2015-00705MUNMERINIMCITYOFMONTICELLO *
2 0 1 5- 0 0 7 0 5*
505 WALNUT STREET DATE ISSUED: 11/12/2015
MONTICELLO, MN 55362-
763) 295-3060 FAX: (763) 295-4404
ADDRESS 406 7TH ST E
PIN 155029002070
LEGAL DESC LAURING HILLSIDE TERRACE
LOT 007 BLOCK 002
PERMIT TYPE BUILDING
PROPERTY TYPE COMMERCIAL
CONSTRUCTION TYPE ANTENNA
VALUATION $ 20,000.00
NOTE: SWAP/ ADD AN ANTENNA, REMOTE RADIO HEAD (RRH) AND ASSOCIATED EQUIPMENT
APPLICANT
OVERLAND CONTRACTING
7760 FRANCE AVE
920
BLOOMINGTON, MN 55431-
651) 233-3557
OWNER
ALLIED PROPERTY MANAGEMENT
20125 COMMERCIAL BLVD. #1000
ROGERS, MN 55374-
AGREEMENT AND SWORN STATEMENT
I agree that the work will be conducted in conformance with
the ordinances of the City of Monticello and with the
Minnesota State Building Code. I understand that the work
will be in accordance with the plan that has been approved by
the Building Official. I agree that any damage caused to
public property including but not limited to curb, sidewalk,
public utilities and signs will be repaired at my expense.
Applicant
Date
Bldg Official Date
BUILDING PERMIT FEE 340.53
PLAN REVIEW 221.34
STATE SURCHARGE, BLDG VAL 10.00
TOTAL 571.87
Payment(s)
CHECK 35105619 571.87
SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE.
C' i F
No.
4 Montice-ho
SAFETY' J I L D I ', C
COMMERCIAL / INTDUSTRi A L BU 5 LDING PERMT APPLICATION
505 Walnut Street, Suite 41 !Monticello, NIN 55362 Phone: 763-295-3060 Fax: 763-295-4404
SITE ADDRFSS
DLS:'RIPTION
L01 BLOCK Pf D.0NkIBFR P
1, A I (,,) ZONDED c- OWN
ER (Name) (Addrcs- ivl)
U3 I' C LQ -A\ —) I--- -
I -- - — — - - -- - - — - OWNER'
S E-MAIL ADDRESS: (Tel. No.) row
CONTRACTOR (
Name) (Address) CON'
TWXC MRIS LICENSE N1'.NI!31-,-R (IFAPPIACAM,E) ARCPiTECT (
Name) ARCHI
c ECT'S E-NIAILADDRLSS Tel.
No.) Address) —
Tel.
No.) EINGINTFR (
Name) (Address) ENGINV ,
ER'S E-Mall, ADDR!-SS: (Tel. No.) T
L C-)) c3 V. c o v - - 4 3 w - 73 DESCRIPTIWI
OF — VORK:
PR
tA c) 0c,
TYPE OF WORK (Please Circle One)
New
lAddition
Alteration
Repair
Move
Other
ADDITIONAL INFORMATION
Valuation: 0 0 o 0
Construction Type:
Occupancy Group:
Square Footage:
of Stories:
Maximum Occupancy
T'%' PE OF CONSTRUCTION (Please Circle One)
Commercial
Industrial
Institutional
Multi-Famil\
Other iQ P_ CQ
Fire Suppression: Yes No
ESTIMATED VALUE OF CONSTRUCTIOy%
MISC. NOTES:
I hereby apply for a permit for construction as described and acknowledge that the information I have
provided above is complete and accurate. I agree that the work will be conducted in conformance with
the ordinances of the City of Monticello and with the Laws of the State of Minnesota; and that I under-
stand that this application is not a permit and that the work is not to start without a permit. I further un-
derstand that the work will be in accordance with the plan that has been approved by the Building Offi-
cial. I agree that any damage caused to public property including but not limited to curb, sidewalk, pub -
tic utilities and signs wi'l be repaired at my expense.
Applicant Signature
Print Name i Title X Q V1 T
Date 0 LI
Approved by Building Official
Date Approved.
