HomeMy WebLinkAboutTOWER PLANS - 16-00046 - 525 S 2nd E - AT&T Tower AdditionDate: September 03, 2015
Amber Puckett
Crown Castle
5350 North 48th Street Suite 305
Chandler, AZ 85226
(480) 734-2420
Subject.,
Carrier Designation:
Crown Castle Designation:
Engineering Firm Designation:
Site Data:
Dear Amber Puckett,
Structural Analysis Report
AT&T Mobility Co -Locate
Carrier Site Number:
Carrier Site Name:
GPD GROUP
Professional Corporation
520 South Main Street, Ste 2531
Akron, OH 44311
(614) 859-1607
dpalkovic@gpdgroup.com
10129865
Rexburg WT
Crown Castle BU Number:
857594
Crown Castle Site Name:
REXBURG_WT
Crown Castle JOE Job Number:
344780
Crown Castle Work Order Number:
1112271
Crown Castle Application Number:
307869 Rev. 1
GPD Project Number:
2015777.857594.01
525 South 2nd East, Rexburg, ID 83440, Madison County
Latitude 430 48'53" Longitude -111* 46'37"
60 Foot - Self Support Tower
GPD 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 820835, in accordance with application
307869, revision 1.
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 Sufficient Capacity
Note: See Table I and Table II for the proposed and existing/reserved loading, respectively.
This analysis has been performed in accordance with the 2012 International Building Code based upon an
ultimate 3 -second gust wind speed of 115 mph converted to a nominal 3 -second gust wind speed of 89 mph per
section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure
Category C and Risk Category II were used in this analysis.
We at GPD appreciate the opportunity of providing our continuing professional services to you and Crown
Castle. If you have any questions or need further assistance on this or any other projects please give us a call.
Structural analysis prepared by: Eric SO
Respectfully submitted by:
Christopher J. Scheks, P. E.
Idaho #: 16108
520 South Main Street. Suite 2531 . Akron, Ohio 44311 . 330-572-2100. Fax 330-572-2101 . w .GPDGroupxom
GPD Group, Professional Corporation
60 It Self Support Tower Structural Analysis September 03, 2015
Project Number 2015777.857594.01, Application 307869, Revision 1 CCI BU No 857594
Page 2
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2 - Existing and Reserved 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) DISCLAIMER OF WARRANTIES
6) APPENDIX A
tnxTower Output
7) APPENDIX B
Base Level Drawing
8) APPENDIX C
Additional Calculations
tnxTower Report - version 6.1.4.1
60 ft Self Support Tower Structural Analysis September 03, 2015
Project Number 2015777.857594.01, Application 307869, Revision 1 CCI BU No 857594
Page 3
1) INTRODUCTION
The existing tower is supported on three legs and has three major sections. It has a triangular cross section
made of bolted connections with an "X" bracing configuration. The tower is fabricated with solid round legs and
angle diagonals and girts. The structure is galvanized and does not have aviation lightning.
The tower geometry is modeled based on a tower mapping completed by GPD (Job #: 2012833.43, dated
02/20/2013). The original tower drawings, design load and design code were unavailable for this site.
2) ANALYSIS CRITERIA
This analysis has been performed in accordance with the 2012 International Building Code based upon an
ultimate 3 -second gust wind speed of 115 mph converted to a nominal 3 -second gust wind speed of 89 mph per
section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure
Category C and Risk Category II were used in this analysis.
Table 1 - Proposed Antenna and Cable Information
Center
Mounting Line
Number
Antenna
Number Feed
Level (ft) Elevation
of
Manufacturer
Antenna Model
of Feed Line Note .
(ft)
Antennas
Number
Linen Size (in)
3
Alcatel Lucent
RRH2x60-1900A-4R
Manufacturer
60.0 63.0
1
Powerwave
LGP18601
(ft) , -Antennas
Technologies
Lines
61.0
3
Andrew
SBNHH-1D65C
1
Table 2 - Existina and Reserved Antenna and Cable Information
Notes:
1) Existing Equipment to be removed; not considered in this analysis.
tnxTower Report - version 6.1.4.1
Center
Mounting
Line
Number
Antenna
Number
Feed
Level (ft)
Elevation
Of
Manufacturer
Antenna Model
of Feed
Line
Note
(ft) , -Antennas
Lines
Size (in)
1
Powerwave
LGP18601
1
Technologies
3
Powerwave
7762.00
63.0
Technologies
2
Powerwave
LGP18601
Technologies
1
Raycap
DC6-48-60-18-8F
20
7/8
3
Powerwave
7722.00
60.0
3
3/8
Technologies
1
1/2
62.0
3
Powerwave
8110.10
Technologies
3
Alcatel Lucent
RRH 700 MHZ
61.0
3
Alcatel Lucent
RRH AWS
3
KMW
AM -X -CD -17 -65 -OOT -RET
1
Communications
60.0
1
Platform Mount [LP 712-1]1
1 —
Notes:
1) Existing Equipment to be removed; not considered in this analysis.
tnxTower Report - version 6.1.4.1
60 It Self Support Tower Structural Analysis September 03, 2015
Project Number 2015777.857594.01, Application 307869, Revision 1 CCI BU No 857594
Page 4
Table 3 - Design Antenna and Cable Information
Mounting
Center -
Line
;Number
Antenna
Tower Mapping
Number
'Feed
Level (ft)
Elevation
of
Manufacturer
Antenna Model
of Feed
Line
4724510
(ft),Antennas
01/17/2013
Lines
Size (in)
Unavailable
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
Document (
Remarks
Reference
Source
Tower Mapping
GPD Project #: 2012833.43, dated
D. Palkovic
GPD
02/20/2013
Foundation Mapping
GPD Project A 2012833.43, dated
4724510
CCISITES
01/17/2013
Geotechnical Report
Harper -Leavitt Site #: ID252,
4571357
CCISITES
dated 09/14/2005
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.
