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May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 2
tnxTower Report - version 8.0.5.0
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIATable 1 - Proposed Equipment ConfigurationTable 2 - Other Considered Equipment
3) ANALYSIS PROCEDURETable 3 - Documents Provided3.1) Analysis Method3.2) Assumptions
4) ANALYSIS RESULTSTable 4 - Section Capacity (Summary)Table 5 – Tower Component Stresses vs. Capacity 4.1) Recommendations
5) APPENDIX AtnxTower Output
6) APPENDIX BBase Level Drawing
7) APPENDIX CAdditional Calculations
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 3
tnxTower Report - version 8.0.5.0
1) INTRODUCTION
This tower is a 120 ft Monopole tower designed by ENGINEERED ENDEAVORS, INC in October of 2002.
2) ANALYSIS CRITERIA
TIA-222 Revision: TIA-222-HRisk Category: IIWind Speed: 125 mphExposure Category: CTopographic Factor: 1Ice Thickness: 2.0 inWind Speed with Ice: 50 mphService Wind Speed: 60 mph
Table 1 - Proposed Equipment Configuration
Mounting Level (ft)
Center Line
Elevation (ft)
Number of
AntennasAntenna
Manufacturer Antenna ModelNumber of Feed Lines
Feed Line Size
(in)
117.0 3 commscope DHHTT65B-3XR115.0 1 misc 36”Ø x 10’ Concealment112.0 3 rfs celwave FD9R6004/1C-3L
115.0
111.0 3 rfs celwave FD9R6004/1C-3L
12 7/8
Table 2 - Other Considered Equipment
Mounting Level (ft)
Center Line
Elevation (ft)
Number of
AntennasAntenna
Manufacturer Antenna ModelNumber of Feed Lines
Feed Line Size
(in)
3 kathrein 800 10504107.0
3 kathrein 860 10118105.0105.0 1 misc 20”Ø x 10’ Concealment
6 7/8
97.0 3 rfs celwave APX18-206517-CT295.0
95.0 1 misc 20”Ø x 10’ Concealment16
5/167/8
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 4
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3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document Remarks Reference Source
4-GEOTECHNICAL REPORTS ATC, 25.75143.0020, 02/13/2002 1515316 CCISITES4-TOWER FOUNDATION
DRAWINGS/DESIGN/SPECS EEI, 10472, 08/23/2002 1630211 CCISITES
4-TOWER MANUFACTURER DRAWINGS EEI, 10472, 10/30/2002 1515402 CCISITES
3.1) Analysis Method
tnxTower (version 8.0.5.0) and RISA-3D (version 15.0.4), commercially available analysis software packages, were used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from each analysis is included in Appendix A and C.
3.2) Assumptions
1) Tower and structures were built in accordance with the manufacturer’s specifications.2) The tower and structures have been maintained in accordance with the manufacturer’s
specification.3) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings.4) At the time of analysis, base plate grout was not installed, and it has not been considered in this
analysis.
This analysis may be affected if any assumptions are not valid or have been made in error. Paul J. Ford and Company should be notified to determine the effect on the structural integrity of the tower.
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 5
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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 120 - 110 Pole TP4x4x2 1 -0.81 415.63 14.2 Pass
L2 110 - 100 Pole TP5x5x2.5 2 -2.67 649.43 26.9 Pass
L3 100 - 90 Pole TP6x6x3 3 -5.01 935.17 32.0 Pass
L4 90 - 45.17 Pole TP25.076x20.403x0.1875 4 -8.55 895.87 32.2 Pass
L5 45.17 - 0 Pole TP31.25x24.3195x0.25 5 -13.75 1510.96 41.6 Pass
Summary
Pole (L5) 41.6 Pass
RATING = 41.6 Pass
Table 5 - Tower Component Stresses vs. Capacity – LC5
Notes Component Elevation (ft) % Capacity Pass / Fail
1 Anchor Rods 0 50.5 Pass1 Base Plate 0 47.0 Pass
1 Base Foundation Structural Steel 0 23.5 Pass
1 Base Foundation Soil Interaction 0 37.4 Pass
1 Flange Connection 90 Sufficient Pass
Structure Rating (max from all components) = 50.5%Notes: All structural ratings are per TIA-222-H Section 15.51) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity
consumed.
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the proposed load configuration. In order for the results of this analysis to be considered valid, the loading modification(s), as follows, must be completed.
New concealment sections and connections shall be designed by a competent, experienced, licensed professional engineer.
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 6
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APPENDIX A
TNXTOWER OUTPUT
Paul J. Ford and Company 250 East Broad St., Suite 600
Columbus, OH 43215 Phone: (614) 221-6679
FAX:
Job:
Project:
Client: Drawn by: gaustin
App'd:
Code: TIA-222-H
Date: 05/07/19
Scale: NTS
Path: G:\TOWER\375_Crown_Castle\2019\37519-1916_875094_PINE HAVEN CEMETERY\37519-1916.001.7825_SAF_1735601\37519-1916.001.7825_Concealment.eri
Dwg No. E-1
120.0 ft
110.0 ft
100.0 ft
90.0 ft
45.2 ft
0.0 ft
REACTIONS - 125 mph WIND
8 K
SHEAR
461 kip-ft
MOMENT
14 K
AXIAL
50 mph WIND - 1.7000 in ICE
2 K
SHEAR
124 kip-ft
MOMENT
23 K
AXIAL
ARE FACTOREDALL REACTIONS
S
ectio
n1
23
45
L
en
gth
(ft)
10
.00
01
0.0
00
10
.00
04
4.8
30
48
.83
0
N
um
be
r o
f S
ide
s0
00
18
18
T
hic
kn
ess (
in)
2.0
00
02
.50
00
3.0
00
00
.18
75
0.2
50
0
S
ocke
t L
en
gth
(ft)
3.6
60
T
op
Dia
(in
)4
.00
00
5.0
00
06
.00
00
20
.40
30
24
.31
95
B
ot D
ia (
in)
4.0
00
05
.00
00
6.0
00
02
5.0
76
03
1.2
50
0
G
rad
eA
53
-B-3
5A
57
2-6
5
W
eig
ht (K
)0
.40
.71
.02
.03
.67
.7
Canister Load1 120 DHHTT65B-3XR 115 DHHTT65B-3XR 115 FD9R6004/1C-3L 115 FD9R6004/1C-3L 115 FD9R6004/1C-3L 115 FD9R6004/1C-3L 115 FD9R6004/1C-3L 115 FD9R6004/1C-3L 115 DHHTT65B-3XR 115 Canister Load2 110 800 10504 105 860 10118 105 860 10118 105 860 10118 105 800 10504 105 800 10504 105 Canister Load3 100 APX18-206517-CT2 95 APX18-206517-CT2 95 APX18-206517-CT2 95 Canister Load4 90DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATION Canister Load1 120
DHHTT65B-3XR 115
DHHTT65B-3XR 115
FD9R6004/1C-3L 115
FD9R6004/1C-3L 115
FD9R6004/1C-3L 115
FD9R6004/1C-3L 115
FD9R6004/1C-3L 115
FD9R6004/1C-3L 115
DHHTT65B-3XR 115
Canister Load2 110
800 10504 105
860 10118 105
860 10118 105
860 10118 105
800 10504 105
800 10504 105
Canister Load3 100
APX18-206517-CT2 95
APX18-206517-CT2 95
APX18-206517-CT2 95
Canister Load4 90
MATERIAL STRENGTHGRADE GRADEFy FyFu Fu
A53-B-35 35 ksi 60 ksi A572-65 65 ksi 80 ksi
TOWER DESIGN NOTES1. Tower is located in Middlesex County, Massachusetts.2. Tower designed for Exposure C to the TIA-222-H Standard.3. Tower designed for a 125 mph basic wind in accordance with the TIA-222-H Standard.4. Tower is also designed for a 50 mph basic wind with 1.70 in ice. Ice is considered to
increase in thickness with height.5. Deflections are based upon a 60 mph wind.6. Tower Risk Category II.7. Topographic Category 1 with Crest Height of 0.000 ft8. TIA-222-H Annex S9. TOWER RATING: 41.6%
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 7
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Tower Input Data The tower is a monopole.This tower is designed using the TIA-222-H standard.The following design criteria apply:
1) Tower is located in Middlesex County, Massachusetts.2) Tower base elevation above sea level: 176.970 ft.3) Basic wind speed of 125 mph.4) Risk Category II.5) Exposure Category C.6) Simplified Topographic Factor Procedure for wind speed-up calculations is used.7) Topographic Category: 1.8) Crest Height: 0.000 ft.9) Nominal ice thickness of 1.7000 in.10) Ice thickness is considered to increase with height.11) Ice density of 56 pcf.12) A wind speed of 50 mph is used in combination with ice.13) Temperature drop of 50 °F.14) Deflections calculated using a wind speed of 60 mph.15) TIA-222-H Annex S.16) A non-linear (P-delta) analysis was used.17) Pressures are calculated at each section.18) Stress ratio used in pole design is 1.05.19) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are
not considered.
