HomeMy WebLinkAbout873711_590723_CHIND00031A_ SA.pdftnxTower Report - version 8.1.1.0
Date: March 25, 2022
Crown Castle
2000 Corporate Drive
Canonsburg,PA 15317
(724) 416-2000
Subject: Structural Analysis Report
Carrier Designation: DISH Network Co-Locate
Site Number: CHIND00031A
Site Name: IN-CCI-T-873711
Crown Castle Designation: BU Number: 873711
Site Name: Carmel-Springmill
JDE Job Number: 689977
Work Order Number: 2030298
Order Number: 590723 Rev. 4
Engineering Firm Designation: Crown Castle Project Number: 2030298
Site Data: 1531 W Main St, Carmel, Hamilton County, IN
Latitude 39° 58' 37.12'', Longitude -86° 10' 10.81''
150 Foot - Monopole Tower
Crown Castle is pleased to submit this “Structural Analysis Report” to determine the structural integrity of the
above-mentioned tower.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we
have determined the tower stress level for the structure and foundation, under the following load case, to be:
LC9.7: Proposed Equipment Configuration Sufficient Capacity
This analysis utilizes an ultimate 3-second gust wind speed of 120 mph as required by the 2012 International
Building Code. Applicable Standard references and design criteria are listed in Section 2 - ''Analysis Criteria''.
Structural analysis prepared by: Kibreab Gebremariam
Respectfully submitted by:
Truc Lac, P.E., S.E.
Senior Project Engineer
03/28/22
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 2
tnxTower Report - version 8.1.1.0
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Equipment Configuration
Table 2 - Other Considered Equipment
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
Table 5 - Tower Component Stresses vs. Capacity – LC9.7
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 3
tnxTower Report - version 8.1.1.0
1) INTRODUCTION
This tower is a 150 ft Monopole tower designed by Vector/Ehresmann Engineering.
.
2) ANALYSIS CRITERIA
TIA-222 Revision: TIA-222-H
Risk Category: II
Wind Speed: 120 mph
Exposure Category: C
Topographic Factor: 1
Ice Thickness: 2 in
Wind Speed with Ice: 40 mph
Service Wind Speed: 60 mph
Table 1 - Proposed Equipment Configuration
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer
Antenna Model
Number
of Feed
Lines
Feed
Line
Size (in)
100.0 100.0
3 fujitsu TA08025-B604
1 1-3/4
3 fujitsu TA08025-B605
3 jma wireless MX08FRO665-21 w/ Mount Pipe
1 raycap RDIDC-9181-PF-48
1 tower mounts Commscope MC-PK8-DSH
Table 2 - Other Considered Equipment
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer
Antenna Model
Number
of Feed
Lines
Feed
Line
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 4
tnxTower Report - version 8.1.1.0
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document Reference Source
4-GEOTECHNICAL REPORTS 10212770 CCISITES
4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 10234952 CCISITES
4-TOWER MANUFACTURER DRAWINGS 10234951 CCISITES
3.1) Analysis Method
tnxTower (version 8.1.1.0), a commercially available analysis software package, was used to create a
three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has
calculated and provided the effective area for panel antennas using approved methods following the
intent of the TIA-222 standard.
3.2) Assumptions
1) Tower and structures were maintained in accordance with the TIA-222 Standard.
2) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings.
This analysis may be affected if any assumptions are not valid or have been made in error. Crown
Castle should be notified to determine the effect on the structural integrity of the tower.
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
Section
No. Elevation (ft) Component
Type Size Critical
Element P (K) SF*P_allow
(K)
%
Capacity Pass / Fail
L1 150 - 102 Pole TP34.66x22.5x0.313 1 -10.599 2015.485 8.5 Pass
L2 102 - 67 Pole TP42.902x32.768x0.438 2 -22.047 3492.384 17.0 Pass
L3 67 - 33 Pole TP50.64x40.507x0.5 3 -33.585 4714.857 21.0 Pass
L4 33 - 0 Pole TP58x47.867x0.5 4 -50.308 5605.183 26.7 Pass
Summary
Pole (L4) 26.7 Pass
Rating = 26.7 Pass
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 5
tnxTower Report - version 8.1.1.0
Table 5 - Tower Component Stresses vs. Capacity – LC9.7
Notes Component
Elevation
(ft)
% Capacity Pass / Fail
1 Anchor Rods 0 24.7 Pass
1 Base Plate 0 28.2 Pass
1 Base Foundation Structure (Drilled Pier) 0 26.2 Pass
1 Base Foundation Soil Interaction (Drilled Pier) 0 14.8 Pass
1 Base Foundation Structure (Pier &pad) 0 26.0 Pass
1 Base Foundation Soil Interaction (Pier &Pad) 0 28.1 Pass
Structure Rating (max from all components) = 28.2%
Notes:
1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity.
2) It is unknown whether the foundation will be drilled shaft or pier and pad. Both designs were analyzed and determined
to be sufficient.
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the proposed load configuration. No
modifications are required at this time.
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 6
tnxTower Report - version 8.1.1.0
APPENDIX A
TNXTOWER OUTPUT
Thepathway to Possible
Crown Castle
2000 Corporate Drive
Canonsburg,PA 15317
Phone: (724) 416-2000
FAX:
Job: BU# 873711
Project:
Client: Crown Castle
Drawn by: KGebremariam
App'd:
Code: TIA-222-H
Date: 03/25/22
Scale: NTS
Path:
C:\Users\KGebremariam\OneDrive - Crown Castle USA Inc\Desktop\Work Area\873711\WO 2030298 - SA\Prod\873711-B.eri
Dwg No. E-1
150.0 ft
102.0 ft
67.0 ft
33.0 ft
0.0 ft
REACTIONS - 120 mph WIND
TORQUE 2 kip-ft
23 K
SHEAR
2058 kip-ft
MOMENT
50 K
AXIAL
40 mph WIND - 2.000 in ICE
TORQUE 1 kip-ft
6 K
SHEAR
592 kip-ft
MOMENT
96 K
AXIAL
ARE FACTORED
ALL REACTIONS
Section 4 3 2 1
Length (ft) 40.000 40.000 40.000 48.000
Number of Sides 18 18 18 18
Thickness (in) 0.500 0.500 0.438 0.313
Socket Length (ft) 7.000 6.000 5.000
Top Dia (in) 47.867 40.507 32.768 22.500
Bot Dia (in) 58.000 50.640 42.902 34.660
Grade A572-65
Weight (K) 32.7 11.3 9.7 7.1 4.6
MATERIAL STRENGTH
GRADE Fy Fu GRADE Fy Fu
A572-65 65 ksi 80 ksi
TOWER DESIGN NOTES
1. Tower is located in Hamilton County, Indiana.
2. Tower designed for Exposure C to the TIA-222-H Standard.
3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-H Standard.