This analysis may be affected if any assumptions are not valid or have been made in error. GPD
should be notified to determine the effect on the structural integrity of the tower.
tnxTower Report - version 6.1.4.1
60 ft Self Support Tower Structural Analysis September 03, 2015
Project Number 2015777.857594. 01, Application 307869, Revision I M BU No 857594
Page 5
4) ANALYSIS RESULTS
Table 6 - Section CaDacitv (Summarv)
SectionCritical 4
-No.
E
Elevation
Component Type
size
Element
P (K)
SF*P_suow
�
(K)
%
capacity
Pass I Fall
T1
60-40
Leg
23/4
3
-15.72
186.96
8.4
Pass
T2
40-20
Leg
3
39
-29.87
198.96
15.0
Pass
T3
20-0
Leg
3
66
-43.85
198.96
22.0
Pass
T1
60-40
Diagonal
-2x2x3/16
9
-1.54
12.01
12.8
22.4 (b)
Pass
T2
40-20
Diagonal
-2x2x3/16
42
-1.86
7.91T-135
1 26.8� (b)
Pass
T3
20-0
Diagonal
L21/2x21/2x1/4
69
-2.06
15.01
13.7
1
Pass
Tl
60-40
Top Girt
L2x2x3/16
4
F755
I 9.178.0
7.b)
4 (
pass
Su
LC5
Leg (T3)
Diagonal
(T2)
22.0
26.8
Pass
Pass
Top Girl
(Tl)
7.4
Pass
T -F
I Bolt Checks
I 26-8F--Pass-
I
I
I Rating =
1 26.8
1 Pass
Table 6 - Tower Component Stresses vs. Caoacitv - LC5
Notes Component
Elevation (ft) % Capacity Pass i Fall
Anchor Rods
0 21.4 Pass
Base Foundation 0 7.2 Pass
FiRise,-dation
SoilinterFoun.
action
0 23.4 Pass
Structure Rating (max from all components) 26.8%
Notes:
1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity
consumed.
4.1) Recommendations
The existing tower and its foundation are sufficient for the proposed loading and do not require
modifications.
tnxTower Report - version 6.1.4.1
60 it Self Support Tower Structural Analysis September 03, 2015
Project Number 2015777.857594.01, Application 307869, Revision 1 CCI BU No 857594
Page 6
5) DISCLAIMER OF WARRANTIES
GPD has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the
existing conditions are not as represented on the tower elevation contained in this report, we should be
contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the
tower or foundation. This report does not replace a full tower inspection. The tower and foundations are
assumed to have been properly fabricated, erected, maintained, in good condition, twist free, and plumb.
The engineering services rendered by GPD in connection with this Structural Analysis are limited to a computer
analysis of the tower structure and theoretical capacity of its main structural members. No allowance was made
for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made
for loose bolts or cracked welds.
This analysis is limited to the designated maximum wind and seismic conditions per the governing tower
standards and code. Wind forces resulting in tower vibrations near the structure's resonant frequencies were
not considered in this analysis and are outside the scope of this analysis. Lateral loading from any dynamic
response was not evaluated under a time -domain based fatigue analysis.
GPD does not analyze the fabrication of the structure (including welding). It is not possible to have all the very
detailed information needed to perform a thorough analysis of every structural sub -component and connection
of an existing tower. GPD provides a limited scope of service in that we cannot verify the adequacy of every
weld, plate connection detail, etc. The purpose of this report is to assess the capability of adding appurtenances
usually accompanied by transmission lines to the structure.
It is the owner's responsibility to determine the amount of ice accumulation in excess of the code specified
amount, if any, that should be considered in the structural analysis.
The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from
these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and
clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be
used as a precise construction document. Precise modification drawings are obtainable from GPD, but are
beyond the scope of this report.
Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work.
We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer.
Towers are designed to carry gravity, wind, and ice loads. All members, legs, diagonals, struts, and redundant
members provide structural stability to the tower with little redundancy. Absence or removal of a member can
trigger catastrophic failure unless a substitute is provided before any removal. Legs carry axial loads and derive
their strength from shorter unbraced lengths by the presence of redundant members and their connection to the
diagonals with bolts or welds. If the bolts or welds are removed without providing any substitute to the frame,
the leg is subjected to a higher unbraced length that immediately reduces its load carrying capacity. If a
diagonal is also removed in addition to the connection, the unbraced length of the leg is greatly increased,
jeopardizing its load carrying capacity. Failure of one leg can result in a tower collapse because there is no
redundancy. Redundant members and diagonals are critical to the stability of the tower.
GPD makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability
arising from material, fabrication, and erection of this tower. GPD will not be responsible whatsoever for, or on
account of, consequential or incidental damages sustained by any person, firm, or organization as a result of
any data or conclusions contained in this report. The maximum liability of GPD pursuant to this report will be
limited to the total fee received for preparation of this report.