Options Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable√ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.
Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice
Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component √ Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No
Appurtenances Outside and Inside Corner Radii Are
Known
Tapered Pole Section Geometry Section Elevation
ft
SectionLength
ft
Splice Length
ft
Numberof
Sides
TopDiameter
in
BottomDiameter
in
WallThickness
in
BendRadius
in
Pole Grade
L1 120.000-110.000
10.000 0.00 Round 4.0000 4.0000 2.0000 A53-B-35(35 ksi)
L2 110.000-100.000
10.000 0.00 Round 5.0000 5.0000 2.5000 A53-B-35(35 ksi)
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 8
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Section Elevation
ft
SectionLength
ft
Splice Length
ft
Numberof
Sides
TopDiameter
in
BottomDiameter
in
WallThickness
in
BendRadius
in
Pole Grade
L3 100.000-90.000
10.000 0.00 Round 6.0000 6.0000 3.0000 A53-B-35(35 ksi)
L4 90.000-45.170 44.830 3.66 18 20.4030 25.0760 0.1875 0.7500 A572-65(65 ksi)
L5 45.170-0.000 48.830 18 24.3195 31.2500 0.2500 1.0000 A572-65(65 ksi)
Tapered Pole Properties Section Tip Dia.
inAreain2
Iin4
rin
C in
I/Cin3
Jin4
It/Qin2
win
w/t
L1 4.0000 12.5664 12.5664 1.0000 2.0000 6.2832 25.1327 6.2794 0.0000 0 4.0000 12.5664 12.5664 1.0000 2.0000 6.2832 25.1327 6.2794 0.0000 0
L2 5.0000 19.6350 30.6796 1.2500 2.5000 12.2718 61.3592 9.8116 0.0000 0 5.0000 19.6350 30.6796 1.2500 2.5000 12.2718 61.3592 9.8116 0.0000 0
L3 6.0000 28.2743 63.6173 1.5000 3.0000 21.2058 127.2345 14.1287 0.0000 0 6.0000 28.2743 63.6173 1.5000 3.0000 21.2058 127.2345 14.1287 0.0000 0
L4 20.6888 12.0307 621.1537 7.1765 10.3647 59.9296 1243.1248 6.0165 3.2609 17.392 25.4339 14.8118 1159.1558 8.8354 12.7386 90.9955 2319.8369 7.4073 4.0834 21.778
L5 25.1836 19.0991 1397.9284 8.5447 12.3543 113.1532 2797.6963 9.5514 3.8402 15.361 31.6935 24.5985 2986.5478 11.0050 15.8750 188.1290 5977.0253 12.3016 5.0600 20.24
Tower Elevation
ft
GussetArea
(per face)
ft2
GussetThickness
in
Gusset GradeAdjust. FactorAf
Adjust.Factor
Ar
Weight Mult. Double Angle Stitch Bolt Spacing
Diagonalsin
Double Angle Stitch Bolt Spacing
Horizontalsin
Double Angle Stitch Bolt Spacing
Redundantsin
L1 120.000-110.000
1 0 1
L2 110.000-100.000
1 0 1
L3 100.000-90.000
1 0 1
L4 90.000-45.170
1 1 1
L5 45.170-0.000
1 1 1
Feed Line/Linear Appurtenances - Entered As AreaDescription Face
orLeg
AllowShield
Exclude From
Torque Calculation
Component
Type
Placement
ft
Total Number
CAAA
ft2/ft
Weight
plf
LDF5-50A(7/8) C No No Inside Pole 115.000 - 0.000
12 No Ice1/2'' Ice1'' Ice2'' Ice
0.0000.0000.0000.000
0.330.330.330.33
*** FXL 1070-1(7/8) C No No Inside Pole 105.000 -
0.0006 No Ice
1/2'' Ice1'' Ice2'' Ice
0.0000.0000.0000.000
0.290.290.290.29
*** ATCB-B01(5/16) C No No Inside Pole 95.000 - 0.000 1 No Ice
1/2'' Ice1'' Ice2'' Ice
0.0000.0000.0000.000
0.070.070.070.07
FLC 78-50J(7/8) C No No Inside Pole 95.000 - 0.000 6 No Ice1/2'' Ice1'' Ice
0.0000.0000.000
0.400.400.40
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 9
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Description Faceor
Leg
AllowShield
Exclude From
Torque Calculation
Component
Type
Placement
ft
Total Number
CAAA
ft2/ft
Weight
plf
2'' Ice 0.000 0.40
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
KL1 120.000-110.000 A
BC
0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.000.000.02
L2 110.000-100.000 ABC
0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.000.000.05
L3 100.000-90.000 ABC
0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.000.000.07
L4 90.000-45.170 ABC
0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.000.000.37
L5 45.170-0.000 ABC
0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.000.000.37
Feed Line/Linear Appurtenances Section Areas - With IceTower Sectio
n
Tower Elevation
ft
Faceor
Leg
Ice Thickness
in
AR
ft2
AF
ft2
CAAA
In Face ft2
CAAA
Out Face ft2
Weight
KL1 120.000-110.000 A
BC
1.926 0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.000.000.02
L2 110.000-100.000 ABC
1.909 0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.000.000.05
L3 100.000-90.000 ABC
1.890 0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.000.000.07
L4 90.000-45.170 ABC
1.825 0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.000.000.37
L5 45.170-0.000 ABC
1.637 0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.0000.0000.000
0.000.000.37
Feed Line Center of Pressure Section Elevation
ft
CPX
in
CPZ
in
CPX
Icein
CPZ
Icein
L1 120.000-110.000 0.0000 0.0000 0.0000 0.0000L2 110.000-100.000 0.0000 0.0000 0.0000 0.0000L3 100.000-90.000 0.0000 0.0000 0.0000 0.0000L4 90.000-45.170 0.0000 0.0000 0.0000 0.0000L5 45.170-0.000 0.0000 0.0000 0.0000 0.0000
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 10
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Shielding Factor KaTower
SectionFeed Line
Record No.Description Feed Line
Segment Elev.
