C Maximum ValuesVx Vz Mx Mz
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Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite 204
Dallas, TX 75243 Phone: (972) 231-8893 FAX: (866) 364-8375
Job: 11- 6405 - 175' Monopole S.A. Project: Nags Head, NC - NF126 Client: F.C.I. Towers, Inc. Drawn by: gshrestha App'd:
Code: TIA-222-G Date: 11/17/11 Scale: NTS Path:
P:\2011\Structural\Tower\11-6405 VZW Nags Head\Tnx Tower\11-6405 # VZW Nags Head.eri Dwg No. E-5
TIA-222-G - Service - 60 mph Maximum Values
0
0
5
5
10
10
15
15
20
20
Deflection (in)174.00
144.50
94.50
46.25
0.00
Elev
atio
n (ft
)
0
0
0.5
0.5
1
1
Tilt (deg)0
0
0.05
0.05
0.1
0.1
Twist (deg)174.00
144.50
94.50
46.25
0.00
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Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite 204
Dallas, TX 75243 Phone: (972) 231-8893 FAX: (866) 364-8375
Job: 11- 6405 - 175' Monopole S.A. Project: Nags Head, NC - NF126 Client: F.C.I. Towers, Inc. Drawn by: gshrestha App'd:
Code: TIA-222-G Date: 11/17/11 Scale: NTS Path:
P:\2011\Structural\Tower\11-6405 VZW Nags Head\Tnx Tower\11-6405 # VZW Nags Head.eri Dwg No. E-7
Feedline Distribution Chart0' - 174'
Round Flat App In Face App Out Face Truss Leg
Face A
144.50
94.50
46.25
0.00
174.00
Elev
atio
n (ft
)
Face B171.00
151.00
110.00
161.00
Face C
144.50
94.50
46.25
0.00
174.00
171.00
151.00
110.00
161.00
(12)
(E) 1
5/8
" Coa
x (A
T&T)
(6) (
E) 1
5/8
" Coa
x (n
Telo
s)
(E) 1
5/8
" Coa
x
(18)
(P) 1
5/8
" Coa
x (V
eriz
on)
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Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite 204
Dallas, TX 75243 Phone: (972) 231-8893 FAX: (866) 364-8375
Job: 11- 6405 - 175' Monopole S.A. Project: Nags Head, NC - NF126 Client: F.C.I. Towers, Inc. Drawn by: gshrestha App'd:
Code: TIA-222-G Date: 11/17/11 Scale: NTS Path:
P:\2011\Structural\Tower\11-6405 VZW Nags Head\Tnx Tower\11-6405 # VZW Nags Head.eri Dwg No. F-1
73.3
800
in
54.7
500
in
2.00
00 in
75.3750 in
84.0
000
in
FOUNDATION NOTES1. Plate thickness is 3.0000 in.2. Plate grade is A633-60.3. Anchor bolt grade is A615-75.4. f'c is 3 ksi.
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11-6405 - VZW Nags Head
9221 Lyndon B. Johnson Freeway, Suite 204, Dallas, TX 75243 Tel: 972-231-8893, Fax: 888-364-8375 This report is not to be reproduced or copied in whole or in part without the written consent of ACGI. ©
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CALCULATION PRINTOUT
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ttnnxxTToowweerr Job 11- 6405 - 175' Monopole S.A.
Page 1 of 10
Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite
204
Project Nags Head, NC - NF126
Date 13:51:17 11/17/11
Dallas, TX 75243 Phone: (972) 231-8893 FAX: (866) 364-8375
Client F.C.I. Towers, Inc.
Designed by gshrestha
Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply:
Tower is located in Dare County, North Carolina. Basic wind speed of 130 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.2500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50 °F. Deflections calculated using a wind speed of 60 mph. Tower in code compliance with IBC 2006 and 2009 North Carolina State Building Code.. 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, feedline supports, and appurtenance mounts are not considered.