tnxTower Report - version 6.1.4.1
60 It Self Support Tower Structural Analysis September 03, 2015
Project Number 2015777.857594.01, Application 307869, Revision 1 CCI BU No 857594
Page 7
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report - version 6.1.4.1
fl
00ft
I
DESIGNED APPURTENANCE LOADING
TYPE
N
WIRE ELEVATION
6Li9hwite Rod
Plaffon MOM ILP 712-1]
63
60
RRH700MHZ N
RRHAWS 60
77200 w/Mount Pipe
60
RRHAWS 60
7]22.00 W/ NOW Pipe
60
RRHAWS 60
n
60
8110.10 60
7762.00 W/ Mount Pipe
80
8110.10 TO
7762.00 w/ MOM Pipe
60
0110.10 60
7762.00 w/ Mount Pipe
60
LGP18601 60
S13NHH-1D65Gwl Mourn Pipe
60
LGP16 01 60
8BNHH-1D00wl Mourn Pipe
60
LGP18WI 60
S13NHH-1D650w1Mourn Pipe
fig
DC648-60.16 BF SLrge Suppression 60
Unit
p
60
RRH 700 MHZ
fig
�
0
a
�
N
�
c
0
�
fl
00ft
I
DESIGNED APPURTENANCE LOADING
TYPE
ELEVATION
WIRE ELEVATION
6Li9hwite Rod
Plaffon MOM ILP 712-1]
63
60
RRH700MHZ N
RRHAWS 60
77200 w/Mount Pipe
60
RRHAWS 60
7]22.00 W/ NOW Pipe
60
RRHAWS 60
7722.00 W/ Mount Pipe
60
8110.10 60
7762.00 W/ Mount Pipe
80
8110.10 TO
7762.00 w/ MOM Pipe
60
0110.10 60
7762.00 w/ Mount Pipe
60
LGP18601 60
S13NHH-1D65Gwl Mourn Pipe
60
LGP16 01 60
8BNHH-1D00wl Mourn Pipe
60
LGP18WI 60
S13NHH-1D650w1Mourn Pipe
fig
DC648-60.16 BF SLrge Suppression 60
Unit
RRH 700 MHZ
60
RRH 700 MHZ
fig
(3) RRIAWO-19 VA:4ARGrWe) 60
IOWA 4A11*ilcli!VIs) i* -
1. Tower is located in Madison County, Idaho.
2. Tower designed for Exposure C to the TIA-222-G Standard.
3. Tower designed for a 89 mph basic wind in accordance with the TIA-222-G Standard.
4. Deflections are based upon a 60 mph wind.
5. Tower Structure Class If.
6. Topographic Category 1 with Crest Height of 0.00 it
7. TOWER RATING: 26.8%
011
ALL REACTIONS
AREFACTORED
MAX. CORNER REACTIONS AT BASE:
DOWN: 46 K
SHEAR: 5 K
UPLIFT: -37K
SHEAR: 4 K
AXIAL
12K
SHEAR MOMENT
9 K 361 kip -ft
TOROUE2kip-R
REACTIONS- 89 mph WIND
GPD
eb: Rexbur i RT • BU #: 857594
South main treet, Ste 2531
®A&A Akron, OH
GPo Phone: (330) 572-2100
FAX: 330 572-2101
Pmlw-
cliem: Crown Castle 0r nby:ESchnaus Apr&
Cotla' TIA-222-G Da'e: 09/03/15 scale: NTS
Patb'\NKPNe 40KMLEOO Omn 575%i01\WAeersNq D,V9 NO. E-1
c
0
:a
m
w
w
Feed Line Distribution Chart
0'- 60'
Round Flat App In Face App Out Face Truss Lep
Face A Face B Face C
GPD
oo Rexbur WT - BU #: 857599
South atn treet, to
"MA Akron, OH
GPD Phone: (330) 572-2100
FAX: 330 572-2101
P'"1"e2Qf577Tes7
cllem: Crown Castle Drawn by,. ESchnaus ^pye:
tea' TIA-222-G Dare: 09/03/15 �d1a NTS
""': % AN0s wmtreLFwunuom„asrssa rwxanssa,a De" Ne --7
Tower
Job
Page
G*nxl
Rexburg—WT - BU #: 857594
1 of 8
GPD
Project
Date
520 South Main Street, Ste 2531
2015777.857594.01
14:35:55 09/03/15
Akron, OH
Client
Designed by
Phone: (330) 572-2100
Crown Castle
ESchnaus
FAX: (330) 572-2107
Tower Input Data
The main tower is a 3x free standing tower with an overall height of 60.00 ft above the ground line.
The base of the tower is set at an elevation of 0.00 ft above the ground line.
The face width of the tower is 4.58 ft at the top and 10.00 ft at the base.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Tower is located in Madison County, Idaho.
Basic wind speed of 89 mph.
Structure Class B.
Exposure Category C.
Topographic Category 1.
Crest Height 0.00 ft.
Deflections calculated using a wind speed of 60 mph.
A non-linear (P -delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in tower member design is 1.
Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered.
Consider Moments - Legs
Consider Moments - Horizontals
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 Wind Area
Use Clear Spans For IGJr
Retension Guys To Initial Tension
Bypass Mast Stability Checks
Use Azimuth Dish Coefficients
Project Wind Area of Appurt.