CITY OF
COMMERCIAL & INDUSTRIAL PLANlontiO
SUBMISSION MATRIX
Project Title: Department Distribution
Project Address:
All plans subitritted for review must be 24"x36" size
3
E
t
a
Arch D)) or smaller. Larger plans will not be accepted. x
tl; y
4
n
o
PROJECT TYPE b
Check one C w v w
New Building Construction 2 1 1 ( la I la
Building Addition 2 1 1 I P, I la
Interior Remodel/Interior Tenant Build -out (no exterior site work)
2 I 1 0 0 I 0
Interior Remodel/Interior Tenant Build -out (,with exterior site work.
e.g.: parking lot improvements/expansion, utility changes)
2 1 1 la la
Building Demolition 23 I 0 0 13 I la
I I Site work (parking lot expansion, grading/drainage, etc.) 0 j 1 1 1 I 1
New Exterior Signage (Wall, monument, pylon, etc) 2 O l 0( 0
Mechanical (I-IVAC) permit 12
i
0 0 0 I 0
Plumbing permit (more than 3 fixtures must be reviewed by the state')
i
2b 0I 0 0 I 0
Fire Sprinkler or Alarm permit 0 I 3 0 0 0
4
V"
Footnotes:
a Civil plans only. Building plans not needed.
b. Plumbing projects with more than 3 plumbing fixtures must be submitted to the state for review prior to permit issuance. Basic plumbing
fixture plans may be required with some building permit applications for calculating future counts and SAC charges.
c. Site plans with survey required for monument and pylon type signs
d. "Civil Plans" include; site plans, landscape plans, surveys, etc. as needed.
Office use only
Date submitted:
Distributed by
Plan review submission matrix v2 Feb2014 (2).docx
Subject:
Carrier Designation:
Crown Castle Designation:
Engineering Firm Designation
Site Data:
Dear Randy Wofford,
BLACKOEATCH
Date: September 08, 2015 Building a World of difference,
Randy Wofford Black & Veatch Corp.
Crown Castle -10950 Grandview Drive
1500 Corporate Drive & erland Park, KS 66210
Canonsburg, PA 15317 (413) 458-7245
MNL01146
MONTICELLO II
Structural Analysis Report
AT&T Mobility Co -Locate
Carrier Site Number:
Carrier Site Name:
Crown Castle BU Number:
Crown Castle Site Name:
Crown Castle JDE Job Number:
Crown Castle Work Order Number:
Crown Castle Application Number:
Black & Veatch Corp. Project Number:
878532
F1/MONTICELLO/
FULFILLMENT SYST
345755
1115244
306327 Rev. 2
406 East 7th Street, Monticello, Wright County, MN
Latitude 45' 17' 53.22", Longitude -930 47' 32.84"
159 Foot - Monopole Tower
Black & Veatch Corp. is pleased to submit this "Structural Analysis Report" to determine the structural
integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle
Structural `Statement of Work' and the terms of Crown Castle Purchase Order Number 823065, in accordance
with application 306327, revision 2.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we
have determined the tower stress level for the structure and foundation, under the following load case, to be:
LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity
Note: See Table I and Table II for the proposed and existing/reserved loading, respectively.
This analysis has been performed in accordance with the 2012 International Building Code based upon an
ultimate 3-second gust wind speed of 115 mph converted to a nominal 3-second gust wind speed of 89 mph per
section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1.
Exposure Category C with a maximum topographic factor, Kzt, of 1.00 and Risk Category II were used in this
analysis. Seismic forces have been evaluated based on Site Class D with spectral response factors SS of
0.053g and S, of 0.025g.
We at Black & Veatch Corp. appreciate the opportunity of providing our continuing professional services to you
and Crown Castle. If you have any questions or need further assistance on this or any other projects please
give us a call.
Structural analysis prepared by: Waraporn Kongrawd
Respectfully submitted by:
Patrick H. Doyle, P.E.
Professional Engineer
tnxTower Report - version 6.1.4.1
I hereby certify that this plan,
specification, or report was
prepared by me or under my
direct supervision and that I am
a duly Licensed Professional
Engineer under the laws of the
State of Minnesota.
