HomeMy WebLinkAboutSTRUCTURAL ANALYSIS REPORTST LUCIE COUNTY
PLAN REVIEW
4V 7-- Q 9V6? CROWN
Date: August18,2015
BLD ? G: cc CASTLE
Jeremy Henson
DATE: 6-21 Crown Castle
Crown Castle
ELEC: -Clo— 2000 Corporate Drive
12725 Morris Road Extension, Suite 400
DATE: Canonsburg, PA 15317
Alpharetta, GA 30004
PLUMB: (724) 416-2000 SCANNED
Subject: Structural Analysis Report DATE: BY
MECH: St. Lucie Courity
Carrier Designation:
Veri roffiffoss Co-Locite
Carricir Site Number: 68887
Carrier Site Name: Crown Beths Song
Crown Castle Designation:
Crown Castle BU Number: 5800427
Crown Castle Site Name: Beth's Song
Crown Castle JDE Job Number: 288905
Crown Castle Work Order Number: 776147
Crown Castle Application Number: 246590 Rev.0
Engineering Firm Designation:
Crown Castle Project Number: 776147
Site Data:
6425 Russakis Road, Fort Pierce, St. Lucie County, FL
Latitude 270 33'4.45", Longitude -800 25'23.92"
129 Foot - Monopole Tower
Dear Jeremy Henson,
Crown Castle is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the
above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural
'Statement of Work' and the terms of Crown Castle Purchase Order Number 776147, in accordance with
application 246590, revision 0.
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:
LC5: Existing + Proposed Equipment
Note: See Table I and Table 11 for the proposed and existing loading, respectively.
Sufficient Capacity
This analysis has been performed in accordance with the 2014 Florida Building Code, 5 1h Edition, based upon
an ultimate 3-second gust wind speed of 160 mph converted to a nominal 3-second gust wind speed of 124 mph
per Section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1.
Exposure Category C and Risk Category 11 were used in this analysis.
All modifications and equipment proposed in this report shall be installed in accordance with the attached
drawings for the determined available structural capacity to be effective.
We at Crown Castle appreciate the opportunity of providing our conuflmingC i es to you and
Crown Castle. If you have any questions or need furthe th orQpr )Jcts please give us
a call. mlincrA
Structural analysis prepared by: R
abhLP9 Jofin Kazmierczak, E.I.T.
m
.........
IV
Respectfully submitted by::: �j 0,
o 72139
Andrew Joseph Fandozzi III, RE.
Professional Engineer License: #72132
Andrew J. Fandozzi, P. E. Z
Engineering Supervisor S1 SYATE OF :(UZ Crown Castle USA, Inc.
Certification of Authorization #28970
tnxTower Report - version 6.1.4.10*
AUG 1 8 20
129 Ft Monopole Tower Structural Analysis
Project Number 776147, Application 246590, Revision 0
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2 - Existing Antenna and Cable Information
Table 3 - Design Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Table 6 - Tower Components vs. Capacity
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
June 13, 2014
CCI SU No 5800427
Page 2
tnxTower Report - version 6.1.4.1
129 Ft Monopole Tower Structural Analysis
Project Number 776147, Application 246590, Revision 0
1) INTRODUCTION
June 13, 2014
CCI BU No 5800427
Page 3
This tower is a 129 ft Monopole tower designed by Nello Corporation in December of 2010. The tower was
originally designed for a wind speed of 140 mph per TIA-222-G.
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind
speed of 124 mph with no ice and 60 mph under service loads, exposure category C.
Table 1 - Proposed Antenna and Cable Information
Mount .
can er I
Line
I
i
Antenna
-1
$ '
Nymberl
1
Feed
i
ing
Level (ft)'
Elevation 1
of
Manufacturer
Antenna Model
ofFeddi
Line
Note!
Antennas
Lines
lqize(in)!
6
X7CAP-665 w/ Mount
116
116
css
Pipe
18
1-5/8
I
tower mounts
T-Arm Mount [TA 602-3]
Table 2 - Existing Antenna and Cable Information
Mounting
Level (ft)!
Center
Line
Elevation
Number,
Of
Antennas
Antenna
I
Manufacturer
Antenna Model I
Number
of"Fc - ;
ied
Lines
Feed;
- -
Line
Size (in)l
6
andrew
641280-DF
6
andrew
ETD819H-12UB
6
ericsson
RRUS-11
127
127
12
4
2
1-5/8
3/8
3/4
1
6
kathrein
1800 10122 w/ Mount Pipe
1 3
1 kathrein
1800 10765 w/ Mount Pipe
12
kathrein
86010025
1
raycap
DC648-60-18-8F
I
tower mounts
JPlatforrn Mount [LP 303-11
Notes:
1) Existing Equipment
Table 3 - Design Antenna and Cable Information
Center i
Number
Nurriber�
Feed
Mounting
Line I
- of i I
Antenna
-Antenna Model
of Feed
Line
Level (ft);
evation.:
-
Antennas
Manufacturer
Lines
Size (in)�
129
129
-
85 CaAa
12
1-5/8
12
antel
RWA-80017
119
119
12
1-5/8
6
ericsson
KRY 112-71
12
ante[
RWA-80017
109
109
12
1-5/8
6
ericsson
KRY 112-71
tnxTower Report - version 6.1.4.1
129 Ft Monopole Tower Structural Analysis
Project Number 776147, Application 246590, Revision 0
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
June 13, 2014
CCI SU No 5800427
Page 4
Document
Remarks
Reference
Source
14-GEOTECHNICAL REPORTS
I Universal Engineering Sciences
2884524
CCISITES
4-TOWER FOUNDATION
RWH Engineering, Inc.