4. Tower is also designed for a 40 mph basic wind with 2.00 in ice. Ice is considered to increase
in thickness with height.
5. Deflections are based upon a 60 mph wind.
6. Tower Risk Category III.
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 7
tnxTower Report - version 8.1.1.0
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 Hamilton County, Indiana.
• Tower base elevation above sea level: 861.000 ft.
• Basic wind speed of 120 mph.
• Risk Category III.
• Exposure Category C.
• Simplified Topographic Factor Procedure for wind speed-up calculations is used.
• Topographic Category: 1.
• Crest Height: 0.000 ft.
• Nominal ice thickness of 2.000 in.
• Ice thickness is considered to increase with height.
• Ice density of 56.000 pcf.
• A wind speed of 40 mph is used in combination with ice.
• Temperature drop of 50.000 °F.
• 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.
• Tower analysis based on target reliabilities in accordance with Annex S.
• Load Modification Factors used: Kes(Fw) = 1.0, Kes(ti) = 1.0.
• Maximum demand-capacity ratio 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
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 8
tnxTower Report - version 8.1.1.0
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 150.000-
102.000
48.000 5.000 18 22.500 34.660 0.313 1.250 A572-65
(65 ksi)
L2 102.000-
67.000
40.000 6.000 18 32.768 42.902 0.438 1.750 A572-65
(65 ksi)
L3 67.000-33.000 40.000 7.000 18 40.507 50.640 0.500 2.000 A572-65
(65 ksi)
L4 33.000-0.000 40.000 18 47.867 58.000 0.500 2.000 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
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 9
tnxTower Report - version 8.1.1.0
Description Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Componen
t
Type
Placement
ft
Total
Number
CAAA
ft2/ft
Weight
klf
2'' Ice 0.420 0.006
***
CU12PSM6P4XXX
(1-3/4)
C No No Inside Pole 100.000 -
0.000
1 No Ice
1/2'' Ice
1'' Ice
2'' Ice
0.000
0.000
0.000
0.000
0.003
0.003
0.003
0.003
***
LDF5-50A(7/8) C No No Inside Pole 123.000 -
0.000
6 No Ice
1/2'' Ice
1'' Ice
2'' Ice
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
MLCH 12/24 LOW
INDUCTION(2)
C No No Inside Pole 123.000 -
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 10
tnxTower Report - version 8.1.1.0
Feed Line Center of Pressure
Section Elevation
ft
CPX
in
CPZ
in
CPX
Ice
in
CPZ
Ice
in
L1 150.000-102.000 -0.451 0.260 -3.230 1.865
L2 102.000-67.000 -0.455 0.263 -3.587 2.071
L3 67.000-33.000 -0.457 0.264 -3.685 2.128
L4 33.000-0.000 -0.459 0.265 -3.693 2.132
Note: For pole sections, center of pressure calculations do not consider feed line shielding.
Discrete Tower Loads
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
Lightning Rod 2''x15' C None 0.000 0.000
***
***
NHH-65C-R2B w/ Mount Pipe A From Leg 4.000
0.000
0.000
0.000 123.000
NHH-65C-R2B w/ Mount Pipe B From Leg 4.000
0.000
0.000
0.000 123.000
NHH-65C-R2B w/ Mount Pipe C From Leg 4.000
0.000
0.000
0.000 123.000
4408 W/KRE 105 281/1 w/ Mount Pipe A From Leg 4.000
0.000
-1.000
0.000 123.000
4408 W/KRE 105 281/1 w/ Mount Pipe B From Leg 4.000
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 11
tnxTower Report - version 8.1.1.0
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
****
FFVV-65C-R3-V1_TMO w/ Mount Pipe A From Leg 4.000
0.000
0.000
0.000 110.000
FFVV-65C-R3-V1_TMO w/ Mount Pipe B From Leg 4.000
0.000
0.000
0.000 110.000
FFVV-65C-R3-V1_TMO w/ Mount Pipe C From Leg 4.000
0.000
0.000
0.000 110.000
AEHC w/ Mount Pipe A From Leg 4.000
0.000
0.000
0.000 110.000
AEHC w/ Mount Pipe B From Leg 4.000
0.000
0.000
0.000 110.000
AEHC w/ Mount Pipe C From Leg 4.000
0.000
0.000
0.000 110.000
HCS 2.0 Part 1 A From Leg 4.000
0.000
0.000
0.000 110.000
HCS 2.0 Part 1 B From Leg 4.000
0.000
0.000
0.000 110.000
AHFIG_TMO A From Leg 4.000
0.000
0.000
0.000 110.000
AHFIG_TMO B From Leg 4.000
0.000
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 12
tnxTower Report - version 8.1.1.0
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
0.000
TA08025-B605 B From Leg 4.000
0.000
0.000
0.000 100.000
TA08025-B605 C From Leg 4.000
0.000
0.000
0.000 100.000
RDIDC-9181-PF-48 A From Leg 4.000
0.000
0.000
0.000 100.000
Commscope MC-PK8-DSH C None 0.000 100.000
(2) 8' x 2'' Mount Pipe A From Leg 4.000
0.000
0.000
0.000 100.000
(2) 8' x 2'' Mount Pipe B From Leg 4.000
0.000
0.000
0.000 100.000
(2) 8' x 2'' Mount Pipe C From Leg 4.000
0.000
0.000
0.000 100.000
*********
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
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 13
tnxTower Report - version 8.1.1.0
Comb.
No.
Description
34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp
35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp
36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp
37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp
38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp
39 Dead+Wind 0 deg - Service
40 Dead+Wind 30 deg - Service
41 Dead+Wind 60 deg - Service
42 Dead+Wind 90 deg - Service
43 Dead+Wind 120 deg - Service
44 Dead+Wind 150 deg - Service
45 Dead+Wind 180 deg - Service
46 Dead+Wind 210 deg - Service
47 Dead+Wind 240 deg - Service
48 Dead+Wind 270 deg - Service
49 Dead+Wind 300 deg - Service
50 Dead+Wind 330 deg - Service
Maximum Member Forces
Sectio
n
No.
Elevation
ft
Component
Type
Condition Gov.
Load
Comb.