Autocalc Torque Ann Areas
SR Members Have Cut Ends
Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
Use TIA-222-0 Tension Splice Capacity
Exemption
Treat Feedline Bundles As Cylinder
Use ASCE 10 X -Brace Ly Rules
J Calculate Redundant Bracing Forces
Ignore Redundant Members in PEA
SR Leg Bolts Resist Compression
4 All Leg Panels Have Same Allowable
Offset Girt At Foundation
J Consider Feedline Torque
J _Include Angle Block Shear Check
,
Include Shear -Torsion Interaction
Always Use Sub -Critical Flow
Use Top Mounted Sockets
Tower Section Geometry
Tower Tower Assembly Description Section Number Section
Section Elevation Database Width of Length
Sections
T2 40.00-20.00
T3 20.00-0.00
6R➢1
Tower Section Geometry cont'd
KIX031l
Tower Tower
Diagonal
Bracing
Has
Has
Top Gin
Bottom Girt
Section Elevation
Spacing
Type
KBrace
Horizontals
Offset
Offset
End
ft
ft
Panels
in
in
Tl 60.00-40.00
4.00
X Brace
No
Steps
0.0000
0.0000
Tower
Job
Page
brf.M
Rexburg -WT - BU #: 857594
2 of 8
GPD
Project
Date
520 South Main Street, Ste 2531
2015777.857594.01
14:35:55 09/03/15
Akron, OH
Client
Designed by
Phone: (330)572-2100
Crown Castle
ESchnaus
FAX: (330) 572-2101
A36
Tower Tower Diagonal Bracing Has Has Top Gin Bottom Girt
Section Elevation Spacing Type KBrace Horizontals Offset Offset
End
12 40.00-20.00 5.00 X Brace No Steps 0.0000 0.0000
T3 20.00-0.00 5.00 XBrace No Steps 0.0000 0.0000
Tower Section Geometry
cont'd
Tower
Leg
Leg Leg Diagonal
Diagonal
Diagonal
Elevation
h
Type
Size Grade Type
Size
Grade
Tl 60.00-40.00
Solid Round
23/4 A572-50 Equal Angle
L2x2x3/16
A36
(50 ksi)
(36 ksi)
12 40.00-20.00
Solid Round
3 A572-50 Equal Angle
L2x2x3/16
A36
(50 ksi)
(36 ksi)
T3 20.00-0.00
Solid Round
3 A572-50 Equal Angle
L2 1/2x21/2xl/4
A36
(50 ksi)
(36 ksi)
Tower SectionGeometry
cont'd
Tower
Top Gin
Top Girt Top Girt Bottom Gin
Bottom Girt
Bottom Gin
Elevation
Type
Size Grade Type
Size
Grade
ft
TI 60.00-40.00
Equal Angle
L2x2x3/16 A36 Solid Round
A36
(36 ksi)
(36 ksi)
Tower Section Geometry
cont'd
Tower
Gusset Gusset
Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle
Elevation
Area Thickness
Ar Factor
Stitch Bolt
Stitch Bolt
(perface)
A,
Spacing
Spacing
Diagonals
Horizontals
ft
ft' in
in
in
T160.00-40.00
0.00 0.0000
A36 1 1
1 36.0000
36.0000
(36 ksi)
T2 40.00-20.00
0.00 0.0000
A36 I 1
1 36.0000
36.0000
(36 ksi)
T3 20.00-0.00
0.00 0.0000
A36 I 1
1 36.0000
36.0000
(36 ksi)
Tower Section Geometry
cont'd
K Factors
Tower
Calc Calc
Legs X K Single
Girts Hartz.
Sec. Inner
Elevation
K K
Brace Brace Diags
Ho HL Brace
Single Solid
Diags Diags
Angles Rounds
X X X
X X
X X
ft
Y Y Y
Y Y
Y Y
TI
No No
1 1 1 1
1 1
1 1
60.00-40.00
1 1 1
1 1
1 1
T2
No No
1 1 1 1
1 1
1 1
40.00-20.00
1 1 1
1 1
1 1
T3 20.00-0.00
No No
1 1 1 1
1 1
1 1
1 1 1
1 1
1 1
Note: Kfactors are applied to member segment lengths. K -braces without inner supporting members will have the K factor in the out -of -plane direction applied to
the overall length.
h"Tower
Job
Page
Top Girt
Rexburg -WT - BU #: 857594
3 of 8
GPD
Project
Date
520 South Main Street, Ste 2531
2015777.857594.01
14:35:55 09/03/15
Akron, OH
Client
Designed by
Phone: (330)572-2100
Crown Castle
ESchnaus
FAX: (330) 572-2101
Net
U
Tower Section Geometry cont'd
Tower
Elevation
ft
Leg
Diagonal
Top Girt
Bottom Girt
Mid Gin
Long Horizontal
Short Horizontal
Long Horizontal
Net Width U
Net Width
U
Net Width U
Net
U
Net
U
Net
U
Net
U
in
Deduct
Deduct
in
Deduct
Width
in
Width
T1 60.00-40.00
Width
0.8750
Width
0.6250 1
0.6250 1
in
in
0.6250 0
in
Deduct
0.6250
Deduct
3
Deduct
A325N
Deduct
A325N
A325N
A325N
No
A325N
A325N
in
A325N
in
T2 40.00-20.00
in
1.2500
in
0.6250 1
TI 60.00-40.00
0.0000 1
0.0000
0.75
0.0000 0.75
0.0000
0.75
0.0000
0.75
0.0000
0.75
0.0000
0.75
T2 40.00-20.00
0.0000 1
0.0000
0.75
0.0000 0.75
0.0000
0.75
0.0000
0.75
0.0000
0.75
0.0000
0.75
T3 20.00-0.00
0.0000 1
0.0000
0.75
0.0000 0.75
0.0000
0.75
0.0000
0.75
0.0000
0.75
0.0000
0.75
Tower Section Geometry cont'd
Tower
Elevation
ft
Leg
Connection
7'pe
Leg
Bolt Size
No.
Diagonal
Top Girt
Bottom Gin
Mid Girt
Long Horizontal
ShortHorizontal
Bok Size No.
Bolt Size No.
Bolt Size No.
Bolt Size No.
Bolt Size No.
Bolt Size No.