P.H. DOYLE_----__-/
Date: 09/09/15
License #46965, Exp. 6/16
159 Ft Monopole Tower Structural Analysis
Project Number 182896, Application 306327, Revision 2
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2 - Existing and Reserved Antenna and Cable Information
Table 3 - Design Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
4.1) Wind Results
Table 5 - Section Capacity (Summary)
Table 6 - Tower Components vs. Capacity
4.2) Seismic Results
4.3) Recommendations
5) APPENDIX A-1 WIND
tnxTower Output
Additional Calculations
6) APPENDIX A-2- SEISMIC
tnxTower Output
Additional Calculations
7) APPENDIX B
Base Level Drawing
September 08, 2015
CCI BU No 878532
Page 2
tnxTower Report - version 6.1.4.1
159 Ft Monopole Tower Structural Analysis
Project Number 182896, Application 306327, Revision 2
1) INTRODUCTION
September 08, 2015
CCI BU No 878532
Page 3
This tower is a 159 ft Monopole tower designed by Engineered Endeavors, Inc. in April of 2003. The tower was
originally designed for a wind speed of 85 mph per TIA/EIA-222-F.
The tower has been modified per reinforcement drawings prepared by GPD Associates, in April of 2008.
Reinforcement consists of addition of stiffener plates to existing base plate.
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G
Structural Standard for Antenna Supporting Structures and Antennas using a 3-second gust wind speed of 89
mph with no ice, 50 mph with 0.75 inch ice thickness and 60 mph under service loads, exposure category C with
topographic category 1 and crest height of 0 feet. Seismic forces have been evaluated based on Site Class D
with spectral response factors SS of 0.053g and S, of 0.025g.
Table 1 - Proposed Antenna and Cable Information
Center
Mounting Line
Number
Antenna
Level (ft) Elevation
of
Antennas
Manufacturer
ft)
130.0 130.0 I 1 alcatel lucent
3 alcatel lucent
3 alcatel lucent
117.0 120.0 6 cci antennas
3 raycap
1 raycap
Notes:
1) See Appendix B for proposed coax configuration
Antenna Model
1 95MPR11-C128F40-220
RRH AWS
RRH4X25-WCS
HPA-65R-BUU-H8 w/
Mount Pipe
DC2-48-60-0-9E
FC12-PC6-10E
Table 2 - Existing and Reserved Antenna and Cable Information
Number Feed
of Feed Line Note
Lines Size (in)
2 3/8
3
1
13/16
Center
Mounting Line
Number
Antenna
Number Feed
Level (ft) Elevation
of
Manufacturer
Antenna Model of Feed Line Note
ft)
Antennas Lines Size (in)
2 SBCHH-1 D90B w/ Mount
commscope I Pipe
2
2 alpha wireless Itd AW3266 w/ Mount Pipe
1
kmw ET-X-TS-70-16-62-18-iR-
communications RD w/ Mount Pipe
1
kmw ET-X-WM-18-65-8P w/
communications Mount Pipe
157.0 157.0 3 samsung
telecommunications
2.5GHz RRH-V3
3 7/8 1
3 samsung OPTIC FIBER JUNCTION
I telecommunications CYLINDER
3 samsung I POWER JUNCTION
telecommunications CYLINDER
3samsug I RRH-C2A WEXT FILTER
i telecommunications
3 samsung RRH-P4
tnxTower Report - version 6.1.4.1
September 08, 2015
159 Ft Monopole Tower Structural Analysis CC/ BU No 878532
Project Number 182896, Application 306327, Revision 2 Page 4-
Center
Number Number Feed
Mounting Line
of
Antenna
Antenna Model of Feed Line Note
Level (ft) Elevation
Antennas
Manufacturer
Lines Size (in)
ft)
telecommunications
1 tower mounts I T-Arm Mount [TA 601-3]
6 andrew ECC1920-VPUB
3 I andrew ETW20OVS12UB
6 andrew
TMBXX-6517-A2M w/
Mount Pipe
140.0 1 andrew VHLP2-11 12 1-5/8
137.0 I 1 andrew VHLP2-18 2 3/8
1
3 nokia FRIG i
2 nokia FXFB
1 raycap ASU9338TYP01
137.0 1 tower mounts Platform Mount [LP 303-1] 1
I 1 andrew I VHLPX4-11
130.0 130.0 1 3/8 1
1 tower mounts Pipe Mount [PM 601-1]
i
3 alcatel lucent RRH-2X40W-700-MHZ
6 andrew I 641280-DF
3 powerwave RA21.7770.00 w/ Mount
12 1-5/8 1
technologies Pipe
3 raycap DC2-48-60-0-9E
117.0
120.0 I 1 raycap FC12-PC6-10E
i
6 I andrew 641280-DF
3 powerwave IP65-17-XLH-RR w/ Mount
3 1/2
technologies Pipe
2 3/
2
3
3 I powerwave RA21.7770.00 w/ Mount
