HomeMy WebLinkAboutPROJECT INFORMATIONI� 0CM
March 15, 2019
Saint Lucie County
Planning & Development Services
Building & Code Regulation Division
2300 Virginia Avenue
Fort Pierce, FL 34982
RECEIVED
JUL 19 2019
9i, Lucle County, Parmitting
ap1�11111 =K
E N G IN E E R ING G R O UP
Subject: Special Inspection Report 1 of 1 (Final) [Tower Structural Modifications]
Permit: SLC-1805-0078
AT&T Site: FP12 [FA# 10070076]
Site Address: 3301 Orange Avenue, Fort Pierce, FL 34947 SCANNED
APX Project: 17-0107.37 BY
St. Lucie County
Dear Building Official:
APX Engineering Group, LLC (APX) performed observations of the AT&T telecommunication facility located
at the above -referenced site. The purpose of these observations was to inspect the following in accordance
with the Florida Building Code, 61h Edition (2017):
1. Replacement of the existing diagonal members with thicker/heavier members from elevation 200'
to 180'.
2. Removal of existing horizontal members and addition of diagonal members to create an x-brace
configuration from elevation 120' to 100'.
3. Tension existing guy cables to 8% of their breaking strength at the 280' attachment elevation.
4. Tension existing guy cables to 9% of their breaking strength at the 220', 160', and 80' attachment
elevations.
The installation of the above -mentioned items was visually inspected and compared with the approved
construction drawings by APX Engineering Group, LLC dated April 30, 2018. Additionally, construction
documentation was reviewed to include the bill of materials, tension test results, plumb/twist test results,
and the as -built drawings. Based on these observations and review of the aforementioned documents, to
the best of my knowledge and belief, the above -described construction of all structural load -bearing
components complies with the permitted documents.
Should you have any questions or wish to discuss any aspect of this letter, please do not hesitate to contact
the undersigned.
Sincerely,
APX Engineering Group, LLC
Michael A. Phillips, P.E.
Chief Engineer
Florida License #68312
November 17, 2017
RECEIVED
Saint Lucie County MAY 0 2 2018
Planning & Development Services
Building & Code Regulation Division ST. Lucie County, Permitting
2300 Virginia Avenue
Fort Pierce, FL 34982
'E'WG 1 WEA it CN'G.• GA' 'U P
Subject:- Special.lnspection Letter of Intent
AT&T Site: FP12 [FA# 10070076]
Site Address: 3301 Orange Avenue, Fort Pierce, FL 34947
APX Project: 17-0107.37
Dear Sir or Madam:
APX Engineering Group, LLC (APX) understands that Saint Lucie County requires -that, as special inspector
for the subject construction project, APX supplies specifications setting forth the procedures to be taken for
the required inspections. The purpose of these inspections will be to determine if -the installation of the
antenna equipment and antenna platform mount is in substantial accordance with the approved
construction drawings prepared by APX dated November 17, 2017. Such special inspections will be:
performed in accordance with Section 110.10.1.1 of the Florida Building Code and will include, but not be
limited to, the following:
1. Inspect anchoring, spacing and mounting of the proposed antennas to the existing tower structure.
2. Inspect mounting of proposed remote radio units (RRUs) and proposed peripheral equipment.to
proposed antenna mounts and anchoring and spacing of proposed antenna mounts.
3. Inspect the installation of the proposed tower retrofit and antenna mount bracing.
Copies of the inspections shall be sent to the Building Department on a weekly basis; and the Thal letter of
completion will be provided at the completion of the final inspection..
This letter has been prepared for the purpose of fulfilling the requirements of the Saint Lucie County with
respect to the specific installation described. It is intended for the exclusive use of the Saint Lucie County
and AT&T. The information, assumptions and recommendations contained in this letter should not be used
by others for any purpose without express written authorization from APX.
Should you have any questions or wish to discuss any aspect of this letter, please do not hesitate to contact
the undersigned.
Sincerely,
APX Engineering Group, LLC
Michael A. Phillips, P.E.
Chief Engineer
Florida License #68312
Digitally signed
by Michael
Phillips
Date: 2017.11.17
' 10:36:20 -05'00
RECEIVED
November 17, 2017
MAY 0 2 2018
Saint Lucie County ST. Lucie County, Permitting
Planning & Development Servio
Building & Code Regulation Division
2300 Virginia Avenue
Fort Pierce, FL 34982
E N'G.I N-.E E'C1!W'G: G.R�O`0`P
Subject:
Special Inspection Letter of Intent
AT&T Site:
FP12 [FA# 10070076]
Site Address:
3301 Orange Avenue, Fort Pierce, FL 34947
APX Project:
17-0107.37
Dear Sir or Madam:
APX Engineering Group, LLC (APX) understands that Saint Lucie County requires that, as special inspector
for the subject construction project, APX ''supplies. specifications setting forth the procedures to be taken for
the required inspections. The purpose of these inspections will be to determine if the installation of the
antenna equipment and antenna platform mount is -in substantial accordance with the approved
construction drawings prepared by APX dated November 17, 2017. Such special inspections will be
performed in accordance with Section 110.10.1.1 of the Florida Building Code and will include, but not be
limited to, the following:
1 Inspect anchoring, spacing and mounting of the proposed antennas to the existing tower structure.
2. Inspect mounting of proposed remote radio units (RRUs) and proposed peripheral equipment to
. 'proposed antenna mounts and anchoring and spacing of proposed antenna mounts.
3. Inspect the installation of the proposed tower retrofit and antenna mount bracing.
Copies of the inspections shall be sent to the Building Department on a weekly basis, and the final letter of
completion will be provided at the completion of the final inspection..
This letter has been prepared for the purpose of fulfilling the requirements of the Saint Lucie County with
respect to the'specific installation described. It is intended for the exclusive use of the Saint Lucie County
and AT&T. The information, assumptions and recommendations contained in this letter should not be used
by others for any purpose without express written authorization from APX.
Should you have any questions or wish to discuss any aspect of this letter, please do not hesitate to contact
the undersigned.
Sincerely,
APX Engineering Group, LLC
Michael A. Phillips, P.E.
Chief Engineer
Florida License #68312
Digitally signed
by Michael
- Phillips
Date: 2017.11.17
' 10:36:20 -05'00
November 17, 2017
Saint Lucie County
Planning & Development Services
Building & Code Regulation Division
2300 Virginia Avenue
Fort Pierce, FL 34982
ZA
I a
E W6:1 N-¢ E'A,i'N G G..-R b U P
Subject: Special.lnspection Letter.of Intent
AT&T Site: FP12 [FA# 10070076]
Site Address: 3301 Orange Avenue, Fort Pierce, FL 349 =RECEIVED
APX Project: 17-0107.37Dear Sir or Madam:
APX Engineering Group, LLC (APX) understands that Saint Lucie County requires that, as special inspector
for the subject construction project, APX supplies specifications setting forth the procedures to be taken for
the required inspections. The purpose of these inspections will be to determine if the installation of the
antenna equipment and antenna platform mount is in substantial accordance with the approved.
construction drawings prepared by APX dated November 17, 2017. Such special inspectiohs will be
performed in accordance with Section 110.10.1.1 of the Florida Building Code and will include, but not be
limited to, the following:
Inspect anchoring, spacing and mounting of the proposed antennas to the existing tower structure.
2 Inspect mounfing of proposed remote radio units (RRUs) and proposed peripheral equipment to
proposed antenna mounts and anchoring and spacing of proposed antenna mounts.
Inspect the installation of the proposed tower retrofit and antenna mount bracing.
Copies of the inspections shall be sent to the Building Department on a weekly basis, and -the final letter of
completion will be provided at the completion of the final inspection..
This letter has been prepared for the purpose of fulfilling the requirements of the Saint Lucie County with
respect to the specific installation described. It is intended for the exclusive use of the Saint Lucie County
and AT&T. The information, assumptions and recommendations contained in this letter should not be used
by others for any purpose without express written authorization from APX.
Should you have any questions or wish.to discuss any aspect of this letter, please do not hesitate to contact
the undersigned.
Sincerely,
APX Engineering Group, LLC
Michael A. Phillips, P.E.
Chief Engineer
Florida License #68312
erg ysigned
by Michael
Phillips
Date: 2017.11.1-7
' 10:36:20 -05'00
March 15, 2019
Saint Lucie County
Planning & Development Services
Building & Code Regulation Division
2300 Virginia Avenue
Fort Pierce, FL 34982
JUL 2 2 2019
ST. Lucie County, Permitting
ax
E N G IN E E R ING G R O UP
Subject:
Special Inspection Report 1 of 1 (Final) [Tower Structural Modifications]
Permit:
SLC-1805-0078
AT&T Site:
FP12 [FA# 1007007%
Site Address:
3301 Orange Avenue, Fort Pierce, FL 34947
APX Project:
17-0107.37
Dear Building Official:
APX Engineering Group, LLC (APX) performed observations of the AT&T telecommunication facility located
at the above -referenced site. The purpose of these observations was to inspect the following in accordance
with the Florida Building Code, 6s' Edition (2017):
1. Replacement of the existing diagonal members with thicker/heavier members from elevation 200'
to 180'.
2. ,Removal of existing horizontal members and addition of diagonal members to create an x-brace
configuration from elevation 120' to 100'.
3. Tension existing guy cables to 8% of their breaking strength at the 280' attachment elevation.
4. Tension existing guy cables to 9% of their breaking strength at the 220', 160', and 80' attachment
elevations.
The installation of the above -mentioned items was visually inspected and compared with the approved
construction drawings by APX Engineering Group, LLC dated April 30, 2018. Additionally, construction
documentation was reviewed to include the bill of materials, tension test results, plumb/twist test results,
and the as -built drawings. Based on these observations and review of the aforementioned documents, to
the best of my knowledge and belief, the above -described construction of all structural load -bearing
components complies with the permitted documents.
Should you have any questions or wish to discuss any aspect of this letter, please do not hesitate to contact
the undersigned.
Sincerely,
APX Engineering Group, LLC
Michael A. Phillips, P.E.
Chief Engineer
Florida License #68312
A.
No 68 2 tN
ONAt
F LE COP f A
May 15, 2018
Saint Lucie County
Planning & Development Services
Building & Code Regulation Division
2300 Virginia Avenue
Fort Pierce, FL 34982
a pA
ENGINEERING GROUP
Subject: Special Inspection Letter of Intent — Tower Structural Modifications
AT&T Site: FP12 [FA# 10070076]
Site Address: 3301 Orange Avenue, Fort Pierce, FL 34947
APX Project: 17-0107.37
Dear Sir or Madam:
APX Engineering Group, LLC (APX) understands that Saint Lucie County requires that, as special inspector
for the subject construction project, APX supplies specifications setting forth the procedures to be taken for
the required inspections. The purpose of these inspections will be to determine if the installation of the
tower structural modifications is in substantial accordance with the approved construction drawings
prepared by APX dated April 30, 2018. Such special inspections will be performed in accordance with
Section 110.10.1.1 of the Florida Building Code and will include, but not be limited to, the following:
1. Replacement of the existing diagonal members with thicker/heavier members from elevation 200'
to 180'.
2. Removal of existing horizontal members and addition of diagonal members to create an x-brace
configuration from elevation 120' to 100'.
3. Tension existing guy cables to 8% of their breaking strength at the 280' attachment elevation.
4. Tension existing guy cables to 9% of their breaking strength at the 220', 160', and 80' attachment
elevations.
Copies of the inspections shall be sent to the Building Department on a weekly basis, and the final letter of
completion will be provided at the completion of the final inspection.
This letter has been prepared for the purpose of fulfilling the requirements of the Saint Lucie County with
respect to the specific installation described. It is intended for the exclusive use of the Saint Lucie County
and AT&T. The information, assumptions and recommendations contained in this letter should not be used
by others for any purpose without express written authorization from APX.
Should you have any questions or wish to discuss any aspect of this letter, please do not hesitate to contact
the undersigned.
Sincerely,
APX Engineering Group, LLC
MAY 1 8 RECD
Michael A. Phillips, P.E.
Chief Engineer
Florida License #68312
aw
April 30, 2018 a
RECEIVED
Dennis Demarco MAY 0 2 2018
MasTec Network Solutions, LLC E N G IN E E R ING G R O UP
6100 Broken Sound Parkway, Suite 6
Boca Raton, FL 33487 ST. Lucie County, Permitting
Subject: Structural Design - Existing Tower Retrofit
Carrier Designation: AT&T Site: FP12 [FA# 100700761
APX Project: 17-0107.37
Site Information: 3301 Orange Avenue
Fort Pierce, Saint Lucie County, FL 34947
Latitude 27.4461800 N, Longitude 80.3595720 W
300-Foot Guyed Tower
Dear Mr. Demarco:
APX Engineering Group, LLC (APX) is pleased to submit this Structural Design reportto determine a retrofit
design that enables the subject tower to adequately resist proposed additional loads.
It is our understanding that AT&T, who has retained the services of MasTec Network Solutions, LLC (MNS),
desires to install new telecommunication equipment on the subject tower. This design was based on the
supporting information listed in Table 3. Our services were performed in accordance with the terms and
conditions of the master services agreement between APX and MNS. This report summarizes the results
of our findings.
A structural analysis prepared by APX determined that the subject tower, as presently constructed, is not
capable of resisting the proposed loading configuration. MNS requested that APX prepare a design of
modifications that would allow the tower to resist this loading. The purpose of this design is to determine
the suitability of the aforementioned tower to support the loading indicated in Table 2. This design has
been performed in accordance with the Florida Building Code based upon an ultimate 3-second gust wind
speed of 158 mph with no ice using tnxTower structural software. Based on our design, subject to the
assumptions noted, it is our opinion that the tower superstructure and foundation system will support the
proposed loading provided that the modifications are implemented as depicted in the attached drawings.
Tower: Pass at 78.5%, Foundation: Pass at 64.8% 8
This report has been prepared for the purpose of providing a structural evaluation of the subject tower for
the loading conditions indicated. It is intended for the exclusive use of AT&T and MNS. The information,
assumptions, and recommendations contained in this report should not be used by others fo purpose
ir�r M
without express written authorization from APX. We appreciate the opportunity to provi�0li Lpr es itop,al
services to you and look forward to continuing our relationship. If we can be of , 8 10
please do not hesitate to contact us. �e �� VAC E 8;c:1
Sincerely,
APX Engineering Group, LLC
Michael A. Phillips, P.E.
Chief Engineer
Florida License #68312
j�12 .cP
46
3 1 O C?��eQe
4 L ENw�`e
ATU: FP12 [FA# 10070076]
Structural Design Report
Table of Contents
1.0 Introduction
2.0 Design Criteria
Table 1—Design Criteria
Table 2—Appurtenance Loading
3.0 Design Procedures
Table 3—Supporting Information
3.1 Design Methods
3.2 Design Assumptions & Limitations
4.0 Design Results
Table 4.1—Tower Component Results
Table 4.2—Foundation Component Results
Appendix A
tnxTower Output
APX Engineering Group, LLC
AT&T: FP12 [FA# 10070076]
Structural Design Report
1.0 Introduction
The subject tower is an existing 300' guyed tower.
2.0 Design Criteria
The tower retrofit was designed in accordance with the criteria indicated in Table 1 for the proposed and
existing/reserved antennas, transmission lines, and mountings shown in Table 2.
Table 1: Design Criteria
Building Code
DescriptionCriterion
Florida Building Code, 6th Edition (2017)
Standard - Loads
TIA-222-G, Structural Standard for Antenna Supporting Structures and
Antennas FBC 3108.1
Risk Category
II
Ultimate Wind Speed
158 mph, 3-Second Gust (FBC Figure 1609.3(1))
Nominal Wind Speed
122 mph, 3-Second Gust (FBC 1609.3.1 for use with TIA-222-G)
Exposure Category
C
Structure Class
II (1 = 1.0)
Radial Ice Thickness
Zero Inches
Topo. Category
1
Crest Height
Zero Feet
Table 2: Aoourtenance Loadin
307
arrier
FPL
City.(Feet)
2
..
Decibel DB228-A
Standoff
(2) 1-1/4"
302
FPL
4
Decibel DB81OKE-Y
Standoff
(2) 1-5/8"
300
1
Flash Beacon
Top
(1) 1/2"
297
FPL
1
TTA Cabinet
Leg
(1) 1/2"
292
FPL
1
Decibel DB264-A
Standoff
(1) 1-5/8"
270
FPL
1
Decibel DB264-A
Standoff
(1) 1-1/4"
205
FPL
1
Decibel DB81OKE-Y
Standoff
(1) 1-1/4"
172
Sprint
6
EMS RV65-18-OODP
Frame
(6) 1-6/8"
150
AT&T
9
CommScope SBNHH-1D85B
V-Frame
02)) 1-5l8" coax
(4) 7/8" power
(2) 3/8" fiber
150
AT&T
6
Ericsson RRUS-32
APX Engineering Group, LLC
AT&T: FP12 [FA# 10070076]
Structural Design Report
150
AT&T
3
Ericsson RRUS-12
150
AT&T
3
Ericsson RRUS-11
150
AT&T
1
KMW KFTDR00110030
150
AT&T
1
Raycap DC6-48-60-18-8F
150
AT&T
1
Raycap DC6-48-60-18-8F
40
Unknown
1
128-2 Yagi
Standoff
(1) 1/2"
33
Unknown
T 1
Decibel DB205-A
Standoff
(1) 1/2"
Legend: Proposed Appurtenances (Bold)
Existing Appurtenances (Regular)
Future/Reserved Appurtenances (Italic)
3.0 Design Procedures
This design is based on published catalog information, the supporting information listed in Table 3, and
appurtenance information provided by AT&T.
Table 3: Supportinq Information
Date
July 28, 2017
Description
Tower Modification Design Drawings
APX
May 10, 2017
Radio Frequency Data Sheet (RFDS)
AT&T
April 23, 2013
Tower and Foundation Modification As -Built
Drawings
GOFF Communications, Inc.
February 25, 2013
Tower and Foundation Modification Design
Drawin s
CALTROP Corporation
October 13, 2006
Geotechnical Report
URS Corporation
April 21, 2005
Tower Mapping
Unknown
September 25, 1989
Tower and Foundation Design
ROHN Products, LLC
Various
Miscellaneous Information
AT&T / MNS
3.1 Design Methods
The tower superstructure design was performed with the use of tnxTower, a commercially available
software program designed for the analysis of telecommunications towers. The program was used to create
a three-dimensional mathematical model of the tower and to calculate member stresses under the
appropriate dead, live, and wind loads. Loads were computed in accordance with applicable portions of
the TIA-222 standard. Selected output from the design is included in Appendix A.
A separate analysis of the tower foundation system was performed by comparing the reactions from the
tnxTower output to the design capacities indicated in the aforementioned tower and foundation modification
design by CALTROP Corporation.
APX Engineering Group, LLC
AT&T: FP12 [FA# 10070076]
Structural Design Report
3.2 Design Assumptions and Limitations
1. Information in the supporting documentation that could not be verified by APX personnel is
assumed to be correct.
2. All tower components are assumed to be in adequate condition to carry their full design capacity.
3. Limitations for antenna twist, tilt, roll, or lateral translation are not considered in this design, since
the effects of these factors on structural tower performance are typically negligible.
4. The configuration of equipmentlappurtenances is assumed to be as specified in this report.
5. Emergency/essential communication equipment is not located on the tower.
6. This design does not consider the capacity of the antenna support systems.
7. The aforementioned tower and foundation modification design by CALTROP Corporation has been
fully implemented.
8. The tower modification design by APX dated July 28, 2017 has been fully implemented.
If any of the above assumptions are not valid or have been made in error, these calculations may be
affected, and APX should be allowed to review any new information to determine its effect on the structural
integrity of the subject structure.
4.0 Design Results
The following tables summarize results for the tower superstructure and foundation system.
Table 4.1: Tower Comoonent Results
Component
Legs
73.8
Pass
Diagonals
70.3
Pass
Horizontals
10.8
Pass
Girts
31.3
Pass
Guys
70.5
Pass
Guy Pull -Offs
20.9
Pass
Torque Arms
63.4
Pass
Bolts
78.5
Pass
'Note: Existing structural component stress ratios up to 80% are considered acceptable per FPL standards.