2884526
CCISITES
DRAWINGS/DESIGNISPECS
4-TOWER MANUFACTURER
Nello Corporation
2888139
CCISITES
DRAWINGS
3.1) Analysis Method
tnxTower (version 6.1.4.1), 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.
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.
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 5 - Section Capacity (Summary)
Section
No. I
Elevation (ft)
I
corr iponent
I
size
c ritical
Element
I
P (K)
SF*P_a llov�
(K)
.1. �
apacity
I C
I
Pass I Fail
Ll
1 129-95.75
Pole
TP31.1967x22xO.25
1
-6.70
1674.04
35.9
Pass
L2
195.75 - 46.75 1
Pole
TP44.0621 x29.5903xO.37,9
2
-16.84
3609.99
43.1
Pass
L3
46.75-0
Pole
TP56.0553x4l.7424.4375
3
-34.56
5348.55
46.9
Pass
ISummaryl
Pole (1-3)
46.9
Pass
Rating =
46.9
Pass
Table 6 - Tower Component Stresses vs. Capacity — LC5
Notes Component
Elevation (ft)
% Capacity
PASS Ir Fail
1 Anchor Rods
0
39.5
Pass
I Base Plate
0
26.3
Pass
1 Base Foundation
0
36.5
Pass
46.9%
S tructureRating (max from all components) J
Notes:
See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity
consumed.
tnxTower Report - version 6.1.4.1
129 Ft Monopole Tower Structural Analysis
Project Number 776147, Application 246590, Revision 0
4.1) Recommendations
June 13, 2014
CCI BU No 5800427
Page 5
The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No
modifications are required at this time.
tnxTower Report - version 6.1.4.1
129 Ft Monopole Tower Structural Analysis
Project Number 776147, Application 246590, Revision 0
APPENDIX A
TNXTOWER OUTPUT
June 13, 2014
CCI BU No 5800427
Page 6
tnxTower Report - version 6.1.4.1
no
a
I
9518 ft
46.8 ft
0.0 It
DESIGNED APPURTENANCE LOADING
TYPE
ELEVATION
ELEVATION
TYPE
ELEVATION
(2) 800 10M W/ Mount Pipe
127
(4) 860 10025
127
(2) 600 10M W1 MoUnt Pipe
127
(2) "U&ll
127
(2) am loluwl Mount Pipe
127
(2) piptus.11
127
80 10765wi Mount Pipe
127
(2) plaus.11
127
800 10765WI Mount Pipe
127N
127
800 10765W1 Mount Pipe
127
v xy Pipe Mo=
127
(2) IFTE6191+12US
127
V. 7 Pip. Mtnno
127
(2) Fllelli)�IWB
127
v x T Pipe Mount
127
(2) FTD(119�121JS
127
Pl,ftf.. MOW [-P 30cl]
127
(2) 641280-DF
127
(2) X7CAP-665 W M..M Pip.
116
127
1(2) X7�5 .1 Mount Pip.
116
�12"1120
(2 2E..F
1127
1(2) MAP-1365 .1 Mount Pipe
1116
(4) 'bs'
1127
1 T-Annt Mourd [TA 602-31
1116
1127
MATERIAL STRENGTH
F Put GRADE Fy �Fu
OW
FA. 1. i
TOWER DESIG& NOTES
1. Tower is located in Saint Lucia CountA Florida.
2. Tower designed for Exposure C to the TIA-222-G Standard.
3. Tower designed for a 124 mph basic vAnd in accordance with the TIA-222-G Standard.
4. Deflections am based upon a 60 mph wind.
5. Tower Structure Class 11.
6. Topographic Category 1 with Crest Height of 0'
7. TOWER RATING: 46.9%
ALL REACTIONS
AREFACTORED
AXIAL
35K
HEA,r�� MOMENT
3 K 2831 kIs-ft
TORQUEOkip-H
REACTIONS - 124 mph WIND
ARM,
We No Sol[A.n.
Crown Castle
2000 Corporate Drive
Canonsburg, PA 15317
Phone: (724) 416-2000
FAX: (724) 416-2254
Job: BU #5800427
Pmfl�
client
LA
Dawn br,, Kazmmrc::a
Abed:
"e': �l 722Z-7'j
061 13/14
NITS
Pth: X%ENG �A—U�—MSBNI�M980UV M
I 1�9 No. E_1
June 13, 2014
129 Ft Monopole Tower Structural Analysis CCI BU No 5800427
Project Number 776147, Application 246590, Revision 0 Page 7
Tower Input Pata
There is a pole section.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
2) Tower is located in Saint Lucie County, Florida.