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 √ Calculate Redundant Bracing Forces Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA √ Use Code Stress Ratios √ Use Clear Spans For KL/r SR Leg Bolts Resist Compression √ 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 Consider Feedline Torque Use Special Wind Profile √ Project Wind Area of Appurt. 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 √ Secondary Horizontal Braces Leg 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
Tapered Pole Section Geometry Section Elevation
ft
Section Length
ft
Splice Length
ft
Numberof
Sides
Top Diameter
in
Bottom Diameter
in
Wall Thickness
in
Bend Radius
in
Pole Grade
L1 174.00-144.50 29.50 3.50 18 18.5000 27.2800 0.1875 0.7500 A572-65 (65 ksi)
L2 144.50-94.50 53.50 5.25 18 25.8633 41.7800 0.3125 1.2500 A572-65 (65 ksi)
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ttnnxxTToowweerr Job 11- 6405 - 175' Monopole S.A.
Page 2 of 10
Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite
204
Project Nags Head, NC - NF126
Date 13:51:17 11/17/11
Dallas, TX 75243 Phone: (972) 231-8893 FAX: (866) 364-8375
Client F.C.I. Towers, Inc.
Designed by gshrestha
Section Elevation
ft
Section Length
ft
Splice Length
ft
Numberof
Sides
Top Diameter
in
Bottom Diameter
in
Wall Thickness
in
Bend Radius
in
Pole Grade
L3 94.50-46.25 53.50 7.00 18 39.5931 55.5100 0.3750 1.5000 A572-65 (65 ksi)
L4 46.25-0.00 53.25 18 52.6774 68.5200 0.4375 1.7500 A572-65 (65 ksi)
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 18.7854 10.8982 461.7305 6.5009 9.3980 49.1307 924.0685 5.4501 2.9260 15.605 27.7008 16.1234 1495.1780 9.6178 13.8582 107.8909 2992.3233 8.0632 4.4713 23.847
L2 27.3196 25.3432 2090.2978 9.0705 13.1386 159.0964 4183.3460 12.6740 4.0019 12.806 42.4245 41.1306 8935.4814 14.7210 21.2242 421.0036 17882.7203 20.5692 6.8033 21.77
L3 41.7899 46.6793 9070.5716 13.9224 20.1133 450.9741 18153.0786 23.3441 6.3084 16.822 56.3663 65.6244 25203.3214 19.5729 28.1991 893.7640 50439.8059 32.8185 9.1098 24.293
L4 55.6048 72.5416 25010.9256 18.5452 26.7601 934.6341 50054.7613 36.2777 8.5012 19.431 69.5770 94.5411 55364.1854 24.1693 34.8082 1590.5519 110801.220
4 47.2795 11.2895 25.805
Tower
Elevation
ft
Gusset Area
(per face)
ft2
Gusset Thickness
in
Gusset Grade Adjust. FactorAf
Adjust. Factor
Ar
Weight Mult.
Double Angle Stitch Bolt Spacing
Diagonals in
Double Angle Stitch Bolt Spacing
Horizontals in
L1 174.00-144.50
1 1 1
L2 144.50-94.50
1 1 1
L3 94.50-46.25 1 1 1 L4 46.25-0.00 1 1 1
Monopole Base Plate Data
Base Plate Data Base plate is square √ Base plate is grouted Anchor bolt grade A615-75 Anchor bolt size 2.2500 in Number of bolts 20 Embedment length 84.0000 in f'c 3 ksi Grout space 2.0000 in Base plate grade A633-60 Base plate thickness 3.0000 in Bolt circle diameter 75.3750 in Outer diameter 73.3800 in Inner diameter 54.7500 in Corner clippled 15.0000 in Base plate type Plain Plate
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ttnnxxTToowweerr Job 11- 6405 - 175' Monopole S.A.
Page 3 of 10
Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite
204
Project Nags Head, NC - NF126
Date 13:51:17 11/17/11
Dallas, TX 75243 Phone: (972) 231-8893 FAX: (866) 364-8375
Client F.C.I. Towers, Inc.