Results
Mast Compression 175 kips 1 309 kips 56.6 Pass
Guy Anchor Uplift 78 kips 123 kips 63.4 Pass
Guy Anchor Shear 92 kips 142 kips 64.8 Pass
"Note: Existing structural component stress ratios up to 80% are considered acceptable per FPL standards.
APX Engineering Group, LLC
AT&T: FP12 [FA# 100700761
Appendix A
Tower Input Data
Structural Design Report
The main tower is a 3x guyed tower with an overall height of 300.00 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 3.42 ft at the top and tapered at the base.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Tower is located in Saint Lucie County, Florida.
Basic wind speed of 122 mph.
Structure Class IL
Exposure Category C.
Topographic Category 1.
Crest Height 0.00 ft.
Deflections calculated using a wind speed of 60 mph.
MODIFIED TOWER - SEE ATTACHED DRAWINGS.
Pressures are calculated at each section.
Safety factor used in guy design is 1.
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 KUr
Relension Guys To Initial Tension
Bypass Mast Stability Checks
Use Azimuth Dish Coefficients
Project Wind Area of Appurt.
Amocalc Torque Ann Areas
SR Members Have Cut Ends
Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
Use TIA--222-G Tension Splice Capacity
Exemption
4
Treat Feedline Bundles As Cylinder
Use ASCE 10 X-Brace Ly Rules
�1
Calculate RedundantBracing Forces
Ignore Redundant Members in FEA
d
SR Leg Bolts Resist Compression
All Leg Panels Have Same Allowable
Offset Girt At Foundation
J
Consider Feedline Torque
Include Angle Block Shear Check
i--
Poles
Include Shear -Torsion Interaction
Always Use Sub -Critical Flow
Use Top Mounted Sockets
APX Engineering Group, LLC
ATU: FP12 [FA# 100700761
Wind 90
Leg C
Wind 180
Wind 0
Corner & Starmount Guyed Tower
Structural Design Report
APX Engineering Group, LLC
ATU: FP12 [FA# 10070076]
\JIr \
C�
Wind 180
1
Guy C
Face Guyed
Structural Design Report
Tower Section Geometry
Tower Tower Assembly Description Section Number Section
Section Elevation Database Width of Length
Sections
12
280.00-260.00
84
3.42
1
20.00
T3
260.00 240.00
84S
3.42
1
20.00
T4
240.00-220.00
84HX
3.42
1
20.00
T5
220.00-200.00
84HS
3.42
1
20.00
T6
200.00-180.00
845HS
3.42
1
20.00
T7
180.00-160.00
85H
3.42
1
20.00
T8
160.00-140.00
85HXCS
3.42
1
20.00
T9
140.00-120.00
85
3.42
1
20.00
T10
120.00-100.00
85S
3.42
1
20.00
TII
100.00-80.00
85
3.42
I
20.00
T12
80.00-60.00
85S
3.42
1
20.00
T13
60.00-40.00
85HS
3.42
1
20.00
T14
40.00-20.00
85HS
3.42
1
20.00
T15
20.00-5.00
85HCS
3.42
1
15.00
T16
5.00-0.00
85HCS
3.42
1
5.00
Tower Section Geometry cont d
APX Engineering Group, LLC
ATU: FP12 [FA# 10070076]
Structural Design Report
Tower
Tower
Diagonal
Bracing
Has
Has
Top Girt
Bottom Girt
Section
Elevation
Spacing
Type
KBrace
Hari-ontals
Offset
Offset
End
It
it
Panels
in
in
TI
300.00-280.00
2.40
CX Bruce
No
No
7.3800
2.0000
T2
280.00-260.00
2.41
K Brace Right
No
No
4.3776
4.3776
T3
260.00-240.00
2.40
KBruce Right
No
No
7.3800
2.0000
T4
240.00-220.00
2.40
CX Brace
No
No
7.3800
2.0000
T5
220.00-200.00
2.40
CX Brace
No
No
7.3800
2.0000
T6
200.00-180.00
2.40
K Brace Right
No
No
7.3800
2.0000
T7
180.00-160.00
2.41
K Brace Right
No
No
4.3776
4.3776
TS
160.00-140.00
2A6
CX Brace
No
No
2.0000
2.0000
T9
140.00-120.00
2.41
CX Brace
No
No
4.3776
4.3776
TIO
120.00-100.00
2AO
XBrace
No
No
7.3800
2.0000
TI I
100.00-80.00
2.41
CX Brace
No
No
4.3776
4.3776
T12
80.00-60.00
2.40
CX Brace
No
No
7.3800
2.0000
T13
60.0040.00
2AO
KBrace Right
No
No
7.3800
2.0000
T14
40.00-20.00
2.40
K Brace Right
No
No
7.3800
2.0000
T15
20.00-5.00
1.18
CX Brace
No
No
7.3800
2.0000
T16
5.00-0.00
1.07
K Brace Right
No
Yes
4.3776
4.3776
Tower Section Geometry cont'd
Tower Leg
Leg
Leg
Diagonal
Diagonal
Diagonal
Elevation Tvpe
Size
Grade
Type
Size
Grade
it
TI 300.00-280.00 Pipe
ROHN 2.5 X-STR
A500-50
'Pipe
ROHN TS 1.5x I ga
A500-50
(50 ksi)
(50 ksi)
T2 280.00-260.00 Pipe
ROHN 2.5 X-STR
ASOO-50
Pipe
ROHN TS 1.5x I 1 ga
A500-50
(50 ksi)
(50 ksi)
T3 260.00-240.00 Pipe
ROHN 2.5 X-STR
ASOO-50
Pipe
ROHN TS 1.5x16 ga
A500-50 -
(50 ksi)
(50 ksi)
T4 240.00-220.00 Pipe
ROHN 2.5 X-STR
A500-50
Pipe
ROHN TS 1.5xl6 ga
A500-50
(50 ksi)
(50 ksi)
T5 220.00-200.00 Pipe
ROHN 2.5 X-STR
A500-50
Pipe
ROHN TS 1.5x 16 ga
A500-50
(50 ksi)
(50 ksi)
T6 200.00-180.00 Pipe
ROHN 2.5 X-STR
A500-50
Pipe
ROHN TS 1.5x 11 ga
A500-50
(50 ksi)
(50 ksi)
T7180.00-I60.00 Pipe
ROHN3 X-STR
A500-50
Pipe
ROHN TS 1.5x 11 ga
A500-50
(50 ksi)
(50 ksi)
T8 160,00-140.00 Pile
ROHN 3 X-STR
A500-50
Pipe
ROHN TS 1.5x1I ga
A500-50
(50 ksi)
(50 ksi)
T9140.00-120.00 Arbitrary Shape
P3.0 + L2.5x2.5xO.25
A500-50
Pipe
ROHN TS 1.5x 16 ga
A500-50
(50 ksi)
(50 ksi)
TIO 120.00- Arbitrary Shape
P3.0+L2.5x2.5x025
A500-50
Pipe
ROHN TS 1.5x 11 go
A500-50
100.00
(50 ksi)
(50 ksi)
T1I 100.00-90.00 Arbitrary Shape
P3.0+L2.5x2.5x025
A500-50
Pipe
ROHN TS 1.5xl1 ga
A500-50
(50 ksi)
(50 ksi)
T1280.00-60.00 Arbitrary Shape
P3.0 + L2.5x2.5xO.25
A500-50
Pipe
ROHN TS 1.5x I ga
A500-50
(50 ksi)
(50 ksi)
T1360.0040.00 Arbitrary Shape
P3.Ox+L2.5x2.5x0.25
A500-50
Pipe
ROHN TS 1.5xII ga
A500-50
(50 ksi)
(50 ksi)
T1440.00-20.00 Arbitrary Shape
P3.Ox+L2.5x2.5xO.25
ASOO-50
Pipe
ROHN TS 1.5x 16 ga
A500-50
(50 ksi)
(50 ksi)
T15 20.00-5.00 Pipe
ROHN 3 X-STR
ASOO-50
Pipe
ROHN TS I.Sx 16 ga
A500-50
(50 ksi)
(50 ksi)
T16 5.00-0.00 Pipe
ROHN 3 X-STR
A500-50
Pipe
A500-50
Tower Section Geometry cont'd
APX Engineering Group, LLC
AT&T: FP12 [FA# 100700761
Structural Design Report
Traver
Top Girt
Top Girt
Top Girt
Bottom Girt
Bottom Girt
Bottom Girt
Elevation
Type
Size
Grade
Tvpe
Size
Grade
ftt
TI 300.00-280.00
Pipe
ROHN TS1.5xII ga
A500-50
Pipe
ROHN TS1.5x(1 ga
A500-50
(50 ksi)
(50 ksi)
T2280.00-260.00
Pipe
ROHN TSI.5xll ga
A500-50
Pipe
ROHNTSl.5xll ga
A500-50
(50 ksi)
(50 ksi)
T3 260.00-240.00
Pipe
ROHN TSI.5xl6 ga
A500-50
Pipe
ROHN TS 1.5xl6 ga
A500-50
(50 ksi)
(50 ksi)
T4240.00-220.00
Pipe
ROHN TS1.5x16 ga
A500-50
Pipe
ROHN TS 1.5x 16 ga
A500-50
(50 ksi)
(50 ksi)
T5220.00-200.00
Pipe,
ROHN TS 1.5x 16 ga
A500-50
Pipe
ROHN TS1.5x 16 ga
A500-50
(50 ksi)
(50 ksi)
T6200.00-180.00
Pipe
ROHN TS1.5x 16 ga
A500-50
Pipe
ROHN TS 1.5x 16 ga
A500-50
(50 ksi)
(50 ksi)
T7180.00-160.00
Pipe
ROHNTSI.5x16 ga
A500-50
Pipe
ROHN TSI.5xl6 ga
A500-50
'
(50 ksi)
(50 ksi)
T8160.00-140.00
Pipe
ROHNTSI.5xl6 ga
A500-50
Pipe
ROHN TSl.506 ga
A500-50
(50 ksi)
(50 ksi)
T9140.00-120.00
Pipe
ROHN TSI.5x16 ga
A500-50
Pipe
ROHN TSI.5xl6 ga
A500-50
(50 ksi)
(50 ksi)
TIO 120.00-
Pipe
ROHN TSI.5xl6 ga
A500-50
Pipe
ROHN TS 1.5x 16 ga
A500-50
100.00
(50 ksi)
(50 ksi)
TII 100.00-80.00
Pipe
ROHN TS 1.5x 16 ga
A500-50
Pipe
ROHN TS 1.5z 16 ga
A500-50
(50 ksi)
(50 ksi)
T1280.00-60.00
Pipe
ROHN TS 1.5x 16 ga
A500-50
Pipe
ROHN TSI.5xl6 ga
A500-50
(50 ksi)
(50 ksi)
TI3 60.0040.00
Pipe
ROHN TS 1.5x 16 ga
A500-50
Pipe
ROHN TS 1.5xl6 ga
A500-50
(50 ksi)
(50 ksi)
T1440.00-20.00
Pipe
ROHN IS 1.5x16 gn
A500-50
Pipe
ROHN TSI.5xl6 ga
A500-50
(50 ksi)
(50 ksi)
T15 20.00-5,00
Pipe
ROHN TSI.5xl6 ga
A500-50
Pipe
ROHN 1.5 STD
A500-50
(50 ksi)
(50 ksi)
Tower Section Geometry cont'd
Traver
No,
Mid Girt Mid Girt
Mid Girt
Horizontal
Horizontal Horizontal
Elevation
of
Tvpe Size
Grade
Tvpe
Size Grade
Mid
R
Girls
T16 5.00-0.00
None
Single Angle
A36
Equal Angle
L4x4x3/8 A36 ,
(36 ksi)
(36 ksi)
Tower Section Geometry cont'd
Tower Seeondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size liner Bracing
Elevation Horizontal 94pe Size Horizontal 7)pe Grade
Grade
(t
T165.00-0.00 Single Angle L4x4x3/8 A36 Solid Round A36
(36 ksi) (36 ksi)
Tower Section Geometry cont'd
APX Engineering Group, LLC M
ATU: FP12 [FA# 10070076]
Structural Design Report
Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust Weight Muh. Double Angle Double Angle
Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt
(perface) A, Spacing Spacing
Diagonals Horcontals
T1300.00-
0.00
0.0000
A36
1 1
1
36.0000
36.0000
280.00
(36 ksi)
T2 280.00-
0.00
0.0000
A36
1 1
1
36.0000
36.0000
260.00
(36 ksi)
T3 260.00-
0.00
0.0000
A36
I t
1
36.0000
36.0000
240.00
(36 ksi)
T4 240.00-
0.00
0.0000
A36
I 1
1
36.0000
36.0000
220.00
(36 ksi)
T5 220.00-
0.00
0.0000
A36
1 1
1
36.0000
36.0000
200.00
(36 ksi)
T6 200.00-
0.00
0.0000
A36
1 1
1
36.0000
36.0000
180.00
(36 ksi)
17180.00-
0.00
0.0000
A36
I I
1
36.0000
36.0000
160.00
(36 ksi)
T8160.00-
0.00
0.0000
A36
1 1
1
36.0000
36.0000
140.00
(36 ksi)
T9140.00-
0.00
0.0000
A36
1 1
1
36.0000
36.0000
120.00
(36 ksi)
T10120.00-
0.00
0.0000
A36
1 l
1
36.0000
36.0000
100.00
(36 ksi)
TI1100.00-
0.00
0.0000
A36
1 1
1
36.0000
36.0000
80.00
(36 ksi)
T12 80.00-
0.00
0.0000
A36
I 1
1
36.0000
36.0000
60.00
(36 ksi)
T13 60.00-
0.00
0.0000
A36
I 1
1
36.0000
36.0000
40.00
(36 ksi)
T1440.00-
0.00
0.0000
A36
1 1
1
36.0000
36.0000
20.00
(36 ksi)
T1520.00-5.00
0.00
0.0000
A36
1 I
1
36.0000
36.0000
(36 ksi)
T165.00-0.00
0.00
0.0000
A36
I 1
1
36.0000
36.0000
(36 ksi)
Tower Section Geometry cont'd
K Factors'
Tower Cale Cale Legs X K Single Girls Horiz. Sec. Inner
Elevation K K Brace Brace Diags Horiz. Brace
Single Solid Dings Diags
Angles Rounds X X X X- X X X
T1300.00-
No
No
280.00
T2 280.00-
No
No
260.00
T3 260.00-
No
No
240.00
T4 240.00-
No
No
220.00
T5 220.00-
No
No
200.00
T6 200.00-
No
No
180.00
T7180.00-
No
No
160.00
T8160.00-
No
No
140.00
T9140.00-
No
No
120.00
T 10120.00-
No
No
100.00
APX Engineering Group. LLC
r �
AT&T: FP12 [FA# 10070076]
Structural Design Report
K Factors'
Toner Cale
Cale Legs
X
K
Single Girls
Horiz. Sec.
Inner
Elm,ation K
K
Brace
Brace
Diags
Hartz.
Brace
Single
Solid
Diags
Dings
Angles
Rounds
X
X
X Y
X K
X
R
Y
Y
Y Y
Y Y
Y
80.00
T12 80.00-
No
No
60.00
T13 60.00-
No
No
40.00
T 1440.00-
No
No
20.00
T 1520.00-
No
No
5.00
T16 5.00-0.00
No
No
direction applied to the overall length.
inner supporting members will hme the KJactor in the our -of --plane
Tower Section Geometry cont'd
Tower
Elnmtion
/t
Leg
Diagonal
Top Girt
Bottom
Girt
Mid
Girt
Long Horizontal
Short Horizontal
Net Width
U
Net Width
U
Net Width U
Net
U
Net
U
Net
U
Net
U
Deduct
Deduct
Deduct
Width
Width
Width
Width
in
in
in
Deduct
Deduct
Deduct
Deduct
in
in
in
in
T1 300.00-
0.0000
I
0.0000
1
0.0000 1
0.0000
1
0.0000
0.75
0.0000
1
0.0000
0.75
280.00
12 280.00-
0.0000
1
0.0000
1
0.0000 1
0.0000
1
0.0000
0.75
0.0000
1
0.0000
0.75
260.00
T3 260.00-
0.0000
1
0.0000
1
0.0000 1
0.0000
1
0.0000
0.75
0.0000
1
0.0000
0.75
240.00
T4 240.00-
0.0000
1
0.0000
1
0.0000 1
0.0000
l
0.0000
0.75
0.0000
1
0.0000
0.75
220.00
T5220.00-
0.0000
1
0.0000
I
0.0000 1
0.0000
1
0.0000
0.75
0.0000
1
0.0000
0.75
200.00
T6 200.00-
0.0000
1
0.0000
1
0.0000 1
0.0000
1
0.0000
0.75
0.0000
1
0.0000
0.75
180.00
T7 180.00-
0,0000
1
0.0000
1
0.0000 l
0.0000
1
0.0000
0.75
0.0000
1
0.0000
0.75
160.00
T8 160.00-
0.0000
1
0.0000
1
0.0000 1
0.0000
1
0.0000
0.75
0.0000
1
0.0000
0.75
140.00
T9 140.00-
0.0000
1
0.0000
1
0.0000 I
0.0000
1
0.0000
0.75
0.0000
1
0.0000
0.75
120.00
TIO 120.00-
0.0000
1
0.0000
l
0.0000 1
0.0000
1
0.0000
0.75
0.0000
1
0.0000
0.75
MOM
TI1100.00-
0.0000
1
0.0000
1
0.0000 1
0.0000
1
0.0000
0.75
0.0000
1
0.0000
0.75
80.00
T1280.00-
0.0000
1
0.0000
1
0.0000 1
0.0000
1
0.0000
0.75
0.0000
1
0.0000
0.75
60.00
T13 60.00-
0.0000
1
0.0000
1
0.0000 1
0.0000
1
0.0000
0.75
0.0000
1
0.0000
0.75
40.00
T 1440.00-
0.0000
1
0.0000
1
0.0000 l
0,0000
1
0.0000
0.75
0.0000
1
0.0000
0.75
20.00
T1520.00-5.0
0.0000
1
0.0000
1
0.0000 1
0.0000
1
0.0000
0.75
0.0000
1
0.0000
0.75
T165.00-0.00
0.0000
I1
0.0000
I
1 0.0000 I
1 0.0000
I
1 0.0000
0.75
1 0.0000
1
1 0.0000
0.75
Tower Section Geometry cont'd
APX Engineering Group, LLC
AT&T: FP12 [FA# 10070076]
Structural Design Report
Tower
Elevation
Jt
Leg
Connection
Type
Leg
Bolt Size
No.
Diagonal
Top Girt
Bottom
Girt
Mid Girt
Long Horizontal
Short Horizontal
Bolt Size No.
Bolt Size No.
Boll Si-e No.
Bolt Size No.