technologies Pipe
j 117.0 1 cci tower mounts JPIatform Mount [LP 701-1] 1
Notes:
1) Existing Equipment
2) Reserved Equipment
3) Equipment To Be Removed and Not Considered in This Analysis
Table 3 - Design Antenna and Cable Information
Mounting
Center
Line
i Number
Antenna
Number Feed
Level (ft) Elevation
of
Manufacturer
Antenna Model of Feed Line
ft)
Antennas Lines Size (in)
160 160 12 dapa 48000 Panel Antenna-
140 I 140 I 12 dapa 48000 Panel Antenna-
120 120 12 dapa 48000 Panel Antenna I -
1 100 100 12 I dapa 48000 Panel Antenna
80 80 I 12 dapa 48000 Panel Antenna
tnxTower Report - version 6.1.4.1
159 Ft Monopole Towner Structural Analysis
Project Number 182896, Application 306327, Revision 2
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
Document
4-GEOTECHNICAL REPORTS
4-TOWER FOUNDATION
DRAWINGS/DESIGN/SPECS
4-TOWER MANUFACTURER
DRAWINGS
4-TOWER REINFORCEMENT
DESIGN/DRAWINGS/DATA
4-TOWER STRUCTURAL
ANALYSIS REPORTS
4-TOWER STRUCTURAL
ANALYSIS REPORTS
3.1) Analysis Method
Remarks
Terracon
Engineered Endeavors, Inc.
Engineered Endeavors, Inc.
GPD Associates
Jacobs Engineering Group, Inc.
Crown Castle, Inc.
September 08, 2015
CC/ BU No 878532
Page 5
Reference I Source
1504987 I CCISITES
1621567 CCISITES
1617475 1 CCISITES
2231372 1 CCISITES
5392209 1 CCISITES
5755670 1 CCISITES
tnxTower (version 6.1.4.1), a commercially available analysis software package, was used to create a
three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A-1 Wind and Appendix A-2 Seismic.
3.2) Assumptions
1) Tower and structures were built in accordance with the manufacturer's specifications.
2) The tower and structures have been maintained in accordance with the manufacturer's
specification.
3) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings.
4) This analysis was performed under the assumption that all information provided to Black
Veatch is current and correct. This is to include site data, existing/proposed appurtenance
loading, tower/foundation details, and geotechnical data. The existing/proposed loading on the
structure is based on CAD level drawings and carrier applications provided by the owner. If any
of this information is not current and correct, this report should be considered obsolete and
further analysis will be required.
This analysis may be affected if any assumptions are not valid or have been made in error. Black &
Veatch Corp. should be notified to determine the effect on the structural integrity of the tower.
tnxTower Report - version 6.1.4.1
159 Ft Monopole Tower Structural Analysis
Project Number 182896, Application 306327, Revision 2
4) ANALYSIS RESULTS
4.1) Wind Results
Table 5 - Section Capacity (Summary)
Section I Elevation (ft) I Component Size
TP21.29x16x0.188
Critical
Element
1
87.84 2
L3 187.84 - 43.29 I Pole I TP38.81x28.829x0.313 I 3
L4 I 43.29 - 0 I Pole I TP47x37.078x0.375 I 4
I I I I I
Table 6 - Tower Component Stresses vs. Capacity - LC7
Notes I Component I Elevation (ft)
1 I Anchor Rods
0
Base Plate
Base Foundation
Base Foundation 0
Soil Interaction
Structure Rating (max from all components) =
September 08, 2015
CC/ BU No 878532
Page 6
P (K) I SF*P_allowl % I Pass / FailK) Capacity
4.379 1883.681 30.5 I Pass
14.102 1644.420 87.2 Pass
22.532 12620.030 I 92.4 Pass
35.561 13872.090 I 84.1 I Pass
Summary
Pole ((1-3)3) I 92.4 I Pass
Rating = I 92.4 I Pass
Capacity I Pass / Fail
87.6 I Pass
32.8 Pass
72.7 I Pass
34.0 Pass
1 92.4%
Notes:
1) See additional documentation in "Appendix A-1 Wind" for calculations supporting the % capacity consumed.
4.2) Seismic Results
Tower and foundation have been analyzed based on the seismic criteria outlined in section 2 of this
report. Based on the analysis, seismic loading is not governing the tower and foundation stress. Wind
loading governing the tower and foundation stress.