Ka
No IceKa
Ice
Discrete Tower Loads Description Face
orLeg
OffsetType
Offsets:Horz
LateralVert
ftftft
AzimuthAdjustmen
t
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
*** DHHTT65B-3XR A From Leg 0.500
0.002.00
0.0000 115.000 No Ice1/2'' Ice
1'' Ice2'' Ice
0.0000.0000.0000.000
0.0000.0000.0000.000
0.050.100.150.28
DHHTT65B-3XR B From Leg 0.5000.002.00
0.0000 115.000 No Ice1/2'' Ice
1'' Ice2'' Ice
0.0000.0000.0000.000
0.0000.0000.0000.000
0.050.100.150.28
DHHTT65B-3XR C From Leg 0.5000.002.00
0.0000 115.000 No Ice1/2'' Ice
1'' Ice2'' Ice
0.0000.0000.0000.000
0.0000.0000.0000.000
0.050.100.150.28
FD9R6004/1C-3L A From Leg 0.5000.00-3.00
0.0000 115.000 No Ice1/2'' Ice
1'' Ice2'' Ice
0.0000.0000.0000.000
0.0000.0000.0000.000
0.000.000.010.02
FD9R6004/1C-3L B From Leg 0.5000.00-3.00
0.0000 115.000 No Ice1/2'' Ice
1'' Ice2'' Ice
0.0000.0000.0000.000
0.0000.0000.0000.000
0.000.000.010.02
FD9R6004/1C-3L C From Leg 0.5000.00-3.00
0.0000 115.000 No Ice1/2'' Ice
1'' Ice2'' Ice
0.0000.0000.0000.000
0.0000.0000.0000.000
0.000.000.010.02
FD9R6004/1C-3L A From Leg 0.5000.00-4.00
0.0000 115.000 No Ice1/2'' Ice
1'' Ice2'' Ice
0.0000.0000.0000.000
0.0000.0000.0000.000
0.000.000.010.02
FD9R6004/1C-3L B From Leg 0.5000.00-4.00
0.0000 115.000 No Ice1/2'' Ice
1'' Ice2'' Ice
0.0000.0000.0000.000
0.0000.0000.0000.000
0.000.000.010.02
FD9R6004/1C-3L C From Leg 0.5000.00-4.00
0.0000 115.000 No Ice1/2'' Ice
1'' Ice2'' Ice
0.0000.0000.0000.000
0.0000.0000.0000.000
0.000.000.010.02
*** 800 10504 A From Leg 0.500
0.000.0000 105.000 No Ice
1/2'' 0.0000.000
0.0000.000
0.020.04
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 11
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Description Faceor
Leg
OffsetType
Offsets:Horz
LateralVert
ftftft
AzimuthAdjustmen
t
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
2.00 Ice1'' Ice2'' Ice
0.0000.000
0.0000.000
0.060.12
800 10504 B From Leg 0.5000.002.00
0.0000 105.000 No Ice1/2'' Ice
1'' Ice2'' Ice
0.0000.0000.0000.000
0.0000.0000.0000.000
0.020.040.060.12
800 10504 C From Leg 0.5000.002.00
0.0000 105.000 No Ice1/2'' Ice
1'' Ice2'' Ice
0.0000.0000.0000.000
0.0000.0000.0000.000
0.020.040.060.12
860 10118 A From Leg 0.5000.002.00
0.0000 105.000 No Ice1/2'' Ice
1'' Ice2'' Ice
0.0000.0000.0000.000
0.0000.0000.0000.000
0.000.000.010.01
860 10118 B From Leg 0.5000.002.00
0.0000 105.000 No Ice1/2'' Ice
1'' Ice2'' Ice
0.0000.0000.0000.000
0.0000.0000.0000.000
0.000.000.010.01
860 10118 C From Leg 0.5000.002.00
0.0000 105.000 No Ice1/2'' Ice
1'' Ice2'' Ice
0.0000.0000.0000.000
0.0000.0000.0000.000
0.000.000.010.01
*** APX18-206517-CT2 A From Leg 0.500
0.002.00
0.0000 95.000 No Ice1/2'' Ice
1'' Ice2'' Ice
0.0000.0000.0000.000
0.0000.0000.0000.000
0.020.050.080.16
APX18-206517-CT2 B From Leg 0.5000.002.00
0.0000 95.000 No Ice1/2'' Ice
1'' Ice2'' Ice
0.0000.0000.0000.000
0.0000.0000.0000.000
0.020.050.080.16
APX18-206517-CT2 C From Leg 0.5000.002.00
0.0000 95.000 No Ice1/2'' Ice
1'' Ice2'' Ice
0.0000.0000.0000.000
0.0000.0000.0000.000
0.020.050.080.16
********************* Canister Load1 C None 0.0000 120.000 No Ice
1/2'' Ice
1'' Ice2'' Ice
6.7506.9387.1257.500
6.7506.9387.1257.500
0.090.210.320.56
Canister Load2 C None 0.0000 110.000 No Ice1/2'' Ice
1'' Ice2'' Ice
10.50010.87511.25012.000
10.50010.87511.25012.000
0.800.971.151.53
Canister Load3 C None 0.0000 100.000 No Ice1/2'' Ice
1'' Ice2'' Ice
7.5007.8758.2509.000
7.5007.8758.2509.000
0.860.991.121.40
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 12
tnxTower Report - version 8.0.5.0
Description Faceor
Leg
OffsetType
Offsets:Horz
LateralVert
ftftft
AzimuthAdjustmen
t
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
Canister Load4 C None 0.0000 90.000 No Ice1/2'' Ice
1'' Ice2'' Ice
3.7503.9384.1254.500
3.7503.9384.1254.500
0.810.870.941.08
Tower Pressures - No Ice GH = 1.100
SectionElevation
ft
z
ft
KZ qz
psf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg %
CAAA
InFace
ft2
CAAA
OutFace
ft2L1 120.000-
110.000115.000 1.303 49.21 3.333 A
BC
0.0000.0000.000
0.0000.0000.000
0.000 0.000.000.00
0.0000.0000.000
0.0000.0000.000
L2 110.000-100.000
105.000 1.279 48.28 4.167 ABC
0.0000.0000.000
0.0000.0000.000
0.000 0.000.000.00
0.0000.0000.000
0.0000.0000.000
L3 100.000-90.000
95.000 1.252 47.27 5.000 ABC
0.0000.0000.000
0.0000.0000.000
0.000 0.000.000.00
0.0000.0000.000
0.0000.0000.000
L4 90.000-45.170
67.211 1.164 43.79 86.153 ABC
0.0000.0000.000
86.15386.15386.153
86.153 100.00100.00100.00
0.0000.0000.000
0.0000.0000.000
L5 45.170-0.000
22.674 0.926 34.88 107.047
ABC
0.0000.0000.000
107.047107.047107.047
107.047 100.00100.00100.00
0.0000.0000.000
0.0000.0000.000
Tower Pressure - With Ice GH = 1.100
SectionElevation
ft
z
ft
KZ qz
psf
tZ
in
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg %
CAAA
InFace
ft2
CAAA
OutFace
ft2L1 120.000-
110.000115.000 1.303 7.87 1.9260 6.543 A
BC
0.0000.0000.000
0.0000.0000.000
0.000 0.000.000.00
0.0000.0000.000
0.0000.0000.000
L2 110.000-100.000
105.000 1.279 7.72 1.9086 7.348 ABC
0.0000.0000.000
0.0000.0000.000
0.000 0.000.000.00
0.0000.0000.000
0.0000.0000.000
L3 100.000-90.000
95.000 1.252 7.56 1.8896 8.149 ABC
0.0000.0000.000
0.0000.0000.000
0.000 0.000.000.00
0.0000.0000.000
0.0000.0000.000
L4 90.000-45.170
67.211 1.164 7.01 1.8253 99.792 ABC
0.0000.0000.000
99.79299.79299.792
99.792 100.00100.00100.00
0.0000.0000.000
0.0000.0000.000
L5 45.170-0.000
22.674 0.926 5.58 1.6374 120.789 ABC
0.0000.0000.000
120.789120.789120.789
120.789 100.00100.00100.00
0.0000.0000.000
0.0000.0000.000
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 13
tnxTower Report - version 8.0.5.0
Tower Pressure - Service GH = 1.100
SectionElevation
ft
z
ft
KZ qz
psf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg %
CAAA
InFace
ft2
CAAA
OutFace
ft2L1 120.000-
110.000115.000 1.303 10.15 3.333 A
BC
0.0000.0000.000
0.0000.0000.000
0.000 0.000.000.00
0.0000.0000.000
0.0000.0000.000
L2 110.000-100.000
105.000 1.279 9.95 4.167 ABC
0.0000.0000.000
0.0000.0000.000
0.000 0.000.000.00
0.0000.0000.000
0.0000.0000.000
L3 100.000-90.000
95.000 1.252 9.75 5.000 ABC
0.0000.0000.000
0.0000.0000.000
0.000 0.000.000.00
0.0000.0000.000
0.0000.0000.000
L4 90.000-45.170
67.211 1.164 9.03 86.153 ABC
0.0000.0000.000
86.15386.15386.153
86.153 100.00100.00100.00
0.0000.0000.000
0.0000.0000.000
L5 45.170-0.000
22.674 0.926 7.19 107.047
ABC
0.0000.0000.000
107.047107.047107.047
107.047 100.00100.00100.00
0.0000.0000.000
0.0000.0000.000
Load Combinations Comb.