Bolt Sire Na
Bolt Size No.
in
in
in
in
in
in
in
TI 300.00-
Flange
0.7500
4
0.5000
1
0.5000
0
0.5000
0
0.6250
0
0.5000
0
0.6250
0
280.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T2 280.00-
Flange
0.7500
4
0.5000
1
0.5000
0
0.5000
0
0.6250
0
0.5000
0
0.6250
0
260.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T3 260.00-
Flange
0.7500
4
0.5000
1
0.5000
0
0.5000
0
0.6250
0
0.5000
0
0.6250
0
240.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T4 240.00-
Flange
0.7500
4
0.5000
1
0.5000
0
0.5000
0
0.6250
0
0.5000
0
0.6250
0
220.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T5 220.00-
Flange
0.7500
4
0.5000
1
0.5000
0
0.5000
0
0.6250
0
0.5000
0
0.6250
0
200.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T6 200.00-
Flange
0.7500
4
0.5000
1
0.5000
0
0.5000
0
0.6250
0
0.5000
0
0.6250
0
180.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
77 180.00-
Flange
0.8750
4
0.5000
1
0.5000
0
0.5000
0
0.6250
0
0.5000
0
0.6250
0
160.00
A325N
SAEGR-8
A325N
A325N
A325N
A325N
A325N
T8 160.00-
Flange
0.8750
4
0.5000
1
0.5000
0
0.5000
0
0.6250
0
0.5000
0
0.6250
0
140.00
A325N
SAEGR-8
A325N
A325N
A325N
A325N
A325N
T9 140.00-
Flange
0.8750
4
0.5000
1
0.5000
0
0.5000
0
0.6250
0
0.5000
0
0.6250
0
120.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T10 120.00-
Flange
0.8750
4
0.5000
1
0.5000
0
0.5000
0
0.6250
0
0.5000
0
0.6250
0
100.00
A325N
SAEGR-8
A325N
A325N
A325N
A325N
A325N
T11 100.00-
Flange
0.8750
4
0.5000
1
0.5000
0
0.5000
0
0.6250
0
0.5000
0
0.6250
0
80.00
A325N
SAEGR-8
A325N
A325N
A325N
A325N
A325N
T12 80.00-
Flange
0.8750
4
0.5000
1
0.5000
0
0.5000
0
0.6250
0
0.5000
0
0.6250
0
60.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T13 60.00-
Flange
0.8750
4
0.5000
1
0.5000
0
0.5000
0
0.6250
0
0.5000
0
0.6250
0
40.00
A325N
SAEGR-8
A325N
A325N
A325N
A325N
A325N
T14 40.00-
Flange
0.8750
4
0.5000
1
0.5000
0
0.5000
0
0.6250
0
0.5000
- 0
0.6250
0
20.00
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T15 20.00-5.00
Flange
0.8750
4
0.5000
1
0.5000
0
0.5000
0
0.6250
0
0.5000
0
0.6250
0
A325N
A325N
A325N
A325N
A325N
A325N
A325N
T16 5.00-0.00
Flange
0.8750
4
0.0000
1
0.5000
0
0.5000
0
0.6250
0
0.5000
0
0.6250
0
A325N
I A325N
I A325N
I A325N
I A325N
I A325N
I A325N
Guy Data
Guv
Gtry
Guy
Initial
%
Guy
Guy
L„
Anchor
Anchor
Anchor
End
Election
Grade
Size
Tension
Modulus
Weight
Radius
Acinruth
Elevation
Fitting
Adj.
Ejjicieng,
ji
K
ksi
plL
R
R
It
Y.
79.385
EHS
A
7/8
7.17
9%
19000
1.581
213.19
200.00
0.0000
0.00
100%
B
7/8
7.17
9%
19000
1.581
21119
200.00
0.0000
0.00
100%
C
7/8
7.17
9%
19000
1.581
213.19
200.00
0.0000
0.00
100%
159.833
EHS
A
7/8
7.17
9%
19000
1.581
254.29
200.00
0.0000
0.00
100%
B
718
7.17
9%
19000
1.581
254.29
200.00
0.0000
0.00
100%
C
7/8
7.17
9%
19000
L581
254.29
200.00
0.0000
0.00
100%
220.167
EHS
A
9/16
3.15
9%
21000
0.671
295.84
200.00
0.0000
0.00
100%
B
9/16
3.15
9%
21000
0.671
295.84
200.00
0.0000
0.00
100%
C
9/16
3.15
9%
21000
0.671
295.84
200.00
0.0000
0.00
100%
280.167
EHS
A
3A
4.66
8%
19000
1.155
342.80
200.00
0.0000
0.00
100%
B
3/4
4.66
8%
19000
1.155
342.80
200.00
0.0000
0.00
100%
C
3/4
4.66
8%
19000
1.155
34180
200.00
0.0000
0.00
100%
Guy Data cont'd
APX Engineering Group, LLC
AT&T: FP12 [FA# 10070076]
Structural Design Report
Guy
Mount
Torque-Amn
Torque -Arm
Torque -Arm
Torque -Arm
Torque -Arm
Torque -Ann Sue
Elevation
73pe
Spread
Leg Angle
SnIe
Grade
Tjpe
n
It
0
79.385
Comer
159.833
Comer
220.167
Torque Am
7.33
0,0000
Channel
A36
Channel
Cl2x20.7
(36 ksi)
280.167
Torque Arm
7.33
0.0000
Channel
A36
Channel
C1503.9
Guy Data cont'd
Guy
Diagonal
Diagonal Upper -Diagonal
Lower Diagonal Is
Pull-QbT
Pull -Off 7bpe Poll-Ofl'Size
Elevation
Grade
Type Size
Size Strap.
Grade
(t
79.39
A572-50
Solid Round
Yes
A36
Flat Bar 4xl/2
(50 ksi)
(36 ksi)
159.83
A572-50
Solid Round
Yes
A36
Flat Bar 4xl/2
(50 ksi)
(36 ksi)
220.17
A572-50
Solid Round
A572-50
Solid Round
(50 ksi)
(50 ksi)
280A7
A572-50
Solid Round
A572-50
Solid Round
(50 ksi)
(50 ksi)
Guy Data cont'd
Guv
Cable
Cable
Cable
Cable
Tower
Toner
Toner
Tower
Elevation
Weight
Weight
Weight
Weight
Intercept
Intercept
Intercept
Intercept
A
B
C
D
A
B
C
D
R
K
K
K
K
ft
R
111
R
79.385
0.34
0.34
0.34
4.97
4.97
4.97
3.8 sec/pulse
3.8 sec/pulse
3.8 sec/pulse
159.833
0.40
0.40
0.40
7.01
7.01
7.01
4.6 seetpulse
4.6 sec/pulse
4.6 sec/pulse
220.167
0.20
0.20
020
9.12
9.12
9.12
5.2 see/pulse
5.2 sec/pulse
52 sec/pulse
280.167
0.40
0.40
0.40
14.09
14.08
14.08
6.5 sec/pulse
6.5 sec/pulse
6.5 see/pulse
Guy Data cont'd
Torque Arm Pull Off Diagonal
Ott
Calc
Cale
K, K. K, K, K. K,
Elevation
K
K
ft
Single
Solid
Angles
Rounds
79.385
No
No
I 1 I 1
159.833
No
No
I 1 l 1
220.167
No
No
1 1 1 1 1 1
280.167
No
No
1 l 1 1 l 1
Guy Data cont'd
APX Engineering Group, LLC
AT&T: FP12 [FA# 10070076] Structural Design Report
Torque -Arm
Pull Off
Diagonal
Guv
Bolt Size
Number
Net Width
U
Bolt Size
Number
Net fridth
U
Bolt Sire
Number
Net Width U
Elevation
in
Deduct
in
Deduct
in
Deduct
it
in
in
in
79.385
0.0000
0
0.0000
1
0.0000
0
0.0000
1
0.0000
0
0.0000 1
A325N
A325N
A325N
159.833
0.0000
0
0.0000
1
0.0000
0
0.0000
1
0.0000
0
0.0000 1
A325N
A325N
A325N
220.167
0.7500
8
0.0000
1
0.0000
0
0.0000
1
0.0000
0
0.0000 I
A325N
A325N
A325N
280.167
0.7500
8
0.0000
1
0.0000
0
0.0000
1
0.0000
0
0.0000 1
A325N
A325N
A325N
Guy
Pressures
q, q, ice
Cam
Guy
z
Elevation
Location
ice Thickness
it
ft
Ps/' Psf in
79.385
A
39.69
34
B
39.69
34
C
39.69
34
159.833
A
79.92
39
B
79.92
39
C
79.92
39
220.167
A
110.08
42
B
110.08
42
C
110.08
42
280.167
A
140.08
44
B
140.08
44
C
140.08
44
Guy -Mast Forces(Excluding
Wind
- No Ice
Gtry
Guy
Chord
Gav Tension
F,
F,
F.
M.
M„
M
Elevation
Location
Angle
TOP
Bottom
K
K
K
K
kip -It
kip-R
kip-(1
79.385 -
A
21.8449
7.30
0.00
2.86
-6.71
-5.64
0.00
0.00
7.17
B
21.8448
7.30
5.81
2.86
3.36
2.82
0.00
4.89
7.17
C
21.8448
7.30
-5.81
2.86
3.36
2.82
-0.00
4.89
7.17
Sum:
0.00
8.58
0.00
0.00
0.00
0.00
159.833
A
38.9079
7.43
0.00
4.79
-5.68
-9.44
0.00
0.00
7.17
B
38.9079
7.43
4.92
4.79
2.84
4.72
0.00
-8.17
7.17
C
38.9079
7.43
4.92
4.79
2.84
4.72
-0.00
3.17
7.17
Stun:
0.00
14.36
0.00
0.00
0.00
0.00
220.167
A
48.0462
3.30
-0.04
2.50
-2.15
-5.28
7.98
-9.15
3.15
A
48.0462
3.30
0.04
2.50
-2.15
-5.28
-7.98
9.15
3.15
B
48.0462
3.30
1.89
2.50
1.04
10.57
7.98
0.00
3.15
B
48.0462
3.30
1.85
2.50
1.11
-5.28
-7.98
-9.15
3.15
_
C
48.0462
3.30�
-1.85
2.50
1.11
-5.28
7.98
9.15
3.15
APX Engineering Group. LLC
AT&T: FP12 [FA# 10070076]
Structural Design Report
Guy
Guv
Chord
Guy Tension
F,
F.
F_
M,
M,
M;
Elevation
Location
Angle
Top
Bottom
K
ft
K
K
K
kip-R
kiy-ft
hip-ft
C
48.0462
3.30
-1.89
2.50
1.04
10.57
-7.98
0.00
3.15
Sum:
0.00
14.98
0.00
-0.00
0.00
0.00
280.167
A
54.7615
4.99
-0.05
4.14
-2.78
-8.76
10.31
-15.17
4.66
A
54.7615
4.99
0.05
4.14
-2.78
-8.76
-10.31
15.17
4.66
B
54.7615
4.99
2.44
4.14
1.35
17.52
10.31
0.00
4.66
B
54.7615
4.99
2.38
4.14
1.44
-8.76
-10.31
-15.17
4.66
C
54.7615
4.99
-2.38
4.14
L44
-8.76
10.31
15.17
4.66
C
54.7615
4.99
-2.44
4.14
1.35
17.52
-10.31
0.00
4.66
Sum:
0.00
24.83
0.00
-0.00
0.00
0.00
Guy -Mast Forces(Excluding Wind - Service
Guy
Guy
Chord
Guy Tension
F.
F.
F_
X
M,
At
-
Elevation
Location
Angle
Top
Bottom
K
it
K
K
K
kip- t
kip-ft
kip-R
79.385
A
21.8448
7.30
0.00
2.86
-6.71
-5.64
0.00
0.00
7.17
B
21.8448
7.30
5.81
2.86
3.36
2.82
0.00
4.89
7.17
C
21.3448
7.30
-5.81
2.86
3.36
2.82
-0.00
4.89
7.17
Sum:
0.00
8.58
0.00
0.00
0.00
0.00
159.833
A
38.9079
7.43
0.00
4.79
-5.68
-9.44
0.00
0.00
7.17
B
38.9079
7.43
4.92
4.79
2.84
4.72
0.00
-8.17
7.17
C
38.9079
7.43
4.92
4.79
2.84
4.72
-0.00
8.17
7.17
Sum:
0.00
14.36
0.00
0.00
0.00
0.00
220.167
A
48.0462
3.30
-0.04
2.50
-2.15
-5.28
7.98
-9.15
3.15
A
48.0462
3.30
0.04
2.50
-2.15
-5.28
-7.98
9.15
3.15
B
48.0462
3.30
L89
2.50
1.04
10.57
7.98
0.00
3.15
B
48.0462
3.30
1.85
2.50
1.11
-528
-7.98
-9.15
3.15
C
48.0462
3.30
-1.85
2.50
1.11
-5.28
7.98
9.15
3.15
C
48.0462
3.30
-1.89
2.50
1.04
10.57
-7.98
0.00
3.15
Sum:
0.00
14.98
0.00
-0.00
0.00
0.00
280.167
A
54.7615
4.99
-0.05
4.14
-2.78
-8.76
10.31
-15.17
4.66
A
54.7615
4.99
0.05
4.14
-2.78
-8.76
-10.31
15.17
4.66
B
54.7615
4.99
2.44
4.14
1.35
17.52
10.31
0.00
4.66
B
54.7615
4.99
2.38
4.14
1.44
-8.76
-10.31
-15.17
4.66
C
54.7615
4.99
-2.38
4.14
1.44
-8.76
10.31
15.17
APX Engineering Group, LLC
ATU: FP12 [FA# 10070076]
Structural Design Report
Guy Gry Chord Guy Tension F F, F, M,
Elevation Locaiion Angle Top
Bottom
K
K K K
C 54.7615 4.99 -2.44 4.14 1.35 17.52 -10.31 0.00
4.66
Stun: 0.00 24.83 0.00 -0.00 0.00 0.00
Guyjensioning Information
Tenmrmnn<A, Time O(Tensionin8
OF 20F 40F 69F 80F IMF /20F
Gup H 1' lnidal Intarepr h+irial Interrepe Ininnl hners Pr !Hind lnrem,n Initial Inameyr Mitial hrtereept Ininnl K711 pt
Elerrvion Talan Tension Tension Tavimi Tension Te von Tewion
R R /i Ko R K R K (r A' f, K R K /i K R
79.385 A 198.03 7939 9.793 3.65 8.893 4.01 8.016 445 7.173 4.W 6.375 r 5.59 5.635 6.31 4.968 7.15
B 198.01 79.39 9.793 365 1113 4.01 8.016 4d5 7.173 4.97 6.375 5.59 5.635 6.31 4.968 7.15
C 198.03 79.39 9.793 3.65 8.893 4.01 8.016 4.45 7.173 4.97 6.375 5.59 5.635 6.11 4.968 7.15
159.933 A 198.03 159.83 8.995 5.61 8.372 6.02 7.764 6.48 7.173 7Al 6.604 7.60 6,061 8.27 5.550 9.02
B 198.03 159.83 9.995 5.61 8.372 6A'- 7764 6.48 7.173 7.01 6.604 7.60 6.061 8.27 5.550 9.02
C 198A3 159.33 8.995 5.61 8.372 6o2 7764 6.48 7.173 7.01 6.604 7.60 6.061 8.27 5.550 9.02
220.167 A 197.92 220.17 3.777 7.63 3.561 8.09 3.334 8.57 3.150 9.12 2.952 9M 2.760 10.37 2.576 11.10
B 197.92 220.17 3.777 7.63 3.563 8.09 3.354 9.57 3.150 9.12 2.952 972 2,760 10.37 2.576 11.10
C 197.92 220A7 3.777 7.63 3.561 8.09 1.3H 8.57 3.150 9.12 2.952 972 2760 1037 2.576 11.10
290.167 A 197.92 280.17 5.354 1231 5.119 12.96 4.989 13.45 4.664 14.08 4.446 14.15 4.214 15.46 4.030 16.21
B 197.92 280.17 5.354 12.31 5.119 12.96 4.889 13.45 4.664 14.08 4M6 14.75 4.234 15.46 4.030 16.21
C 197.92 280.17 5,154 12,31 5.119 12,86 4.889 13.45 4.664 14.08 4M6 14.73 4234 1546 4.030 16.21
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weighl
or Shield 7),pe Offset Offset Per Spacing Diameter
Leg it in (Frac F99 Row in in in RIf
1/2
B
No
At (CaAa)
300.00-0.00
0.0000
0.2
1
1
0.3000
0.5000
0.25
11/4
B
No
At(CaAn)
297.00-0.00
0.0000
0.25
2
2
0.3000
1.2500
0.66
(FPL)
7/8
C
No
At (CaAa)
297.00 - 0.00
0.0000
0.14
1
1
0.3000
0.8750
0.54
(FPL)
1 5/8
B
No
At (CaAa)
297.00 - 0.00
0,0000
0
5
5
0.3000
1.6250
1.04
(FPL)
1/2
B
No
At (CaAa)
297.00 - 0.00
0.0000
0.14
1
1
0.3000
0.5000
0.25
(FPL)
1 1/4
B
No
Ar (CaAa)
260.00 - 0.00
0.0000
0.32
1
1
0.3000
1.2500
0.66
(FPL)
11/4
B
No
Ar (CaAa)
205.00-0.00
0.0000
0.38
1
1
0.3000
12500
0.66
(FPL)
15/8
C
No
Ar (CaAa)
172.00-0.00
0.0000
0
6
6
0.3000
1.6250
1.04
(Splint)
1/2
B
No
Ar (CaAa)
33.00 - 0.00
0.0000
-0.2
1
1
0.3000
0.5000
0.25
1/2
#kkkk
B
No
Ar (CaAa)
40.00 - 0.00
0.0000
-0.25
1
1
0.3000
0.5000
0.25
1 5/8
A
No
Ar (CaAa)
150.00 - 0.00
0.0000
0
12
6
0.3000
1.9800
1.04
(AT&T)
7/8
A
No
At (CaAa)
150.00 - 0.00
0.0000
0.18
4
2
0.3000
1.1100
0.54
(AT&T
(Power))
3/8
A
No
At (CaAa)
150.00-0.00
0.0000
0.2
2
2
0.3000
0.3750
0.13
(AT&T
(Fiber )
APX Engineering Group, LLC
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I9LOOLOOI #Vdl Zldd TRIV
ATU: FP12 [FA# 10070076]
Section
Elevation
CPx
CPz
CP.c
CPz
ice
ice
It
in
in
in
in
T7
180.00-160.00
1.4719
0.4469
1.4719
OA469
T8
160.00-140.00
0.3205
0.0788
0.3205
0.0788
T9
140.00-120.00
-0.2272
-0.2925
-0.2272
-0.2925
TIO
120.00-100.00
-0.2272
-0.2925
-0.2272
-0.2925
TI1
100.00-80.00
-0.2272
-0.2925
-0.2272
-0.2925
T12
80.00-60.00
-0.2249
-0.2896
-0.2249
-0.2896
T13
60.00-40.00
-0.2444
-0.3147
-0.2444
-0.3147
T14
40.00-20.00
-0.2211
-0.3595
-0.2211
-0.3595
T15
20.00-5.00
-0.2027
-0.3456
-0.2027
-0.3456
T16
5.00-0.00
-0.2776
-0.3770
-0.2776
-0.3770
Shielding Factor Ka
Tower
Section
Feed Line
Record No.
Description
Feed Line
Se ment Elm
K.
No ice
K.
ice
TI
1
1/2
280.00-
0.6000
0.6000
300.00
TI
2
1 114
280.00-
0.6000
0.6000
297.00
TI
3
7/8
280.00-
0.6000
0.6000
297.00
TI
4
1 519
280.00-
0.6000
0.6000
297.00
T1
5
1/2
280.00-
0.6000
0.6000
297.00
72
1
12
260.00-
0.6000
0.6000
280.00
T2
2
1 1/4
260.00-
0.6000
0.6000
280.00
12
3
M
260.00-
0.6000
0.6000
280.00
T2
4
15/8
260.00-
0.6000
0.6000
280.00
T2
5
1/2
260.00-
0.6000
0.6000
280.00
T3
1
1/2
240.00-
0.6000
0.6000
260.00
T3
2
1 1/4
240.00-
0.6000
0.6000
260.00
T3
3
7/8
240.00-
0.6000
0.6000
260.00
T3
4
1 5/8
240.00-
0.6000
0.6000
260.00
T3
5
1/2
240.00-
0.6000
0.6000
260.00
T3
6
11/4
240.00-
0.6000
0.6000
260.00
T4
1
112
220.00-
0.6000
0.6000
240.00
T4
2
1 1/4
220.00-
0.6000
0.6000
240.00
T4
3
7/8
220.00-
0.6000
0.6000
240.00
T4
4
1 5/8
220.00-
0.6000
0.6000
240.00
T4
5
1/2
220.00-
0.6000
0.6000
240.00
T4
6
11/4
220.00-
0.6000
0.6000
_ 240.00
T5
1
1/2
200.00-
0.6000
0.6000
220.00
Structural Design Report
APX Engineering Group. LLC
AT&T: FP12 [FA# 10070076]
Tower
Section
Feed Line
Record No.
Description
Feed Line
Segment Elev.