Axial
K
Major Axis
Moment
kip-ft
Minor Axis
Moment
kip-ft
L1 150 - 102 Pole Max Tension 27 0.000 -0.000 -0.000
Max. Compression 26 -32.279 -2.808 6.302
Max. Mx 8 -10.604 -131.445 1.654
Max. My 2 -10.599 -0.155 134.507
Max. Vy 8 9.641 -131.445 1.654
Max. Vx 2 -9.754 -0.155 134.507
Max. Torque 10 1.936
L2 102 - 67 Pole Max Tension 1 0.000 0.000 0.000
Max. Compression 26 -54.385 -2.263 7.087
Max. Mx 8 -22.052 -600.626 0.229
Max. My 2 -22.047 1.454 608.747
Max. Vy 8 16.105 -600.626 0.229
Max. Vx 2 -16.257 1.454 608.747
Max. Torque 10 2.131
L3 67 - 33 Pole Max Tension 1 0.000 0.000 0.000
Max. Compression 26 -71.760 -1.581 6.694
Max. Mx 8 -33.588 -1187.154 -1.311
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 14
tnxTower Report - version 8.1.1.0
Location Condition Gov.
Load
Comb.
Vertical
K
Horizontal, X
K
Horizontal, Z
K
Min. Vert 19 37.807 20.023 -11.608
Min. Hx 8 50.410 -23.147 -0.046
Min. Hz 14 50.410 -0.046 -23.295
Min. Mx 14 -2053.222 -0.046 -23.295
Min. Mz 20 -2037.535 23.147 0.046
Min. Torsion 22 -1.758 20.069 11.687
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
Dead Only 42.008 0.000 0.000 -1.914 -0.506 0.000
1.2 Dead+1.0 Wind 0 deg -
No Ice
50.410 -0.046 -23.295 -2057.970 4.932 0.524
0.9 Dead+1.0 Wind 0 deg -
No Ice
37.807 -0.046 -23.295 -2047.595 5.064 0.522
1.2 Dead+1.0 Wind 30 deg -
No Ice
50.410 11.534 -20.151 -1779.794 -1014.894 -0.409
0.9 Dead+1.0 Wind 30 deg -
No Ice
37.807 11.534 -20.151 -1770.743 -1009.921 -0.407
1.2 Dead+1.0 Wind 60 deg -
No Ice
50.410 20.023 -11.608 -1025.359 -1762.950 -1.233
0.9 Dead+1.0 Wind 60 deg -
No Ice
37.807 20.023 -11.608 -1019.892 -1754.425 -1.227
1.2 Dead+1.0 Wind 90 deg -
No Ice
50.410 23.147 0.046 3.187 -2038.792 -1.727
0.9 Dead+1.0 Wind 90 deg -
No Ice
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 15
tnxTower Report - version 8.1.1.0
Load
Combination
Vertical
K
Shearx
K
Shearz
K
Overturning
Moment, Mx
kip-ft
Overturning
Moment, Mz
kip-ft
Torque
kip-ft
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 60
deg+1.0 Ice+1.0 Temp
95.770 5.466 -3.162 -298.301 -505.013 -0.239
1.2 Dead+1.0 Wind 90
deg+1.0 Ice+1.0 Temp
95.770 6.315 0.006 -5.615 -583.477 0.237
1.2 Dead+1.0 Wind 120
deg+1.0 Ice+1.0 Temp
95.770 5.472 3.173 286.861 -505.797 0.649
1.2 Dead+1.0 Wind 150
deg+1.0 Ice+1.0 Temp
95.770 3.163 5.489 500.759 -292.786 0.888
1.2 Dead+1.0 Wind 180
deg+1.0 Ice+1.0 Temp
95.770 0.006 6.335 578.764 -1.522 0.888
1.2 Dead+1.0 Wind 210
deg+1.0 Ice+1.0 Temp
95.770 -3.152 5.483 499.976 289.953 0.651
1.2 Dead+1.0 Wind 240
deg+1.0 Ice+1.0 Temp
95.770 -5.466 3.162 285.505 503.537 0.239
1.2 Dead+1.0 Wind 270
deg+1.0 Ice+1.0 Temp
95.770 -6.315 -0.006 -7.181 582.001 -0.237
1.2 Dead+1.0 Wind 300
deg+1.0 Ice+1.0 Temp
95.770 -5.472 -3.173 -299.658 504.320 -0.649
1.2 Dead+1.0 Wind 330
deg+1.0 Ice+1.0 Temp
95.770 -3.163 -5.489 -513.555 291.309 -0.888
Dead+Wind 0 deg - Service 42.008 -0.010 -5.211 -460.356 0.719 0.117
Dead+Wind 30 deg - Service 42.008 2.580 -4.507 -398.324 -226.698 -0.091
Dead+Wind 60 deg - Service 42.008 4.479 -2.596 -230.089 -393.511 -0.275
Dead+Wind 90 deg - Service 42.008 5.178 0.010 -0.728 -455.022 -0.385
Dead+Wind 120 deg -
Service
42.008 4.489 2.614 228.300 -394.750 -0.392
Dead+Wind 150 deg -
Service
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 16
tnxTower Report - version 8.1.1.0
Load
Comb.