No.Description
1 Dead Only2 1.2 Dead+1.0 Wind 0 deg - No Ice3 0.9 Dead+1.0 Wind 0 deg - No Ice4 1.2 Dead+1.0 Wind 30 deg - No Ice5 0.9 Dead+1.0 Wind 30 deg - No Ice6 1.2 Dead+1.0 Wind 60 deg - No Ice7 0.9 Dead+1.0 Wind 60 deg - No Ice8 1.2 Dead+1.0 Wind 90 deg - No Ice9 0.9 Dead+1.0 Wind 90 deg - No Ice10 1.2 Dead+1.0 Wind 120 deg - No Ice11 0.9 Dead+1.0 Wind 120 deg - No Ice12 1.2 Dead+1.0 Wind 150 deg - No Ice13 0.9 Dead+1.0 Wind 150 deg - No Ice14 1.2 Dead+1.0 Wind 180 deg - No Ice15 0.9 Dead+1.0 Wind 180 deg - No Ice16 1.2 Dead+1.0 Wind 210 deg - No Ice17 0.9 Dead+1.0 Wind 210 deg - No Ice18 1.2 Dead+1.0 Wind 240 deg - No Ice19 0.9 Dead+1.0 Wind 240 deg - No Ice20 1.2 Dead+1.0 Wind 270 deg - No Ice21 0.9 Dead+1.0 Wind 270 deg - No Ice22 1.2 Dead+1.0 Wind 300 deg - No Ice23 0.9 Dead+1.0 Wind 300 deg - No Ice24 1.2 Dead+1.0 Wind 330 deg - No Ice25 0.9 Dead+1.0 Wind 330 deg - No Ice26 1.2 Dead+1.0 Ice+1.0 Temp27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 14
tnxTower Report - version 8.0.5.0
Comb.No.
Description
37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp39 Dead+Wind 0 deg - Service40 Dead+Wind 30 deg - Service41 Dead+Wind 60 deg - Service42 Dead+Wind 90 deg - Service43 Dead+Wind 120 deg - Service44 Dead+Wind 150 deg - Service45 Dead+Wind 180 deg - Service46 Dead+Wind 210 deg - Service47 Dead+Wind 240 deg - Service48 Dead+Wind 270 deg - Service49 Dead+Wind 300 deg - Service50 Dead+Wind 330 deg - Service
Maximum Member Forces
Section
No.
Elevationft
ComponentType
Condition Gov.Load
Comb.
Axial
K
Major AxisMoment
kip-ft
Minor AxisMoment
kip-ftL1 120 - 110 Pole Max Tension 8 0.00 0.00 0.00
Max. Compression 26 -2.20 0.00 0.00 Max. Mx 8 -0.81 -4.10 0.00 Max. My 2 -0.81 0.00 4.10 Max. Vy 8 0.44 -4.10 0.00 Max. Vx 2 -0.44 0.00 4.10 Max. Torque 4 -0.00
L2 110 - 100 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -5.27 0.00 0.00 Max. Mx 8 -2.67 -15.19 0.00 Max. My 2 -2.67 0.00 15.19 Max. Vy 8 1.13 -15.19 0.00 Max. Vx 2 -1.13 0.00 15.19 Max. Torque 4 -0.00
L3 100 - 90 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -8.71 0.00 0.00 Max. Mx 8 -5.01 -31.18 0.00 Max. My 2 -5.01 0.00 31.18 Max. Vy 8 1.61 -24.78 0.00 Max. Vx 2 -1.61 0.00 24.78 Max. Torque 4 -0.00
L4 90 - 45.17 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -14.85 0.00 0.00 Max. Mx 8 -8.55 -162.96 0.00 Max. My 2 -8.55 0.00 162.96 Max. Vy 8 4.58 -162.96 0.00 Max. Vx 2 -4.58 0.00 162.96 Max. Torque 4 -0.00
L5 45.17 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -23.04 0.00 0.00 Max. Mx 8 -13.75 -461.40 0.00 Max. My 2 -13.75 0.00 461.40 Max. Vy 8 7.56 -461.40 0.00 Max. Vx 2 -7.56 0.00 461.40 Max. Torque 6 0.00
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 15
tnxTower Report - version 8.0.5.0
Maximum Reactions
Location Condition Gov.Load
Comb.