3) Basic wind speed of 124 mph.
4) Structure Class 11.
5) Exposure Category C.
6) Topographic Category 1.
7) Crest Height 0'.
8) Deflections calculated using a wind speed of 60 mph.
9) A non -linear (P-delta) analysis was used.
10) Pressures are calculated at each section.
11) Stress ratio used in pole design is 1.
12) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are
not considered,
Consider Moments - Legs
Consider Moments - Hoflzontals
Consider Moments - Diagonals
Use Moment Magnification
Use Code Stress Ratios
Use Code Safety Factors - Guys
Escalate Ice
Always Use Max Kz
Use Special Wind Profile
Include Bolts In Member Capacity
Leg Bolts Are At Top Of Section
Secondary Horizontal Braces Leg
Use Diamond Inner Bracing (4 Sided)
Add IBC.6D+W Combination
Options
Distribute Leg Loads As Uniform
Assume Legs Pinned
Assume Rigid Index Plate
Use Clear Spans For Wnd Area
Use Clear Spans For KUr
Retension Guys To Initial Tension
Bypass Mast Stability Checks
Use Azimuth Dish Coefficients
Project Wind Area of Appurt.
Autocalc Torque A" Areas
SIR Members Have Cut Ends
Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
Use TIA-222-G Tension Splice
Capacity Exemption
Treat Feedline Bundles As Cylinder
Use ASCE 10 X-Brace Ly Rules
Calculate Redundant Bracing Forces
Ignore Redundant Members in FEA'
SIR Leg Bolts Resist Compression
All Leg Panels Have Same Allowable
Offset Girt At Foundation
4 Consider Feedline Torque
Include Angle Block Shear Check
,Fol �s
`-Include Shear -Torsion Interaction
Always Use Sub-Ciffical Flow
Use Top Mounted Sockets
I - I Japered Pole SectionGeometry -I
Section
Elevation
Section
Splice
Number
TOP
Bottom
wall
Bend
Pole Grade
Length
Length
of
Diameter
Diameter
Thickness
Radius
ft
ft
it
Sides
in
in
in
in
Ll
129'-95'9"
33'3"
4�
18
22.0000
31.1967
0.2500
1.0000
A572-65
(65 ksi)
L2
95'9"-46-9"
53'
5191,
18
29.5903
44.0621
0.3750
1.5000
A572-65
(65 ksi)
L3
46'9"-0'
52'6"
18
41.7420
56.0553
0.4376
1.7500
A572-65
(65 ksi)
I - Tapered Pole Properties
31.6780 24.5562 2971.1694 10.9861 15.8479 187.4800 5946.2484 12.2804 5.0506 20.202
L2 31.1559 34.7735 3749.7994 10.3714 16.0319 249.4563 7504.5328 17.3901 4.5479 12.128
44.7418 51.9986 12538.202 15.5089 22.3835 560.1526 25092.903 26.0042 7.0949 18.92
tnxTower Report - version 6.1.4.1
129 Ft Monopole Tower Structural Analysis
Project Number 776147, Application 246590, Revision 0
June 13, 2014
CCI BU No 5800427
Page 8
Section Tip Dia. Area r C I/C J lt/Q w W/f
in in 2 in' in in in' m4 in 2 in
8 7
1-3 43.9778 57.3565 12362.778 14.6631 21.2050 583.0135 24741.824 28.6837 6.5766 15.032
8 9
56.9200 77.2323 30183.100 19.7443 28.4761 1059.9453 60405.916 38.6235 9.0957 20.79
4 5
Tower Gusset Gusset Gusset GradeAdjust, Factor Adjust Weight Mult. Double Angle Double Angle
Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt
(per fa ce) Ar Spacing Spacing
Diagonals Honzontals
1-1 129-95'9" 1 1 1
L2 95'9"-46'9" 1 1 1
1-3 46'9"-0' 1 1 1
I - Feed Line/LinkarApplurtenances - Entered As Rbund Or Flat
Description Face Allow Component Placement Total Number Clear VVidthor Petimete Weight
or Shield Typ a Number PerRow Spacing Diamete r
Leg it in r fill
Fe(ad Une/Unear Appurtenan6es T Entered As Area
Description
Face
Allow
Component
Placement
Total
CAAA
Weight
or
Shield
Type
Number
Leg
it
ft2lft
pit
LDF7-50A(I-5/8")
C
No
Inside Pole
127'- 0'
12
No Ice
0.00
0.82
840 10414( 3/8)
C
No
Inside Pole
127'- 0'
3
No Ice
0.00
0.00
1`13-1989-034-
C
No
Inside Pole
127- 0'
1
No Ice
0.00
0.05
XXXXXX(3/8")
WR-VG86ST-BRD(
C
No
Inside Pole
127'- 0'
2
No Ice
0.00
0.59
314)
AVA7-50(1-5/8)
B
No
Inside Pole
116'- 0'
18
No Ice
0.00
0.70
I Feed Line/Linear APplurtenance- s Section Areas I
Sectio Elevation
n it
in
a
0.000
0.000
0.000
0.000
0.26
C
0.000
0.000
0.000
0.000
0.35
1-2 95'9"-46-9" A
0.000
0.000
0.000
0.000
0.00
B
0.000
0.000
0.000
0.000
0.62
C
0.000
0.000
0.000
0.000
0.54
1-3 46'g'-O' A
0.000
0.000
0.000
0.000
0.00
B
0.000
0.000
0.000
0.000
0.59
C
0.000
0.000
0.000
0.000
0.52
I I Feed Line Center of Pressure, I
tnxTower Report - version 6.1.4.1
June 13, 2014
129 Ft Monopole Tower Structural Analysis
CC/ BU No 5800427
Froject Number 776147, Application 246590, Revision 0
Page 9
CPZ
Section Elevation CPX CFZ
CPX
Ice
Ice
ft in in
in
in
1-1 129'-95'9" 0.0000 0.0000
0.0000
0.0000
1-2 95-9"-46'9" 0.0000 0.0000
0.0000
0.0000
L3 46'9"-0' 0.0000 0.0000
0.0000
0.0000
'Shielding_ Factor Ka..