Sum of Applied Forces Sum of Reactions
PX % Error
K
PY
K
PZ
K
PX
K
PY
K
PZ
K
20 -23.147 -50.410 -0.046 23.147 50.410 0.046 0.000%
21 -23.147 -37.807 -0.046 23.147 37.807 0.046 0.000%
22 -20.069 -50.410 -11.687 20.069 50.410 11.687 0.000%
23 -20.069 -37.807 -11.687 20.069 37.807 11.687 0.000%
24 -11.613 -50.410 -20.197 11.613 50.410 20.197 0.000%
25 -11.613 -37.807 -20.197 11.613 37.807 20.197 0.000%
26 0.000 -95.770 0.000 -0.000 95.770 0.000 0.000%
27 -0.006 -95.770 -6.334 0.006 95.770 6.335 0.000%
28 3.152 -95.770 -5.483 -3.152 95.770 5.483 0.000%
29 5.465 -95.770 -3.162 -5.466 95.770 3.162 0.000%
30 6.315 -95.770 0.006 -6.315 95.770 -0.006 0.000%
31 5.472 -95.770 3.173 -5.472 95.770 -3.173 0.000%
32 3.163 -95.770 5.489 -3.163 95.770 -5.489 0.000%
33 0.006 -95.770 6.334 -0.006 95.770 -6.335 0.000%
34 -3.152 -95.770 5.483 3.152 95.770 -5.483 0.000%
35 -5.465 -95.770 3.162 5.466 95.770 -3.162 0.000%
36 -6.315 -95.770 -0.006 6.315 95.770 0.006 0.000%
37 -5.472 -95.770 -3.173 5.472 95.770 3.173 0.000%
38 -3.163 -95.770 -5.489 3.163 95.770 5.489 0.000%
39 -0.010 -42.008 -5.211 0.010 42.008 5.211 0.000%
40 2.580 -42.008 -4.507 -2.580 42.008 4.507 0.000%
41 4.479 -42.008 -2.596 -4.479 42.008 2.596 0.000%
42 5.178 -42.008 0.010 -5.178 42.008 -0.010 0.000%
43 4.489 -42.008 2.614 -4.489 42.008 -2.614 0.000%
44 2.598 -42.008 4.518 -2.598 42.008 -4.518 0.000%
45 0.010 -42.008 5.211 -0.010 42.008 -5.211 0.000%
46 -2.580 -42.008 4.507 2.580 42.008 -4.507 0.000%
47 -4.479 -42.008 2.596 4.479 42.008 -2.596 0.000%
48 -5.178 -42.008 -0.010 5.178 42.008 0.010 0.000%
49 -4.489 -42.008 -2.614 4.489 42.008 2.614 0.000%
50 -2.598 -42.008 -4.518 2.598 42.008 4.518 0.000%
Non-Linear Convergence Results
Load
Combination
Converged? Number
of Cycles
Displacement
Tolerance
Force
Tolerance
1 Yes 4 0.00000001 0.00000001
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 17
tnxTower Report - version 8.1.1.0
30 Yes 4 0.00000001 0.00082081
31 Yes 4 0.00000001 0.00082916
32 Yes 4 0.00000001 0.00082185
33 Yes 4 0.00000001 0.00079752
34 Yes 4 0.00000001 0.00081315
35 Yes 4 0.00000001 0.00081579
36 Yes 4 0.00000001 0.00080908
37 Yes 4 0.00000001 0.00084271
38 Yes 4 0.00000001 0.00085379
39 Yes 4 0.00000001 0.00000604
40 Yes 4 0.00000001 0.00000841
41 Yes 4 0.00000001 0.00000961
42 Yes 4 0.00000001 0.00000729
43 Yes 4 0.00000001 0.00000878
44 Yes 4 0.00000001 0.00000995
45 Yes 4 0.00000001 0.00000594
46 Yes 4 0.00000001 0.00000848
47 Yes 4 0.00000001 0.00000819
48 Yes 4 0.00000001 0.00000728
49 Yes 4 0.00000001 0.00001064
50 Yes 4 0.00000001 0.00000862
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 150 - 102 6.760 39 0.336 0.002
L2 107 - 67 3.794 39 0.309 0.001
L3 73 - 33 1.840 39 0.227 0.000
L4 40 - 0 0.579 39 0.129 0.000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
123.000 NHH-65C-R2B w/ Mount Pipe 39 4.860 0.327 0.001 59586
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 18
tnxTower Report - version 8.1.1.0
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
123.000 NHH-65C-R2B w/ Mount Pipe 2 21.661 1.451 0.006 13964
110.000 FFVV-65C-R3-V1_TMO w/
Mount Pipe
2 17.793 1.393 0.005 9424
100.000 MX08FRO665-21 w/ Mount Pipe 2 14.960 1.318 0.004 7442
0.000 Lightning Rod 2''x15' 0 0.000 0.000 0.000 25425
Compression Checks
Pole Design Data
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
L1 150 - 102 (1) TP34.66x22.5x0.313 48.000 0.000 0.0 32.812 -10.599 1919.510 0.006
L2 102 - 67 (2) TP42.902x32.768x0.438 40.000 0.000 0.0 56.856 -22.047 3326.080 0.007
L3 67 - 33 (3) TP50.64x40.507x0.5 40.000 0.000 0.0 76.758 -33.585 4490.340 0.007
L4 33 - 0 (4) TP58x47.867x0.5 40.000 0.000 0.0 91.253 -50.308 5338.270 0.009
Pole Bending Design Data
Section
No.
Elevation
ft
Size
Mux
kip-ft
Mnx
kip-ft
Ratio
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 19
tnxTower Report - version 8.1.1.0
Section Capacity Table
Section
No.
Elevation
ft
Component
Type
Size Critical
Element
P
K
øPallow
K
%
Capacity
Pass
Fail
L1 150 - 102 Pole TP34.66x22.5x0.313 1 -10.599 2015.485 8.5 Pass
L2 102 - 67 Pole TP42.902x32.768x0.438 2 -22.047 3492.384 17.0 Pass
L3 67 - 33 Pole TP50.64x40.507x0.5 3 -33.585 4714.857 21.0 Pass
L4 33 - 0 Pole TP58x47.867x0.5 4 -50.308 5605.183 26.7 Pass
Summary
Pole (L4) 26.7 Pass
RATING = 26.7 Pass
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 20
tnxTower Report - version 8.1.1.0
APPENDIX B
BASE LEVEL DRAWING
March 25, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 873711
Project Number 2030298, Order 590723, Revision 4 Page 21
tnxTower Report - version 8.1.1.0
APPENDIX C
ADDITIONAL CALCULATIONS
Monopole Base Plate Connection
#VALUE!