Designed by gshrestha
Feed Line/Linear Appurtenances - Entered As Area
Description Face or
Leg
Allow Shield
Component Type
Placement
ft
Total Number
CAAA
ft2/ft
Weight
klf (E) 1 5/8'' Coax
(AT&T) C No Inside Pole 171.00 - 0.00 12 No Ice
1/2'' Ice 0.00 0.00
0.00 0.00
(E) 1 5/8'' Coax (nTelos)
C No Inside Pole 151.00 - 0.00 6 No Ice 1/2'' Ice
0.00 0.00
0.00 0.00
(E) 1 5/8'' Coax C No Inside Pole 110.00 - 0.00 1 No Ice 1/2'' Ice
0.00 0.00
0.00 0.00
*** (P) 1 5/8'' Coax
(Verizon) C No Inside Pole 161.00 - 0.00 18 No Ice
1/2'' Ice 0.00 0.00
0.00 0.00
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 174.00-144.50 A
B C
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.00 0.00 0.68
L2 144.50-94.50 A B C
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.00 0.00 1.89
L3 94.50-46.25 A B C
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.00 0.00 1.86
L4 46.25-0.00 A B C
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.00 0.00 1.78
Feed Line/Linear Appurtenances Section Areas - With Ice Tower Section
Tower Elevation
ft
Face or
Leg
Ice Thickness
in
AR
ft2
AF
ft2
CAAA
In Face ft2
CAAA
Out Face ft2
Weight
K L1 174.00-144.50 A
B C
0.585 0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.00 0.00 0.68
L2 144.50-94.50 A B C
0.568 0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.00 0.00 1.89
L3 94.50-46.25 A B C
0.539 0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.00 0.00 1.86
L4 46.25-0.00 A B C
0.483 0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.00 0.00 1.78
Shielding Factor Ka
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ttnnxxTToowweerr Job 11- 6405 - 175' Monopole S.A.
Page 4 of 10
Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite
204
Project Nags Head, NC - NF126
Date 13:51:17 11/17/11
Dallas, TX 75243 Phone: (972) 231-8893 FAX: (866) 364-8375
Client F.C.I. Towers, Inc.
Designed by gshrestha
Tower Section
Feed Line Record No.
Description Feed Line Segment Elev.
Ka No Ice
Ka Ice
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
(E) Lightning Rod C From Leg 0.00 5.00 0.00
0.0000 174.00 No Ice 1/2'' Ice
1.00 2.02
1.00 2.02
0.04 0.05
* (E) T-Frame w/ handrails
(AT&T) A None 0.0000 171.00 No Ice
1/2'' Ice7.30 10.00
7.30 10.00
0.25 0.34
(E) T-Frame w/ handrails (AT&T)
B None 0.0000 171.00 No Ice 1/2'' Ice
7.30 10.00
7.30 10.00
0.25 0.34
(E) T-Frame w/ handrails (AT&T)
C None 0.0000 171.00 No Ice 1/2'' Ice
7.30 10.00
7.30 10.00
0.25 0.34
(2) (E) 5' Panel Antennas (AT&T)
A From Leg 3.00 0.00 0.00
0.0000 171.00 No Ice 1/2'' Ice
4.67 5.00
3.50 3.80
0.03 0.05
(2) (E) 5' Panel Antennas (AT&T)
B From Leg 3.00 0.00 0.00
0.0000 171.00 No Ice 1/2'' Ice
4.67 5.00
3.50 3.80
0.03 0.05
(2) (E) 5' Panel Antennas (AT&T)
C From Leg 3.00 0.00 0.00