Tower
FeedUne
Description
Feed Line
K�
0
Section
I
Record
I
I
Segment
I
No Ice
T-K
Ice
Elev.
Discrete Tower Loads
Weight
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
or
Type
Horz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
It
ft
III
it,
K
ft
ft
(2) 800 10122 wl Mount
A
From Leg
4.00
0.0000
127'
No Ice
7.86
6.65
0.09
Pipe
0.
0.
(2) 800 10122 w/ Mount
B
From Leg
4.00
0.0000
127'
No Ice
7.86
6.65
0.09
Pipe
0.
0.
(2) 800 10122 w/ Mount
C
From Leg
4.00
0.0000
127'
No Ice
7.86
6.65
0.09
Pipe
0.
0.
800 10765 w/ Mount Pipe
A
From Leg
4.00
0.0000
127'
No Ice
8.90
6.72
0.08
0.
0,
800 10765 wl Mount Pipe
B
From Leg
4.00
0.0000
127'
No Ice
8.90
6.72
0.08
0,
0.
800 10765 w/ Mount Pipe
G
From Leg
4.00
0.0000
127'
No Ice
8.90
6.72
0.08
0.
0.
(2) ETD819H-12UB
A
From Leg
4.00
0.0000
127'
No Ice
1.53'
0.39
0.02
0.
0.
(2) ETD819H-12UB
B
From Leg
4.00
0.0000
127'
No Ice
1.53
0.39
0.02
01
0.
(2) ETD819H-12UB
C
From Leg
4.00
0.0000
127'
No Ice
1.63
0.39
0.02
0.
0.
(2) 641280-DF
A
From Leg
4.00
0.0000
127'
No Ice
0.14
0.18
0.00
0.
0.
(2) 641280-DF
B
From Leg
4.00
0.0000
127'
No Ice
0.14
0.18
0.00
01
0,
(2) 641280-DF
C
From Leg
4.00
0.0000
127'
No Ice
0.14
0.18
0.00
0,
0.
(4) 860 10025
A
From Leg
4.00
0.0000
127'
No Ice
0.16
0.14
0.00
0.
0.
(4) 860 10025
B
From Leg
4.00
0.0000
127'
No Ice
0.16
0.14
0.00
0.
0.
tnxTower Report - version 6.1.4.1
129 Ft Monopole Tower Structural Analysis
Project Number 77614 7, Application 246590, Revision 0
June 13, 2014
CCI BU No 5800427
Page 10
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
or
Typ a
Horz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
it
it
it,
ft2
K
it
it
(4) 860 10025
C
From Leg
4.00
0.0000
127'
No Ire
0.16
0.14
0.00
0.
0.
(2) RRUS-1 I
A
From Leg
4.00
0.0000
127'
No Ice
3.25
1.37
0.05
0.
0.
(2) RRUS-1 1
B
From Leg
4.00
0.0000
127'
No Ice
3.25
1.37
0.05
0,
0.
(2) RRUS-1 I
C
From Leg
4.00
0.0000
127'
No Ice
3.25
1.37
0.05
0.
0.
DC6-48-60-18-8F
B
From Leg
4.00
0.0000
127'
No Ice
1.27
1.27
0.02
0,
0,
5'x 2" Pipe Mount
A
From Leg
4.00
0.0000
127'
No Ice
1.00
1.00
0.03
0,
Vx 2" Pipe Mount
B
From Leg
4.00
0.0000
127'
No Ice
1.00
1.00
0.03
01
0,
5'x 2" Pipe Mount
C
From Leg
4.00
0.0000
127'
No Ice
1.00
1.00
0.03
0.
01
Platform Mount (LP 303-11
C
None
0.0000
127'
No Ice
14.66
14.66
1.25
(2) X7CAP-665 wi Mount
A
From Leg
4.00
0.0000
116'
No Ice
8.99
6.95
0.06
Pipe
0.
0.
(2) X7CAP-665 wi Mount
B
From Leg
4.00
0.0000
116'
No Ice
8.99
6.95
0.06
Pipe
0.