Anchor Rod Data Anchor Rod Summary (units of kips, kip-in)
(24) 2-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 66" BC Pu_t = 60.23 φPn_t = 243.75 Stress Rating
Vu = 0.97 φVn = 149.1 24.7%
Base Plate Data Mu = n/a φMn = n/a Pass
73" OD x 2" Plate (A572-50; Fy=50 ksi, Fu=65 ksi)
Base Plate Summary
Stiffener Data Max Stress (ksi): 11.46 (Roark's Flexural)
(24) 12"H x 6.875"W x 0.625"T, Notch: 1.5" Allowable Stress (ksi): 45
plate: Fy= 65 ksi ; weld: Fy= 80 ksi Stress Rating: 25.5% Pass
horiz. weld: 0.5" fillet
vert. weld: 0.5" fillet Stiffener Summary
Horizontal Weld: 28.2% Pass
Pole Data Vertical Weld: 17.4% Pass
58" x 0.5" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) Plate Flexure+Shear: 10.0% Pass
Plate Tension+Shear: 19.3% Pass
Plate Compression: 27.3% Pass
Pole Summary
Punching Shear: 7.7% Pass
50.40
23.31
Adjusted Pole Reactions
BU # 873711
Applied Loads
Site Name Carmel-Springmill
Order # 590723 rev # 4
Analysis Considerations
Site Info
TIA-222 Revision H
Grout Considered: No
ConnectionResults Properties Analysis
Iar (in) 2.25
Moment (kip-ft) 2057.98
Axial Force (kips) 50.40
Shear Force (kips) 23.31
Moment (kip-ft)
Axial Force (kips)
Shear Force (kips)
0.00
CCIplate - Version 4.1.2 Analysis Date: 3/25/2022
Report File:
TIA-222 Revison:
Tower Type: Check Pier Capacity only at location of Max Moment? No
Location:
Soil Lateral Check Compression Uplift
Comp. Uplift 7.23 -
2058 12.19 -
50 2196.54 -
23 10.9% -
Soil Vertical Check Compression Uplift Go to Soil Calculations
661.90 -
4.5 ksi 795.22 -
60 ksi 165.77 -
60 ksi 1457.11 -
215.77 -
14.8% -
32 ft Reinforced Concrete Flexure Compression Uplift
0.5 ft 7.26 -
2196.53 -
8396.02 -
7.5 ft 26.2% -
27 38 Reinforced Concrete Shear Compression Uplift
10 22.51 -
3 in 158.19 -
5 829.85 -
12 in 19.1% -
in
4 # of Layers 8
121
FALSE 1 0 3.5 3.5 115 150 0 0 0.000 0.000 0.00 0.00
FALSE 2 3.5 4 0.5 58 150 1 0.550 0.550
FALSE 3 4 6 2 63 87.6 1 0.550 0.550
FALSE 4 6 12 6 58 87.6 3 1.650 1.650
FALSE 5 12 17 5 58 87.6 32 1.036 1.036 25
FALSE 6 17 22 5 58 87.6 2 1.100 1.100
FALSE 7 22 30 8 68 87.6 40 1.43 1.43 50
FALSE 8 30 32 2 68 87.6 4 2.05 2.05 24
C:\WIP\873711\WO 2091145 - SA\Prod\873711-B.eri.rtf
Structural Foundation Rating 26.2%
Total Capacity (kips)
N/A
Analysis Results
Rebar Size
Pier Section 1
Check Limitation
Apply TIA-222-H Section 15.5:
Additional Longitudinal Rebar
Shear Design Options
Check Shear along Depth of Pier:
Utilize Shear-Friction Methodology:
Override Critical Depth:
Dv=0 (ft from TOC)
Soil Safety Factor
Max Moment (kip-ft)
Rating
Ext. Above Grade
Critical Moment (kip-ft)
Critical Moment Capacity
Rating
From 0.5' above grade to 32' below grade
Tower Type:
50 kips Capacity Demand Rating Check
23 kips 690.67 0.00 0.0% Pass
313.24 23.00 7.3% Pass
4.50 0.92 20.5% Pass
2058 ft-kips 7965.85 2235.77 28.1% Pass
150 ft 8322.51 2161.50 26.0% Pass
ft 558.49 0.00 0.0% Pass
2.75 in 31633.68 85.78 0.3% Pass
in 11461.32 924.35 8.1% Pass
1230.67 109.36 8.9% Pass
0.201 0.023 11.7% Pass
Circular 11470.71 1296.90 11.3% Pass
7.5 ft 0.201 0.000 0.0% Pass
0.5 ft 11470.71 0.00 0.0% Pass
10
38
5 Structural Rating: 26.0%
9 Soil Rating: 28.1%
Tie
3 in
7 ft
33 ft
3 ft
11
56
3 in
60 ksi
5 ksi
150 pcf
58 pcf
6.000 ksf <--Toggle between Gross and Net
1.000 ksf
degrees
0.35
3.50 ft
No
4 ft
Top & Bot. Pad Rein. Different?:
Foundation Bearing on Rock?
SPT Blow Count, Nblows:
Base Friction, μ:
Pier Diameter, dpier:
Ext. Above Grade, E:
Pier Rebar Size, Sc:
Pier Rebar Quantity, mc:
Concrete Compressive Strength, F'c:
Pier Tie/Spiral Quantity, mt:
Pier Reinforcement Type:
Pier Clear Cover, ccpier:
Pad Properties
Pier Tie/Spiral Size, St:
Neglected Depth, N:
Uplift Shear, Vu_uplift:
Pier Shape:
Tower Height, H:
Base Face Width, BW:
Cohesion, Cu:
Ultimate Gross Bearing, Qult:
Pad Rebar Quantity (Bottom dir. 2), mp2:
ASCE 7 Hazards Report
Address:
No Address at This
Location
Standard: ASCE/SEI 7-10
Risk Category: III
Soil Class: D - Stiff Soil
Elevation: 861.62 ft (NAVD 88)
Latitude:
Longitude:
39.976978
-86.169669
Wind
Results:
Wind Speed 120 Vmph
10-year MRI 76 Vmph
25-year MRI 84 Vmph
50-year MRI 90 Vmph
100-year MRI 96 Vmph
Data Source: ASCE/SEI 7-10, Fig. 26.5-1B and Figs. CC-1–CC-4, and Section 26.5.2,
incorporating errata of March 12, 2014
Date Accessed: Fri Mar 25 2022
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds
correspond to approximately a 3% probability of exceedance in 50 years (annual exceedance probability =
0.000588, MRI = 1,700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2.
https://asce7hazardtool.online/ Page 1 of 3 Fri Mar 25 2022
SS : 0.148
S1 : 0.082
Fa : 1.6
Fv : 2.4
SMS : 0.236
SM1 : 0.196
SDS : 0.157
SD1 : 0.131
TL : 12
PGA : 0.067
PGA M : 0.108
FPGA : 1.6
Ie : 1.25
Design Response Spectrum
S a (g) vs T(s)
MCE R Response Spectrum
S a (g) vs T(s)
Seismic
Site Soil Class:
Results:
Seismic Design Category
D - Stiff Soil
B
Data Accessed: Fri Mar 25 2022
Date Source:
USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31,
2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in
accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS.
https://asce7hazardtool.online/ Page 2 of 3 Fri Mar 25 2022
Ice
Results:
Data Source:
Date Accessed:
Ice Thickness: 1.00 in.
Concurrent Temperature: 5 F
Gust Speed 40 mph
Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8
Fri Mar 25 2022
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys
and gorges may exceed the mapped values.
Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds,
for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.
Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice
thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may
exceed the mapped values.