K„
No ke
K.
ice
T5
2
11/4
200.00-
0.6000
0.6000
220.00
T5
3
7/8
200.00-
0.6000
0.6000
220.00
T5
4
1 5/8
200.00-
0.6000
0.6000
220.00
T5
5
1/2
200.00-
0.6000
0.6000
220.00
T5
6
11/4
200.00-
0.6000
0.6000
220.00
T5
7
11/4
200.00-
0.6000
0.6000
205.00
T6
1
1/2
180.00-
0.6000
0.6000
200.00
T6
2
11/4
180.00-
0.6000
0.6000
200.00
T6
3
7/8
180.00-
0.6000
0.6000
200.00
T6
4
1 5/8
180.00-
0.6000
0.6000
200.00
T6
5
12
180.00-
0.6000
0.6000
200.00
T6
6
11/4
180.00-
0.6000
0.6000
200.00
T6
7
11/4
180.00-
0.6000
0.6000
200.00
T7
1
12
160.00-
0.6000
0.6000
180.00
T7
2
11/4
160.00-
0.6000
0.6000
180.00
T7
3
718
160.00-
0.6000
0.6000
180.00
T7
4
1 518
160.00-
0.6000
0.6000
180.00
77
5
12
160.00-
0.6000
0.6000
180.00
T7
6
1 1/4
160.00-
0.6000
0.6000
180.00
T7
7
1 1/4
160.00-
0.6000
0.6000
180.00
T7
8
1 518
160.00-
0.6000
0.6000
172.00
T'8
1
1/2
140.00-
0.6000
0.6000
160.00
T8
2
11/4
140.00-
0.6000
0.6000
160.00
T8
3
7/8
140.00-
0.6000
0.6000
160.00
T8
4
1 5/8
140.00-
0.6000
0.6000
160.00
T8
5
1/2
140.00-
0.6000
0.6000
160.00
T8
6
11/4
140.00-
0.6000
0.6000
160.00
TS
7
1 1/4
140.00-
0.6000
0.6000
160.00
T8
8
1 5/8
140.00-
0.6000
0.6000
160.00
T8
12
1 5/8
140.00-
0.6000
0.6000
150.00
T8
13
7/8
140.00-
0.6000
0.6000
150.00
T8
14
3/8
140.00-
0.6000
0.6000'
150.00
T9
1
12
120.00 -
0.6000
0.6000
140.00
T9
2
11/4
120.00-
0.6000
0.6000
140.00
Structural Design Report
APX Engineering Group, LLC
AT&T: FP12 ]FA# 10070076]
Traver
Section
Feed Line
Record No.
Description
Feed Line
Se men(Elec.
K.
No Ice
K„
Ice
T9
3
718
120.00-
..6000
0.6000
140.00
T9
4
1 5/8
120.00 -
0.6000
0.6000
140.00
T9
5
12
120.00 -
0.6000
0.6000
140.00
T9
6
1 1/4
120.00-
0.6000
0.6000
140.00
T9
7
11/4
120.00-
0.6000
0.6000
140.00
T9
8
1 5/8
120.00-
0.6000
0.6000
140.00
T9
12
1 5/8
120.00-
0.6000
0.6000
140.00
T9
13
7/8
120.00-
0.6000
0.6000
140.00
T9
14
3/8
120.00-
0.6000
0.6000
140.00
TIO
1
12
100.00-
0.6000
0.6000
120.00
TIO
2
11/4
100.00-
0.6000
0.6000
120.00
TIO
3
7/8
100.00-
0.6000
0.6000
120.00
TIO
4
1519
100.00-
0.6000
0.6000
120.00
TIO
5
12
100.00-
0.6000
0.6000
120.00
TIO
6
11/4
100.00-
0.6000
0.6000
120.00
T10
7
11/4
100.00-
0.6000
0.6000
120.00
T10
8
15/8
100.00-
0.6000
0.6000
120.00
TIO
12
15/8
100.00-
0.6000
0.6000
120.00
TIO
13
7/8
100.00-
0.6000
0.6000
120.00
TIO
14
3/8
100.00-
0.6000
0.6000
120.00
TI 1
1
12
80.00- 100.00
0.6000
0.6000
TI I
2
1 1/4
80.00- 100.00
0.6000
0.6000
TI 1
3
718
80.00- 100.00
0.6000
0.6000
Tl I
4
1 5/8
80.00- 100.00
0.6000
0.6000
TII
5
1/2
80.00- 100.00
0.6000
0.6000
TI 1
6
1 1/4
80.00 - 100.00
0.6000
0.6000
T11
7
1 1/4
80.00- 100.00
0,6000
0.6000
Tl 1
8
1 5/8
80.00 - 100.00
0.6000
0.6000
Tl I
12
1 5/8
80.00- 100.00
0.6000
0.6000
T11
13
7/8
80.00-100.00
0.6000
0.6000
T1 I
14
3/8
80.00 - 100.00
0.6000
0.6000
T12
1
12
60.00 - 80.00
0.6000
0.6000
T12
2
11/4
60.00-80.00
0.6000
0.6000
T12
3
7/8
60.00 - 80.00
0.6000
0.6000
T12
4
1 5/8
60.00 - 80.00
0.6000
0.6000
T12
5
12
60.00 - 80.00
0.6000
0.6000
T12
6
11/4
60.00-80.00
0.6000
0.6000
T12
7
11/4
60.00-80.00
0.6000
0.6000
T12
8
1518
60.00 - 80.00
0.6000
0.6000
T12
12
1 5/8
60.00 - 80.00
0.6000
0.6000
T12
13
7/8
60.00 - 80.00
0.6000
0.6000
T12
14
3/8
60.00-80.00
0.6000
0.6000
T13
1
12
40.00 - 60.00
0.6000
0.6000
TO2
11/4
40.00-60.00
0.6000
0.6000
T13
3
7/8
40.00 - 60.00
0.6000
0.6000
T13
4
- - 1 518
40.00 - 60.00
0.6000
0.6000
T13
5
1/2
40.00 -60.00
0.6000
0.6000
T13
6
I1/4
40.00-60.00
0.6000
0.6000
Structural Design Report
APX Engineering Group, LLC
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(nn
2
AT&T: FP12 [FA# 100700761
Face Offset Offsets: A�Imuth Placement
or Ttpe Hom Adjustment
Leg Lateral
Vert
f< 0ft
n
Structural Design Report
CAAd CAA.4 Neighs
Front Side
Jr fr K
0.00
2' Standoff
B
From Leg
0.00
0.0000
40.00
No Ice
0.30
0.30
0.01
0.00
0.00
(3) SBNHH-ID85B
A
From Leg
6.00
0.0000
150.00
No Ice
8A3
5.42
0.06
(AT&T)
0.00
0.00
(3) SBNHH-ID85B
B
From Leg
6.00
0.0000
150.00
No Ice
8.43
5.42
0.06
(AT&T)
0.00
0.00
(3) SBNHH-ID85B
C
From Leg
6.00
0.0000
150.00
No Ice
8A3
5.42
0.06
(AT&T)
0.00
0.00
(2) RRUS-32
A
From Leg
6.00
0.0000
150.00
No Ice
3.87
2.88
0.08
(AT&T)
0.00
0.00
(2) RRUS-32
B
From Leg
6.00
0.0000
150.00
No Ice
3.87
2.88
0.08
(AT&T)
0.00
0.00
(2) RRUS-32
C
Front Leg
6.00
0.0000
150.00
No Ice
3.87
2.88
0.08
(AT&T)
0.00
0.00
RRUS-12
A
From Leg
6.00
0.0000
150.00
No Ice
3.67
IA9
0.05
(AT&T)
0.00
0.00
RRUS-12
B
From Leg
6.00
0.0000
150.00
No Ice
3.67
I A9
0.05
(AT&T)
0.00
0.00
RRUS-12
C
From Leg
6.00
0.0000
150.00
No Ice
3.67
1.49
0.05
(AT&T)
0.00
0.00
RRUS-11
A
From Leg
6.00
0.0000
150.00
No Ice
2.94
1.52
0.05
(AT&T)
0.00
0.00
RRUS-I I
B
From Leg
6.00
0.0000
150.00
No Ice
2.94
1.52
0.05
(AT&T)
0.00
0,00
RRUS-I I
C
From Leg
6.00
0.0000
150.00
No Ice
2.94
1.52
0.05
(AT&:T)
0.00
0.00
KFTDR00I10030 filter
A
From Leg
6.00
0.0000
150.00
No Ice
1.04
0.49
0.03
(AT&T)
0.00
0.00
DC64MO-18-8F
A
From Leg
6.00
0.0000
150.00
No Ice
2.57
2.57
0.02
(AT&T)
0.00
0.00
DC648-60-I8-8F
B
From Leg
6.00
0.0000
1%00
No Ice
2.57
2.57
0.02
(AT&T)
0.00
0.00
Sector Mount [SM305-3]
A
From Leg
6.00
0.0000
150.00
No Ice
46.07
46.07
1.95
(AT&T)
0.00
zzzzz
0.00
(2) RV65-18-OODP
A
From Leg
3.00
0.0000
172.00
No Ice
4.36
1.97
0.02
(Sprint)
0.00
0.00
(2) RV65-18-OODP
B
From Leg
3.00
0.0000
172.00
No Ice
4.36
1.97
0.02
(Sprint)
0.00
0.00
(2) RV65-I8-OODP
C
From Leg
3.00
0.0000
172.00
No Ice
4.36
1.97
0.02
(Sprint)
0.00
APX Engineering Group, LLC
AT&T: FP12 [FA# 10070076]
Structural Design Report
Description
Face
Offset
Offsets:
Azimuth
Placement
C,tAa
CsA,t
Weight
or
Ttpe
Harz
Adjustment
Front
Side
Leg
Lateral
Vert
ft
o
ft
fF
fit:
K
ft
ft
0.00
Sector Mount [SM402-3]
A
From Leg
0.00
0.0000
172.00
No Ice
18.91
18.91
0.85
(Splint)
0.00
0.00
DB810KE-Y
C
From Leg
3.00
0.0000
205.00
No Ice
4.89
4.89
0.04
(FPL)
0.00
0.00
Pirod 4' Side Mount Standoff
C
From Leg
0.00
0.0000
205.00
No Ice
2.72
2.72
0.05
(1)
0.00
(FPL)
-
0.00
Piled 4' Side Mount Standoff
C
From Leg
0.00
0.0000
260.00
No Ice
2.72
2.72
0.05
(I)
0.00
(FPL)
0.00
DB264-A
A
From Leg
0.00
0.0000
270.00
No Ice
3.16
3.16
0.04
(FPL)
0.00
0.00
DB228-A
B
From Leg
4.00
0.0000
307.00
No Ice
7.30
7.30
0.07
(FPL)
0.00
0.00
DB228-A
C
From Leg
0.00
0.0000
307.00
No Ice
7.30
730
0.07
(FPL)
0.00
0.00
DB810KE-Y
A
From Leg
4.00
0.0000
302.00
No Ice
4.89
4.89
0.04
(FPL)
0.00
0.00
DB310KE-Y
B
From Leg
4.00
0.0000
302.00
No Ice
4.89
4.89
0.04
(FPL)
0.00
0.00
(2) DB810KE-Y
C
From Leg
4.00
0.0000
302.00
No Ice
4.89
4.89
0.04
(FPL)
0.00
0.00
DB264-A
A
From Leg
4.00
0.0000
292.00
No Ice
3.16
3.16
0.04
(FPL)
0.00
0.00
TTA Cabinet
C
From Leg
0.00
0.0000
297.00
No Ice
2.70
2.70
0.02
(FPL)
0.00
0.00
Flash Beacon Lighting
A
From Leg
0.00
0.0000
300.00
No Ice
2.45
2.45
0.04
0.00
0.00
Pimd 4' Side Mount Standoff
A
None
0.0000
297.00
No Ice
2.72
2.72
0.05
(1)
(FPL)
Pirod 4' Side Mount Standoff
B
None
0.0000
297.00
No Ice
2.72
2.72
0.05
(1)
(FPL)
Pirod 4' Side Mount Standoff
C
None
0.0000
297.00
No Ice
2.72
2.72
0.05
(1)
(FPL)
Tower Pressures - No Ice
Gm = o.85o
APX Engineering Group, LLC
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T
I
AT&T: FP12 [FA# 10070076]
Structural Design Report
Section
Elevation
ft
z
R
Ki
Aa
t-'
F
a
c
e
AF
P
Are
112
Aim
t2
Leg
%
CeA,e
In
Face
fi '
C.0,�
Out
Face
fr
C
0.000
14.265
67.18
1.750
0.000
T3 260.00-
250.00
1.535
F12
73.124
A
0.000
14.261
9.583
67.20
0.000
0.000
240.00
B
0.000
14,261
67.20
25.750
0.000
C
0.000
14.261
67.20
1.750
0.000
T4 240.00-
230.00
1.508
73.124
A
0.000
18.145
9.583
52.82
0.000
0.000
220.00
B
0.000
18.145
52.82
25.750
0.000
C
0.000
18.145
52.82
1.750
0.000
T5 220.00-
210.00
1.48
12
73.124
A
0.000
18.145
9.583
52.82
0,000
0.000
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ATU: FP12 [FA# 10070076]
Structural Design Report
Section
Eln,ation
t
Add
Weight
K
Self
Weight
K
F
a
c
e
e
Cr
q_
Psi'
DF
De
Ae
fit
F
K
ry
/t,
Crrl.
Face
TIO 120.00-
0.60
1.07
A
0.357
2.156
10
0.85
1
20.998
0.76
37.77
B
100.00
B
0.357
2.156
0.85
1
20.998
C
0.357
2.156
0.85
1
20.998
TII 100.00-
0.60
1.07
A
0.357
2.156
10
0.85
1
21.002
0.72
36.21
B
80.00
B
0.357
2.156
0.85
1
21.002
-
C
0.357
2.156
0.85
1
21.002
T1280.00-
0.60
1.14
A
0.371
2.125
9
0.85
1
21.928
0.70
34.86
B
60.00
B
0.371
2.125
0.85
1
21.928
C
0.371
2.125
0.85
l
21.928
T13 60.00-
0.60
1.05
A
0.261
2.404
9
0.85
1
15.690
0.58
29.25
B
40.00
B
0.261
2.404
0.85
I
15.690
C
0.261
2.404
0.85
1
15.690
T1440.00-
0.61
0.96
A
0261
2.404
8
0.85
1
15.690
0.53
26.59
B
20.00
B
0.261
2.404
0.85
1
15.690
C
0.261
2.404
0.85
1
15.690
T1520.00-
0.46
0.73
A
0.352
2.168
7
0.85
1
12.045
0.33
22.24
B
5.00
B
0.352
2.168
0.85
1
12.045
C
0.352
2.168
0.85
1
12.045
T165.00-0.00
0.15
0.41
A
0.547
1.847
7
0.85
1
4.247
0.09
18.24
B
B
0.547
1.847
0.85
1
4.247
C
0.547
1.847
0.85
1
4.247
Sam Weight:
1 5.881
14.47
1
1
1
1
1
1
1
1 7.92
Force Totals Does not include forces on guys)
Load
Vertical
Sean of
Sum oJ'
Sum of Torques
Case
Forces
Forces
Forces
X
Z
K
K
K
ki -ft
Leg Weight
9.12
Bracing Weight
5.35
Total Member Self -Weight
14.47
Guy Weight
5.78
Total Weight
31.24
Wind 0 deg - No Ice
0.00
40.35
0.70
Wind 30 deg - No Ice
20.48
-35.48
-6.92
Wind 60 deg - No Ice
34.52
-19.93
-12.89
Wind 90 deg - No Ice
40.88
0.00
-15.44
Wind 120 deg - No Ice
35.69
20.61
-13.71
Wind 150 deg - No Ice
19.46
33.72
-8.19
Wind 180 deg - No Ice
0.00
38.77
-0.73
Wind 210 deg - No Ice
-20.48
35.48
6.92
Wind 240 deg - No Ice
-35.88
20.72
12.94
Wind 270 deg - No Ice
-40.88
0.00
15.44
Wind 300 deg - No Ice
-34.32
-19.82
13.69
Wind 330 deg - No Ice
-19.46
-33.72
8.19
Total Weight
31.24
Wind 0 deg- Service
0.00
-9.76
0.17
Wind 30 deg - Service
4.95
-8.58
-1.67
Wind 60 deg - Service
8.35
-4.82
-3.I2
Wind 90 deg- Service
9.89
0.00
-3.73
Wind 120 deg - Service
8.63
4.98
-3.32
Wind 150 deg - Service
4.71
8.15
-1.98
Wind 180 deg- Service
0.00
9.38
-0.18
Wind 210 deg - Service
-4.95
8.58
1.67
Wind 240 deg - Service
-8.68
5.01
3.13
Wind 270 deg - Service
-9.89
0.00
3.73
Wind 300 deg- Service
-8.30
-4.79
3.31
Wind 330 deg - Service
-4.71
-8.15
1.98
APX Engineering Group, LLC
AT&T: FP12 [FA# 10070076]
Load Combinations
Comb. Description
2 12 Dead+1.6 Wind 0 deg -No Ice+1.0 Guy
3 1.2D+1.6 W (pattern I) 0 deg - No Ice+1.0 Guy
4 1.2D+1.6 W (pattern 2) 0 deg - No Ice+1.0 Guy
5 1.2131+1.6 W (pattern 3) 0 deg - No Ice+1.0 Guy
6 I2D+1.6 W (pattern 4) 0 deg - No Ice+1.0 Guy
7 1.2D+1.6 W (pattern 5) 0 deg - No Ice+1.0 Guy
8 12 Dead+I.6 Wind 30 deg - No Ice+1.0 Guy
9 1.2D+1.6W (pattern 1) 30 deg - No Ice+1.0 Guy
10 11D+1.6 W (pattern 2) 30 deg - No Ice+1.0 Guy
11 12D+1.6 W (pattern 3) 30 deg - No Ice+1.0 Guy
12 12D+1.6 W (pattern 4) 30 deg - No Ice+1.0 Guy
13 12D+1.6 W (pattern 5) 30 deg - No Ice+1.0 Guy
14 12 Dead+1.6 Wind 60 deg - No Ice+1.0 Guy
15 12D+1.6W (pattern 1) 60 deg -No Ice+1.0 Guy
16 1.2D+I.6W (pattern 2) 60 deg - No Ice+1.0 Guy
17 12D+1.6W (pattern 3) 60 deg - No Ice+1.0 Guy
18 12D+I.6 W (pattern 4) 60 deg - No Ice+1.0 Guy
19 12D+L6W (pattern 5) 60 deg - No Ice+1.0 Guy
20 12 Dead+1.6 Wind 90 deg - No Ice+1.0 Guy
21 1.2D+1.6 W (pattern 1) 90 deg - No Ice+1.0 Guy
22 12D+1.6 W (pattern 2) 90 deg - No Ice+1.0 Guy
23 1.2D+1.6 W (pattern 3) 90 deg - No Ice+1.0 Guy
24 12D+1.6 W (pattern 4) 90 deg - No Ice+1.0 Guy
25 1.2D+1.6 W (pattern 5) 90 deg - No Ice+1.0 Guy
26 12 Dead+1.6 Wind 120 deg - No Ice+1.0 Guy
27 I2D+1.6 W (pattern 1) 120 deg - No Ice+1.0 Guy
28 1213+1.6 W (pattern 2) 120 deg - No Ice+1.0 Guy
29 1.2D+1.6W (pattern 3) 120 deg - No Ice+1.0 Guy
30 12D+1.6 W (pattern 4) 120 deg - No Ice+1.0 Guy
31 12D+1.6 W (pattern 5) 120 deg - No Ice+1.0 Guy
32 12 Dead+1.6 Wind 150 deg - No Ice+1.0 Guy
33 1.2D+1.6W (pattern 1) 150 deg - No Ice+1.0 Guy
34 12D+1.6 W (pattern 2) 150 deg - No Ice+1.0 Guy
35 1.2D+I.6 W (pattern 3) 150 deg - No Ice+1.0 Guy
36 1.2D+1.6 W (pattern 4) 150 deg - No Ice+1.0 Guy
37 1.2D+1.6 W (pattern 5) 150 deg - No Ice+1.0 Guy
38 12 Dead+1.6 Wind 180 deg - No Ice+1.0 Guy
39 12D+1.6W (pattern 1) 180 deg - No Ice+1.0 Guy
40 121),+1.6W (pattern 2) 180 deg - No Ice+1.0 Guy
41 111>+1.6W (pattern 3) 180 deg - No Ice+1.0 Guy
42 12D+1.6 W (pattern 4) 180 deg - No Ice+1.0 Guy
43 12D+1.6 W (pattern 5) 180 deg - No Ice+1.0 Guy
44 12 Dead+1.6 Wind 2I0 deg - No Ice+1.0 Guy
45 I.2D+1.6 W (pattern 1) 2I0 deg - No Ice+1.0 Guy
46 I.2D+1.6 W (pattern 2) 210 deg - No Ice+1.0 Guy
47 12D+1.6 W (pattern 3) 2 in deg - No Ice+1.0 Guy
48 12D+1.6W (pattern 4) 210 deg - No Ice+1.0 Guy
49 11D+1.6 W (pattern 5) 210 deg - No Ice+1.0 Guy
50 12 Dead+1.6 Wind 240 deg - No Ice+1.0 Guy
51 12D+1.6 W (pattern 1) 240 deg - No Ice+1.0 Guy
52 12D+1.6 W (pattern 2) 240 deg - No Ice+1.0 Guy
53 11D+1.6 W (pattern 3) 240 deg - No Ice+1.0 Guy
54 12D+1.6 W (pattern 4) 240 deg - No Ice+l .0 Guy
55 12D+1.6W (pattern 5) 240 deg - No Ice,+1.0 Guy
56 12 Dead+1.6 Wind 270 deg - No Ice+1.0 Guy
57 1.2D+I.6W (pattern 1) 270 deg - No Ice+1.0 Guy
58 1.2D+1.6 W (pattern 2) 270 deg - No Ice+1.0 Guy
59 I2D+1.6 W (pattern 3) 270 deg - No 1ce+I.0 Guy
60 12D+1.6 W (pattern 4) 270 deg - No Ice+1.0 Guy
61 12D+1.6 W (pattern 5) 270 deg - No Ice+1.0 Guy
Structural Design Report
APX Engineering Group, LLC
AT&T: FP12 [FA# 10070076]
Structural Design Report
Comb. Description
I&
62 12 Dead+1.6 Wind 300 deg -No Icc+1.0 Guy
63 12D+1.6W (pattern 1) 300 deg -No Iee+1.0 Guy
64 12D+1.6 W (pattem 2) 300 deg -No Ice+LO Guy
65 12D+1.6 W (pattern 3) 300 deg - No lce+1.0 Guy
66 12D+1.6 W (Jtadem 4) 300 deg - No Ice+1.0 Guy
67 12D+1.6W (pattern 5) 300 deg -No Ice+1.0 Guy
68 12 Dead+1.6 Wind 330 deg - No Ice+LO Guy
69 1.2D+1.6 W (pattern 1) 330 deg - No Ice+1.0 Guy
70 1.2D+1.6W (pattem 2) 330 deg - No Ice+1.0 Guy
71 12D+1.6W (pattem 3) 330 deg - No Ice+1.0 Guy
72 1.2D+1.6W (pattern 4) 330 deg - No Ice+1.0 Guy
73 12D+1.6W (pattern 5) 330 deg - No Ice+1.0 Guy
74 Dead+Wind 0 deg - Service+Guy
75 Dead+Wind 30 deg - Sevice+Guy
76 Dead+Wind 60 deg - Service+Guy
77 Dead+Wind 90 deg - Service+Guy
78 Dead+Wind 120 deg - Service+Guy
79 Dead+Wind I50 deg - Setvice+Guy
80 Dead+Wind 180 deg - Service+Guy
81 Dead+Wind 210 deg - Service+Guy
82 Dead+Wind 240 deg - Service+Guy
83 Dcad+Wind 270 deg - Service+Guy
84 Dead+Wind 300 deg - Semrice+Guy
85 Dead+Wind 330 deg - Service+Guy
Maximum Member Forces
Section Elevation
Component
Condition
Gov.