Offset
Offset
in
Per
in
in
in
2.00
in
in
in
in
T1 60.00-40.00
Flange
0.8750
4
0.6250 1
0.6250 1
0.6250
0
0.6250 0
0.6250
0
0.6250
0
3
3
A325N
0.0000
A325N
A325N
A325N
No
A325N
A325N
2,5000
A325N
1
T2 40.00-20.00
Flange
1.2500
6
0.6250 1
0.6250 0
0.6250
0
0.6250 0
0.6250
0
0.6250
0
1.0900
1.0900
A325N
Feedline Ladder (At)
A325N
A325N
A325N
60.00-8.00
A325N
A325N
1
A325N
3.0000
T3 20.00-0.00
Flange
0.7500
0
0.7500 1
0.6250 0
0.6250
0
0.6250 0
0.6250
0
0.6250
0
4.81
Safetv Line (3/8')
A325N
No
A325N
A325N
A325N
0
A325N
A325N
0.3750
A325N
0.22
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description
Face Allow
Component
Placement
Face
Lateral
#
#
Clear
Width or Perimeter
Weight
CAAA Weight
or
Shield
Type
or
Offset
Offset
Side
Per
Spacing
Diameter
2.00
Leg
ft
in
(Frac FW)
ft, K
Row
in
in in
alf
LDF2-50A (3/8 FOAM)
B
No
At (CaAa)
60.00-8.00
2.5000
-0.05
3
3
0.4400
0.0000
0.08
LDF4-50A (1/2 FOAM)
B
No
At (CaAa)
60.00-8.00
2,5000
-0.1
1
1
0.6300
0.0000
0.15
LDF5-50A (7/8 FOAM)
B
No
At (CaAa)
60.00-8.00
0.0000
0
20
14
1.0900
1.0900
0.33
Feedline Ladder (At)
B
No
At (CaAa)
60.00-8.00
0.0000
0
1
1
3.0000
3.0000
8.40
Climbing Ladder (At)
C
No
Af (CaAa)
60.00-0.00
0.0000
0
1
1
3.8400
3.8400
4.81
Safetv Line (3/8')
C
No
At (CaAa)
60.00-0.00
0.0000
0
1
1
0.3750
0.3750
0.22
Platform Mount [LP 712-1)
Discrete Tower Loads
0.0000
60.00
No Ice 24.53
24.53 1.34
7722.00 w/ Mount Pipe
A From Leg
4.00
0.0000
CAAA Weight
Description Face
Offset Offsets: Azimuth Placement
CAAA
or
Type Harz Adjustment
Front
Side
Leg
Lateral
2.00
Vert
ft ft
ft,
ft, K
0.0000
ft
k
No Ice 5.80
5.39 0.06
6' Lightning Rod C
From Leg 0.00 0.0000 63.00
No Ice 0.45
0.45 0.01
0.00
0.00
Platform Mount [LP 712-1)
C None
0.0000
60.00
No Ice 24.53
24.53 1.34
7722.00 w/ Mount Pipe
A From Leg
4.00
0.0000
60.00
No Ice 5.80
5.39 0.06
0.00
2.00
7722.00 w/ Mount Pipe
B From Leg
4.00
0.0000
60.00
No Ice 5.80
5.39 0.06
0.00
2.00
tnxTower
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Offsets:
Rexburg-WT - BU #: 857594
4 of 8
GPD
Project
Date
520 South Main Street, Ste 2531
2015777.857594.01
14:35:55 09/03/15
Akron, OR
Client
Designed by
Phone: (330)572-2100
Crown Castle
ESchnaus
FAX:(330)572-2101
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
or
Type
Harz
Adjustment
Front
Side
Leg
Lateral
Vert
N
ft
.f2
.ft,
K
ft
h
7722.00 w/ Mount Pipe
C
From Leg
4.00
0.0000
60.00
No Ice
5.80
5.39
0.06
0.00
2.00
7762.00 w/ Mount Pipe
A
From Leg
4.00
0.0000
60.00
No Ice
6.81
3.16
0.06
0.00
3.00
7762.00 w/ Mount Pipe
B
From Leg
4.00
0.0000
60.00
No Ice
6.81
3.16
0.06
0.00
3.00
7762.00 w/ Mount Pipe
C
From Leg
4.00
0.0000
60.00
No Ice
6.81
3.16
0.06
0.00
3.00
SBNHH-1D65C w/ Mount Pipe
A
From Leg
4.00
0.0000
60.00
No Ice
11.35
9.08
0.07
0.00
1.00
SBNHH-1D65C w/ Mount Pipe
B
From Leg
4.00
0.0000
60.00
No Ice
11.35
9.08
0.07
0.00
1.00
SBNHH-1D65C w/ Mount Pipe
C
From Leg
4.00
0.0000
60.00
No Ice
11.35
9.08
0.07
0.00
1.00
RRH 700 MHZ
A
From Leg
4.00
0.0000
60.00
No Ice
2.49
2.21
.0.05
0.00
1.00
RRH 700 MHZ
B
From Leg
4.00
0.0000
60.00
No Ice
2.49
2.21
0.05
0.00
1.00
RRH 700 MHZ
C
From Leg
4.00
0.0000
60.00
No Ice
2.49
2.21
0.05
0.00
1.00
RRH AWS
A
From Leg
4.00
0.0000
60.00
No Ice
2.51
1.59
0.04
0.00
1.00
RRH AWS
B
From Leg
4.00
0.0000
60.00
No Ice
2.51
1.59
0.04
0.00
1.00
RRH AWS
C
From Leg
4.00
0.0000
60.00
No Ice
2.51
1.59
0.04
0.00
1.00
8110.10
A
From Leg
4.00
0.0000
60.00
No Ice
0.20
0.25
0.00
0.00
2.00
8110.10
B
From Leg
4.00
0.0000
60.00
No Ice
0.20
0.25
0.00
0.00
2.00
8110.10
C
From Leg
4.00
0.0000
60.00
No Ice
0.20
0.25
0.00
0.00
2.00
LGPI8601
A
From Leg
4.00
0.0000
60.00
No Ice
0.70
0.28
0.01
0.00
3.00
LGPI8601
B
From Leg
4.00
0.0000
60.00
No Ice
0.70
0.28
0.01
0.00
3.00
LGP18601
C
From Leg
4.00
0.0000
60.00
No Ice
0.70
0.28
0.01
0.00
3.00
tnx ower
Job
Page
Offsets:
Rexburg_WT - BU #: 857594
5 of 8
GPD
Project
Data
520 South Main Street, Ste 2531
2015777.857594.01
14:35:55 09/03/15
Akron, GH
Client
Designed by
Phone: (330) 572-2100
Crown Castle
ESchnaus
FAX: (330) 572-2101
Leg
0.201
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
Load
or
Type
Harz
Adjustment
in
Front
Side
°
Tl
Leg
0.201
Lateral
0.0226
0.0053
T2
40-20
0.104
26
0.0181
0.0028
Vert
20-0
0.031
26
0.0104
0.0009
Wind
ft
ft
ft=
ft2
x
ft
h
DC6-48-60-18-8F Surge Suppression Unit
A
From Leg
4.00
0.0000
60.00
No Ice 1.47
1.47
0.02
0.00
3.00
(3) RRH2x60-1900A-4R (G -code)
A
From Leg
4.00
0.0000
60.00
No Ice 1.87
1.27
0.05
0.00
3.00
Maximum Tower Deflections - Service Wind
Section
Elevation
Harz.