0.
(2) X7CAP-665 wl Mount
C
From Leg
4.00
0.0000
116'
No Ice
8.99
6.95
0.06
Pipe
0.
0.
T-Arm Mount [TA 602-3]
C
None
0.0000
116,
No Ice
11.59
11.59
0.77
I Lo ad Combinations I
Comb. Description
2
1.2 Dead+1.6
V%And 0 deg - No Ice
3
0.9 Dead+1.6
Wind 0 deg - No Ice
4
1.2 Dead+1.6
Wind 30 deg - No Ice
5
0.9 Dead+1.6
Wind 30 deg - No Ice
6
1.2 Dead+1.6
Wind 60 deg - No Ice
7
0.9 Dead+1.6
Wind 60 deg - No Ice
8
1.2 Dead+1.6
Wind 90 deg - No Ire
9
0.9 Dead+1.6
Wind 90 deg - No Ice
10
1.2 Dead+1.6
Wind 120 deg - No Ice
11
0.9 Dead+1.6
Wind 120 deg - No Ice
12
1.2 Dead+1.6
Wind 150 deg - No Ice
13
0.9 Dead+1.6
Wind 150 deg - No Ice
14
1.2 Dead+1.6
Wind 180 deg - No Ice
is
0.9 Dead+1.6
Wtnd 180 deg - No Ice
16
1.2 Dead+1.6
Wind 210 deg - No Ice
17
0.9 Dead+1.6
Wnd 210 deg - No Ice
tnxTower Report - version 6.1.4.1
129 Ft Monopole Tower Structural Analysis
Project Number 776147, Application 246590, Revision 0
Comb. Description
No.
18 1.2 Dead+1.6 Wind 240 deg - No Ice
19 0.9 Dead+1.6 Wind 240 deg - No Ice
20 1.2 Dead+1.6 Wind 270 deg - No Ice
21 0.9 Dead+1.6 Wind 270 deg - No Ice
22 1.2 Dead+1.6 Wind 300 deg - No Ice
23 0.9 Dead+1.6 Wind 300 deg - No Ice
24 1.2 Dead+1.6 Wind 330 deg - No Ice
25 0.9 Dead+1.6 Wind 330 deg - No Ice
26 Dead+Wind 0 deg - Service
27 Dead+Wind 30 deg - Service
28 Dead+Wnd 60 deg - Service
29 Dead+Wjnd 90 deg - Service
30 Dead+Wnd 120 deg - Serrice
31 Dead+Wind 150 deg - SerVice
32 Dead+Wjnd 180 deg - Service
33 Dead+Wnd 210 deg -Service
34 Dead+Wnd 240 deg - Service
35 Dead+Wind 270 deg - Service
36 Dead+Wind 300 deg - Service
37 Dead+WLnd 330 deg - Service
Maximum Member ForceS
June 13, 2014
CCI BU No 5800427
Page I I
Sectio
Elevation
Component
Condition
Gov.
Axial
MajorAxis
MmorAxis
n
it
Type
Load
Moment
Moment
No.
Comb.
K
klo-ft
kia-ft
Ll
129-95.75
Pole
Max Tension
20
0.00
-0.00
0.00
Max. Compression
22
-6.70
314.84
181.78
Max. Mx
8
-6.70
-363.77
-0.05
Max. My
14
-6.70
-0.09
-363.73
Max. Vy
8
16.89
-363.77
-0.05
Max. Vx
14
16.89
-0.09
-363.73
Max. Torque
5
-0.49
L2
95.75-
Pole
Max Tension
1
0.00
0.00
0.00
46.75
Max. Compression
22
-16.84
1153.02
665.70
Max. Mx
8
-16.84
-1331.62
-0.06
Max. My
14
-16.84
-0.10
-1331.57
Max. Vy
8
24.28
-1331.62
-0.06
Max. Vx
14
24.28
-0.10
-1331.57
Max. Torque
5
-0.49
L3 46.75-0 Pole Max Tension
1
0.00
0.00
0.00
Max. Compression
20
-34.56
2830.90
-0.06
Max. Mx
8
-34.56
-2831.11
-0.06
Max. My
14
-34.56
-0.10
-2831.07
Max. Vy
8
32.66
-2831.11
-0.06
Max. Vx
14
32.66
-0.10
-2831.07
Max. Torque
5
-0.49
I Maximum Reactions I
Location Condition
Gov.
vertical
Horizontal, X
Horizontal, Z
Load
K
K
K
Comb.
Pole Max. Vert
8
34.58
-32.64
0.00
Max. H.
20
34.58
32.64
0.00
Max. H.
2
34.58
0.00
32.64
Max. MX
2
2830.94
0.00
32.64'
Max. M.
8
2831.11
-32.64
0.00
Max. Torsion
17
0.49
16.32
-28.26
Min. Vert
17
25.93
16.32
-28.26
Min. H.
8
34.58
-32.64
0.00
Min. H.
14
34.58
0.00
-32.64
tnxTower Report - version 6.1.4.1
June 13, 2014
129 Ft Monopole Tower Structural Analysis CCI BU No 5800427
Project Number 776147, Application 246590, Revision 0 Page 12
Location Condition
Gov.