Axial
Major Axis
MinorAais
No. jt
7jpe
Load
Moment
Moment
Comb.
K
kip-ft
kip- t
TI 300-280
Leg
Max Tension
42
21.27
-0.01
0.38
Max. Compression
30
-29.99
-0.47
-0.52
Max. Mx
10
-10.00
2.48
-0.22
Max. My
41
-8.38
-0.35
2.41
Max. Vy
10
-4.32
? 17
0.12
Max. Vx
34
-4.35
1.01
-1.88
Diagonal
Max Tension
58
2.07
0.00
0.00
Max. Compression
22
-2.15
0.00
0.00
Max. NIX
41
0.83
0.00
0.00
Max. My
60
-0.50
0.00
-0.00
Max. Vy
41
-0.00
0.00
0.00
Max. Vx
60
0.00
0.00
0.00
Top Girt
Max Tension
7
0.36
0.00
0.00
Max. Compression
67
-0.37
0.00
0.00
Max. Mx
65
-0.36
0.00
0.00
Max. My
23
0.02
0.00
-0.00
Max. Vy
65
-0.00
0.00
0.00
Max. Vx
23
0.00
0.00
0.00
Bottom Girt
Max Tension
64
3.92
000
0.00
Max. Compression
27
-1.49
0.00
0,00
Max. Mx
29
-1.45
0.00
0.00
Max. My
23
1.15
0.00
-0.00
Max. Vy
29
-0.00
0.00
0.00
Max. Vx
23
0.00
0.00
0.00
Guy A
Bottom Tension
40
18.31
Top Tension
40
18.63
Top Cable Vert
40
15.54
Top Cable Nonn
40
10.29
Top Cable Tan
40
0.01
Bot Cable Vert
40
-14.55
Bot Cable Norm
40
11.12
Bot Cable Tan
40
0.01
Guy B
Bottom Tension
64
18.45
Top Tension
64
18.76
Top Cable Vert
64
15.65
APX Engineering Group, LLC
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AT&T: FP12 [FA# 100700761
Structural Design Report
Section Elevation
Component
Condition
Gov.
Axial
Major Axis
Minor Axis
No. ft
Tine
Load
Moment
Moment
Comb.
K
kip-!t
kip-R
T4 240 - 220
Leg
Max Tension
42
5.24
0.00
0.16
Max. Compression
29
-53.05
-0.19
-1.04
Max. Mx
60
-29.48
2.90
0.99
Max. My
48
-46.98
0.33
-1.61
Max. Vy
57
4.80
2.88
1.05
Max. Vx
45
-2.80
027
-1.59
Diagonal
Max Tension
59
2.64
0.00
0.00
Max. Compression
59
-2.43
0.00
0.00
Max. Mx
41
0.89
0.00
0.00
Max. My
60
-1.28
0.00
-0.00
Max. Vy
41
-0.00
0.00
0.00
Max. Vx
60
0.00
0.00
0.00
Top Gin
Max Tension
29
0.43
0.00
0.00
Max. Compression
67
-0.12
0.00
0.00
Max. Mx
66
-0.04
0.00
0.00
Max. My
65
028
0.00
0.00
Max. Vy
66
-0.00
0.00
0.00
Max. Vx
65
-0.00
0.00
0.00
Bottom Girt
Max Tension
63
3.50
0.00
0.00
Max. Compression
3
-2.42
0.00
0.00
Max. Mx
28
-221
0.00
0.00
Max. My
61
3.15
0.00
-0.00
Max. Vy
28
-0.00
0.00
0.00
Max. Vx
61
0.00
0.00
0.00
Guy A
Bottom Tension
33
12.76
Top Tension
33
12.91
Top Cable Vert
33
9.78
Top Cable Norm
33
8.42
Top Cable Tan
33
0.15
Bar Cable Veil
33
-9.25
Bar Cable Notm
33
8.79
But Cable Tan
33
022
Guy B
Bottom Tension
63
13.43
Top Tension
63
13.57
Top Cable Vert
63
10.28
Top Cable Norm
63
8.86
Top Cable Tan
63
0.01
But Cable Vert
63
-9.74
But Cable Norm
63
925
Bot Cable Tan
63
0.00
Guy
Bottom Tension
15
13.38
Top Tension
15
13.52
Top Cable Vert
15
10.25
Top Cable Norm
15
8.83
Top Cable Tan
15
0.01
Bot Cable Vert
15
-9.70
Bot Cable Norm
15
922
But Cable Tan
15
0.00
Torque Arm Top
Max Tension
69
9.16
0.00
0.00
Max. Compression
69
-3.80
-35.40
-0.00
Max. Mx
15
-2.82
-36.31
-0.00
Max. My
61
-0.53
-33.38
0.00
Max. Vy
15
9.94
-36.31
-0.00
Max. Vx
61
0.00
-33.38
0.00
T5 220 -200
Leg
Max Tension
1
0.00
0.00
0.00
Max. Compression
29
-53.05
0.05
0.10
Max. Mx
60
-29.47
2.17
0.84
Max. My
48
-46.98
0.25
-1.20
Max. Vy
57
4.45
2.15
0.88
Max. Vx
48
-2.51
0.25
-1.20
Diagonal
Max Tension
18
3.58
0.00
0.00
Max. Compression
18
-4.08
0.00
0.00
Max. Mx
6
1.11
0.00
0.00
Max. My
24
3.02
0.00
0.00
Max. Vy
6
-0.00
0.00
0.00
Max. Vx
24
-0.00
0.00
0.00
Top Gin
Max Tension
15
1.61
0.00
0.00
APX Engineering Group, LLC
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AT&T: FP12 [FA# 10070076]
Structural Design Report
Section Elevation
Component
Condition
Gov.
Axial
Major Axis
Minorkris
No. ft
Type
Load
Moment
Moment
Comb.
K
kip-R
kip-R
Max. Mx
53
7.31
0.00
0.00
Max. My
24
6.04
0,00
0.00
Max. Vy
53
-0.00
0.00
0.00
Max. Vx
24
400
0.00
0.00
Top Girt
Max Tension
31
1.56
0.00
0.00
Max. Compression
1
0.00
0.00
0.00
Max. Mx
69
1.03
0.00
0.00
Max. My
29
0.74
0.00
-0.00
Max. Vy
69
-0.00
0.00
0.00
Max. Vx
29
0.00
0.00
0.00
Bottom Girt
Max Tension
54
1.05
0.00
0.00
Max. Compression
1
0.00
0.00
0.00
Max. Mx
45
0.93
0.00
0.00
Max. My
21
0.47
0.00
-0.00
Max. Vy
45
-0.00
0.00
0.00
Max. Vx
21
-0.00
0.00
0.00
Guy A
Bottom Tension
49
33.27
Top Tension
49
33.52
Top Cable Vert
49
2129
Top Cable Nona
49
25.90
Top Cable Tan
49
0.08
Bot Cable Vert
49
-20.52
Bet Cable Nonn
49
26.19
Bot Cable Tan
49
0.36
Guy B
Bottom Tension
73
33.45
Top Tension
73
33.70
Top Cable Vert
73
21.40
Top Cable Norm
73
26.03
Top Cable Tan
73
0.08
Bot Cable Vert
73
-20.62
Bot Cable Noun
73
26.33
Bot Cable Tan
73
0.36
Guy C
Bottom Tension
13
33.43
Top Tension
13
33.68
Top Cable Vert
13
21.39
Top Cable Norm
13
26.02
Top Cable Tan
13
0.08
Bet Cable Vert
13
-20.62
Bot Cable Noma
13
26.32
Bot Cable Tan
13
0.36
Top Guy Pull -Off
Max Tension
31
11.89
0.00
0.00
Max. Compression
1
0.00
0.00
0.00
Max. Mx
69
7.85
0.01
0.00
Max. My
29
5.63
0.00
-0.00
Max. Vy
69
0.01
0.00
0.00
Max. Vx
29
-0.00
0.00
0.00
T9 140 - 120
Leg
Max Tension
54
26.22
-0.46
0.01
Max. Compression
42
-95.27
0.35
0.00
Max. Mx
42
-92.64
1.11
-0.03
Max. My
24
-51.36
0.39
-0.90
Max. Vy
5
2.25
0.17
0.02
Max. Vx
29
-2.16
0.34
-0.37
Diagonal
Max Tension
23
3.23
0.00
0.00
Max. Compression
23
-3.85
0.00
0.00
Max. Mx
9
1.59
0.00
0.00
Max. My
21
0.62
0.00
0.00
Max. Vy
9
-0.00
0.00
0.00
Max. Vx
21
0.00
0.00
0.00
Top Girt
Max Tension
54
0.79
0.00
0.00
Max. Compression
l
0.00
0.00
0.00
Max. Mx
49
0.73
0.00
0.00
Max. My
21
0.37
0.00
-0.00
Max. Vy
49
-0.00
0.00
0.00
Max. Vx
21
-0.00
0.00
0.00
Bottom Girt
Max Tension
53
0.74
0.00
0.00
Max. Compression
1
0.00
0.00
0.00
Max. Mx
4
0.60
0.00
0.00
APX Engineering Group, LLC
ATU: FP12 [FA# 100700761 Structural Design Report
Section Elevation
Component
Condition
Gov.
Axial
Major Axis
MinorAsis
No. jt
Type
Load
Moment
Moment
Comb.
K
kip-(t
kip-(t
Max. My
21
0.38
0.00
-0.00
Max. Vy
4
0.00
0.00
0.00
Max. Vx
21
-0.00
0.00
0.00
TIO 120 - 100
Leg
Max Tension
54
22.97
-0.34
0.01
Max. Compression
42
-92.18
-0.07
0.06
Max. Mx
42
-60.92
1.42
-0.02
Max. My
24
-51.37
0.14
1.20
Max. Vy
51
-4.19
-0.32
0.14
Max. Vx
24
-3.17
0.36
-0.33
Diagonal
Max Tension
30
4.76
0.00
0.00
Max. Compassion
27
-5.63
0.00
0.00
Max. Mx
24
2.43
0.06
-0.01
Max. My
24
-3.88
-0.04
-0.02
Max. Vy
24
0.03
0.00
0.00
Max. Vx
24
0.01
-0.04
-0.02
Top Girt
Max Tension
54
1.06
0.00
0.00
Max. Compression
1
0.00
0.00
0.00
Max. Mx
4
0.79
0.00
0.00
Max. My
21
0.43
0.00
-0.00
Max. Vy
4
0.00
0.00
0.00
Max. Vx
21
-0.00
0.00
0.00
Bottom Girt
Max Tension
53
0.67
0.00
0.00
Max. Compassion
1
0.00
0.00
0.00
Max. Mx
2
0.65
0.00
0.00
Max. My
21
0.52
0.00
-0.00
Max. Vy
2
0.00
0.00
0.00
Max. Vx
21
-0.00
0.00
0.00
Tit 100 - 80
Leg
Max Tension
43
10.17
2.19
-0.03
Max. Compression
3
-98.38
0.39
0.01
Max. Mx
39
8.79
2.24
-0.03
Max. My
21
48.81
0.48
-1.54
Max. Vy
51
-6.30
0.38
0.13
Max. Vx
24
4.22
0.30
0.01
Diagonal
Max Tension
30
7.24
0.00
0.00
Max. Compression
27
-8.31
0.00
0.00
Max. Mx
45
4.80
0.00
0.00
Max. My
21
3.51
0.00
0.00
Max. Vy
45
-0.00
0.00
0.00
Max. Vx
21
-0.00
0.00
0.00
Top Girt
Max Tension
53
0.92
0.00
0.00
Max. Compression
1
0.00
0.00
0.00
Max. Mx
2
0.89
0.00
0.00
Max. My
21
0.53
0.00
-0.00
Max. Vy
2
0.00
0.00
0.00
Max. Vx
21
-0.00
0.00
0.00
Bottom Girt
Max Tension
57
1.27
0.00
0.00
Max. Compression
1
0.00
0.00
0.00
Max. Mx
64
1.02
0.00
0.00
Max. My
21
0.60
0.00
-0.00
Max. Vy
64
-0.00
0.00
0.00
Max. Vx
21
-0.00
0.00
0.00
T12 80 - 60
Leg
Max Tension
43
10.16
-0.00
-0.01
Max. Compression
3
-98.39
4.19
-0.03
Max. Mx
51
-97.98
423
-0.78
Max. My
24
-50.37
-0.06
2.60
Max. Vy
51
-6.27
4.23
-0.78
Max. Vx
24
4.22
-0.06
2.60
Diagonal
Max Tension
56
5.41
0.00
0.00
Max. Compression
56
-5.57
0.00
0.00
Max. Mx
3
2.18
0.00
0.00
Max. My
21
0.83
0.00
0.00
Max. Vy
3
-0.00
0.00
0.00
Max. Vx
21
-0.00
0.00
0.00
Top Girt
Max Tension
54
1.78
0.00
0.00
-- - - -
------Max.
Compression
1
0,00
0.00
0.00
Max. Mx
64
0.31
0.00
0.00
Max. My
21
0.87
0.00
-0.00
APX Engineering Group, LW
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AT&T: FP12 [FA# 10070076]
Structural Design Report
Location
Condition
Gmn
Load
Comb.
Vertical
K
Hari=ontal. X
K
Horizontal, Z
K
Max. H,
4
166.44
-0.00
4.06
Max. M.,
1
0.00
-0.00
0.01
Max. M,
1
0.00
-0.00
0.01
Max. Torsion
21
6.23
-2.03
0.43
Min. Vert
1
88.19
-0.00
0.01
Min. H,
22
160.96
-3.92
0.27
Min. H.
40
153.47
-0.01
-4.20
Min. M,
1
0.00
-0.00
0.01
Min. M.
1
0.00
-0.00
0.01
Min. Torsion
57
-623
2.01
0.43
Guy C @ 200 ft
Max. Vert
51
-8.11
-4.48
2.58
Elev 0 ft
Azimuth 240 deg
Max. H,
50
-8.11
-4.46
2.57
Max. H,
8
-76.19
-78.36
47.31
Min. Vert
14
-77.53
-79.35
45.88
Min. H.
20
-76.14
-80.14
44.30
Min. H,
50
-8.11
4.46
2.57
Guy B @ 200 tt
Max. Ven
27
-8.11
4.48
2.58
Elev 0 ft
Azimuth 120 deg
Mix. H,
56
-76.14
80.15
44.30
Max. H,
68
-76.18
78.36
47.32
Min. Vert
62
-77.53
79.36
45.89
Min. H,
26
-8.11
4A6
2.57
Min. H,
26
-8.11
4.46
2.57
Guy A @ 200 ft
Max. Vert
3
-8.08
0.00
-5.15
Elev 0 ft
Azimuth 0 deg
Max. H,
56
-43.63
3.84
-50.06
Max. H,
2
-8.08
0.00
-5.12
Min. Vert
38
-77.41
-0.00
-91.72
Min. H,
20
-43.63
-3.94
-50.05
Min. H.