4.3) Recommendations
The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No
modifications are required at this time.
tnxTower Report -version 6.1.4.1
1 92.4%
Notes:
1) See additional documentation in "Appendix A-1 Wind" for calculations supporting the % capacity consumed.
4.2) Seismic Results
Tower and foundation have been analyzed based on the seismic criteria outlined in section 2 of this
report. Based on the analysis, seismic loading is not governing the tower and foundation stress. Wind
loading governing the tower and foundation stress.
4.3) Recommendations
The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No
modifications are required at this time.
tnxTower Report -version 6.1.4.1
159 Ft Monopole Tower Structural Analysis
Project Number 182896, Application 306327, Revision 2
APPENDIX A-1 WIND
TNXTOWER OUTPUT & ADDITIONAL CALCULATIONS
September 08, 2015
CC/ BU No 878532
Page 7
tnxTower Report - version 6.1.4
159 0 (t
DESIGNED APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATION
o.. o o m Lightning Rad 1/2" x 7 159 Pipe Mount 2 z 5' 1137o ' 0
2' x 2" Pipe Mount 159 Pipe Mount 2 x 5' 137
i SBCHH iD90B w/ Mount Pipe 157 Pipe Mount 2 x 5 137
RRH-C2A w/EXT FILTER • 157 Pipe Mount 2 x 5 137
RRH-P4 157 Pipe Mount 2 x 5 137
AW3266 / Mount Pipe 157 tPlatform Mount [LP 303-11 137
2 5GHz RRH-V3 1157 VHLP2-11 137
1334 ft
POWER JUNCTION CYLINDER }157 VHLP2 18 137
OPTIC FIBER JUNCTION 157 Pipe Mount [PM 601-11 130
CYLINDER -.-. - -. 95MPR11-C128F40-220 130.
ET-X-TS-70-16-62-18-iR-RD w/ 157 VHLPX4-11 130
Mount Pipe .
2 5" x 14' Flat Handra 1 117
RRH-P4-...-.. 1157. . Platform Mount ILP 701-11 117 .,
RRH-C2A w/EXT FILTER 157
HPA-65R-BUU-H8 wl Mount Pipe I117ET-X-WM-18-65-8P w/ Mount Pipe 157
HPA-65R-BUU HB w/ Mount Ppe 117
i POWER JUNCTION CYLINDER 157
RA21 7770 00 w/ Mount P peAl 117
2 5GHzRRH-V3 157
RRH-2X40W 700 MHZ 117
IBER JUNCTION 1571 117COPTICYLINDCYLINDER .DC2-48-60-0-9E
l j )(2)641280-DF 117
o
o
m n
SBCHH 1D90B w/MountPipe 15-7
DC2-48-60-0-9E
RRH-C2A w/EXT FILTER 157 -.
117
RRH-P4 157 -
RRH4X25-WCS 117
o n IRRH AWS 117
AW3266 I1-. 57
JUNCTION CYLINDER. 157
HPA-65R-BUU H8 wl Mount Pipe 117 -.
POWER
OPTIC FIBER JUNCTION 157
HPA-65R-BUU H8 w/ Mount Pipe 1117
117CYLINDERRA21777000w/ Mount Pipe
I ' 2 5GHz RRH-V3 157 DC2-48-60-0 9E 117
2) Pipe Mount 2 x 6 157 RRH4X25-WCS T117
i
2) Pipe Mount 2 x 6' 157 RRH-2X40W-700-MHZ 117
2) Pipe Mount 2 x 6' — 1157 FC 12-PC6-10E 117 -.
IT -Arm Mount 1601-3[ '157 -RRHAWS 117
A'
2) TMBXX 6517-R2M w/ Mount Pi-1 137 DC2-48-60-0-9E 117
ETW200VS12U6 137 (2)641280-DF 117
L I. 878ft
2) ECC1920-VPUB r 137 HPA-65R-BUU-H8 wl Mount Pipe 117
FRIG 137 HPA-65R-BUU-H8 w/ Mount Pipe
III
r117 _
w FRIGXFB - 137 RA21 7770 00 Mount Pipe 117 -.