VerticalK
Horizontal, XK
Horizontal, ZK
Pole Max. Vert 26 23.04 0.00 0.00 Max. Hx 21 10.31 7.54 0.00 Max. Hz 3 10.31 0.00 7.54 Max. Mx 2 461.40 0.00 7.54 Max. Mz 8 461.40 -7.54 0.00 Max. Torsion 6 0.00 -6.53 3.77 Min. Vert 3 10.31 0.00 7.54 Min. Hx 9 10.31 -7.54 0.00 Min. Hz 15 10.31 0.00 -7.54 Min. Mx 14 -461.40 0.00 -7.54 Min. Mz 20 -461.40 7.54 0.00 Min. Torsion 10 -0.00 -6.53 -3.77
Tower Mast Reaction Summary Load
CombinationVertical
K
Shearx
K
Shearz
K
Overturning Moment, Mx
kip-ft
Overturning Moment, Mz
kip-ft
Torque
kip-ftDead Only 11.46 0.00 0.00 0.00 0.00 0.001.2 Dead+1.0 Wind 0 deg - No Ice
13.75 0.00 -7.54 -461.40 0.00 0.00
0.9 Dead+1.0 Wind 0 deg - No Ice
10.31 0.00 -7.54 -454.13 0.00 0.00
1.2 Dead+1.0 Wind 30 deg - No Ice
13.75 3.77 -6.53 -399.59 -230.70 0.00
0.9 Dead+1.0 Wind 30 deg - No Ice
10.31 3.77 -6.53 -393.29 -227.07 0.00
1.2 Dead+1.0 Wind 60 deg - No Ice
13.75 6.53 -3.77 -230.70 -399.59 -0.00
0.9 Dead+1.0 Wind 60 deg - No Ice
10.31 6.53 -3.77 -227.07 -393.29 -0.00
1.2 Dead+1.0 Wind 90 deg - No Ice
13.75 7.54 0.00 0.00 -461.40 0.00
0.9 Dead+1.0 Wind 90 deg - No Ice
10.31 7.54 0.00 0.00 -454.13 0.00
1.2 Dead+1.0 Wind 120 deg - No Ice
13.75 6.53 3.77 230.70 -399.59 0.00
0.9 Dead+1.0 Wind 120 deg - No Ice
10.31 6.53 3.77 227.07 -393.29 0.00
1.2 Dead+1.0 Wind 150 deg - No Ice
13.75 3.77 6.53 399.59 -230.70 -0.00
0.9 Dead+1.0 Wind 150 deg - No Ice
10.31 3.77 6.53 393.29 -227.07 -0.00
1.2 Dead+1.0 Wind 180 deg - No Ice
13.75 0.00 7.54 461.40 0.00 0.00
0.9 Dead+1.0 Wind 180 deg - No Ice
10.31 0.00 7.54 454.13 0.00 0.00
1.2 Dead+1.0 Wind 210 deg - No Ice
13.75 -3.77 6.53 399.59 230.70 0.00
0.9 Dead+1.0 Wind 210 deg - No Ice
10.31 -3.77 6.53 393.29 227.07 0.00
1.2 Dead+1.0 Wind 240 deg - No Ice
13.75 -6.53 3.77 230.70 399.59 -0.00
0.9 Dead+1.0 Wind 240 deg - No Ice
10.31 -6.53 3.77 227.07 393.29 -0.00
1.2 Dead+1.0 Wind 270 deg - No Ice
13.75 -7.54 0.00 0.00 461.40 0.00
0.9 Dead+1.0 Wind 270 deg 10.31 -7.54 0.00 0.00 454.13 0.00
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 16
tnxTower Report - version 8.0.5.0
LoadCombination
Vertical
K
Shearx
K
Shearz
K
Overturning Moment, Mx
kip-ft
Overturning Moment, Mz
kip-ft
Torque
kip-ft- No Ice1.2 Dead+1.0 Wind 300 deg - No Ice
13.75 -6.53 -3.77 -230.70 399.59 0.00
0.9 Dead+1.0 Wind 300 deg - No Ice
10.31 -6.53 -3.77 -227.07 393.29 0.00
1.2 Dead+1.0 Wind 330 deg - No Ice
13.75 -3.77 -6.53 -399.59 230.70 -0.00
0.9 Dead+1.0 Wind 330 deg - No Ice
10.31 -3.77 -6.53 -393.29 227.07 -0.00
1.2 Dead+1.0 Ice+1.0 Temp 23.04 0.00 0.00 0.00 0.00 0.001.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp
23.04 0.00 -2.09 -124.39 0.00 0.00
1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp
23.04 1.05 -1.81 -107.73 -62.20 0.00
1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp
23.04 1.81 -1.05 -62.20 -107.73 -0.00
1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp
23.04 2.09 0.00 0.00 -124.39 0.00
1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp
23.04 1.81 1.05 62.20 -107.73 0.00
1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp
23.04 1.05 1.81 107.73 -62.20 -0.00
1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp
23.04 0.00 2.09 124.39 0.00 0.00
1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp
23.04 -1.05 1.81 107.73 62.20 0.00
1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp
23.04 -1.81 1.05 62.20 107.73 -0.00
1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp
23.04 -2.09 0.00 0.00 124.39 0.00
1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp
23.04 -1.81 -1.05 -62.20 107.73 0.00
1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp
23.04 -1.05 -1.81 -107.73 62.20 -0.00
Dead+Wind 0 deg - Service 11.46 0.00 -1.56 -94.15 0.00 0.00Dead+Wind 30 deg - Service 11.46 0.78 -1.35 -81.54 -47.08 0.00Dead+Wind 60 deg - Service 11.46 1.35 -0.78 -47.08 -81.54 -0.00Dead+Wind 90 deg - Service 11.46 1.56 0.00 0.00 -94.15 0.00Dead+Wind 120 deg - Service
11.46 1.35 0.78 47.08 -81.54 0.00
Dead+Wind 150 deg - Service
11.46 0.78 1.35 81.54 -47.08 -0.00
Dead+Wind 180 deg - Service
11.46 0.00 1.56 94.15 0.00 0.00
Dead+Wind 210 deg - Service
11.46 -0.78 1.35 81.54 47.08 0.00
Dead+Wind 240 deg - Service
11.46 -1.35 0.78 47.08 81.54 -0.00
Dead+Wind 270 deg - Service
11.46 -1.56 0.00 0.00 94.15 0.00
Dead+Wind 300 deg - Service
11.46 -1.35 -0.78 -47.08 81.54 0.00
Dead+Wind 330 deg - Service
11.46 -0.78 -1.35 -81.54 47.08 -0.00
Solution Summary
Sum of Applied Forces Sum of ReactionsLoad
Comb.PXK
PYK
PZK
PXK
PYK
PZK
% Error
1 0.00 -11.46 0.00 0.00 11.46 0.00 0.000%2 0.00 -13.75 -7.55 0.00 13.75 7.54 0.011%3 0.00 -10.31 -7.55 0.00 10.31 7.54 0.012%
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 17
tnxTower Report - version 8.0.5.0
Load Comb.
Sum of Applied Forces Sum of Reactions% ErrorPX
KPYK
PZK
PXK
PYK
PZK
4 3.77 -13.75 -6.54 -3.77 13.75 6.53 0.011%5 3.77 -10.31 -6.54 -3.77 10.31 6.53 0.012%6 6.54 -13.75 -3.77 -6.53 13.75 3.77 0.011%7 6.54 -10.31 -3.77 -6.53 10.31 3.77 0.012%8 7.55 -13.75 0.00 -7.54 13.75 0.00 0.011%9 7.55 -10.31 0.00 -7.54 10.31 0.00 0.012%10 6.54 -13.75 3.77 -6.53 13.75 -3.77 0.011%11 6.54 -10.31 3.77 -6.53 10.31 -3.77 0.012%12 3.77 -13.75 6.54 -3.77 13.75 -6.53 0.011%13 3.77 -10.31 6.54 -3.77 10.31 -6.53 0.012%14 0.00 -13.75 7.55 0.00 13.75 -7.54 0.011%15 0.00 -10.31 7.55 0.00 10.31 -7.54 0.012%16 -3.77 -13.75 6.54 3.77 13.75 -6.53 0.011%17 -3.77 -10.31 6.54 3.77 10.31 -6.53 0.012%18 -6.54 -13.75 3.77 6.53 13.75 -3.77 0.011%19 -6.54 -10.31 3.77 6.53 10.31 -3.77 0.012%20 -7.55 -13.75 0.00 7.54 13.75 0.00 0.011%21 -7.55 -10.31 0.00 7.54 10.31 0.00 0.012%22 -6.54 -13.75 -3.77 6.53 13.75 3.77 0.011%23 -6.54 -10.31 -3.77 6.53 