Gov.
Tilt
Twist
No.
Radius of
Deflection
Load
Twist
Load
ft
in
Comb.
Comb. in oft
°
Tl
60-40
0.201
26
0.0226
0.0053
T2
40-20
0.104
26
0.0181
0.0028
T3
20-0
0.031
26
0.0104
0.0009
Section
Critical Deflections and Radius of Curvature - Service Wind
Harz.
Gov.
Tilt
Twist
No.
Radius of
Elevation
Appurtenance Gov. Deflection Tilt
Twist
Load
ft
Curvature
ft
Comb. in oft
Tl
63.00
6 Lightning Rod 26 0.201 0.0226
0.0053
854957
60.00
Platform Mount [LP 712-1] 26 0.201 0.0226
0.0053
854957
2
0.0628
0.0098
T3
20-0
0.108
2
0.0361
Maximum Tower Deflections - Design
Wind
Section
Elevation
Harz.
Gov.
Tilt
Twist
No.
Deflection
Load
ft
in
Comb.
oo
Tl
60-40
0.697
2
0.0772
0.0187
T2
40-20
0.362
2
0.0628
0.0098
T3
20-0
0.108
2
0.0361
0.0032
Critical Deflections and Radius of Curvature- Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
WxTower
Job
Page
6
Rexburg_WT - BU #: 857594
6 of 8
Project
Date
GPD
520 South Main Street, Ste 2531
2015777.857594.01
14:35:55 09/03/15
Akron, OH
Client
Designed by
Phone: (330) 572-2100
Crown Castle
ESchnaus
FAX: (330) 572-2101
Load
Ratio
Bolt Design Data
Section
Elevation
Component
Bolt
Bolt Size
Number
Maximum
Allowable
Ratio
Allowable
Criteria
No.
3.66
Type
Grade
-1.54
Of
Load per
Load
Load
Ratio
ft
K=1.00
ft
ft
in
Bolts
Bolt
K
Allowable
60-40
23/4
20.03
4.01
69.9
5.9396
-15.72
186.96
K
K=1.00
Tl
60
Leg
A325N
0.8750
4
3.05
40.59
3
1
Bolt Tension
80.1
7.0686
-29.87
198.96
0.150'
V/
0.075
K=1.00
Diagonal
A325N
0.6250
1
1.53
6.83
✓
1
Member Block
-43.85
198.96
0.220'
0.224
Shear
V/
Top Girt
A325N
0.6250
1
0.51
6.83
1
Member Block
0.074 1✓
Shear
T2
40
Leg
A325N
1.2500
6
4.03
82.83
1
Bolt Tension
0.049
Diagonal
A325N
0.6250
1
1.83
6.83
1
Member Block
0.268
Shear
T3
20
Diagonal
A325N
0.7500
1
2.02
11.96
1
Member Block
0.169 Y
Shen
Compression Checks
Leg Design Data (Compression)
Section
Elevation
Size
L
L.
Kl/r
A
P„
�P„
Ratio
No.
7.39
3.66
111.7
0.7148
-1.54
12.01
0.128
P„
ft
K=1.00
ft
ft
in'
K
K�P�
9.41
Tl
60-40
23/4
20.03
4.01
69.9
5.9396
-15.72
186.96
0.084'
K=1.00
V/
K=1.00
L2 1/2x2 1/2x1/4
10.98
5.48
V/
72
40-20
3
20.03
5.01
80.1
7.0686
-29.87
198.96
0.150'
V/
K=1.00
V/
T3
20-0
3
20.03
5.01
80.1
7.0686
-43.85
198.96
0.220'
K=1.00
V/
P. / OP„ controls
Diagonal Design Data (Compression)
Section Elevation Site L L„ Kl/r A P. Ratio
No. P,
ft
ft
ft
in'
K
Kp�
Tl 60-40
L2x2x3/16
7.39
3.66
111.7
0.7148
-1.54
12.01
0.128
K=1.00
V/
T2 40-20
L2x2x3/16
9.41
4.69
142.9
0.7148
-1.86
7.91
0.235'
K=1.00
V/
T3 20-0
L2 1/2x2 1/2x1/4
10.98
5.48
133.8
1.1900
-2.06
15.01
0.137'
K=1.00
V/
P„ / QP„ controls
ower
Job
Page
.L
Rexburg --WT - BU #: 857594
7 of 8
GPD
Project
Date
520 South Main Street, Ste 2531
2015777.857594.01
14:35:55 09/03/15
Akron, OR
Client
Designed by
Phone: (330) 572-2100
Crown Castle
ESchnaus
FAX: (330) 572-2101
L2x2x3/16 4.58
4.35 132.7 0.7148
Top Girt Design Data (Compression)
Section Elevation
Size L
L. KI1r A
P„
$P„
Ratio
No.