38
-77.41
-0.00
-91.72
Tower Mast Reaction Summary
Load Vertical Shear, SheaG Overturning Overturning Torque
Combination Moment, M, Moment, bl,
Dead Only
88.19
0.00
-0.01
0.00
0.00
-0.00
12 Dead+1.6 Wind 0 deg - No
174.90
0.00
-3.14
0.00
0.00
0.06
Ice+1.0 Guy
1.2D+1.6W(pattern l) 0 deg-
173.55
0.00
-1.88
0.00
0.00
0.04
No Ice+1.0 Guy
12D+1.6 W (pattern 2) 0 deg -
166.44
0.00
-4.06
0.00
0.00
0.02
No Ice+1.0 Guy
L2D+1.6 W (pattern 3) 0 deg -
170.53
0.00
-3.45
0.00
0.00
0.11
No Ice+1.0 Guy
I.2D+1.6 W (pattem 4) 0 deg -
170.53
0.00
-3.24
0.00
0.00
0.07
No Ice+1.0 Guy
1.2D+1.6W (pattern 5) 0 deg -
171.99
0.00
-3.15
0.00
0.00
0.07
No Ice+1.0 Guy
1.2 Dead+1.6 Wind 30 deg - No
167.65
1.91
-2.55
0.00
0.00
-2.51
Ice+1.0 Guy
12D+1.6W (pattern 1) 30 deg -
166.56
1.35
-1.55
0.00
0.00
-2.59
No Ice+1.0 Guy
12D+1.6W (pattern 2) 30 deg -
161.11
2.17
-326
0.00
0.00
-1.65
No Ice+1.0 Guy
1.2D+1.6W (pattem 3) 30 deg -
16420
1.95
-2.79
0.00
0.00
-2.44
No Ice+1.0 Guy
1.2D+1.6W (pattern 4) 30 deg -
164.32
1.92
2.62
0.00
0.00
-2.51
No Ice+1.0 Guy
APX Engineering Group, LLC
ATU: FP12 [FA# 10070076] Structural Design Report
Load
Vertical
Shear,
Shear;
Overturning
Overturning
To,
Combination
Moment. M,
Moment, M
K
K
K
kip-
kip-ft
kin-ft
1.2D+1.6W (pattern 5) 30 deg -
165.49
1.92
-2.54
0.00
0.00
-2.48
No lce+1.0 Guy
1.2 Dead+1.6 Wind 60 deg - No
156.57
3.20
-1.85
0.00
0.00
-5.47
1ce+1.0 Guy
L2D+1.6W (pattern 1) 60 deg -
156.18
2.24
-1.30
0.00
0.00
-5.54
No Ice+1.0 Guy
12D+1.6W (pattern 2) 60 deg -
153.62
3.67
-2.13
0.00
0.00
-3.63
No Ice+1.0 Guy
12D+1.6 W (pattern 3) 60 deg -
154.91
3.30
-1.91
0.00
0.00
-5.33
No Ice+1.0 Guy
1.2D+1.6W(pattern 4) 60 deg-
154.78
3.20
-L86
0.00
0.00
-5.46
No Ice+1.0 Guy
1.2D+1.6W(pattern 5) 60 deg-
155.29
3.19
-1.85
0.00
0.00
-5.45
No 1ce+1.0 Guy
1.2 Dead+1.6 Wind 90 deg - No
167.53
3.17
-0.41
0.00
0.00
-6.11
Ice+1.0 Guy
1.2D+1.6W (pattern I) 90 deg -
166.45
2.03
-0.43
0.00
0.00
-6.23
No Ice+1.0 Guy
12D+1.6W (pattern 2) 90 deg -
160.96
3.92
-027
0.00
0.00
-4 28
No Ice+1.0 Guy
12D+I.6W (pattern 3) 90 deg -
164.10
3.41
-0.32
0.00
0.00
-6.06
No Ice+1.0 Guy
12D+1.6W (pattem 4) 90 deg -
164.24
3.24
-0.38
0.00
0.00
-6.15
No Ice+1.0 Guy
1.2D+1.6 W (pattern 5) 90 deg -
165.39
3.17
-0.42
0.00
0.00
-6.11
No Ice+1.0 Guy
1.2 Dead+1.6 Wind 120 deg -
174.65
2.73
1.54
0.00
0.00
-4.75
No Ice+1.0 Guy
1.2D+1.6W (pattern 1) 120 deg
173.30
1.64
0.91
0.00
0.00
4.85
- No Ice+1.0 Guy
12D+1.6W (pattem 2) 120 deg
166.20
3.53
2.00
0.00
0.00
-3.30
- No Ice+1.0 Guy
12D+I.6W (pattem 3) 120 deg
170.30
3.00
1.69
0.00
0.00
4.74
- No Ice+1.0 Guy
12D+1.6W (pattern 4) 120 deg
170.30
2.83
1.59
0.00
0.00
-4.78
- No Ice+1.0 Guy
1.2D+1.6 W (pattern 5) 120 deg
171.75
2.74
1.54
0.00
0.00
-4.74
- No Ice+1.0 Guy
1.2 Dead+1.6 Wind I50 deg -
167.42
126
2.90
0.00
0.00
-2.65
No Ice+1.0 Guy
1.2D+1.6W (pattern 1) 150 deg
166.34
0.67
1.91
0.00
0.00
2.69
- No Ice+1.0 Guy
121)+1.6W(pattem 2) 150 deg
160.89
1.75
3.48
0.00
0.00
-1.7I
- No Ice+1.0 Guy
12D+1.6 W (pattern 3) 150 deg
163.99
1.45
3.06
0.00
0.00
-2.67
- No Ice+I.O Guy
1.21)+1.6 W (pattern4) 150 deg
164.11
1.32
2.94
0.00
0.00
-2.66
- No Ice+1.0 Guy
I.213+1.6W (pattern5) 150 deg
165.27
125
2.90
0.00
0.00
-2.63
- No Ice+1.0 Guy
1.2 Dead+1.6 Wind 180 deg -
156.41
0.01
3.65
0.00
0.00
-0.11
No Ice+LO Guy
12D+1.6W (pattern 1) 180 deg
155.97
0.01
2.54
0.00
0.00
-0.08
- No lce+1.0 Guy
12D+1.6W(pattem2) 180 deg
153A7
0.01
4.20
0.00
0.00
-0.05
- No Ice+I.O Guy
1.2D+1.6W (pattern3) 180 deg
154.71
0.01
3.77
0.00
0.00
-0.16
- No Ice+1.0 Guy
I.2D+1.6W(pattem4) I80deg
154.58
0.01
3.66
0.00
0.00
-0.11
- No fee+1.0 Guy
1.2D+I.6W (pattern 5) 180 deg
155.09
0.01
3.65
0.00
0.00
-0.11
- No Ice+1.0 Guy
1.2 Dead+1.6 Wind 210 deg -
167.43
-125
2.90
0.00
0.00
2.51
No IceH.O Guy
12D+1.6W(pattem 1)210 deg
166.35
- -0.66
1.91
0.00
0.00
2.59
- No Ice+I.O Guy
APX Engineering Group, LLC
AT&T: FP12 [FA# 100700761
Structural Design Report
Load Vertical Shear, Shear_ Overturning Overturning Torque
Combination Moment. M, Moment. M
- No Ice+1.0 Guy
1.2D+1.6W (pattem 3) 210 deg
163.99
-1.44
3.06
0.00
0.00
2.44
-No Ice+1.0 Guy
1.2D+1.6W (pattem 4) 210 (leg
164.12
-I.31
2.94
0.00
0.00
2.51
-No Ice+1.0 Guy
I2D+1.6W (pattem 5) 210 deg
165.28
-1.24
2.90
0.00
0.00
2.49
- No Ice+1.0 Guy
1.2 Dead+1.6 Wind 240 deg -
174.66
-2.72
1.54
0.00
0.00
4.67
No Ice+1.0 Guy
I2D+1.6W (pattem 1) 240 deg
173.30
-1.63
0,91
0.00
0.00
4.80
- No Ice+1.0 Guy
1.2D+1.6W (pattem 2) 240 deg
16620
-3.51
2.00
0.00
0.00
3.27
- No Ice+1.0 Guy
1.2D+1.6W (pattem 3) 240 deg
170.30
-2.99
1.69
0.00
0.00
4.62
- No Ice+1.0 Guy
1.2D+1.6W (pattem 4) 240 deg
170.30
-2.81
1.59
0.00
0.00
4.70
- No Ice+1.0 Guy
12D+1.6W (pattem 5) 240 deg
171.75
-2.73
1.54
0.00
0.00
4.66
- No Ice+1.0 Guy
12 Dead+1.6 Wind 270 deg -
167.53
-3.16
-0.4I
0.00
0.00
6.12
No Ice+1.0 Guy
1213+1.6W(pattem 1)270 deg
166A5
-2.01
-0.43
0.00
0.00
623
- No Ice+1.0 Guy
1.2D+1.6W (pattem 2) 270 deg
160.97
-3.90
-0.27
0.00
0.00
4.28
-No Ice+1.0 Guy
I.2D+1.6W (pattem 3) 270 deg
I64.10
-3.40
-0.32
0.00
0.00
6.06
- No Ice+1.0 Guy
1.2D+1.6W (pattem 4) 270 deg
164.24
-323
-0.38
0.00
0.00
6.15
- No Ice+1.0 Guy
12D+1.6W (pattem 5) 270 deg
165.40
-3.16
-0.42
0.00
0.00
6.12
- No Ice+1.0 Guy
12 Dead+1.6 Wind 300 deg -
156.58
-3.19
-1.95
0.00
0.00
5.60
No Ice+1.0 Guy
1.2D+1.6W (pattem 1) 300 deg
156.19
-2.22
-1.30
0.00
0.00
5.64
- No Ice+1.0 Guy
1.2D+1.6W (pattem 2) 300 deg
153.63
-3.66
-2.13
0.00
0.00
3.70
- No Ice+1.0 Guy
1.2D+1.6W (pa(tem 3) 300 deg
154.93
-329
-1.91
0.00
0.00
5.52
-No Ice+1.0 Guy
1.2D+1.6W (pattem 4) 300 deg
154.80
-3.19
-1.86
0.00
0.00
5.60
- No Ice+LO Guy
1.2D+1.6W (pattem 5) 300 deg
155.31
-3.18
-1.85
0.00
0.00
5.59
- No Ice+1.0 Guy
12 Dead+1.6 Wind 330 deg -
167.64
-1.90
-2.55
0.00
0.00
2.66
No Ice+1.0 Guy
1.2D+1.6W (pattem 1) 330 deg
166.56
-1.34
-1.55
0.00
0.00
2.69
- No Ice+1.0 Guy
12D+1.6 W (pattem 2) 330 deg
161.10
-2.16
-3.26
0.00
0.00
1.71
- No Ice+1.0 Guy
1.2D+1.6W (pattem 3) 330 deg
I64.20
-1.94
-2.80
0.00
0.00
2.67
-No Ice+1.0 Guy
12D+1.6W(pattem 4) 330 deg
164.32
-1.91
-2.62
0.00
0.00
2.67
-No Ice+1.0 Guy
12D+1.6W (pattem 5) 330 deg
165.49
-1.91
-2.55
0.00
0.00
2.64
- No lea+1.0 Guy
Dead+Wind 0 deg -
90.04
0.00
-0.73
0.00
0.00
0.02
Service+Guy
Dead+Wind 30 deg -
89.95
0.33
-0.59
0.00
0.00
-0.49
Service+Guy
Dead+Wind 60 deg -
89.95
0.58
-0.35
0.00
0.00
-0.95
Service+Guy
Dead+Wind 90 deg -
89.99
0.67
-0.01
0.00
0.00
-1.16
Service+Guy
Dead+Wind 120 deg-
90.07
0.63
0.34
0.00
0.00
-0.97
Service+Guy
APX Engineering Group, LLC
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ATU: FP12 [FA# 10070076]
69
Yes
14
0.00145374
0.00092-180
70
Yes
14
0.00145553
0.00080611
71
Yes
14
0.00138600
0.00081888
72
Yes
14
0.00133323
0.00083507
73
Yes
14
0.00134176
0.00088958
74
Yes
7
0.00142736
0.00053937
75
Yes
7
0.00098132
0.00033359
76
Yes
7
0.00068624
0.00013628
77
Yes
7
0.00100222
0.00039022
78
Yes
7
0.00145435
0.00059491
79
Yes
7
0.00097371
0.00036626
80
Yes
7
0.00064063
0.00012682
81
Yes
7
0.00098600
0.00037120
82
Yes
7
0.00146445
0.00059908
83
Yes
7
0.00100709
0.00039343
84
Yes
7
0.00068345
0.00013697
85
Yes
7
0.00097453
0.00033194
Maximum Tower Deflections - Service Wind
Section
Elevation
Horz.
Gov.
Tilt
Twist
No.
Deflection
Load
7t
in
Comb.
o°
Tl
300 - 280
1.170
80
0.0212
0.0565
12
280-260
1.103
76
0.0274
0.0642
T3
260 -240
1.143
76
0.0310
0.1060
T4
240 -220
1.160
76
0.0290
0.1787
T5
220 -200
1.181
84
0.0454
0.2118
T6
200 - 180
1282
84
0.0470
0.3549
T7
ISO- 160
1.342
84
0.0454
0.5264
T8
160 - 140
1.365
84
0.0596
0.6713
T9
140 - 120
1.544
82
0.0325
0.6841
Tl0
120 - 100
1.555
82
0.0366
0.5882
Tit
too - 80
1.338
82
0.0700
0.5360
T12
80 - 60
1.033
82
0.0576
0.4847
T13
60-40
0.862
82
0.0401
0.4416
T14
40-20
0.686
78
0.0560
0.3542
T15
20 - 5
0.396
78
0.0797
0.1824
T16
5-0
0.102
82
0.0946
0.0930
Structural Design Report
Critical Deflections and Radius of Curvature - Service Wind
Elevation
Appurtenance
Goo.
Deflection
Tilt
Twist
Radius of
Load
Curvature
it
Comb.
in
oit
307.00
DB228-A
80
1.170
0.0212
0.0565
148846
302.00
DB81OKE-Y
80
1.170
0.0212
0.0565
148846
300.00
Flash Beacon Lighting
80
1.170
0.0212
0.0565
148846
297.00
TTA Cabinet
80
1.156
0.0184
0.0572
148846
292.00
DB264-A
80
1.134
0.0194
0.0586
93029
280.17
Guy
76
1.103
0.0273
0.0640
41394
270.00
DB264-A
76
1.119
0.0309
0.0780
131328
260.00
Pired 4' Side Mount Standoff (I)
76
1.143
0.0310
0.1060
85239
220.17
Guy
84
1.181
0.0452
02112
33124
205.00
DB81OKE-Y
84
1256
0.0493
0.3118
143288
172.00
(2) RV65-IMODP
84
1.349
0.0527
0.5932
57978
159.83
Guy
84
1.365
0.0595
0.6720
29262
150.00
(3) SBNHH-ID85B
82
1.440
0.0492
0.6972
61707
79.39
Guy
82
1.026
0.0568
0.4832
21365
40.00
128-2
78
0.686
0.0560
0.3542
37352
33.00
DB205-A
78
0.600
0.0645
0.2962
35377
APX Engineering Group, LLC '
AT&T: FP12 [FA# 10070076]
Maximum Tower Deflections - Design Wind
Section
Elevation
No-.
Gov.
Tilt
7Mist
No.
Deflection
Load
R
in
Comb.
0°
TI
300-280
19.933
28
0.3933
0.5377
T2
280 - 260
18.818
4
0.2924
0.5387
T3
260 - 240
18.444
3
0.2722
0.8369
T4
240 - 220
18.365
3
0.2858
1.3020
T5
220 - 200
18.402
3
0.2404
1.5163
T6
200 -180
19.077
3
0.2777
2.2643
T7
180 - 160
19.560
7
0.2371
3.1671
T8
160 -140
19.913
7
0.2609
3.9202
T9
140 - 120
20.289
55
0.2029
4.0033
T l0
120 - 100
19.299
55
0.5183
3.3552
Tll
100 -80
16.673
55
0.7902
3.0043
T 12
80 - 60
13.348
54
0.7410
2.6605
T 13
60 - 40
10.825
54
0.6245
2.4199
T14
40 - 20
8.094
54
0.7615
1.9381
T15
20 - 5
4.450
54
0.9485
0.9918
T16
5-0
1.134
54
1.0629
0.5061
Structural Design Report
Critical Deflections and Radius of Curvature - Design Wind
Elevation
Appurtenance
Con
Deflection
Tilt
Twist
Radius of
Load
Curvature
1t
Comb.
in
It
307.00
DB228-A
28
19.933
0.3933
0.5377
22706
302.00
DB81OKE-Y
28
19.933
0.3933
0,5377
22706
300.00
Flash Beacon Lighting
28
19.933
0.3933
0.5377
22706
297.00
TTA Cabinet
28
19.738
0.3757
0.5416
22706
292.00
DB264-A
28
19.422
0.3474
0.5496
14191
280.17
Guy
4
18.824
0.2930
0.5879
6316
270.00
DB264-A
4
18.509
0.2708
0.6705
13173
260.00
Phod 4'Side Mount Standoff (1)
3
1SA44
02722
0.8369
10245
220.17
Guy
3
18.399
0.2398
1.5129
4035
205.00
DB81OKE-Y
3
18.895
0.2796
2.0389
13107
172.00
(2) RV65-18-OODP
7
19.706
0.2647
3.5100
8979
159.83
Guy
7
19.917
02600
3.9244
4544
150.00
(3)SBNHH-ID85B
7
20.159
0.1506
4.0763
6251
79.39
Guy
54
13.259
0.7363
2.6516
3192
40.00
128-2
54
8.094
0.7615
1.9381
4423
33.00
DB205-A
54
6.935
0.8301
1.6180
4347
Bolt Design Data
Section
Elevation
Component
Bolt
Bolt Si-e Number
Mminium
Allowable
Ratio Allowable Criteria
No.
Tjpe
Grade
Of
Loadper
Load
Load Ratio
ft
in Bolls
Bolt
K
Allowable
K
TI
NO
Leg
A325N
0.7500 4
0.50
29.82
0017 �/ 1 Bolt Tension
Diagonal
A325N
0.5000 1
2.15
7.95
0270 I
Bolt Shear
Torque Ann
A325N
0.7500 8
121
17.89
I
Bolt Shear
Top(a,280.167
0.068
T2 280 Leg
A325N
0.7500 4
2.50
29.82
0084 / 1
Bolt Tension
APX Engineering Group, LLC
N IJ N N N
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as na m ae m ua
AT&T: FP12 [FA# 100700761
Structural Design Report
Section
Elevation
Size
initial
Breaking
Actual
Allowable
Required
Actual
No.
Tension
Load
T.
�T„
S.F.
S.F.
jt
K
K
K
K
280.17 (C)
3/4 EHS
4.66
58.30
18.47
34.98
1.000
_
(776)
1893
T4
220.17 (A)
9/16 EHS
3.15
35.00
12.91
21.00
1.000
1/
(771)
l 627
220.17 (A)
9/16 EHS
3.15
35.00
12.84
21.00
1.000
(772)
1.635
220.17 (B)
9/16 EHS
3.15
35.00
12.10
21.00
1.000
(767)
1.735
220.17 (B)
9116 EHS
3.15
35.00
13.57
21.00
1.000
V
(768)
1.547
220.17 (C)
9/16 EHS
3.15
35.00
13.53
21.00
1.000
(763)
1.553
220.17 (C)
9/16 EHS
3.15
35.00
12.15
21.00
1.000
1/
(764)
1.728
T8
159.83 (A)
7/8 EHS
7.17
79.70
33.52
47.82
1.000
(762)
1.427
159.83 (B)
7/8 EHS
7.17
79.70
33.70
47.82
1.000
(761)
1.419
159.83 (C)
7/8 EHS
7.17
79.70
33.68
47.82
1.000
(757)
1.420
T12
79.39 (A)
7/8 EHS
7.17
79.70
30.50
47.82
1.000
(756)
1.568
79.39 (B) (755)
7/8 EHS
7.17
79.70
30.23
47.82
1.000
1582
79.39 (C) (751)
7/8 EHS
7.17
79.70
30.22
47.82
1.000
1.583
Com ression,Checks
-Leg Design Data (Compression)
Section
Elewadon
Size
L
L.
K1/r
A
Mast
P.
¢P„
Ratio
No.
Stability
P„
fl
fl
ff
in'
Index
K
K
6p
TI
300-280
ROHN 2.5 X-STR
20.00
2.40
31.2
22535
1.00
29.99
94.44
0.31S'
K=1.00
`/
T2
280 - 260
ROHN 2.5 X-STR
20.00
2.41
62.6
2.2535
1.00
-29.99
76.17
0.394'
K=2.00
`/
T3
260 -240
ROHN 2.5 X-STR
20.00
2.40
62.4
22535
1.00
-30A2
76.29
0.399'
K=2.00
)/
T4
240 - 220
ROHN 2.5 X-STR
20.00
2.40
31.2
22535
0.98
-53.05
92.13
0.576'
K=1.00
`/
T5
220 -200
ROHN 2.5 X-STR
20.00
2.40
31.2
2.2535
0.97
-53.04
92.08
0.576'
K=1.00
(/
T6
200 - 180
ROHN 2.5 X-STR
20.00
2.40
62.4
22535
1.00
-41.15
76.29
0.539'
K=2.00
`/
T7
180 - 160
ROHN 3 X-STR
20.00
2.41
50.9
3.0159
1.00
-61.53
112.32
0.548'
K=2.00
`/
T8
160 - 140
ROHN 3 X-STR
20.00
2A6
26.0
3.0159
0.93
-88.37
119.75
0.735'
K=1.00
v
T9
140-120
P3.0+
20.00
2.41
26.3
3.4160
0.93
-95.27
136.34
0.699'
L2.5x2.5025
K=1.00
`/
TH)
120-100
P3.0+
20.00
2.40
26.2
3A 160
0.93
-92.17
136.15
0.677'
L2.5x2.50.25
K=1.00
`/
---- - Tll
100-80
P3.0+
20.00
2.41
26.3
3.4160
0.94
-98.38
137.11
0.718'
12.5x2.5x0.25
K=1.00
v
APX Engineering Group, LLC
AT&T: FP12 ]FA# 10070076]
Structural Design Report
Section
No.