0.0000 171.00 No Ice 1/2'' Ice
4.67 5.00
3.50 3.80
0.03 0.05
** (E) T-Frame w/ handrails
(Verizon) A None 0.0000 161.00 No Ice
1/2'' Ice7.30 10.00
7.30 10.00
0.25 0.34
(E) T-Frame w/ handrails (Verizon)
B None 0.0000 161.00 No Ice 1/2'' Ice
7.30 10.00
7.30 10.00
0.25 0.34
(E) T-Frame w/ handrails (Verizon)
C None 0.0000 161.00 No Ice 1/2'' Ice
7.30 10.00
7.30 10.00
0.25 0.34
*** (E) T-Frame w/ handrails
(nTelos) A None 0.0000 149.00 No Ice
1/2'' Ice7.30 10.00
7.30 10.00
0.25 0.34
(E) T-Frame w/ handrails (nTelos)
B None 0.0000 149.00 No Ice 1/2'' Ice
7.30 10.00
7.30 10.00
0.25 0.34
(E) T-Frame w/ handrails (nTelos)
C None 0.0000 149.00 No Ice 1/2'' Ice
7.30 10.00
7.30 10.00
0.25 0.34
(2) (E) 6' Panel Antennas (nTelos)
A From Leg 3.00 0.00 0.00
0.0000 149.00 No Ice 1/2'' Ice
5.60 5.99
4.00 4.30
0.03 0.06
(2) (E) 6' Panel Antennas (nTelos)
A From Leg 3.00 0.00 0.00
0.0000 149.00 No Ice 1/2'' Ice
5.60 5.99
4.00 4.30
0.03 0.06
(2) (E) 6' Panel Antennas (nTelos)
A From Leg 3.00 0.00 0.00
0.0000 149.00 No Ice 1/2'' Ice
5.60 5.99
4.00 4.30
0.03 0.06
**** (E) 4' Whip Antenna C From Leg 3.00
0.00 2.00
0.0000 110.00 No Ice 1/2'' Ice
1.40 2.00
1.40 2.00
0.05 0.07
(E) Whip Mount C None 0.0000 110.00 No Ice 1/2'' Ice
1.50 2.50
1.50 2.50
0.05 0.07
*****
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ttnnxxTToowweerr Job 11- 6405 - 175' Monopole S.A.
Page 5 of 10
Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite
204
Project Nags Head, NC - NF126
Date 13:51:17 11/17/11
Dallas, TX 75243 Phone: (972) 231-8893 FAX: (866) 364-8375
Client F.C.I. Towers, Inc.
Designed by gshrestha
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
(2) (P) LPA-80063/8-2 (Verizon)
A From Leg 3.00 0.00 0.00
0.0000 161.00 No Ice 1/2'' Ice
13.97 14.50
12.13 12.65
0.04 0.06
(P) BXA-185063/12-2 (Verizon)
A From Leg 3.00 0.00 0.00
0.0000 161.00 No Ice 1/2'' Ice
4.29 4.68
2.89 3.26
0.01 0.03
(P) BXA-70063/8-2 (Verizon)
A From Leg 3.00 0.00 0.00
0.0000 161.00 No Ice 1/2'' Ice
10.30 10.82
4.69 5.18
0.02 0.05
(2) (P) LPA-80063/8-2 (Verizon)
B From Leg 3.00 0.00 0.00
0.0000 161.00 No Ice 1/2'' Ice
13.97 14.50
12.13 12.65
0.04 0.06
(P) BXA-185063/12-2 (Verizon)
B From Leg 3.00 0.00 0.00
0.0000 161.00 No Ice 1/2'' Ice
4.29 4.68
2.89 3.26
0.01 0.03
(P) BXA-70063/8-2 (Verizon)
B From Leg 3.00 0.00 0.00
0.0000 161.00 No Ice 1/2'' Ice
10.30 10.82
4.69 5.18
0.02 0.05
(2) (P) LPA-80063/8-2 (Verizon)
C From Leg 3.00 0.00 0.00
0.0000 161.00 No Ice 1/2'' Ice
13.97 14.50
12.13 12.65
0.04 0.06
(P) BXA-185063/12-2 (Verizon)
C From Leg 3.00 0.00 0.00
0.0000 161.00 No Ice 1/2'' Ice
4.29 4.68
2.89 3.26
0.01 0.03
(P) BXA-70063/8-2 (Verizon)
C From Leg 3.00 0.00 0.00
0.0000 161.00 No Ice 1/2'' Ice
10.30 10.82
4.69 5.18
0.02 0.05
Load Combinations Comb.