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
https://asce7hazardtool.online/ Page 3 of 3 Fri Mar 25 2022
Pad Rebar Size (Bottom dir. 2), Sp2:
Total Soil Unit Weight, γ:
Pier Flexure (Comp.) (kip*ft)
Lateral (Sliding) (kips)
Bearing Pressure (ksf)
Uplift (kips)
Foundation Analysis Checks
Pier and Pad Foundation
BU # :
Site Name:
Compression, Pcomp:
TIA-222 Revision:
App. Number:
Superstructure Analysis Reactions
H
Monopole
873711
Carmel-Springmill
Block Foundation?:
Pad Shear - 2-way (Comp) (ksi)
Pier Flexure (Tension) (kip*ft)
Overturning (kip*ft)
Pad Flexure (kip*ft)
Pad Shear - 1-way (kips)
Pier Compression (kip)
Rectangular Pad?:
Flexural 2-way (Tension) (kip*ft)
Pad Shear - 2-way (Uplift) (ksi)
Pier Properties
BP Dist. Above Fdn, bpdist:
Bolt Circle / Bearing Plate Width, BC:
Flexural 2-way (Comp) (kip*ft)
Uplift, Puplift:
Base Shear, Vu_comp:
Groundwater Depth, gw:
Rebar Grade, Fy:
Dry Concrete Density, δc:
Depth, D:
Pad Width, W1:
Pad Thickness, T:
Pad Clear Cover, ccpad:
Material Properties
Soil Properties
Friction Angle, ϕ:
Moment, Mu:
Version 4.1.1
Rebar Size
Clear Cover to Ties
Tie Size
Input Effective Depths (else Actual):
Critical Depth (ft from TOC)
Soil Interaction Rating 14.8%
Rebar 2, Fy
Override
(ksi)
Rebar 3, Fy
Override
(ksi)
Depth
Cohesionless
Layer
Top
(ft)
Bottom (ft)
Thickness
(ft)
Groundwater Depth
Cohesion
(ksf)
Angle of
Friction
(degrees)
Cohesive
Ultimate Skin
Friction Uplift
Override (ksf)
Critical Shear Capacity
Rating
Skin Friction (kips)
Weight of Concrete (kips)
Rating
Critical Shear (kip)
End Bearing (kips)
Axial (kips)
Critical Depth (ft from TOC)
Calculated
Ultimate Skin
Friction Uplift
(ksf)
Calculated
Ultimate Skin
Friction Comp
(ksf)
Ultimate Skin
Friction Comp
Override
(ksf)
Soil Profile
Soil Type
SPT Blow
Count
Ult. Gross
Bearing
Capacity
(ksf)
γsoil
(pcf)
γconcrete
(pcf)
Cohesive
Cohesive
Cohesive
Cohesionless
Cohesive
Cohesionless
Drilled Pier Foundation
BU # :
Site Name:
Order Number:
Monopole
Applied Loads
Material Properties
Pier Design Data
H
873711
Carmel-Springmill
590723 rev # 4
Moment (kip-ft)
Axial Force (kips)
Shear Force (kips)
Concrete Strength, f'c:
Rebar Strength, Fy:
Tie Yield Strength, Fyt:
Pier Diameter
Rebar Quantity
Rebar Cage Diameter
Rebar Quantity
Tie Spacing
Rebar & Pier Options
Embedded Pole Inputs
Belled Pier Inputs
Version 5.0.3
Mux
Mnx
Muy
kip-ft
Mny
kip-ft
Ratio
Muy
Mny
L1 150 - 102 (1) TP34.66x22.5x0.313 134.507 1610.867 0.084 0.000 1610.867 0.000
L2 102 - 67 (2) TP42.902x32.768x0.438 608.748 3546.550 0.172 0.000 3546.550 0.000
L3 67 - 33 (3) TP50.64x40.507x0.5 1200.308 5634.183 0.213 0.000 5634.183 0.000
L4 33 - 0 (4) TP58x47.867x0.5 2057.975 7609.041 0.270 0.000 7609.041 0.000
Pole Shear Design Data
Section
No.
Elevation
ft
Size
Actual
Vu
K
Vn
K
Ratio
Vu
Vn
Actual
Tu
kip-ft
Tn
kip-ft
Ratio
Tu
Tn
L1 150 - 102 (1) TP34.66x22.5x0.313 9.754 575.852 0.017 0.932 1668.275 0.001
L2 102 - 67 (2) TP42.902x32.768x0.438 16.258 997.825 0.016 0.810 3577.892 0.000
L3 67 - 33 (3) TP50.64x40.507x0.5 19.566 1347.100 0.015 0.682 5705.933 0.000
L4 33 - 0 (4) TP58x47.867x0.5 23.195 1601.480 0.014 0.531 8064.358 0.000
Pole Interaction Design Data
Section
No.
Elevation
ft
Ratio
Pu
Pn
Ratio
Mux
Mnx
Ratio
Muy
Mny
Ratio
Vu
Vn
Ratio
Tu
Tn
Comb.
Stress
Ratio
Allow.
Stress
Ratio
Criteria
L1 150 - 102 (1) 0.006 0.084 0.000 0.017 0.001 0.089 1.050 4.8.2
L2 102 - 67 (2) 0.007 0.172 0.000 0.016 0.000 0.179 1.050 4.8.2
L3 67 - 33 (3) 0.007 0.213 0.000 0.015 0.000 0.221 1.050 4.8.2
L4 33 - 0 (4) 0.009 0.270 0.000 0.014 0.000 0.280 1.050 4.8.2
110.000 FFVV-65C-R3-V1_TMO w/
Mount Pipe
39 3.989 0.313 0.001 40220
100.000 MX08FRO665-21 w/ Mount Pipe 39 3.352 0.296 0.001 32183
0.000 Lightning Rod 2''x15' 0 0.000 0.000 0.000 113546
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 150 - 102 30.079 2 1.489 0.008
L2 107 - 67 16.928 2 1.373 0.005
L3 73 - 33 8.218 2 1.014 0.002
L4 40 - 0 2.587 2 0.574 0.001
Critical Deflections and Radius of Curvature - Design Wind
2 Yes 4 0.00000001 0.00004788
3 Yes 4 0.00000001 0.00002958
4 Yes 4 0.00000001 0.00034066
5 Yes 4 0.00000001 0.00022746
6 Yes 4 0.00000001 0.00038012
7 Yes 4 0.00000001 0.00025520
8 Yes 4 0.00000001 0.00009898
9 Yes 4 0.00000001 0.00006641
10 Yes 4 0.00000001 0.00031568
11 Yes 4 0.00000001 0.00021072
12 Yes 4 0.00000001 0.00039443
13 Yes 4 0.00000001 0.00026553
14 Yes 4 0.00000001 0.00005108
15 Yes 4 0.00000001 0.00003205
16 Yes 4 0.00000001 0.00035071
17 Yes 4 0.00000001 0.00023534
18 Yes 4 0.00000001 0.00031751
19 Yes 4 0.00000001 0.00021232
20 Yes 4 0.00000001 0.00010305
21 Yes 4 0.00000001 0.00006917
22 Yes 4 0.00000001 0.00040790
23 Yes 4 0.00000001 0.00027460
24 Yes 4 0.00000001 0.00032273
25 Yes 4 0.00000001 0.00021496
26 Yes 4 0.00000001 0.00001784
27 Yes 4 0.00000001 0.00083996
28 Yes 4 0.00000001 0.00085738
29 Yes 4 0.00000001 0.00085105
42.008 2.598 4.518 395.628 -228.845 -0.294
Dead+Wind 180 deg -
Service
42.008 0.010 5.211 456.421 -1.760 -0.117
Dead+Wind 210 deg -
Service
42.008 -2.580 4.507 394.389 225.657 0.091
Dead+Wind 240 deg -
Service
42.008 -4.479 2.596 226.153 392.469 0.275
Dead+Wind 270 deg -
Service
42.008 -5.178 -0.010 -3.207 453.981 0.385
Dead+Wind 300 deg -
Service
42.008 -4.489 -2.614 -232.235 393.709 0.392
Dead+Wind 330 deg -
Service
42.008 -2.598 -4.518 -399.563 227.803 0.294
Solution Summary
Load
Comb.