I 'r' 4 RRH4X25-WCS2) TMBXX-6517-R2M w/ Mount Pipe 137 S 117
ETW200VS12118 -- 137 FC12 PC6-10E 1117
41172) ECC1920 VPUB 137 - DC2 48-60-0-9E -
FRIG -- - +137 - RRH 2X40W-700-MHZ
FXFB 137 DC2 48-60-0-9E 117
2) T_-M-BXX 6517 R2M 137 RRHAWS - MountPipe
137
117
1 2)641280-DFETW20OVS12U6 117-
o i (2) ECC1920-VPUB -- 137 2 5" x 14' Flat Handrail 117 -- --
m m
FRIG 137 2 5 x 14'Flal Handrail 117
N
N
ASU9338TYPOl +137 2 5' x 14' Flat Handrail 117
MATERIAL STRENGTH
GRADE Fy Fu GRADE Fy
III
Fu
A572-6 80 ksi
TOWER DESIGN NOTES
1. Tower is located in Wright County, Minnesota.
2. Tower designed for Exposure C to the TIA-222-G Standard.
1 3. Tower designed for a 89 mph basic wind inaccordance with the TIA-222-G Standard.
43 3 ft 4. Tower is also designed for a 50 mph basic wind with 0 75 in Ice Ice is considered to
increase In thickness with height.
5. Deflections are based upon a 60 mph wind
6. Tower Structure Class II.
j III 7 Topographic Category 1 with Crest Height of 0.000 ft
8. TOWER RATING. 924%
ALL REACTIONS
Ii AREFACTORED
AXIAL
68 K
m
SHEAR MOMENT
o
9 K / 1114 b ftP
Ill TORQUE 5 kip-ft
50 m h WIND - 0.750 in ICEP
AXIAL
36 K
SHEARI'—- MOMENT
21 K 3086 kip-ft
oon jl
TORQUE 18 kip-ft
N _ REACTIONS - 89 mph WIND
E o a 5,
jc
BLACK & VEATCH
Black & Veatch Corp. F1/MONTICELLO/FULFILLMENT SYST (BU #87853
10950 Grandview Drive Prged.182896 878532.1115244
Building a world of difference: Overland Park, KS 66210 Client CROWN CASTIL Draw, thy Waraporn KongrawAAppd
Phone. (913) 458-7245 Code TIA-222-G Date 09/07/15 scale NTS
FAX: (913) 458-8136 Path, Dwg No. E-1
September 08, 2015
159 Ft Monopole Tower Structural Analysis CC/ BU No 878532
Project Number 182896, Application 306327, Revision 2 Page 8
Tower Input Data
There is a pole section.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
2) Tower is located in Wright County, Minnesota.
3) Basic wind speed of 89 mph.
4) Structure Class II.
5) Exposure Category C.
6) Topographic Category 1.
7) Crest Height 0.000 ft.
8) Nominal ice thickness of 0.750 in.
9) Ice thickness is considered to increase with height.
10) Ice density of 56.000 pcf.
11) A wind speed of 50 mph is used in combination with ice.
12) Temperature drop of 50.000 *F.
13) Deflections calculated using a wind speed of 60 mph.
14) A non -linear (P-delta) analysis was used.
15) Pressures are calculated at each section.
16) Stress ratio used in pole design is 1.