Vertical
Horizontal, X
Horizontal, Z
Load
K
K
K
Comb.
Min. M.
14
-2831.07
0.00
-32.64
Min. M.
20
-2830.90
32.64
0.00
Min. Torsion
5
-0.49
-16.32
28.26
I , Tower Mast Reaction SUmmary
Load
Vertical
Shear,
Shear,
Overturning
Overturning
Torque
Combination
Moment, M.
Moment, M,
K
K
K
kic-ft
kip-ft
iop-ft
Dead Only
28.82
0.00
0.00
0.05
-0.09
0.00
1.2 Dead+1.6 Wind 0 deg -
34.58
0.00
-32.64
-2830.94
-0.10
0.42
No Ice
0.9 Dead+1.6 Wind 0 deg -
25.93
0.00
-32.64
-2819.28
-0.08
0.42
No Ice
1.2 Dead+1.6 Wind 30 deg -
34.58
16.32
-28.26
-2451.66
-1415.61
0.49
No Im
0.9 Dead+1.6 Wind 30 deg -
25.93
16.32
-28.26
-2441.56
-1409.74
0.49
No Ice
1.2 Dead+1.6 Wind 60 deg -
34.58
28.26
-16.32
-1415.44
-2451.83
0.42
No Ice
0.9 Dead+1.6 Wind 60 deg -
25.93
28.26
-16.32
-1409.62
-2441.68
0.42
No Ice
1.2 Dead+1.6 Wind 90 deg -
34.58
32.64
0.00
0.06
-2831.11
0.24
No Ice
0.9 Dead+1.6 Wind 90 deg -
25.93
32.64
0.00
0.05
-2819.40
0.24
No Ice
1.2 Dead+1.6 Wind 120 deg
34.58
28.26
16.32
1415.56
-2451.83
0.00
- No Ice
0.9 Dead+1.6 Wind 120 deg
25.93
28.26
16.32
1409.71
-2441.68
0.00
- No Ice
1.2 Dead+1.6 Wind 150 deg
34.58
16.32
28.26
2451.78
-1415.61
-0.24
- No Ice
0.9 Dead+1.6 Wind 150 deg
25.93
16.32
28.26
2441.65
-1409.74
-0.24
- No Ice
1.2 Dead+i.6 Wind 180 deg
34.58
0.00
32.64
2831.07
-0Ao
-0.42
- No Ice
0.9 Dead+1.6 Wind 180 deg
25.93
0.00
32.64
2819.37
-0.08
-0.42
- No Ice
1.2 Dead+1.6 Wind 210 deg
34.58
-16.32
28.26
2451.78
1415.40
-0.49
- No Ice
0.9 Dead+1.6 Wind 210 deg
25.93
-16.32
28.26
2441.65
1409.58
-0.49
- No Ice
1.2 Dead+1.6 Wind 240 deg
34.58
-28.26
16.32
1415.56
2451.62
-0.42
- No Ice
0.9 Dead+1.6 Wind 240 deg
25.93
-28.26
16.32
1409.71
2441.53
-0.42
- No Ice
1.2 Dead+1.6 Wind 270 deg
34.58
-32.64
0.00
0.06
2830.90
-0.24
- No Ice
0.9 Dead+1.6 Wind 270 deg
25.93
-32.64
0.00
0.05
2819.24
-0.24
- No Ice
1.2 Dead+1.6 Wind 300 deg
34.58
-28.26
-16.32
-1415.44
2451.62
0.00
- No Ice
0.9 Dead+1.6 Wind 300 deg
25.93
-28.26
-16.32
-1409.62
2441.53
0.00
- No Ice
1.2 Dead+1.6 Wind 330 deg
34.58
-16.32
-28.26
-2451.66
1415.40
0.24
- No Ice
0.9 Dead+1.6 Wind 330 deg
25.93
-16.32
-28.26
-2441.56
1409.58
0.24
- No Ice
Dead+Wnd 0 deg - Service
28M
0.00
-4.27
-369.77
-0.09
0.06
Dead+\Afind 30 deg - Service
28.82
2.14
-3.70
-320.23
-185.00
0.06
Dead+Wnd 60 deg - Service
28.82
3.70
-2.14
-184.86
-320.36
0.06
Dead+Wnd 90 deg - Service
28.82
4.27
0.00
0.05
-369.91
0.03
Dead+Wnd 120 deg -
28.82
3.70
2.14
184.96
-320.36
0.00
Service
Dead+\Arind 150 deg -
28.82
2.14
3.70
320.33
-185.00
-0.03
tnxTower Report - version 6.1.4.1
Er
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129 Ft Monopole Tower Structural Analysis
Project Number 776147, Application 246590, Revision 0
2
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0.00000001
0.00075325
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0.00000001
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7
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4
0.00000001
0.00072548
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4
0.00000001
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0.00000001
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0.00000001
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0.00000001
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20
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0.00000001
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21
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0.00000001
0.00001494
22
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0.00000001
0.00002376
23
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0.00000001
0.00073775
24
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0.00000001
0.00002353
25
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0.00000001
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0.00000001
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0.00000001
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0.00000001
0.00000001
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0.00000001
0.00000001
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0.00000001
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0.00000001
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I Maximum Tower Deflections -Service Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
Ll 129-95.75 6.590 30 0.4618 0.0006
L2 99.75 - 46.75 3.923 30 0.3819 0.0002
L3 52.5-0 1.055 30 0.1867 0.0001
June 13, 2014
CCI BU No 5800427
Page 14
Critical Deflections and Radius of Curvature -Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvatum
IFAMAI�
Maximuin Towe r Deflections - Design Wind
Section
Elevation
Horz.