K
'P�
TI 60-40
23/4
P„
ft
ft
ft in'
K
K
�pn
Tl 60-40
L2x2x3/16 4.58
4.35 132.7 0.7148
-0.55
9.17
0.060
K=1.00
72 40-20
3
V
P„ / �P„ Controls
Tension Checks
Leg Design Data (Tension)
Section Elevation Size L L. KI1r A P„ gyp„ Ratio
No. P..
ft
Size L
f2
ft
$P„
int
K
K
'P�
TI 60-40
23/4
20.03
4.01
69.9
5.9396
12.21
267.28
0.046
TI 60-40
L2x2x3/16 4.58
4.35 84.6 0.4307
0.51
18.73
-
0.027
V
72 40-20
3
20.03
5.01
80.1
7.0686
24.20
318.09
0.076'
V
T3 20-0
3
20.03
5.01
80.1
7.0686
35.56
318.09
0.112'
W,
P„ l �P„ Controls
Diagonal Design Data Tension
Section Elevation Size L L. Kilt A P. OP„ Ratio
No. P,
ft
72 40-20 L2x2x3/16
T3 20-0 L2 l/2x21/2xl/4
P„ l �Pn controls
ft ft in' K K
1��J{iittttttttt�EtF�lxlijlj]
9.41 4.69 91.2 0.4307
10.98 5.48 85.5 0.7284
V
1.83 18.73 0.098'
V
2.02 31.69 0.064'
6/
Top Girt Design Data Tension
Section Elevation
Size L
L„ KI1r A
R,
$P„
Ratio
No.
P„
ft
ft
ft int
K
KP
TI 60-40
L2x2x3/16 4.58
4.35 84.6 0.4307
0.51
18.73
-
0.027
t/
P„ / �P„ Controls
L owed"
Job
Page
Section Capacity
Rexburg—WT - BU #: 857594
8 of 8
GPD
Project
Date
520 South Main Street, Ste 2531
2015777.857594.01
14:35:55 09/03/15
Akron, OR
Client
Designed by
Phone: (330)572-2100
Crown Castle
ESchnaus
FAX: (330) 572-2101
Section Capacity
Table
Pass
Section
Elevation
Component
Size
Critical P
OPaam,
%
No.
.t
Type
Element K
K
Capacity
Fail
Tl
60-40
Leg
23/4
3 -15.72
186.96
8.4
Pass
T2
40-20
Leg
3
39 -29.87
198.96
15.0
Pass
T3
20-0
Leg
3
66 -43.85
198.96
22.0
Pass
TI
60-40
Diagonal
L2x2x3/16
9 -1.54
12.01
12.8
Pass
22.4 (b)
T2
40-20
Diagonal
L2x2x3/16
42 -1.86
7.91
23.5
Pass
26.8 (b)
T3
20-0
Diagonal
L21/2x21/2xl/4
69 -2.06
15.01
13.7
Pass
16.9 (b)
TI
60-40
Top Girt
L2x2x3/16
4 -0.55
9.17
6.0
Pass
7.4 (b)
Summary
BLO
LC5
Leg (13)
22.0
Pass
Diagonal
26.8
Pass
(T2)
Top Gin
7.4
Pass
(T1)
Bolt Checks
26.8
Pass
Rating=
26.8
Pass
60 It Self Support Tower Structural Analysis September 03, 2015
Project Number 2015777.857594.01, Application 307869, Revision 1 CCI BU No 857594
Page 8
APPENDIX B
BASE LEVEL DRAWING
tnxTower Report - version 6.1.4.1
@
J
ii55
a
9�$�
W
O
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�� �
� m
�
�
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W Q
60 ft Self Support Tower Structural Analysis September 03, 2015
Project Number 2015777.857594.01, Application 307869, Revision 1 CCI BU No 857594
Page 9
APPENDIX C
ADDITIONAL CALCULATIONS
tnxTower Report - version 6.1.4.1
Anchor Rod Check for Self Supporting Towers
TIA-222-G, Section 4.9.9
Site Data
BU#:857594
Site Name: REXBURG WT
App #:1307869 Rev1
Anchor Rod Data
Qty:
< 4
Dlam:
' 1.5 in
Rod Material:
A36
Strength (Fu):
58 ksi
Yield (Fy):
36 ksi
Rod Circle: I in
e: in
* # of Rods 1 11 or 2
Mu= Pu x e: ft-ki s
Only enter rod circle, offset (e) and number
of anchor rods at the extreme fiber to
consider if eccentric load due to leg
reinforcement exist.