10.31 3.77 0.012%24 -3.77 -13.75 -6.54 3.77 13.75 6.53 0.011%25 -3.77 -10.31 -6.54 3.77 10.31 6.53 0.012%26 0.00 -23.04 0.00 0.00 23.04 0.00 0.000%27 0.00 -23.04 -2.09 0.00 23.04 2.09 0.002%28 1.05 -23.04 -1.81 -1.05 23.04 1.81 0.002%29 1.81 -23.04 -1.05 -1.81 23.04 1.05 0.002%30 2.09 -23.04 0.00 -2.09 23.04 0.00 0.002%31 1.81 -23.04 1.05 -1.81 23.04 -1.05 0.002%32 1.05 -23.04 1.81 -1.05 23.04 -1.81 0.002%33 0.00 -23.04 2.09 0.00 23.04 -2.09 0.002%34 -1.05 -23.04 1.81 1.05 23.04 -1.81 0.002%35 -1.81 -23.04 1.05 1.81 23.04 -1.05 0.002%36 -2.09 -23.04 0.00 2.09 23.04 0.00 0.002%37 -1.81 -23.04 -1.05 1.81 23.04 1.05 0.002%38 -1.05 -23.04 -1.81 1.05 23.04 1.81 0.002%39 0.00 -11.46 -1.56 0.00 11.46 1.56 0.003%40 0.78 -11.46 -1.35 -0.78 11.46 1.35 0.003%41 1.35 -11.46 -0.78 -1.35 11.46 0.78 0.003%42 1.56 -11.46 0.00 -1.56 11.46 0.00 0.003%43 1.35 -11.46 0.78 -1.35 11.46 -0.78 0.003%44 0.78 -11.46 1.35 -0.78 11.46 -1.35 0.003%45 0.00 -11.46 1.56 0.00 11.46 -1.56 0.003%46 -0.78 -11.46 1.35 0.78 11.46 -1.35 0.003%47 -1.35 -11.46 0.78 1.35 11.46 -0.78 0.003%48 -1.56 -11.46 0.00 1.56 11.46 0.00 0.003%49 -1.35 -11.46 -0.78 1.35 11.46 0.78 0.003%50 -0.78 -11.46 -1.35 0.78 11.46 1.35 0.003%
Non-Linear Convergence Results
LoadCombination
Converged? Number of Cycles
DisplacementTolerance
ForceTolerance
1 Yes 6 0.00000001 0.000000012 Yes 27 0.00013953 0.000059383 Yes 26 0.00012297 0.000064684 Yes 27 0.00013835 0.000087115 Yes 26 0.00012187 0.000090756 Yes 27 0.00013835 0.000087117 Yes 26 0.00012187 0.000090758 Yes 27 0.00013953 0.000059389 Yes 26 0.00012297 0.0000646810 Yes 27 0.00013835 0.0000871111 Yes 26 0.00012187 0.00009075
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 18
tnxTower Report - version 8.0.5.0
12 Yes 27 0.00013835 0.0000871113 Yes 26 0.00012187 0.0000907514 Yes 27 0.00013953 0.0000593815 Yes 26 0.00012297 0.0000646816 Yes 27 0.00013835 0.0000871117 Yes 26 0.00012187 0.0000907518 Yes 27 0.00013835 0.0000871119 Yes 26 0.00012187 0.0000907520 Yes 27 0.00013953 0.0000593821 Yes 26 0.00012297 0.0000646822 Yes 27 0.00013835 0.0000871123 Yes 26 0.00012187 0.0000907524 Yes 27 0.00013835 0.0000871125 Yes 26 0.00012187 0.0000907526 Yes 6 0.00000001 0.0000000127 Yes 31 0.00000001 0.0000000128 Yes 31 0.00000001 0.0000000129 Yes 31 0.00000001 0.0000000130 Yes 31 0.00000001 0.0000000131 Yes 31 0.00000001 0.0000000132 Yes 31 0.00000001 0.0000000133 Yes 31 0.00000001 0.0000000134 Yes 31 0.00000001 0.0000000135 Yes 31 0.00000001 0.0000000136 Yes 31 0.00000001 0.0000000137 Yes 31 0.00000001 0.0000000138 Yes 31 0.00000001 0.0000000139 Yes 26 0.00000001 0.0000167640 Yes 26 0.00000001 0.0000159841 Yes 26 0.00000001 0.0000159842 Yes 26 0.00000001 0.0000167643 Yes 26 0.00000001 0.0000159844 Yes 26 0.00000001 0.0000159845 Yes 26 0.00000001 0.0000167646 Yes 26 0.00000001 0.0000159847 Yes 26 0.00000001 0.0000159848 Yes 26 0.00000001 0.0000167649 Yes 26 0.00000001 0.0000159850 Yes 26 0.00000001 0.00001598
Maximum Tower Deflections - Service Wind
SectionNo.
Elevation
ft
Horz.Deflection
in
Gov.Load
Comb.
Tilt
°
Twist
°L1 120 - 110 12.254 39 1.0939 0.0000L2 110 - 100 10.027 39 1.0019 0.0000L3 100 - 90 8.081 39 0.8221 0.0000L4 90 - 45.17 6.552 39 0.6139 0.0000L5 48.83 - 0 2.095 39 0.3811 0.0000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance Gov.Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of Curvature
ft120.000 Canister Load1 39 12.254 1.0939 0.0000 8208115.000 DHHTT65B-3XR 39 11.122 1.0555 0.0000 8208110.000 Canister Load2 39 10.027 1.0019 0.0000 4183105.000 800 10504 39 9.003 0.9220 0.0000 2958100.000 Canister Load3 39 8.081 0.8221 0.0000 256495.000 APX18-206517-CT2 39 7.276 0.7138 0.0000 366890.000 Canister Load4 39 6.552 0.6139 0.0000 7123
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 19
tnxTower Report - version 8.0.5.0
Maximum Tower Deflections - Design Wind
SectionNo.
Elevation
ft
Horz.Deflection
in
Gov.Load
Comb.
Tilt
°
Twist
°L1 120 - 110 60.446 8 5.4107 0.0000L2 110 - 100 49.440 8 4.9596 0.0000L3 100 - 90 39.817 8 4.0680 0.0000L4 90 - 45.17 32.263 8 3.0310 0.0000L5 48.83 - 0 10.292 8 1.8751 0.0000
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance Gov.Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of Curvature
ft120.000 Canister Load1 8 60.446 5.4107 0.0000 1698115.000 DHHTT65B-3XR 8 54.854 5.2234 0.0000 1698110.000 Canister Load2 8 49.440 4.9596 0.0000 862105.000 800 10504 8 44.378 4.5643 0.0000 605100.000 Canister Load3 8 39.817 4.0680 0.0000 52195.000 APX18-206517-CT2 8 35.837 3.5290 0.0000 74290.000 Canister Load4 8 32.263 3.0310 0.0000 1435
Compression Checks
Pole Design Data
SectionNo.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
RatioPu
Pn
L1 120 - 110 (1) TP4x4x2 10.000 0.000 0.0 12.5664
-0.81 395.84 0.002
L2 110 - 100 (2) TP5x5x2.5 10.000 0.000 0.0 19.6350
-2.67 618.50 0.004
L3 100 - 90 (3) TP6x6x3 10.000 0.000 0.0 28.2743
-5.01 890.64 0.006
L4 90 - 45.17 (4) TP25.076x20.403x0.1875 44.830 0.000 0.0 14.5847
-8.55 853.21 0.010
L5 45.17 - 0 (5) TP31.25x24.3195x0.25 48.830 0.000 0.0 24.5985
-13.75 1439.01 0.010
Pole Bending Design Data Section
No.Elevation
ft
Size Mux
kip-ft
Mnx
kip-ft
RatioMux
Mnx
Muy
kip-ft
Mny
kip-ft
RatioMuy
Mny
L1 120 - 110 (1) TP4x4x2 4.10 28.00 0.147 0.00 28.00 0.000L2 110 - 100 (2) TP5x5x2.5 15.19 54.69 0.278 0.00 54.69 0.000L3 100 - 90 (3) TP6x6x3 31.18 94.50 0.330 0.00 94.50 0.000L4 90 - 45.17 (4) TP25.076x20.403x0.1875 162.96 497.36 0.328 0.00 497.36 0.000L5 45.17 - 0 (5) TP31.25x24.3195x0.25 461.40 1080.23 0.427 0.00 1080.23 0.000
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 20
tnxTower Report - version 8.0.5.0
Pole Shear Design Data
SectionNo.