Sum of Applied Forces Sum of Reactions
PX % Error
K
PY
K
PZ
K
PX
K
PY
K
PZ
K
1 0.000 -42.008 0.000 0.000 42.008 0.000 0.000%
2 -0.046 -50.410 -23.295 0.046 50.410 23.295 0.000%
3 -0.046 -37.807 -23.295 0.046 37.807 23.295 0.000%
4 11.534 -50.410 -20.151 -11.534 50.410 20.151 0.000%
5 11.534 -37.807 -20.151 -11.534 37.807 20.151 0.000%
6 20.023 -50.410 -11.608 -20.023 50.410 11.608 0.000%
7 20.023 -37.807 -11.608 -20.023 37.807 11.608 0.000%
8 23.147 -50.410 0.046 -23.147 50.410 -0.046 0.000%
9 23.147 -37.807 0.046 -23.147 37.807 -0.046 0.000%
10 20.069 -50.410 11.687 -20.069 50.410 -11.687 0.000%
11 20.069 -37.807 11.687 -20.069 37.807 -11.687 0.000%
12 11.613 -50.410 20.197 -11.613 50.410 -20.197 0.000%
13 11.613 -37.807 20.197 -11.613 37.807 -20.197 0.000%
14 0.046 -50.410 23.295 -0.046 50.410 -23.295 0.000%
15 0.046 -37.807 23.295 -0.046 37.807 -23.295 0.000%
16 -11.534 -50.410 20.151 11.534 50.410 -20.151 0.000%
17 -11.534 -37.807 20.151 11.534 37.807 -20.151 0.000%
18 -20.023 -50.410 11.608 20.023 50.410 -11.608 0.000%
19 -20.023 -37.807 11.608 20.023 37.807 -11.608 0.000%
37.807 23.147 0.046 3.766 -2028.956 -1.719
1.2 Dead+1.0 Wind 120 deg
- No Ice
50.410 20.069 11.687 1030.241 -1768.507 -1.758
0.9 Dead+1.0 Wind 120 deg
- No Ice
37.807 20.069 11.687 1025.942 -1759.953 -1.750
1.2 Dead+1.0 Wind 150 deg
- No Ice
50.410 11.613 20.197 1780.604 -1024.522 -1.318
0.9 Dead+1.0 Wind 150 deg
- No Ice
37.807 11.613 20.197 1772.742 -1019.498 -1.312
1.2 Dead+1.0 Wind 180 deg
- No Ice
50.410 0.046 23.295 2053.222 -6.188 -0.524
0.9 Dead+1.0 Wind 180 deg
- No Ice
37.807 0.046 23.295 2044.066 -5.997 -0.522
1.2 Dead+1.0 Wind 210 deg
- No Ice
50.410 -11.534 20.151 1775.046 1013.637 0.409
0.9 Dead+1.0 Wind 210 deg
- No Ice
37.807 -11.534 20.151 1767.214 1008.987 0.407
1.2 Dead+1.0 Wind 240 deg
- No Ice
50.410 -20.023 11.608 1020.612 1761.693 1.233
0.9 Dead+1.0 Wind 240 deg
- No Ice
37.807 -20.023 11.608 1016.364 1753.491 1.227
1.2 Dead+1.0 Wind 270 deg
- No Ice
50.410 -23.147 -0.046 -7.933 2037.535 1.727
0.9 Dead+1.0 Wind 270 deg
- No Ice
37.807 -23.147 -0.046 -7.294 2028.022 1.719
1.2 Dead+1.0 Wind 300 deg
- No Ice
50.410 -20.069 -11.687 -1034.987 1767.251 1.758
0.9 Dead+1.0 Wind 300 deg
- No Ice
37.807 -20.069 -11.687 -1029.469 1759.020 1.750
1.2 Dead+1.0 Wind 330 deg
- No Ice
50.410 -11.613 -20.197 -1785.351 1023.267 1.317
0.9 Dead+1.0 Wind 330 deg
- No Ice
37.807 -11.613 -20.197 -1776.270 1018.565 1.312
1.2 Dead+1.0 Ice+1.0 Temp 95.770 0.000 -0.000 -6.182 -0.696 0.000
1.2 Dead+1.0 Wind 0
deg+1.0 Ice+1.0 Temp
95.770 -0.006 -6.335 -591.560 0.045 -0.888
1.2 Dead+1.0 Wind 30 95.770 3.152 -5.483 -512.771 -291.430 -0.651
Max. My 2 -33.585 3.029 1200.308
Max. Vy 8 19.415 -1187.154 -1.311
Max. Vx 2 -19.566 3.029 1200.308
Max. Torque 10 2.014
L4 33 - 0 Pole Max Tension 1 0.000 0.000 0.000
Max. Compression 26 -95.770 -0.696 6.182
Max. Mx 8 -50.404 -2038.792 -3.187
Max. My 2 -50.404 4.932 2057.970
Max. Vy 8 23.159 -2038.792 -3.187
Max. Vx 2 -23.307 4.932 2057.970
Max. Torque 10 1.881
Maximum Reactions
Location Condition Gov.
Load
Comb.