Gov. Tilt Twist
No.
Deflection
Load
It
in
Comb.
Ll
129-95.75
50.414
8 3.5319 0.0046
tnxTower Report - version 6.1.4.1
June 13, 2014
129 Ft Monopole Tower Structural Analysis CCI BU No 5800427
Project Number 776147, Application 246590, Revision 0 Page 15
Section
Elevation
Horz.
Gov. rift Twist
NO.
Defiection
Load
ft
in
Comb.
L2
99.75 - 46.75
30.021
8 2.9232 0.0017
L3
52.5-0
8.073
8 1.4290 0.0006
I - Critical.Deflections and Radius of Curvature - Design Wind I
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ft
_Compression Checks.
Pole Design
Data
Ratio
Section
Elevation
size
L L�
KI1r A
P�
No.
P�
it
ft ft
&
K
K
�P,
LI
129-95.75
TP3-t.1967x22xO.25
33-Y
0.0 23.678
-6.70
1674.04
0.004
(1)
3
L2
95.75-46.75
TP44.062149.69034.37
53' 0.
0.0 50.129
-16.84
3609.99
0.005
(2)
5
8
0
46.75-0(3)
TP56.0553x4l.7420.437
52'6" 0,
0.0 77.232
-34.56
5348.55
0.006
5
3
I � - Pole Bending Design Data I- I
Section
No.
Elevation
it
Size
M�,
kip-n
�M��
kip -It
Ratio
M.
�M.�-
MW
klp-ft
�Mny
kip-ft
Ratio
M�
-�Mn,
Ll
129-95.76
TP31.1967x22xO.25
363.79
1026.69
0.354
0.00
1026.69
0.000
(1)
L2
95.75-46.75
TP44.062U29.59030.37
1331.63
3123.25
0.426
0.00
3123.25
0.000
(2)
5
L3
46.75-0(3)
TP56.0553x4l.742xO.437
2831.13
6117.02
0.463
0.00
6117.02
0.000
5
I - Role Shear Design Delta
Section Elevation size Actual �Vn Ratio Actual �Tn Ratio
No. V. V� T. T.
ft K K --jCv- kip-ft kJo-ft AT-
(1)
L2 95.75-46.75 TP44.062149.590W.37 24.28 1804.99 0.013 0.00 6254.13 0.000
(2) 5
U 46.75-0(3) TP56.0553x4l.742xO.437 32.66 2674.28 0.012 0.00 12249.00 0.000
5
tnxTower Report - version 6.1.4.1
129 Ft Monopole Tower Structural Analysis
Project Number 776147, Application 246590, Revision 0
I Pole Interaction Desigh Data
June 13, 2014
CCI BU No 5800427
Page 16
Section
No.
Elevation
IT
Ratio
P�
Wn
Ratio
M.�
OM,�
Ratio
MW
W,
Ratio
V.
W�
Ratio
T�
—TTT—
Comb.
Stress
Ratio
Allow.
Stress
Ratfo
Criteria
Ll
129-95.75
0.004
0.354
0.000
0.020
0.000
0.359
1.000
(1)
V
4.8.29/
L2
95.75 - 46.75
0.005
0.426
0.000
0.013
0.000
0.431
1.000
(2)
V
4.8.2
L3
46.75-0(3)
0.006
0.463
0.000
0.012
0.000
0.469
1.000
V
4.8.2
Section Capacity Table
Section
Elevation
Component
Size
Critical
P
op.,�
%
Pass
No.
it
Type
Element
K
K
Capacity
Fail
LI
129-95.75
Pole
TP31.1967x22xO.25
1
-6.70
1674.04
35.9
Pass
L2
95.75 - 46.75
Pole
TP44.0621)(29.5903XO.375
2
-16.84
3609.99
43.1
Pass
L3
46.75-0
Pole
TP56.0553x4l.742xO.4375
3
-34.56
5348.55
46.9
Pass
Summary
Pole (1-3)
46.9
Pass
RATING =
46.9
Pass
tnxTower Report - version 6.1.4.1
129 Ft Monopole Tower Structural Analysis
Project Number 776147, Application 246590, Revision 0
APPENDIX B
BASE LEVEL DRAWING
June 13, 2014
CCI BU No 5800427
Page 17
tnxTower Report - version 6.1.4.1
at M.9/;-t w?