No. Description
1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 90 deg - No Ice 5 0.9 Dead+1.6 Wind 90 deg - No Ice 6 1.2 Dead+1.6 Wind 180 deg - No Ice 7 0.9 Dead+1.6 Wind 180 deg - No Ice 8 1.2 Dead+1.0 Ice+1.0 Temp 9 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 10 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 11 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 12 Dead+Wind 0 deg - Service 13 Dead+Wind 90 deg - Service 14 Dead+Wind 180 deg - Service
Maximum Member Forces
![Page 23: STRUCTURAL ANALYSIS REPORT - townofnagshead.net](https://reader036.vdocuments.mx/reader036/viewer/2022070300/6157d89fce5a9d02d46fc159/html5/thumbnails/23.jpg)
ttnnxxTToowweerr Job 11- 6405 - 175' Monopole S.A.
Page 6 of 10
Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite
204
Project Nags Head, NC - NF126
Date 13:51:17 11/17/11
Dallas, TX 75243 Phone: (972) 231-8893 FAX: (866) 364-8375
Client F.C.I. Towers, Inc.
Designed by gshrestha
Section
No. Elevation
ft Component
Type Condition Gov.
Load Comb.
Axial
K
Major Axis Moment
kip-ft
Minor Axis Moment
kip-ft L1 174 - 144.5 Pole Max Tension 3 0.14 0.07 73.32
Max. Compression 8 -7.77 0.19 1.84 Max. Mx 4 -2.35 -338.05 0.09 Max. My 2 -2.15 0.13 340.20 Max. Vy 4 26.67 -338.05 0.09 Max. Vx 2 -27.62 0.13 340.20 Max. Torque 4 10.08
L2 144.5 - 94.5 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 8 -17.94 0.54 1.65 Max. Mx 4 -11.93 -1831.73 0.64 Max. My 2 -11.79 0.38 1880.51 Max. Vy 4 35.78 -1831.73 0.64 Max. Vx 2 -36.75 0.38 1880.51 Max. Torque 4 10.07
L3 94.5 - 46.25 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 8 -33.01 0.54 1.64 Max. Mx 4 -26.45 -3729.15 0.84 Max. My 2 -26.38 0.40 3823.27 Max. Vy 4 45.94 -3729.15 0.84 Max. Vx 2 -46.92 0.40 3823.27 Max. Torque 5 9.70
L4 46.25 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 8 -57.67 0.54 1.62 Max. Mx 4 -50.40 -6487.43 0.85 Max. My 2 -50.40 0.40 6632.98 Max. Vy 4 57.27 -6487.43 0.85 Max. Vx 2 -58.23 0.40 6632.98 Max. Torque 5 9.66
Maximum Reactions
Location Condition Gov. Load
Comb.
Vertical K
Horizontal, X K
Horizontal, Z K
Pole Max. Vert 8 57.67 -0.00 -0.00 Max. Hx 6 50.44 0.00 -58.19 Max. Hz 3 37.83 0.00 58.19 Max. Mx 2 6632.98 0.00 58.19 Max. Mz 4 6487.43 -57.24 0.00 Max. Torsion 5 9.66 -57.24 0.00 Min. Vert 3 37.83 0.00 58.19 Min. Hx 4 50.44 -57.24 0.00 Min. Hz 7 37.83 0.00 -58.19 Min. Mx 6 -6631.18 0.00 -58.19 Min. Mz 11 -0.56 -0.00 -3.10 Min. Torsion 6 -0.86 0.00 -58.19
Tower Mast Reaction Summary
Load Combination
Vertical
K
Shearx
K
Shearz
K
Overturning Moment, Mx
kip-ft
Overturning Moment, Mz
kip-ft
Torque
kip-ft
![Page 24: STRUCTURAL ANALYSIS REPORT - townofnagshead.net](https://reader036.vdocuments.mx/reader036/viewer/2022070300/6157d89fce5a9d02d46fc159/html5/thumbnails/24.jpg)
ttnnxxTToowweerr Job 11- 6405 - 175' Monopole S.A.