A ° A a6
SECTION A -A SECTION a -a
Detail Type (a) Detail Type (b)
rt=o•^va n • o-�o
o °
Cmpeb l-JOf0u1 CPIG.OV LTJ
SECTION C -C SECTION D -D
Detail Type (c) Detail Type (d)
WO I OM)
Figure 4.4 of TIA-222-G
Rev. 6.1
111/ U CASTLE
Reactions
Eta Factor, q 1 0.5 Detail Type
Down load Pu:1 46 Ikips
Shear, VuA 5 Ikips
er m
Mu = 0.65*Ie,*Vu ft -kips
Anchor Rod Results:
Max Rod (Cu+ Vu/ftj14.0 Kips
Design Axial, O*Fu*Anel: 65.4 Kips
Anchor Rod Stress Ratio: 21.4%
If Applicable;
Anchor Rod Results with Bendina Considered:
When the clear distance from the top of concrete to the bottom
of level nut excceeds 1.0 times the diameter of the anchor rod,
the following interaction equation shall also be satisfied (see
Figure 4-4 of Rev. G):
(VJ0Rm)2 + i(PJORnt) + (Mu/$Rna < =1
QRm=¢*0.45*Fub*Ab= kips
0Rnt=0*Fu*Anet= kips
ORnm=¢*Fy*Z= ft -kips
Maximum Acceptable Ratio: <' 105 %
Governing Stress Ratio: 21.4% Pass
SST Anchor Rod Check For Rev G -Rev 6.1 091912.xis
Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
Note: Shaft assumed to have ties, not spiral, transverse reinforcing
Site Data
BU#: 857594
Site Name: REXBURG WT
App #: 307869 Rev. 1
Loads Alread Factored
or
For P (DL)
Max Pu = ((p=0.65) Pn.
Pn per ClA318 10-2
<---- Disregard
<----Disregard
1:3
Pier Diameter = 3:0 ft
Concrete Area = 1017.9 int
Reinforcement:
Clear Cover to Tie -F-3-0-0 " lin
Horiz. Tie Bar Size= - 4'
Vert. Cage Diameter = 2.35 ft
Vert. Cage Diameter = 28.25 in
Vertical Bar Size =0
Bar Diameter = 0.75 in
Bar Area = 0.44 int
Number of Bars =0
As Total= 3.52 int
A
ACI 10.5 , ACI 21.10.4, and IBC 1810.
Min As for Flexural. Tension Controlled. Shafts:
(3) * (S q rt(f'c)/Fy: 0.0027
200 / Fy: 0.0033
Minimum Rho Check:
Actual Req'd Min. Rho:j 0.330/1 Flexural
Provided Rho:j 0.35% OK
Ref. Shaft Max Axial Capacities,
m Max(Pn or Tn):
Max Pu = ((p=0.65) Pn.
Pn per ClA318 10-2
-kips (* Note)
kips
14` "ft
1454.86
[kips
at Mu=($=o.65)Mn=
373.75
ft -kips
0:003
ACI 318 Code
Max Tu, =0.9 Tn =1
190.08
Ikips
at Mu=(�=(0.90)Mn=
0.00
ft -kips
Maximum Shaft Superimposed Forces
TIA Revision:
Max. Factored Shaft Mu:
Max. Factored Shaft Pu:
Max Axial Force Type:
G
-kips (* Note)
kips
14` "ft
37, . :
Tension
Note: Max Shaft SuperimposedMoment Toes not necessarily
equal to the shaft top reaction moment
Load Factor Shaft Factored Loads
1.00 Mu:
1.00 Pu:
14
ft -kips
kips
37
Material Pro erties
Concrete Comp. strength, f'c =
3000 psi
Reinforcement yield strength, Fy =1
60- - :ksi
Reinforcing Modulus of Elasticity, E _
29000 ' ksi
Reinforcement yield strain = 0.00207
Limitingcompressive strain =
0:003
ACI 318 Code
Select Analysis ACI Code=
2008
Seismic Properties
Seismic Design Category =0
Seismic Risk =
Low
Solve <-- Press Upon Completing All Input
Run
Results:
Governing Orientation Case: 2
Mu
Case 1
E
Mu
T I �
Case 2
Dist. From Edge to Neutral Axis:
Extreme Steel Strain, et:
et > 0.0050,
Reduction Factor,(p:
4.16 in
0.0194
Tension Controlled
0.900
Output Note: Negative Pu=Tension
For Axial Compression, W Pn = Pu: -37.00 kips
Drilled Shaft Moment Capacity, (pMn: 194.53 ft -kips
Drilled Shaft Superimposed Mu: 14.00 ft -kips
(Mu/(pMn, Drilled Shaft Flexure CSR: 7.2%
Drilled -Shaft -Moment -Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 9/3/2015
AxMat Foundation Analysis
Rexburg_WT - BU #: 857594
GPD GROUP 2015777.857594.01
Moment,M
j'381k-ft
"+;12ik
Code
>"± TIA°'2C3T',x
Y
Qxmax 1.68 ksf
1.2D+1.6W
Bearing On
�, .,-r`
'-Ftoc�i
Qymax 1.68 ksf
1.21)+1.6W
Foundation Type
s�5,$ Pfd `�-,.
Qmax @ 45° 2.09 ksf
1.2D+1.6W
Pier Type
'' iFl#ond r"ell
Gross 18.00 ksf
Reinforcing Known
fi
.3„�'lot r:
Controlling Capacity 11.6% Pass
Moment,M
j'381k-ft
"+;12ik
Y
k
Pier Diameter, 0
Pad Length, L
Pad Width,W
Pad Thickness, t
Depth, D
Rebar Fy
Concrete Fc'
Clear Cover
Reinforced Top & Bottom?
Pad Reinforcing Size
Pad Quantity Per Layer
Pier Rebar Size
Pier Quantity of Rebar
Soil Unit Weight
Angle of Friction, 0
Bearing Type
Ultimate Bearing
Water Table Depth
Frost Depth
GPD Mat Foundation Analysis - V1.02
ft
ksi
ksi
in
pcf
ksf
FS(ot)x 4.28 21.0 0.9D+1.6W
FS(ot) 4.28 a1.0 0.9D+1.6W
Controlling Capacity 23.4% Pass
LxW
HG
X,