at OL
ED ED
10
0
�ld OLL M.9/9-1 (all
(DO
129 Ft Monopole Tower Structural Analysis
Project Number 776147, Application 246590, Revision 0
APPENDIX C
ADDITIONAL CALCULATIONS
June 13, 2014
CCI BU No 5800427
Page 18
tnxTower Report - version 6.1.4.1
Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material
Assumption7 Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter)
Site Data
BU#: 5800427
Site Name: Beth's Song
A "' 246590, Rev. 0
�70'1eTanufacturer: I Other
Anchor Rod Data
Q ty:
Diam:
Rod Material:
Strength (Fu):
Yield (Fy):
Bolt Circle:
22,
i n
ksi
ksi
in
2.25
A61 5-J
100,
75
63
Plate Data
Diam:1
Thick:
Grade:
—Single-Rod B-eff.P8
69
lin
in
ksi
in
Ogg
Stiffener Data (Welding at both sides)
Config:
Weld Type:
Groove Depth:
Groove Angle:
Fillet H. Weld:
Fillet V. Weld:
Width:
Height:
Thick:
Notch:
Grade:
Weld str.:rElksi
0
<- Disregard
<- Disregard
in
in
in
in
in
in
ksi
f li-
5
�L;
Pole Data
Diam:
Thick:
Grade:
of Sides:
Fu
Reird. Fillet Weld
56,0553
in
in
ksi
"0" IF Round
ksi
"0" if None
0.4375
65
18
80
0
Reactions
k! a
Ads�,M'U.J
lftk�"ps
Shear, Vu�
1 33
1kips
Eta Factor, ri
1 0.5
ITIA G (Fig. 4-4
I If No stiffeners, C �Only AppIcable to Unstiffened Cases
Anchor Rod Results
Max Rod (Cu+ Vu/�):
Allowable Axial, (D*Fu*Anet:
Anchor Rod Stress Ratio:
102.6 Kips
260.0 Kips
39.5% Pass
I Rigid
AISC LRFD
(p-rn
Base Plate Results
Flexural Clec k
Base Plate Stress:
k .
11 8 si
I L
Allowable Plate Stress:
45.o ksi
(P*Fy
Base Plate Stress Ratio:
26.3% Pass
Y.L. Length:
28.75 1
n1a
Stiffener Results
Horizontal Weld:
n1a
Vertical Weld:
n1a
Plate Flex+Shear, fb/Fb+(fv/Fv)A2:
n1a
Plate Tension+Shear, ftIFt+(fvfFv)A2:
n/a
Plate Comp. (AISC Bracket):
n/a
Pole Results
Pole Punching Shear Check:
n/a
0
0 0 0
4 3.
0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt
** Notw. for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes
CCIplate v2.0
Analysis Date: 6/13/2014
CO Foundation Tool Suite -Monopole Pier -Beta Release
CCI Foundation Tool Suite - Y1.0 Date: 6/13/2014
311' 5300427
Site Name: Beth's Song
App Number: 246590,Rev.0
WorkOrder: 776147
Monopole Drilled Pier
Input
itshen. 7
TIARevison:
G
ACI 318 Revision:
2005
SeismIcCatr,cr,:
8
Forces
Compression
35 kips
Shear
33 kips
moment
M31 k-ft
Swelling Force
D kips
Foun ation Dimensions, I
Pier Diameter:
7 it
E� above grace:
I it
Depth balceugrade:
45 it
,Matenal Properties,
Number of Rebar:
36
Rob.rSbe:
11
Tie Size
5
Rebar tenstle strength:
0 kal
ConereteStrar,th:
QC0 psl
Ultimate Concrete Strain
0.003 In/in
Clear Cover to Ties:
4 in
61 C
a4"C.C.
:,,.,Layer,
.11hickmass
(fti
From
(it)
To.
(w
UnitWeight
(Pcf)
Cohesion
(pil
Friction
Angle
(deg)
Ultimate
W'PlIftskin
Friction
(es"
Ultimate
Mk.
Co " Skin
Fniction
(ksf)
Ultimate
�Boarmg
I Capstan, §PT'N"
'(Icif) _Co.nt�
1
4
0
4
115
0
0
0
0
0
3--
-4
—7
-25
42.6
0
is
0
4
S2.16
__6__
_25
1i
gF3
Analysis Results
Sell Lateral Capacity
�;_Pifi_t_. -- - - -
- - 7 -i-DoW
MU Moment, Muo
3103.13 k-ft I
Sol] Safety Factor:
6.72
�0qVIFactorReq'd:
1331
Sell �ial Capacity
WOFikal6n_(k) ----- - I—
_230W kip's
End Bearing (k):
532.74 kips
C.mp. Capacity (k),,ti0n:
763.57 klps'
Ccmp._(k),'Cul
3160 klpa
Concrete/Steel Check
fK (from soil analysis) 3103.9li-ft---
8512.91 k4t
'TK&'prQdad - _. '— - — '___ - 1-.61-1
jto-q.i�.d ___ _, ., _._ __ 9;n
Reber Spacing
SFLc[2,fraquL�ed
Dav_9ngUi'Wq'�'md 33.04�
Day. Length pTvLd.c! 3.51
Page 1 of I