Page 7 of 10
Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite
204
Project Nags Head, NC - NF126
Date 13:51:17 11/17/11
Dallas, TX 75243 Phone: (972) 231-8893 FAX: (866) 364-8375
Client F.C.I. Towers, Inc.
Designed by gshrestha
Load Combination
Vertical
K
Shearx
K
Shearz
K
Overturning Moment, Mx
kip-ft
Overturning Moment, Mz
kip-ft
Torque
kip-ft Dead Only 42.03 -0.00 -0.00 -0.73 0.32 0.001.2 Dead+1.6 Wind 0 deg - No Ice
50.44 -0.00 -58.19 -6632.98 0.40 -0.86
0.9 Dead+1.6 Wind 0 deg - No Ice
37.83 -0.00 -58.19 -6597.12 0.30 -0.85
1.2 Dead+1.6 Wind 90 deg - No Ice
50.44 57.24 -0.00 -0.85 -6487.43 -9.65
0.9 Dead+1.6 Wind 90 deg - No Ice
37.83 57.24 -0.00 -0.63 -6452.48 -9.66
1.2 Dead+1.6 Wind 180 deg - No Ice
50.44 -0.00 58.19 6631.18 0.40 0.86
0.9 Dead+1.6 Wind 180 deg - No Ice
37.83 -0.00 58.19 6595.79 0.30 0.85
1.2 Dead+1.0 Ice+1.0 Temp 57.67 0.00 0.00 -1.62 0.54 -0.001.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp
57.67 0.00 -3.10 -329.35 0.56 -0.05
1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp
57.67 3.06 0.00 -1.72 -321.86 -0.37
1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp
57.67 0.00 3.10 325.90 0.56 0.05
Dead+Wind 0 deg - Service 42.03 0.00 -6.93 -789.57 0.33 -0.10Dead+Wind 90 deg - Service 42.03 6.82 0.00 -0.76 -771.18 -1.17Dead+Wind 180 deg - Service 42.03 0.00 6.93 788.05 0.33 0.10
Solution Summary
Load Comb.
Sum of Applied Forces Sum of Reactions % Error PX
K PY K
PZ K
PX K
PY K
PZ K
1 0.00 -42.03 0.00 0.00 42.03 0.00 0.000% 2 0.00 -50.44 -58.19 0.00 50.44 58.19 0.005% 3 0.00 -37.83 -58.19 0.00 37.83 58.19 0.004% 4 57.24 -50.44 0.00 -57.24 50.44 0.00 0.001% 5 57.24 -37.83 0.00 -57.24 37.83 0.00 0.001% 6 0.00 -50.44 58.19 0.00 50.44 -58.19 0.005% 7 0.00 -37.83 58.19 0.00 37.83 -58.19 0.004% 8 0.00 -57.67 0.00 -0.00 57.67 -0.00 0.000% 9 0.00 -57.67 -3.10 -0.00 57.67 3.10 0.001% 10 3.06 -57.67 0.00 -3.06 57.67 -0.00 0.001% 11 0.00 -57.67 3.10 -0.00 57.67 -3.10 0.001% 12 0.00 -42.03 -6.93 -0.00 42.03 6.93 0.002% 13 6.82 -42.03 0.00 -6.82 42.03 -0.00 0.002% 14 0.00 -42.03 6.93 -0.00 42.03 -6.93 0.002%
Non-Linear Convergence Results
Load Combination
Converged? Number of Cycles
Displacement Tolerance
Force Tolerance
1 Yes 6 0.00000001 0.00000001 2 Yes 13 0.00005718 0.00010400 3 Yes 13 0.00003983 0.00008021 4 Yes 15 0.00000001 0.00007859 5 Yes 14 0.00000001 0.00014162
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ttnnxxTToowweerr Job 11- 6405 - 175' Monopole S.A.
Page 8 of 10
Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite
204
Project Nags Head, NC - NF126
Date 13:51:17 11/17/11
Dallas, TX 75243 Phone: (972) 231-8893 FAX: (866) 364-8375
Client F.C.I. Towers, Inc.