Vertical
K
Horizontal, X
K
Horizontal, Z
K
Pole Max. Vert 26 95.770 -0.000 0.000
Max. Hx 20 50.410 23.147 0.046
Max. Hz 2 50.410 0.046 23.295
Max. Mx 2 2057.970 0.046 23.295
Max. Mz 8 2038.792 -23.147 -0.046
Max. Torsion 10 1.758 -20.069 -11.687
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 1.2 Dead+1.0 Ice+1.0 Temp
27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp
28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp
29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp
30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp
31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp
32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp
33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp
0.000
0.000 110.000
AHFIG_TMO C From Leg 4.000
0.000
0.000
0.000 110.000
AHLOA_T-MOBILE A From Leg 4.000
0.000
0.000
0.000 110.000
AHLOA_T-MOBILE B From Leg 4.000
0.000
0.000
0.000 110.000
AHLOA_T-MOBILE C From Leg 4.000
0.000
0.000
0.000 110.000
T-Arm Mount [TA 602-3] C None 0.000 110.000
****
MX08FRO665-21 w/ Mount Pipe A From Leg 4.000
0.000
0.000
0.000 100.000
MX08FRO665-21 w/ Mount Pipe B From Leg 4.000
0.000
0.000
0.000 100.000
MX08FRO665-21 w/ Mount Pipe C From Leg 4.000
0.000
0.000
0.000 100.000
TA08025-B604 A From Leg 4.000
0.000
0.000
0.000 100.000
TA08025-B604 B From Leg 4.000
0.000
0.000
0.000 100.000
TA08025-B604 C From Leg 4.000
0.000
0.000
0.000 100.000
TA08025-B605 A From Leg 4.000
0.000
0.000 100.000
0.000
-1.000
0.000 123.000
Sub6 Antenna w/ Mount Pipe A From Leg 4.000
0.000
2.000
0.000 123.000
Sub6 Antenna w/ Mount Pipe B From Leg 4.000
0.000
2.000
0.000 123.000
Sub6 Antenna w/ Mount Pipe C From Leg 4.000
0.000
2.000
0.000 123.000
(2) 4449 A From Leg 4.000
0.000
0.000
0.000 123.000
4449 B From Leg 4.000
0.000
0.000
0.000 123.000
(3) 8843 A From Leg 4.000
0.000
0.000
0.000 123.000
RHSDC-6627-PF-48 A From Leg 4.000
0.000
0.000
0.000 123.000
RHSDC-6627-PF-48 B From Leg 4.000
0.000
0.000
0.000 123.000
Sector Mount [SM 502-3] C None 0.000 123.000
0.000
2 No Ice
1/2'' Ice
1'' Ice
2'' Ice
0.000
0.000
0.000
0.000
0.003
0.003
0.003
0.003
****
HCS 2.0 Part 3(1-
1/2)
C No No Inside Pole 110.000 -
0.000
2 No Ice
1/2'' Ice
1'' Ice
2'' Ice
0.000
0.000
0.000
0.000
0.002
0.002
0.002
0.002
****
Feed Line/Linear Appurtenances Section Areas
Tower
Sectio
n
Tower
Elevation
ft
Face AR
ft2
AF
ft2
CAAA
In Face
ft2
CAAA
Out Face
ft2
Weight
K
L1 150.000-102.000 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
2.760
0.000
0.000
0.220
L2 102.000-67.000 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
2.013
0.000
0.000
0.509
L3 67.000-33.000 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
1.955
0.000
0.000
0.500
L4 33.000-0.000 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
1.898
0.000
0.000
0.485
Feed Line/Linear Appurtenances Section Areas - With Ice
Tower
Sectio
n
Tower
Elevation
ft
Face
or
Leg
Ice
Thickness
in
AR
ft2
AF
ft2
CAAA
In Face
ft2
CAAA
Out Face
ft2
Weight
K
L1 150.000-102.000 A
B
C
2.627 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
53.192
0.000
0.000
0.840
L2 102.000-67.000 A
B
C
2.525 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
38.786
0.000
0.000
0.961
L3 67.000-33.000 A
B
C
2.397 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
36.299
0.000
0.000
0.909
L4 33.000-0.000 A
B
C
2.146 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
33.532
0.000
0.000
0.845
L1 22.799 22.007 1368.735 7.877 11.430 119.749 2739.272 11.006 3.410 10.912
35.146 34.068 5077.849 12.193 17.607 288.395 10162.380 17.037 5.550 17.761
L2 34.493 44.895 5928.886 11.477 16.646 356.168 11865.574 22.452 4.997 11.422
43.496 58.967 13433.565 15.075 21.794 616.386 26884.806 29.489 6.781 15.499
L3 42.598 63.491 12838.444 14.202 20.577 623.910 25693.782 31.751 6.249 12.498
51.344 79.572 25273.615 17.800 25.725 982.449 50580.486 39.794 8.033 16.065
L4 50.329 75.171 21307.524 16.815 24.316 876.266 42643.085 37.593 7.545 15.089
58.818 91.252 38116.930 20.413 29.464 1293.678 76284.015 45.635 9.328 18.656
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 150.000-
102.000
1 1 1
L2 102.000-
67.000
1 1 1
L3 67.000-
33.000
1 1 1
L4 33.000-
0.000
1 1 1
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Componen
t
Type
Placement
ft
Total
Number
Number
Per Row
Clear
Spacing
in
Width or
Diamete
r
in
Perimete
r
in
Weight
klf
****
Feed Line/Linear Appurtenances - Entered As Area
Description Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Componen
t
Type
Placement
ft
Total
Number
CAAA
ft2/ft
Weight
klf
Safety Line 3/8 C No No CaAa (Out
Of Face)
150.000 -
0.000
1 No Ice
1/2'' Ice
1'' Ice
2'' Ice
0.037
0.137
0.238
0.437
0.000
0.001
0.001
0.002
5/8 rod/step C No No CaAa (Out
Of Face)
150.000 -
0.000
1 No Ice
1/2'' Ice
1'' Ice
0.020
0.120
0.220
0.000
0.001
0.002
7. Topographic Category 1 with Crest Height of 0.000 ft
8. TOWER RATING: 26.7%
Size (in)
123.0
125.0 3 vzw Sub6 Antenna w/ Mount Pipe
6
2
7/8
2
123.0
3 commscope NHH-65C-R2B w/ Mount Pipe
3 ericsson 4449
3 ericsson 8843
2 raycap RHSDC-6627-PF-48
1 tower mounts Sector Mount [SM 502-3]
122.0 2 ericsson 4408 W/KRE 105 281/1 w/
Mount Pipe
110.0 110.0
3 commscope FFVV-65C-R3-V1_TMO w/
Mount Pipe
2 1-1/2
2 commscope HCS 2.0 Part 1
3 nokia AEHC w/ Mount Pipe
3 nokia AHFIG_TMO
3 nokia AHLOA_T-MOBILE
1 tower mounts T-Arm Mount [TA 602-3]