Elevation
ft
Size ActualVu
K
Vn
K
RatioVu
Vn
ActualTu
kip-ft
Tn
kip-ft
RatioTu
Tn
L1 120 - 110 (1) TP4x4x2 0.44 118.75 0.004 0.00 20.88 0.000L2 110 - 100 (2) TP5x5x2.5 1.13 185.55 0.006 0.00 40.78 0.000L3 100 - 90 (3) TP6x6x3 1.60 267.19 0.006 0.00 70.47 0.000L4 90 - 45.17 (4) TP25.076x20.403x0.1875 4.58 255.96 0.018 0.00 549.35 0.000L5 45.17 - 0 (5) TP31.25x24.3195x0.25 7.56 431.70 0.018 0.00 1172.00 0.000
Pole Interaction Design Data Section
No.Elevation
ft
RatioPu
Pn
RatioMux
Mnx
RatioMuy
Mny
RatioVu
Vn
RatioTu
Tn
Comb.Stress Ratio
Allow.Stress Ratio
Criteria
L1 120 - 110 (1) 0.002 0.147 0.000 0.004 0.000 0.149 1.050 4.8.2 L2 110 - 100 (2) 0.004 0.278 0.000 0.006 0.000 0.282 1.050 4.8.2 L3 100 - 90 (3) 0.006 0.330 0.000 0.006 0.000 0.336 1.050 4.8.2 L4 90 - 45.17 (4) 0.010 0.328 0.000 0.018 0.000 0.338 1.050 4.8.2 L5 45.17 - 0 (5) 0.010 0.427 0.000 0.018 0.000 0.437 1.050 4.8.2
Section Capacity TableSection
No.Elevation
ftComponent
TypeSize Critical
ElementPK
øPallow
K%
CapacityPassFail
L1 120 - 110 Pole TP4x4x2 1 -0.81 415.63 14.2 PassL2 110 - 100 Pole TP5x5x2.5 2 -2.67 649.43 26.9 PassL3 100 - 90 Pole TP6x6x3 3 -5.01 935.17 32.0 PassL4 90 - 45.17 Pole TP25.076x20.403x0.1875 4 -8.55 895.87 32.2 PassL5 45.17 - 0 Pole TP31.25x24.3195x0.25 5 -13.75 1510.96 41.6 Pass
Summary Pole (L5) 41.6 Pass
RATING = 41.6 Pass
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 21
tnxTower Report - version 8.0.5.0
APPENDIX B
BASE LEVEL DRAWING
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 22
tnxTower Report - version 8.0.5.0
May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 23
tnxTower Report - version 8.0.5.0
APPENDIX C
ADDITIONAL CALCULATIONS
X
BU#:
Site Name:
Order #:
TIA-222-H
1.7 in
125 mph
Ice Wind Speed (V): 50 mph
C
Topographic Feature: N/A
II
120 ft
90 ft 30
30 ft
3
Canister Section
Number *:
Canister
Assembly
Length (ft):
Canister
Assembly
Diameter (in):
Number of Sides
Canister Section
Plate
Type:
Mating
Flange
Plate
Thickness
(in)**:
Mating
Flange
Plate
Diameter
(in):
Solidity
Ratio
Plate
Weight
(Kip):
Canister
Weight
(Kip)
1 10 36 Round 2 1.50 36 0.75 0.649 0.188
2 10 20 Round 2 1.75 36 0.75 0.758 0.105
3 10 20 Round 2 1.75 36 0.75 0.758 0.105
No
No
37519-1916.001.7805.eri (last saved 05/06 3:39 pm)
Pole Height Above
Base (ft)
Section
Length (ft)
Lap Splice
Length (ft) Number of Sides
Top
Diameter
(in)
Bottom
Diameter
(in)
Wall
Thickness
(in)
Bend
Radius (in)
Pole
Material Delete
120 10 0 0 4 4 2 n/a A53-B-35 [x]
110 10 0 0 5 5 2.5 n/a A53-B-35 [x]
100 10 0 0 6 6 3 n/a A53-B-35 [x]
90 44.83 3.66 18 20.403 25.076 0.1875 0.75 A572-65 [x]
48.83 48.83 0 18 24.319488 31.25 0.25 1 A572-65 [x]
Canister Loading
Apply CFAF at
Elevation(z)
(ft)
CFAF
No Ice (ft2)
CFAF
1/2" Ice (ft2)
CFAF
1" Ice (ft2)
CFAF
2" Ice (ft2)
CFAF
4" Ice (ft2)
Canister
Assembly
Weight No
Ice (Kip)
Canister
Assembly
Weight
1/2" Ice
(Kip)
Canister Load 1 120 6.750 6.938 7.125 7.500 8.250 0.094 0.206
Canister Load 2 110 10.500 10.875 11.250 12.000 13.500 0.796 0.970
Canister Load 3 100 7.500 7.875 8.250 9.000 10.500 0.862 0.988
Canister Load 4 90 3.750 3.938 4.125 4.500 5.250 0.810 0.873
Yes
Actual
Deflection
***(inches)5.702
*** Relative deflection under service level wind speed
Tower Information
Base Tower Height:
Total Canister Length:
CCI Flagpole Tool
Code
Site Data
875094
PINE HAVEN CEMETERY
Code:
Windspeed (V):
Exposure Category:
Risk Category:
Ice Thickness:
Flag on Tower:
Total Tower Height:
Number of Canister Assembly
Sections:
Discrete Loads : CFAF for Canister Assembly
* Sections are numbered from the top of the tower down ** Mating Flange Plate Thickness at the bottom of canister section
Allowable (3%) Horizontal Spine
Deflection (inches)
10.800
3% Spine Deflection Check
Sufficient/ Insufficient
Sufficient
Deflection Check Required:
Truck Ball on Tower:
Geometry : Base Tower + Spine
Import Deflection Results
Page 1 of 2 CCIFlagpole Tool (2.1.0)
37519-1916.001.7825(BU 875094)
90’-7” Flange FEA
5/8/2019
Columbus Orlando
250 E Broad St, Suite 600 1801 Lee Rd, Suite 230
Columbus, OH 43215 Winter Park, FL 32789
Phone 614.221.6679 Phone 407.898.9039
Founded in 1965 www.PaulJFord.com 100% Employee Owned
Concealment FEA Results & Discussion Analysis Software Information: ANSYS, Inc. Products Release 19.1
RESULTS SUMMARY 90’-7” CONCEALMENT FLANGE CONNECTION
ELEMENT MATERIAL DESIGNATION
Concealment Flange Plate Gr. 36 Sufficient
Base Pole Flange Plate Gr. 36 Sufficient
Stiffeners Gr. 36 Sufficient
CONNECTIONS
COMPONENT SIZING DESIGNATION
Bolts – Concealment Flange to Base Pole Flange
3/4ӯ Bolts Sufficient
Welds – Stiffeners to Concealment Spine and
Flange 5/16” Fillet Sufficient
ANALYSIS APPROACH
Finite Element Analysis This analysis has been completed by means of computer based finite element analysis (FEA). To establish the basic behavior of the connection, a finite element model (FEM) was developed with elastic material properties. If results of the elastic analysis prove to be unsatisfactory, the connection will be further analyzed with plastic (non-linear) material properties to allow for stress redistribution.
Loading The loading applied to the connection has been done by means of three applied loads: Axial, Shear, and Moment. All loads are calculated through tnxTower. The value of the moment has been adjusted to account for the moment induced by the shear component. The applied loads within the model are a set distance from the interface of the two flange plates. Loading has been applied in a direction that results in the highest stresses in the connection. The applied moment has been increased by a factor of 1.11 to consider a Phi equal to 0.9.