Elevation
it
Sice
L
ft
L.
it
KI1r
A
in2
Most
Stability
btdex
P„
K
QP„
K
Ratio
P„
gyp,
T12
80-60
P3.0+
20.00
2.40
26.2
3.4160
0.94
-98.38
137.44
0.716
L2.5x2.5x0.25
K=1.00
`/
T13
60-40
P3.Ox+
20.00
2AO
52.9
4.1840
0.98
-84.78
150.72
0.562'
L2.5x2.5x0.25
K--2.00
`/
T14
40-20
P3.Ox+
20.00
2.40
52.9
4.1840
0.98
-87.23
150.77
0.579�
L2.5x2.50.25
K=2.00
Il,/
TIS
20-5
ROHN 3X-STR
15.00
1.18
12.5
3.0159
0.90
-80.23
120.30
0.667'
K=1.00
`/
T16
5-0
ROHN 3X-STR
5.38
1.15
12.1
3.0159
0.87
-68.66
116.93
0.587'
K=1.00
v
1 P� /+P controls
Diagonal Design
Data
Compression
Section
Elevation
Sice
L
L„
KI/r
A
P.
mPn
Ratio
No.
P
ft
ft
ft
in'
K
K
�P.
Tl
300-280
ROHN TS 1.5xlI ga
4.18
3.88
95.2
0.5202
-2.15
12.07
0.178'
K=1.00
`/
12
280-260
ROHN TS1.5xlI ga
4.18
3.89
95.2
0.5202
4.01
12.06
0.332'
K=1.00
`/
T3
260-240
ROHN TSI.5xl6 ga
4.18
3.88
91.3
0.2627
-3.16
6.42
0.492'
K=1.00
v
T4
240-220
ROHN TS1.5xl6 ga
4.18
3.88
91.3
02627
-2.43
6A2
0.378'
K=I.00
T5
220-200
ROHN TSI.5x16 ga
4.18
3.88
91.3
0.2627
-4.08
6A2
0.636'
K=1.00
`/
T6
200 - 180
ROHN TS1.5x11 ga
4.18
3.88
952
0.5202
-6.09
12.07
0.504'
K=1.00
11,/
77
ISO-160
ROHN TS 1.5xlI ga
4.18
3.82
93.7
0.5202
-8.67
12.32
0.703'
K=1.00
v
T8
160 - 140
ROHN TS 1.5x11 ga
421
3.85.
94.3
0.5202
-8.06
12.21
0.660'
K=1.00
v
T9
140 - 120
ROHN TS 1.5xl6 ga
4.18
3.82
89.8
0.2627
-3.85
6.55
0.588,
K=1.00
Y
TIO
120 - 100
ROHN TS 1.5xI I ga
4.18
1.91
46.8
0.5202
-5.63
19.95
0.282'
K=1.00
v
Tl 1
100 - 80
ROHN TS LSxI I ga
4.18
3.82
93.6
0.5202
-8.31
12.34
0.6741
K=1.00
T12
80 - 60
ROHN TS1.5x11 ga
4.18
3.82
93.5
0.5202
-5.57
12.35
0.451 '
K=1.00
T13
60-40
ROHN TSI.5xll ga
4.18
3.82
93.5
0.5202
-7.61
12.35
0.616'
K=1.00
v
T14
40-20
ROHN TSI.5x16 ga
4.18
3.82
89.8
0.2627
-4.52
6.56
0.688'
K=1.00
T15
20-5
ROHN TS1.5xl6 ga
3.62
3.31
77.8
0.2627
-3.18
7.60
0.418'
K=1.00
I P. / �P„ controls
Horizontal Design Data (Compression)
APX Engineering Group, LLC
AT&T: FP12 [FA# 10070076]
Structural Design Report
Section
Elevation
Size
L
L.
Kl/r
A
P.
Op„
Ratio
No.
P.
ft
Jt
Jt
in'
K
K
OP.
T16
5-0
lAx4x3/8
3.17
2.88
43.8
2.8600
-1.25
83.77
0.0151
K=1.00
P. / OP, controls
Top Girt Design
Data
Compression
Section
Elevation
Size
L
L.
MY
A
P.
Op„
Ratio
No.
P.
ft
fi
fi
in'
K
K
6p�
TI
300-280
ROHN TS I.5xll ga
3.42
3.18
77.8
0.5202
-0.37
15.03
0.0241
K=1.00
✓
T2
280-260
ROHN TS 1.5x I ga
3.42
3.18
77.8
0.5202
4.68
15.03
0.312'
K=1.00
v
T3
260 - 240
ROHN TS 1.5x16 ga
3.42
3.18
74.7
02627
-0.71
7.86
0.091 '
K=1.00
v
T4
240-220
ROHN TS I.5x16 ga
3.42
3.18
74.7
02627
-0.12
7.86
0.016'
K=1.00
T5
220 -200
ROHN TSl.5xl6 ga
3.42
3.18
74.7
02627
-2.46
7.86
0.313
K=1.00
v
T6
200-180
ROHN TS 1.5x 16 ga
3A2
3.18
74.7
0.2627
-2.14
7.86
0.272'
K=1.00
`/
T7
180 - 160
ROHN TS 1.5x 16 ga
3.42
3.12
73.5
0.2627
-1.16
7.97
0.145 1
K=1.00
1/
T13
60-40
ROHN TS1.5x16 ga
3.42
3.12
73.4
02627
-1.90
7.97
0.238'
K=1.00
v
T 14
40 - 20
ROHN TS I .Sx 16 ga
3.42
3.12
73.4
02627
-0.49
7.97
0.062
K=1.00
`/
T15
20 - 5
ROHN TS 1.5x16 ga
3.42
3.12
73.5
0.2627
-0.35
7.97
0.044
K=1.00
`/
P. / OP. controls
Bottom Girt Design
Data
(Compression)
-
Section
Elevation
Size
L
L.
K1/r
A
P.
OP„
Ratio
No.
P.
ft
ft
ft
in.,
K
K
6p�
TI
300-280
ROHN TS1.5x11 ga
3.42
3.18
77.8
0.5202
-1.49
15.03
0.099'
K=1.00
&/
T2
280-260
ROHN TS 1.5x I ga
3.42
3.18
77.8
0.5202
-0.84
15.03
0.056�
K=1.00
`/
T3
260-240
ROHN TS 1.5x 16 ga
3A2
3.18
74.7
0.2627
-1.12
7.86
0.143�
K=1.00
`/
T4
240 - 220
ROHN TS 1.5x 16 ga
3.42
3.18
74.7
0.2627
-2.42
7.86
0.308'
K=1.00
v
T5
220-200
ROHN TS 1.5x 16 ga
3.42
3.18
74.7
02627
-0.20
7.86
0.025'
K=1.00
&/
T6
200 - 180
ROHN TS 1.5x 16 ga
3.42
3.18
74.7
0.2627
-1.09
7.86
0.139'
K=1.00
APX Engineering Group, LLC
AT&T: FP12 [FA# 10070076] Structural Design Report
Section
Elevation
Si_e
L
L„
Kl/r
A
P„
OR,
Ratio
No.
P.
Jl
J
ft
in'
K
K
tip
T7
180 - 160
ROHN TS1.5x16 ga
3.42
3.12
73.5
0.2627
-1.30
7.97
0.163
K=1.00
T12
80-60
ROHN TS 1.5x 16 ga
3A2
3.12
73.4
0.2627
-0.26
7.97
0.033'
K=1.00
v
T13
60-40
ROHN TS1.5xl6 ga
3.42
3.12
73.4
0.2627
-0.77
7.97
0.097'
K=L00
v
TI4
40-20
ROHN TS l.5x16 ga
3.42
3.12
73.4
0.2627
-1.12
7.97
0.140'
K=1.00
v
P„ /QP„ controls
Torque -Arm Top Design Data
Section
Elevation
Size
L
L„
KI1r
A
P„
QP„
Ratio
No.
P.
Jt
Jt
ft
in'
K
K
V.
TI
300 - 280 (777)
C15x33.9
3.67
3.55
47.1
9.9600
-1.96
287.14
0.007
K=1.00
TI
300 - 280 (778)
C1503.9
3.67
3.55
47.1
9.9600
-1.80
287.14
0.006
K=1.00
TI
300 - 290 (781)
C1503.9
3.67
3.55
47.1
9.9600
-1.72
287.14
0.006
K=1.00
TI
300 - 280 (792)
C1503.9
3.67
3.55
47.1
9.9600
-1.67
287.14
0.006
K=L00
TI
300 - 280 (785)
C15x33.9
3.67
3.55
47.1
9.9600
-2.00
287.14
0.007
K-1.00
TI
300 -280 (786)
C1503.9
3.67
3.55
47.1
9.9600
-1.87
287.14
0.007
K=1.00
T4
240 - 220 (765)
C12x20.7
3.67
3.55
53.3
6.0900
-2.82
169.92
0.017
K=1.00
T4
240 - 220 (766)
C 12x20.7
3.67
3.55
53.3
6.0900
-2.06
169.92
0.012
K=L00
T4
240 - 2-10 (769)
C12x20.7
3.67
3.55
53.3
6.0900
-1.52
169.92
0.009
K=L00
T4
240 -200 (770)
C12x20.7
3.67
3.55
53.3
6.0900
-1.48
169.92
0.009
K=L00
T4
240- 220 (773)
C12x20.7
3.67
3.55
53.3
6.0900
-2.86
169.92
0.017
K=1.00
T4
240-220 (774)
C12x20.7
3.67
3.55
53.3
6.0900
-3.71
169.92
0.022
K=1.00
Torque -Arm Top Bending Design Data
Section Elcmation Size Alf- ¢M Ratio M„ Ratio
No. M„. M
TI
300 - 280 (778)
C15x33.9
-57.21
113.40
0.504
-0.00
16.82
0.000
TI
300 - 280 (781)
C1503.9
-57.11
113.40
0.504
-0.00
16.82
0.000
TI
300 - 280 (782)
C 1503.9
-57.40
113.40
0.506
0.00
16.82
0.000
TI
300 - 280 (785)
C1503.9
-57.33
113.40
0.506
0.00
16.82
0.000
TI
300 - 280 (786)
C1503.9
-57.58
113.40
0.508
-0.00
16.82
0.000
T4
240 - 220 (765)
C 12n20.7
-36.31
58.05
0.625
-0.00
9.42
0.000
T4
240 - 220 (766)
C12x20.7
-35.18
58.05
0.606
-0.00
9.42
0.000
T4
240 - 220 (769)
C 12x20.7
-34.82
58.05
0.600
-0.00
9.42
0.000
T4
240 - 220 (770)
C12x20.7
-34.83
58.05
0.600
0.00
9.42
0.000
T4
240 -220 (773)
C12x20.7
-36.30
58.05
0.625
0.00
9.42
0.000
APX Engineering Group, LLC
AT&T: FP12 [FA# 100700761
Structural Design Report
Section Elevation Size
Mw
�M,,.
Ratio
M-1
�M,
Ratio
No.
At-
M,„
ft
kip ft
kip ft
W-
kip ft
kip-ft
W-
T4 240 - 220 (774) C12x20.7
-34.98
58.05
0.602
0.00
9A2
0.000
Tor ue-Arm Top
Interaction Design
DatA
Section
Elevation
Size
Ratio
Ratio
Ratio
Comb.
Allow.
Criteria
No.
P.
M
M„"
Stress
Stress
ft
Ratio
Ratio
Tl
300 - 280 (777)
C 15x33.9
0.007
0.509
0.000
0 512 ✓'
1.000
4 9-4
T1
300 - 280 (778)
C 15x33.9
0.006
0.504
0.000
0.508
1.000
4 9-4 (/
T1
300 - 280 (781)
C15x33.9
0.006
0.504
0.000
0.507
1.000
49-4 t/
TI
300 - 280 (782)
C1503.9
0.006
0.506
0.000
•l�
0.509 ✓
1.000
4.9-4
Tl
300 - 280 (785)
C1503.9
0.007
0.506
0.000
0.509
,"
4.94
TI
300 - 280 (786)
C1503.9
0.007
0.508
0.000
0511
1'000
4.94
T4
240 - 220 (765)
C12x20.7
0.017
0,625
0.000
0.634 �/
1.000
4.94
T4
240 - 220 (766)
C 12x20.7
0.012
0.606
0.000
0.612 (/
1.000
4.94
T4
240 - 220 (769)
C 12x40.7
0.009
0.600
0.000
0.604 /
1.000
4.94
T4
240 - 220 (770)
C12x20.7
0.009
0.600
0.000
0.604
1.000
4.94
T4
240 - 220 (773)
C 12x20.7
0.017
0.625
0.000
0.634 �/
1.000
4.94
T4
240 - 220 (774)
C 12x20.7
0.022
0.602
0.000
0.613 //
1.000
4 9-4
Tension Checks
Leg Design Data
(Tension)
Section
Elevation
Size
L
L„
Kllr
A
P.
QP„
Ratio
No.
P„
j
ft
Jt
in
K
K
W.
TI
300 - 280
ROHN 2.5 X-STR
20.00
2.40
312
2.2535
2127
101.41
0210'
T4
240-220
ROHN 2.5 X-STR
20.00
2AO
31.2
2.2535
5.24
101.41
0.052'
T7
ISO- 160
ROHN 3 X-STR
20.00
0.36
3.9
3.0159
3.95
135.72
0.029'
T8
160 - 140
ROHN 3 X-STR
20.00
0.17
1.8
3.0159
17.72
135.72
0.13311 '
Y
T9
140-120
P3.0 + L2.5x2.5xO.25
20.00
2.41
26.3
3.4160
26.22
153.72
0.171'
TIO
120-100
P3.0+ L2.5x2.50.25
20.00
2AO
26.2
3.4160
22.97
153.72
0.149'
Y
Tll
100-80
P3.0+L2.5x2.50.25
20.00
0.36
CO
3.4160
10.17
153.72
0.066'
T12
80-60
P3.0+L2.5x2.50.25
20.00
2.40
26.2
3.4160
10.16
153.72
0.066'
Y
P„ /QP„ Controls
APX Engineering Group, LLC
AT&T: FP12 [FA# 10070076]
Diagonal Design Data Tension
Structural Design Report
Section
Elevation
Size
L
L.
Kl/r
A
P„
QP„
Ratio
No.
P.
jt
J7
J7
in'
K
K
�P„
Ti
300 - 280
ROHN TSL5x11 ga
4.18
3.88
95.2
0.5202
2.07
23.41
0.089,
T2
280-260
ROHN TS 1.5x11 ga
4.18
3.89
95.2
0.5202
3.56
23.41
0.152'
T3
260-240
ROHN TSL5xl6 ga
4.18
3.88
91.3
0.2627
3.08
11.82
0.261'
T4
240-220
ROHN TSL5xl6 ga
4.18
3.88
91.3
0.2627
2.64
11.82
0223'
TS
220 -200
ROHN TSL5xl6 ga
4.18
3.88
91.3
02627
3.58
11.92
0.3031
T6
200-180
ROHN TS1.5x11 ga
4,18
3.88
95.2
0.5202
5.91
23.41
0.252'
T7
180- 160
ROHN TS l.5z11 ga
4.18
3.82
93.7
0.5202
8.52
23.41
0.364'
T8
160- 140
ROHN TS 1.5x11 ga
4.21
3.85
94.3
0.5202
7.85
23.41
0.3351
T9
140 - 120
ROHN TSl.5xl6 ga
4.18
3.82
89.8
0.2627
3.23
11.82
0273 1
i✓
TIO
120-100
ROHN TS 1.5x11 ga
4.18
1.91
46.8
0.5202
4.76
23.41
0.2031
TII
100-80
ROHN TS 1.5xlI ga
4.18
3.82
93.6
0.5202
724
23.41
0.309'
T12
80-60
ROHN TSI.5xlI ga
4.18
3.82
93.5
0.5202
5.41
23.41
0231'
T13
60-40
ROHN TSLSzII ga
4.I8
3.82
93.5
0.5202
7.22
23.41
0.308'
T14
40-20
ROHN TSL5xl6 ga
4.18
3.82
89.8
02627
4.27
11.82
0.361'
T15
20-5
ROHN TSI.5x16 ga
3.62
3.31
77.8
0.2627
3.37
11.82
0285�
1 P. / W, controls
Horizontal Design Data Tension
Section Elevation Si_e L L„ KUr A P„ �P„ Ratio
No. P.
Jt j It in' K K ,na_
1 P. / �P„ controls
Top Girt Design Data Tension
APX Engineering Group, LLC
ATU: FP12 [FA# 100700761
Structural Design Report
Section
Elevation
Size
L
L.
KI1r
A
P„
mPn
Ratio
No.
P.
It
ft
Jl
in'
K
K
AP,
TI
300-280
ROHN TS 1.5xII ga
3.42
3.18
77.8
0.5202
0.36
23.41
0.015'
T2
280 - 260
ROHN TS 1.5x I 1 ga
3.42
3.18
77.8
0.5202
1.69
23.41
0.072
T3
260-240
ROHN TS 1.5x 16 ga
3.42
3.18
74.7
0,2627
0.80
11.82
0.068'
T4
240-220
ROHN TS LSx 16 ga
3.42
3.18
74.7
0.2627
0.43
11.82
0.037'
T5
220-200
ROHN TS 1.5x 16 ga
3.42
3.18
74.7
0.2627
1.61
11.82
0.137'
T6
200 - 180
ROHN TS 1.5x 16 ga
3.42
3.18
74.7
0.2627
2.35
11.82
0.199'
17
180-160
ROHN TS I.Sx 16 ga
3.42
3.12
73.5
02627
1.41
11.82
0.119'
T8
160 - 140
ROHN TS L5x16 ga
3.42
3.12
73.5
0.2627
1.56
11.82
0.132'
T9
140 - 120
ROHN TS 1.5x 16 ga
3.42
3.12
73.4
02627
0.79
11.82
0.067'
Tin
120-100
ROHN TS 1.5x 16 ga
3A2
3.12
73.4
0.2627
1.06
11.82
0.089,
TI I
100 - 80
ROHN TSl.5xl6 ga
3.42
3.12
73.4
R2627
0.92
11.82
0.078'
T12
80-60
ROHN TS 1.5s 16 ga
3.42
3.12
73.4
0.2627
1.78
I1.82
0.151'
T13
60-40
ROHN TS1.5x16 ga
3.42
3.12
73.4
0.2627
2.35
11.82
0.199'
T 14
40 - 20
ROHN TS 1.5x 16 ga
3.42
3.12
73.4
0.2627
0.84
11.82
0.071
TI5
20 - 5
ROHN TS I.Sx 16 ga
3.42
3.12
73.5
0.2627
0.70
11.82
0.060600,
' P. / W. controls
Bottom Girt Design Data Tension
Section
Elevation
Size
L
L.
KI/r
A
P.
QP„
Ratio
No.
P.
Jl
JF
ft
in'
K
K
W.
T1
300-280
ROHN TS l.5x11 ga
3.42
3.18
77.8
0.5202
3.92
23.41
0.167'
72
280 - 260
ROHN TS 1.5x I I ga
3.42
3.18
77.8
0.5202
1.02
23.41
0.044'
T3
260-240
ROHN TS 1.5x 16 ga
3.42
3.18
74.7
02627
123
11.82
0.104'
T4
240 - 220
ROHN TS 1.5z16 ga
3,42
3.18
74.7
0.2627
3.50
11.82
0.296'
T5
220-200
ROHN TS 1.5x 16 ga
3.42
3.18
74.7
0.2627
0.73
11.82
0.062'
T6
200 - 180
ROHN TS 1.5x16 ga
3.42
3.18
74.7
0.2627
120
11.82
0.102'
T7
180 - 160
ROHN TS 1.5x 16 ga
3.42
3.12
73.5
0.2627
2.02
1 I.82
0.171 '
T8
160 - 140
ROHN TS 1.5x 16 ga
3.42
3.12
73.5
0.2627
1.05
11.82
0.089,
APX Engineering Group, LLC
AT&T: FP12 ]FA# 10070076]
Structural Design Report
Section
No.
Elevation
Jt
Size
L
ft
L.
f7
KUr
A
in'
P,
K
r PP
K
Ratio
P.