Designed by gshrestha
6 Yes 13 0.00005721 0.00010395 7 Yes 13 0.00003984 0.00008019 8 Yes 6 0.00000001 0.00000503 9 Yes 12 0.00000001 0.00004832 10 Yes 12 0.00000001 0.00004670 11 Yes 12 0.00000001 0.00004690 12 Yes 12 0.00000001 0.00005516 13 Yes 12 0.00000001 0.00005873 14 Yes 12 0.00000001 0.00005488
Maximum Tower Deflections - Service Wind
Section No.
Elevation
ft
Horz. Deflection
in
Gov. Load
Comb.
Tilt °
Twist °
L1 174 - 144.5 17.154 12 0.9702 0.0009 L2 148 - 94.5 12.014 12 0.8762 0.0004 L3 99.75 - 46.25 4.904 12 0.5086 0.0002 L4 53.25 - 0 1.295 12 0.2273 0.0001
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance Gov. Load
Comb.
Deflection
in
Tilt °
Twist °
Radius of Curvature
ft 174.00 (E) Lightning Rod 12 17.154 0.9702 0.0079 40418 171.00 (E) T-Frame w/ handrails 12 16.541 0.9618 0.0078 40418 161.00 (E) T-Frame w/ handrails 12 14.519 0.9313 0.0076 15545 149.00 (E) T-Frame w/ handrails 12 12.199 0.8814 0.0070 8225 110.00 (E) 4' Whip Antenna 12 6.118 0.5913 0.0029 7921
Maximum Tower Deflections - Design Wind
Section No.
Elevation
ft
Horz. Deflection
in
Gov. Load
Comb.
Tilt °
Twist °
L1 174 - 144.5 143.400 2 8.1001 0.0072 L2 148 - 94.5 100.587 2 7.3256 0.0031 L3 99.75 - 46.25 41.152 2 4.2670 0.0014 L4 53.25 - 0 10.873 2 1.9093 0.0004
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance Gov. Load
Comb.
Deflection
in
Tilt °
Twist °
Radius of Curvature
ft 174.00 (E) Lightning Rod 2 143.400 8.1001 0.0653 5072
![Page 26: STRUCTURAL ANALYSIS REPORT - townofnagshead.net](https://reader036.vdocuments.mx/reader036/viewer/2022070300/6157d89fce5a9d02d46fc159/html5/thumbnails/26.jpg)
ttnnxxTToowweerr Job 11- 6405 - 175' Monopole S.A.
Page 9 of 10
Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite
204
Project Nags Head, NC - NF126
Date 13:51:17 11/17/11
Dallas, TX 75243 Phone: (972) 231-8893 FAX: (866) 364-8375
Client F.C.I. Towers, Inc.
Designed by gshrestha
Elevation
ft
Appurtenance Gov. Load
Comb.
Deflection
in
Tilt °
Twist °
Radius of Curvature
ft 171.00 (E) T-Frame w/ handrails 2 138.297 8.0312 0.0648 5072 161.00 (E) T-Frame w/ handrails 2 121.458 7.7804 0.0628 1948 149.00 (E) T-Frame w/ handrails 2 102.130 7.3685 0.0582 1027 110.00 (E) 4' Whip Antenna 2 51.321 4.9565 0.0236 964
Base Plate Design Data
Plate Thickness
in
Number of Anchor
Bolts
Anchor Bolt Size
in
Actual Allowable
Ratio Bolt
Tension K
Actual Allowable
Ratio Bolt
CompressionK
Actual Allowable
Ratio Plate Stress
ksi
Actual Allowable
Ratio Stiffener Stress
ksi
ControllingCondition
Ratio
3.0000 20 2.2500 208.68 223.65
0.93
213.72 371.27
0.58
30.248 54.000
0.56
Bolt T 0.93
Compression Checks
Pole Design Data Section
No. Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
φPn
K
Ratio Pu
φPn L1 174 - 144.5 (1) TP27.28x18.5x0.1875 29.50 0.00 0.0 15.5035 -2.15 1039.55 0.002 L2 144.5 - 94.5 (2) TP41.78x25.8633x0.3125 53.50 0.00 0.0 39.5813 -11.79 2736.91 0.004 L3 94.5 - 46.25 (3) TP55.51x39.5931x0.375 53.50 0.00 0.0 63.1456 -26.38 4204.24 0.006 L4 46.25 - 0 (4) TP68.52x52.6774x0.4375 53.25 0.00 0.0 94.5411 -50.40 6045.43 0.008
Pole Bending Design Data Section
No. Elevation
ft
Size
Mux
kip-ft
φMnx
kip-ft
Ratio Mux
φMnx
Muy
kip-ft
φMny
kip-ft
Ratio Muy
φMny L1 174 - 144.5 (1) TP27.28x18.5x0.1875 340.20 557.24 0.611 0.00 557.24 0.000 L2 144.5 - 94.5 (2) TP41.78x25.8633x0.3125 1880.52 2245.94 0.837 0.00 2245.94 0.000 L3 94.5 - 46.25 (3) TP55.51x39.5931x0.375 3823.27 4590.14 0.833 0.00 4590.14 0.000 L4 46.25 - 0 (4) TP68.52x52.6774x0.4375 6632.97 8475.67 0.783 0.00 8475.67 0.000
Pole Shear Design Data
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ttnnxxTToowweerr Job 11- 6405 - 175' Monopole S.A.
Page 10 of 10
Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite
204
Project Nags Head, NC - NF126
Date 13:51:17 11/17/11
Dallas, TX 75243 Phone: (972) 231-8893 FAX: (866) 364-8375
Client F.C.I. Towers, Inc.
Designed by gshrestha
Section No.
Elevation
ft
Size
Actual Vu
K
φVn
K
Ratio Vu
φVn
Actual Tu
kip-ft
φTn
kip-ft
Ratio Tu
φTn L1 174 - 144.5 (1) TP27.28x18.5x0.1875 27.62 519.77 0.053 0.34 1115.84 0.000 L2 144.5 - 94.5 (2) TP41.78x25.8633x0.3125 36.75 1368.45 0.027 0.86 4497.38 0.000 L3 94.5 - 46.25 (3) TP55.51x39.5931x0.375 46.92 2102.12 0.022 0.86 9191.50 0.000 L4 46.25 - 0 (4) TP68.52x52.6774x0.4375 58.23 3022.71 0.019 0.86 16972.00 0.000
Pole Interaction Design Data Section
No. Elevation
ft
Ratio Pu
φPn
Ratio Mux
φMnx
Ratio Muy
φMny
Ratio Vu
φVn
Ratio Tu
φTn
Comb. Stress Ratio
Allow. Stress Ratio
Criteria
L1 174 - 144.5 (1) 0.002 0.611 0.000 0.053 0.000 0.615 1.000 4.8.2
L2 144.5 - 94.5 (2) 0.004 0.837 0.000 0.027 0.000 0.842 1.000 4.8.2
L3 94.5 - 46.25 (3) 0.006 0.833 0.000 0.022 0.000 0.840 1.000 4.8.2
L4 46.25 - 0 (4) 0.008 0.783 0.000 0.019 0.000 0.791 1.000 4.8.2
Section Capacity Table Section
No. Elevation
ft Component
Type Size Critical
Element P K
øPallow K
% Capacity
Pass Fail
L1 174 - 144.5 Pole TP27.28x18.5x0.1875 1 -2.15 1039.55 61.5 Pass L2 144.5 - 94.5 Pole TP41.78x25.8633x0.3125 2 -11.79 2736.91 84.2 Pass L3 94.5 - 46.25 Pole TP55.51x39.5931x0.375 3 -26.38 4204.24 84.0 Pass L4 46.25 - 0 Pole TP68.52x52.6774x0.4375 4 -50.40 6045.43 79.1 Pass
Summary Pole (L2) 84.2 Pass Base Plate 93.3 Pass RATING = 93.3 Pass
Program Version 6.0.0.8 - 9/7/2011 File:P:/2011/Structural/Tower/11-6405 VZW Nags Head/Tnx Tower/11-6405 # VZW Nags Head.eri