Loading Direction: Two loading directions were considered in this analysis: D1) load directly into a stiffener, and D2) load directly between two stiffeners.
Modeling Notes
• All welded surfaces have been modeling using bonded contact definitions.
• All non-welded surfaces in contact have been conservatively modeled with frictionless contact definitions.
• The bolts have been modeled using deformable ANSYS one-dimensional beam elements as recommended by the software developers.
• All other structural members are modeled as ANSYS two-dimensional shell elements or three dimensional solid elements.
• Both linear and quadratic elements are utilized in this analysis
• The base pole is constrained in all degrees of freedom at its base. The length of the base pole which is modeled is chosen so as not to introduce any false rigidity to the model.
• The load is applied at the top of the spine. The length of the spine modeled is chosen to allow for proper flexural behavior of the connection.
Job Number:
Engineer:
Site Name:
Site Number:(c) Copyright 2018 by Paul J. Ford and Company, all rights reserved.
Distance from Applied Loads To Flange Connection [in]: 48.00
Moment
Axial
Shear
Moment
Axial
Shear
Resultant Force due to Shear & Axial:
Load TypeElevation
5,010
1,600
338,933
5,010
1,600
5,259
1.60
34.64
5.01
1.60
37519-1916.001.7825
875094
DMJ
PINE HAVEN CEMETERY
LOAD CONVERSIONS FOR INPUT INTO ANSYS
91.58
91.58(11%)
Loads from tnx in Kips or
Kip*ft
Loads for Input into Ansys
(lb or lb*in)297,36031.18
5.01
Monopole Base Plate Connection
*TIA-222-H Section 15.5 Applied
#VALUE!
Anchor Rod Data Anchor Rod Summary (units of kips, kip-in)
(8) 1-3/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 40" BC Pu_c = 70.88 φPn_c = 142.5 Stress Rating
Vu = 0.94 φVn = 42.75 50.5%
Base Plate Data Mu = 1.38 φMn = 42.33 Pass
46" OD x 1.5" Plate (A572-60; Fy=60 ksi, Fu=75 ksi)
Base Plate Summary
Stiffener Data Max Stress (ksi): 26.65 (Flexural)
N/A Allowable Stress (ksi): 54
Stress Rating: 47.0% Pass
Pole Data
31.25" x 0.25" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi)
13.75
7.56
Adjusted Pole Reactions
BU # 875094
Applied Loads
Site Name PINE HAVEN CEMETERY
Order #
Analysis Considerations
Site Info
TIA-222 Revision H
Grout Considered: No
Analysis ResultsConnection Properties
Iar (in) 2.25
Moment (kip-ft) 461.40
Axial Force (kips) 13.75
Shear Force (kips) 7.56
Moment (kip-ft)
Axial Force (kips)
Shear Force (kips)
0.00
Show image?
Plate Dia.
Shaft Dia.
Pole Shape
Plate Type:
Plate Geometry:
Plate Quantity
Plate Dia. 2
Shaft Dia. 2
CCIplate - version 3.6.0 Analysis Date: 5/7/2019
TIA-222 Revison: Check Pier Capacity only at location of Max Moment? No
Tower Type:
Soil Lateral Capacity Compression UpliftComp. Uplift 7.54 -
461 6.64 -
14 514.66 -
8 19.1% -
Soil Vertical Capacity Compression Uplift
89.89 -
4 ksi 88.36 -
60 ksi 56.01 -
178.25 -
70.01 -
24 ft 37.4% -
1 ft Reinforced Concrete Capacity Compression Uplift
7.50 -
514.65 -
5 ft 2084.46 -
12 23.5% -
11
4 in
5
*Rating per TIA-222-H Section 15.5
2 ft # of Layers 4
FALSE 1 0 2 2 120 150 0 0 0.000 0.000 0.00 0.00
FALSE 2 2 4 2 57.6 87.6 0 0 0.000 0.000 0.00 0.00
FALSE 3 4 15 11 57.6 87.6 0 32 0.000 0.000 0.26 0.22
FALSE 4 15 24 9 62.6 87.6 0 30 0.000 0.000 0.53 0.44 6
Check Limitation
Apply TIA-222-H Section 15.5:
Pier Diameter
Rebar Quantity
Rebar Strength, Fy:
End Bearing (kips)
Total Capacity (kips)Axial (kips)
Depth
Ext. Above Grade
Critical Depth (ft from TOC)Critical Moment (kip-ft)
Critical Moment CapacityRating*
Pier Section 1
From 1' above grade to 24' below grade
Rebar Size
Clear Cover to Ties
Tie Size
Rating*
Ultimate Skin
Friction Uplift
Override (ksf)
Groundwater Depth
Soil Profile
Soil TypeSPT Blow
Count
Ult. Gross
Bearing
Capacity
(ksf)
γsoil
(pcf)
γconcrete
(pcf)
Cohesion
(ksf)
Angle of
Friction
(degrees)
Calculated
Ultimate Skin
Friction Uplift
(ksf)
Calculated
Ultimate Skin
Friction Comp
(ksf)
LayerTop
(ft)
Bottom
(ft)
Thickness
(ft)
Ultimate Skin
Friction Comp
Override
(ksf)
Analysis Results
Drilled Pier Foundation
BU # :
Site Name:
Order Number:
Monopole
Applied Loads
Material Properties
Pier Design Data
H
875094
PINE HAVEN CEMETERY
Moment (kip-ft)
Axial Force (kips)
Shear Force (kips)
Concrete Strength, f'c:
Dv=0 (ft from TOC)
Soil Safety FactorMax Moment (kip-ft)
Rating*
Skin Friction (kips)
Weight of Concrete (kips)
Cohesionless
37.4%
23.5%
Soil Interaction Rating*Structural Foundation Rating*
N/A
Cohesionless
Cohesionless
Cohesionless
Version 2.1.1
ASCE 7 Hazards ReportAddress:84 Bedford StBurlington, Massachusetts01803
Standard: ASCE/SEI 7-10
Risk Category: II
Soil Class: D - Stiff Soil
Elevation: 176.97 ft (NAVD 88)
Latitude:Longitude:
42.505418
-71.215229
Wind
Results:
Data Source:
Date Accessed:
Wind Speed: 125 Vmph
10-year MRI 78 Vmph
25-year MRI 88 Vmph
50-year MRI 95 Vmph
100-year MRI 102 Vmph
ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1–CC-4, incorporating errata of March 12, 2014
Mon May 06 2019
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 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years).
Site is in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. Glazed openings need not be protected against wind-borne debris.
Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions.
Page 1 of 3https://asce7hazardtool.online/ Mon May 06 2019
SS : 0.226
S1 : 0.072
Fa : 1.6
Fv : 2.4
SMS : 0.362
SM1 : 0.172
SDS : 0.241
SD1 : 0.115
TL : 6
PGA : 0.122
PGA M : 0.19
FPGA : 1.556
Ie : 1
Design Response Spectrum
S (g) vs T(s)a
MCE Response SpectrumR
S (g) vs T(s)a
Seismic
Site Soil Class:
Results:
Seismic Design Category
D - Stiff Soil
B
Data Accessed:
Date Source:
Mon May 06 2019USGS 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.
Page 2 of 3https://asce7hazardtool.online/ Mon May 06 2019
Ice
Results:
Data Source:
Date Accessed:
Ice Thickness: 1.00 in.
Concurrent Temperature: 5 F
Gust Speed: 50 mph
Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8
Mon May 06 2019
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.
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