6P
T9
140 - 120
ROHN TS I.5xl6 ga
3.42
3.12
73.4
0.2627
0.74
11.82
0.063
TIO
120-100
ROHN TS I.Sxl6 ga
3.42
3.12
73.4
0.2627
0.67
11.82
0.057'
Tl 1
100 - 80
ROHN TS1.5xl6 ga
3.42
3.12
73.4
02627
1.27
11.82
0.107'
T12
80-60
ROHN TS l.5x16 ga
3.42
3.12
73.4
0.2627
1.34
11.32
0.114'
T0
60-40
ROHN TSl.5xl6 ga
3.42
3.12
73.4
0.2627
1.21
11.82
0.102'
T14
40-20
ROHN TS1.5xl6 ga
3.42
3.12
73.4
0.2627
1.47
11.82
0.124'
T15
20-5
ROHN 1.5 STD
3.42
3.12
60.2
0.7995
5.88
35.98
0.163'
P„ / ¢P, controls
Top Guy
Pull -Off Design
Data
Tension
Section
Elevation
Sce
L L.
KUr
A P.
�P
Ratio
No.
P.
ft
ft ft
in2 K
K
4p,
T8
160 -140
402
3.42 3.12
259.8
2.0000 11.89
64.80
0.133 '
T12
80-60
4xl/2
3.42 3.12
259.6
2.0000 13.56
64.80
0209'
P„ / QP controls
Top Guy
Pull -Off Bending
Design
Data
Ratio
Section
Elevation
Size
M., ¢M,,,
Ratio
M„
No.
M.
M„.
ft
kip Ji kip-fl
01
kip-ft
kip-ft
T8
160 - 140
4x 1/2
0.00 5.40
0.000
0.00
0.68
0.000
T12
80-60
4x 1/2
0.00 5.40
0.000
0.00
0.68
0.000
Top Guy
Pull -Off Interaction Design
Data
Section
Elevation
Size
Ratio Ratio Ratio
Comb.
Allure.
Criteria
No.
P M„ M
Stress
Stress
It
W, W- r5M„
Ratio
Ratio
T8
160 - 140
4xl/2
0.183 0.000 0.000
0.183'
1.000
4.94
T12
80-60
4x 1/2
0209 0.000 0.000
0209'
1.000
•'
4.9-3
P„ / r P„ controls
APX Engineering Group, LLC
AT&T: FP12 [FA# 10070076]
Torque -Arm Top Design Data
Structural Design Report
Section Elevation Size L L„ KI1r A P. OR, Ratio
No. P.
ft A ft int K K An,
TI
300 - 280 (778)
MOM
3.67
3.55
47.1
9.9600
0.73
322.70
0.002
TI
300 - 280 (781)
C1503.9
3.67
3.55
47.1
9.9600
0.66
322.70
0.002
TI
300 - 280 (782)
C 1503.9
3.67
3.55
47.1
9.9600
0.74
321.70
0.002
TI
300 - 280 (785)
C1503.9
3.67
3.55
47.1
9.9600
0.44
322.70
0.001
TI
300-280 (786)
C1503.9
3.67
3.55
47.1
9.9600
0.65
322.70
0.002
T4
240 -220 (765)
C12x20.7
3.67
3.55
53.3
6.0900
2.50
197.32
0.013
T4
240 -220 (766)
C12x20.7
3.67
3.55
53.3
6.0900
0.91
19732
0.005
T4
240 - 220 (769)
C 12x20.7
3.67
3.55
53.3
6.0900
0.80
19732
0.004
T4
240- 220 (770)
C12x20.7
3.67
3.55
53.3
6.0900
0.88
197.32
0.004
T4
240 -220 (773)
C12x20.7
3.67
3.55
53.3
6.0900
2.55
197.32
0.013
T4
240 - 220 (774)
C12x20.7
3.67
3.55
53.3
6.0900
0.83
19732
0.004
Torque -Arm Top Bending Design Data
Section
Elevation
Size
M,„
Ratio
M
�M �.
Ratio
No.
M„.
M
It
kiPft
kin-ft
dM„
kip-fl
kip-ft
W,
TI
300 - 280 (777)
C1503.9
-54.08
113.40
0.477
-0.00
16.82
0.000
TI
300 - 280 (778)
C 1503.9
-53.64
113AO
0.473
0.00
16.82
0.000
TI
300 - 280 (781)
C15x33.9
-53.59
113AO
0.473
0.00
16.82
0.000
TI
300 - 280 (782)
C15x33.9
-54.13
113AO
0.477
0.00
16.82
0.000
TI
300 - 280 (785)
C1503.9
-53.54
113AO
0.472
0.00
16.82
0.000
TI
300- 280 (786)
C1503.9
-54.09
113AO
0.477
-0.00
16.82
0.000
T4
240 - 220 (765)
C 12x20.7
-28.21
58.05
0.486
-0.00
9.42
0.000
T4
240 - 220 (766)
C12x20.7
-34.00
58.05
0.586
-0.00
9.42
0.000
T4
240 - 220 (769)
C12x20.7
-34.29
58.05
0.591
-0.00
9.42
0.000
T4
240 - 220 (770)
C12x20.7
-34.40
58.05
0.593
0.00
9.42
0.000
T4
240 - 220 (773)
C12x20.7
28.31
58.05
0.488
0.00
9.42
0.000
T4
240 - 220 (774)
C12x20.7
-33.89
58.05
0.584
0.00
9.42
0.000
Torque -Arm Top Interaction Design Data
Section
Elevation
Size
Ratio
Ratio
Ratio
Comb.
Allow.
Criteria
No.
P.
M.
M„
Stress
Stress
ft
6P„
6M,„
rb -
Ratio
Ratio
TI
300 - 280 (777)
C 1503.9
0.001
0.477
0.000
0.478 �
1.000
4.9-0
TI
300 - 280 (778)
C1503.9
0.002
0.473
0.000
0.474
1.000
4.9-0
TI
300 - 280 (781)
C15x33.9
0.002
0.473
0.000
0.474 Y
1.000
4.9-4
TI
300 - 280 (782)
C1503.9
0.002
0.477
0.000
0.473
000. 1
4.94
TI
300 - 280 (785)
C 1503.9
0.001
0.472
0.000
0.473
1.000
4.9-0
TI
300 - 280 (786)
C 15x33.9
0.002
0.477
0.000
0.478 �/
1.000
4.94 (/
T4
240 - 220 (765)
C 12x20.7
0.013
0.486
0.000
0.492 /
1.000
4.9-4 1/
T4
240 - 220 (766)
C 12x20.7
0.005
0.586
0.000
0.588 �
1.000
4.9-0
T4
240 - 220 (769)
C 12x20.7
0.004
0.591
0.000
0.593 ►�
1.000
4.9-4
T4
240 - 220 (770)
C 12x20.7
0.004
0.593
0.000
0.595 �
1.000
4.94
T4
240 - 220 (773)
C 12x20.7
0.013
0.488
0.000
0.494 /
1.000
4.94
T4
240 - 220 (774)
C 12x20.7
0.004
0.584
0.000
0.586
1.000
4.94
APX Engineering Group, LLC -
AT&T: FP12 [FA# 10070076]
Section Capacity Table
Structural Design Report
Section
Elevation
Component
Sire
Critical
P
oP,am.
Y.
Pass
No.
It
7)Pe
Element
K
K
Capacity-
Fail
TI
300-280
Leg
ROHN 2.5 X-STR
2
-29.99
94.44
31.8
Pass
T2
280-260
Leg
ROHN 2.5 X-STR
59
-29.99
76.17
39.4
Pass
T3
260 -240
Leg
ROHN 2.5 X-STR
92
-30.42
76.29
39.9
Pass
T4
240 - 220
Leg
ROHN 2.5 X-STR
125
-53.05
92.13
57.6
Pass
T5
220 -200
Leg
ROHN 2.5 X-STR
182
-53.04
92.08
57.6
Pass
T6
200 - 180
Leg
ROHN 2.5 X-STR
238
-41.15
76.29
53.9
Pass
T7
180 - 160
Leg
ROHN 3 X-STR
272
-61.53
112.32
54.8
Pass
TS
160 - 140
Leg
ROHN 3 X-STR
306
-88.37
119.75
73.8
Pass
T9
140-120
Leg
P3.0+L2.5x2.5x0.25
363
-95.27
136.34
69.9
Pass
TIO
120-100
Leg
P3.0+L2.5x2.5x0.25
420
-92.17
136.15
67.7
Pass
Tll
100-80
Leg
P3.0+L2.5x2.5x0.25
477
-98.38
137.11
71.8
Pass
T12
80-60
Leg
P3.0+L2.5x2.5x0.25
534
-98.38
137.44
71.6
Pass
T13
60-40
Leg
P3.Ox+L2.5x2.5x0.25
589
-84.78
150.72
56.2
Pass
T14
40-20
Leg
P3.Ox+L2.5x2.50.25
623
-87.23
150.77
57.9
Pass
T15
20 - 5
Leg
ROHN 3 X-STR
656
-80.23
120.30
66.7
Pass
T16
5-0
Leg
ROHN 3 X-STR
736
-68.66
116.93
58.7
Pass
TI
300-280
Diagonal
ROHN TS 1.5x II ga
17
-2.15
I2.07
17.8
Pass
27.0 (b)
T2
280-260
Diagonal
ROHN TS 1.5xlI ga
89
4.01
12.06
33.2
Pass
50.4 (b)
T3
260-240
Diagonal
ROHN TS I.Sx 16 ga
100
-3.16
6.42
49.2
Pass
T4
240-220
Diagonal
ROHNTSI.5xl6ga
139
-2.43
6.42
37.8
Pass
38.2 (b)
T5
220-200
Diagonal
ROHN TSl.5xl6 ga
237
4.08
6.42
63.6
Pass
T6
200 - I80
Diagonal
ROHN TS 1.5x I I ga
270
-6.09
12.07
50.4
Pass
76.6 (b)
T7
180-160
Diagonal
ROHN TS l.SxlI ga
280
-8.67
12.32
70.3
Pass
78.5 (b)
T8
160 - 140
Diagonal
ROHN TSl.5xl I ga
359
-8.06
12.21
66.0
Pass
73.0 (b)
T5
140 - 120
Diagonal
ROHN TSl.5xl6 ga
412
-3.85
6.55
58.8
Pass
TIO
120 - 100
Diagonal
ROHN TS 1.5x11 ga
429
-5.63
19.95
28.2
Pass
51.0 (b)
Tit
100-80
Diagonal
ROHN TS L5xll ga
486
-8.31
12.34
67.4
Pass
75.3 (b)
T12
80-60
Diagonal
ROHN TS 1.5xII ga
542
-5.57
12.35
45.1
Pass
70.0 (b)
T13
60-40
Diagonal
ROHN TS I.5x 11 ga
619
-7.61
12.35
61.6
Pass
68.9 (b)
T14
40-20
Diagonal
ROHN TS 1.5x 16 ga
633
-4.52
6.56
68.8
Pass
T15
20-5
Diagonal
ROHNTSI.5xl6ga
"732
-3.18
7.60
41.8
Pass
48.8 (b)
T16
5-0
Horizontal
L4x4x3/8
743
-1.25
92.13
10.9
Pass
TI
300-280
Top Girt
ROHN TS 1.5xl 1 go
6
-0.37
15.03
2.4
Pass
T2
280 - 260
Top Girt
ROHN TS 1.5x I I ga
63
-4.68
15.03
31.2
Pass
T3
260-240
Top Girt
ROHN TS 1.5x16 ga
96
-0.71
7.86
9.1
Pass
T4
240 - 220
Top Girt
ROHN TS 1.5x 16 ga
129
0.43
11.82
3.7
Pass
T5
220-200
Top Girt
ROHN TS L5xl6 ga
184
'2.46
7.86
31.3
Pass
T6
200 - 180
Top Girt
ROHN TS I.Sx 16 ga
242
-2.14
7.86
27.2
Pass
T7
180 - 160
Top Girt
ROHN TS 1.5xl6 ga
274
-1.16
7.97
14.5
Pass
T8
160 - 140
Top Girt
ROHN TS L5x16 go
309
1.56
11.82
13.2
Pass
T9
140 - 120
Top Girt
ROHN TS 1.5x 16 go
365
0.79
11.82
6.7
Pass
TIO
120-100
Top Girt
ROHN TSl.5xl6 ga
422
L.06
11.82
8.9
Pass
TI 1
100 - 80
Top Girt
ROHN TSI.5xl6 ga
479
0.92
11.82
7.8
Pass
T12
80 - 60
Top Girt
ROHN TS 1.5x 16 go
536
1.78
11.82
15.1
Pass
T13
60-40
Top Girt
ROHN TS1.5x 16 ga
592
-1.90
7.97
23.8
Pass
T14
40-20
Top Girt
ROHN TS 1.5x 16 ga
625
0.84
11.82
7.1
Pass
TI5
20 - 5
Top Girt
ROHN TS I.5xl6 ga
659
0.70
11.82
6.0
Pass
TI
300-280
Bottom Girt
ROHN TS 1.5xII ga
9
3.92
23.41
16.7
Pass
T2
280 - 260
Bottom Girt
ROHN TS 1.5x I 1 ga
66
484
15.03
5.6
Pass
T3
260-240
Bottom Girt
ROHN TS 1.5x 16 ga
97
-1.12
7.86
14.3
Pass
T4
240 - 220
Bottom Girt
ROHN TS 1.5x 16 ga
130
-2.42
7.86
30.8
Pass
APX Engineering Group, LLC . r
AT&T: FP12 [FA# 10070076]
Structural Design Report
Section
Elevation
Component
Six
Critical
P
eP„"w .
%
Pass
No.
%t
Tvpe
Element
K
K
Capacity
Fail
T5
220 -200
Bottom Girt
ROHN TS1.5x16 ga
188
0.73
11.82
62
Pass
T6
200 - 180
Bottom Girt
ROHN TS 1.5x 16 ga
244
-1.09
7.86
13.9
Pass
T7
180 - 160
Bottom Gin
ROLIN TS1.5xl6 ga
277
2.02
11.82
17.1
Pass
T8
160 - 140
Bottom Girt
ROHN TS 1.5x 16 ga
311
1.05
11.82
8.9
Pass
T9
140 - 120
Bottom Girt
ROHN TS 1.5x 16 ga
368
0.74
11.82
6.3
Pass
TIO
120 - 100
Bottom Girt
ROHN TS1.5x16 ga
425
0.67
11.82
5.7
Pass
TI I
100 - 80
Bottom Girt
ROHN TS 1.5x 16 ga
483
1.27
11.82
10.7
Pass
TI2
80-60
Bottom Girt
ROHN TS1.5x16 ga
538
1.34
11.82
11.4
Pass
T13
60-40
Bottom Girt
ROHN TS 1.5x 16 go
595
121
11.82
10.2
Pass
T14
40-20
Bottom Girt
ROHN TS L5x16 ga
629
-1.12
7.97
14.0
Pass
T15
20 - 5
Bottom Girt
ROHN 1.5 STD
661
5.88
35.98
16.3
Pass
Tl
300 - 280
Guy A(a 280.167
3/4
783
18.63
34.98
53.3
Pass
T4
240-220
Guy A@220.167
9/16
771
12.91
21.00
61.5
Pass
T8
160 - I40
Guy A@ [ 59.833
7/8
762
33.52
47.82
70.1
Pass
T12
80-60
Guy A@79.385
7/8
756
30.50
47.82
63.8
Pass
Tl
300 - 280
Guy B@280.167
3/4
780
18.76
34.98
53.6
Pass
T4
240 - 220
Guy Boa 220.167
9/16
768
13.57
21.00
64.6
Pass
T8
160 - 140
Guy B@ 159.833
7/8
761
33.70
47.82
70.5
Pass
T12
80 - 60
Guy B@79.385
7/8
755
30.23
47.82
63.2
Pass
TI
300-280
Guy C@280.167
3/4
775
18.73
34.98
53.5
Pass
T4
240-220
Guy C@220.167
9/16
763
13.53
21.00
64.4
Pass
T8
160-140
GuyC@159.833
7/8
757
33.68
47.82
70.4
Pass
T12
80-60
Guy C@79.385
7/8
751
30.22
47.82
63.2
Pass
TS
160 - 140
Top Guy Pull-
4x I/2
760
11.89
64.80
18.3
Pass
Off0a 159.833
T12
80-60
Top Guy Pull-
4x 1/2
753
13.56
64.80
20.9
Pass
OMa 79.385
TI
300-280
Torque Am
C15x33.9
777
-1.96
287.14
512
Pass
Top rJ 80.167
T4
240-220
Torque Am
C12x20.7
773
-2,86
169.92
63.4
Pass
Top@220.167
Summary
Leg (TS)
73.8
Pass
Diagonal
78.5
Pass
(T7)
Horizontal
10.9
Pass
(T16)
Top Girt
31.3
Pass
(T5)
Bottom Gin
30.8
Pass
(T4)
Guy A (T8)
70.1
Pass
Guy B (T8)
70.5
Pass
Guy C(T8)
70.4-
Pass
Top Guy
20.9
Pass
Pull -Off
(T12)
Torque Ann
63.4
Pass
Top (T4)
Bolt Checks
78.5
Pass
RATING =
78.5
Pass
APX Engineering Group, LLC
N
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N
Z
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m
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rc
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30O ft
280.0 ft
2600 n
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240.0 fl
2200 ft
ys
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1200 ft
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DESIGNED APPURTENANCE LOADING
TYPE
ELEVATION
TYPE
ELEVATION
DB A(FPL)
W7
RRUS-11(AU)
1W
0B228-A(FPL)
307
x DRW11003061ter(AU)
1W
DB8101QE-Y(FPL)
302
DC"&&8 18-13F(AU)
153
oB810K-Y(FPL)
3M
DC6-084i IMF(AU)
1%
(2)DB810RE4(FPL)
302
RRUS-11(AU)
iW
Flash Beacon Lghbn
3W
RRUS-11(AU)
1W
TTACabinet(FPL)
297
R JSS12(AU)
150
Pimd 4' Side Mound Stxxoff (1) (FPL)
297
RRUS12(ATE)
1W
Pirod 4' Side Mount Strxkdf(1)(FPL)
297
(3) SENHH-ID85B (ATT)
1W
Pimd 4' Side Mound Standoff (1) (FPL)
297
RRUS-12(An)
1W
OB26LA(FPL)
292
(3)SBNHH-10859(AU)
150
OB264-A(FPL)
270
(3) SBNHHAD8513(ATT)
1W
Pimd 4' Side Mound Sdandoff (1) (FPL)
2W
(2)RRUS-32(ATT)
1W
DB8101(E-Y(FPL)
205
(2)RRUS32(ATT)
1W
Pirod 4' Side Mound SWdoff(1)(FPL)
205
(2)RRUS32(ATT)
1W
(2) W65-18-0ODP(Spnnt)
1n
ZS1andOH
40
(2)RV IMODP(Sprmu
1]2
128-2
40
(2)RV65-1S-0ODP(S,inu
in
2'Standoff
W
Ses r Mood [SWO2.3] (Sprint)
172
0B205A
33
Sector Mount [SMWS3](ATn
15)
'
SYMBOL LIST
100,011 jmuo,so sow 162 W
TOWER DESIGN NOTES
1. Tower is located in Saint Lucie County. Florida.
80_0ft 2. Tower designed for Exposure Cto the TIA-222-G Standard.
" �FHSLC- 3. Tower designed for a 122 mph basic wind in accordance with the TIA-222-G Standard.
z]3� 4. Deflections are based upon a 60 mph wind.
5. Tower Structure Class II. \
6. Topographic Category 1 with Crest Height of 0.00
eD.oft a 7. Vuit=158mph \
8. Risk II
9. MODIFIED TOWER -SEE ATTACHED DRAWINGS
40_0 fl
20_0 Rft
SOft
0.0 R
R-200.00It
APX Engineering Group, LL
3400 Lakeside Drive, #525
Miramar, FL
Phone: (954) 744A538
FAX:
eb' FP12 [FA# 10070076
P-i-r17-0107.374Cinstallation -Modifica5on
C11enhAT&T Iora"'aby: Michael A.Phillips, P
Aped'
Cede TIA-222-G I oada:04130f18
$C I.: NTS
Pam:
0w9 Ho. E-1