17) 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
4 Use Code Stress Ratios
4 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
1 Assume Rigid Index Plate
l Use Clear Spans For Wind Area
Use Clear Spans For KUr
Retension Guys To Initial Tension
4 Bypass Mast Stability Checks
4 Use Azimuth Dish Coefficients
4 Project Wind Area of Appurt.
Autocalc Torque Arm Areas
SR Members Have Cut Ends
Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
Use TIA-222-G Tension Splice
Capacity Exemption
Treat Feedline Bundles As Cylinder
Use ASCE 10 X-Brace Ly Rules
Calculate Redundant Bracing Forces
Ignore Redundant Members in FEA
SR Leg Bolts Resist Compression
All Leg Panels Have Same Allowable
Offset Girt At Foundation
V Consider Feedline Torque
Include Angle Block Shear Check
Poles
q Include Shear -Torsion Interaction
Always Use Sub -Critical Flow
Use Top Mounted Sockets
Tapered Pole Section Geometry
Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
ft ft ft Sides in in in in
L1 159.000- 25.580 3.170 18 16.000 21.290 0.188 0.750 A572-65
133.420 65 ksi)
L2 133.420- 48.750 4.330 18 20.259 30.213 0.250 1.000 A572-65
87.840 65 ksi)
L3 87.840-43.290 48.880 5.420 18 28.829 38.810 0.313 1.250 A572-65
65 ksi)
L4 43.290-0.000 48.710 18 37.078 47.000 0.375 1.500 A572-65
65 ksi)
tnxTower Report - version 6.1.4.1
159 Ft Monopole Tower Structural Analysis
Project Number 182896, Application 306327, Revision 2
Tapered Pole Properties
Section Tip Dia. Area I r C I/C J It/Q
in in2 in° in in in3 it 4 in2
L1 16.247 9.410 297.267 5.613 8.128 36.573 594.926 4.706
21.618 12.559 706.557 7.491 10.815 65.329 1414.044 6.281
L2 21.229 15.877 803.136 7.103 10.292 78.037 1607.328 7.940
30.679 23.776 2696.747 10.637 15.348 175.704 5397.043 11.890
L3 30.171 28.285 2905.891 10.123 14.645 198.421 5815.606 14.145
39.409 38.185 7149.768 13.667 19.715 362.647 14308.945 19.096
L4 38.771 43.686 7435.147 13.030 18.836 394.736 14880.077 21.847
47.725 55.495 15241.657 16.552 23.876 638.367 30503.369 27.753
Tower Gusset
Elevation Area
per face)
ft ft
L1 159.000-
133.420
L2 133.420-
87.840
L3 87.840-
43.290
L4 43.290-
0.000
September 08, 2015
CC/ BU No 878532
Page 9
w WA
in
2.486 13.259
3.417 18.224
3.126 12.503
4.877 19.51
4.524 14.476
6.281 20.098
5.866 15.642
7.612 20.299
Gusset Gusset GradeAdjust. Factor Adjust. Weight Mu/t. Double Angle Double Angle
Thickness Ar Factor Stitch Bolt Stitch Bolt
Ar Spacing Spacing
Diagonals Horizontals
in in in
1 1 1
1 1 1
1 1 1
1 1 1
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Secto Component Placement Total Number Start/En Width or Perimete Weight
r Type Number Per Row d Diamete r
ft Position r klf
in in
Safety Line 3/8 C Surface Ar 159.000 - 8.000 1 1 0.000 0.375 0.000
CaAa) 0.000
LDF5-50A(7/8") B Surface Ar 157.000 - 8.000 3 3 0.250 1.090 0.000
CaAa) 0.300
AVA7-50(1-5/8) B Surface Ar 137.000 - 8.000 12 6 0.500 2.010 0.001
CaAa) 0.250
FSJ2-50(3/8") C Surface Ar 137.000 - 8.000 2 1 0.250 0.425 0.000
CaAa) 0.240
Feed Line/Linear Appurtenances Entered As Area
Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
Leg ft ft2/ft k/f
LDF2-50(3/8") C No Inside Pole 130.000 - 4.000 1 No Ice 0.000 0.000
1/2" Ice 0.000 0.000
1" Ice 0.000 0.000
LDF7-50A(1-5/8") C No Inside Pole 117.000 - 4.000 12 No Ice 0.000 0.001
1/2" Ice 0.000 0.001
1" Ice 0.000 0.001
PWRT-608-5( 13/16") C No Inside Pole 117.000 - 4.000 3 No Ice 0.000 0.001
1/2" Ice 0.000 0.001
1" Ice 0.000 0.001
FB-L98B-034- C No Inside Pole 117.000 - 4.000 2 No Ice 0.000 0.000
XXXXXX(3/8") 1/2" Ice 0.000 0.000
1" Ice 0.000 0.000
tnxTower Report - version 6.1.4.1
159 Ft Monopole Tower Structural Analysis
Project Number 182896, Application 306327, Revision 2
Feed Line/Linear Appurtenances Section Areas
September 08, 2015
CC/ BU No 878532
Page 10
Tower Tower Face AR AF CAAA CAAA Weight
Sectio Elevation In Face Out Face
n ft ft2 ft2 ft2 ft2 K
L1 159.000-133.420 A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 12.028 0.000 0.053
C 0.000 0.000 1.111 0.000 0.006
D 0.000 0.000 0.000 0.000 0.000
L2 133.420-87.840 A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 69.874 0.000 0.428
C 0.000 0.000 3.646 0.000 0.365
D 0.000 0.000 0.000 0.000 0.000
L3 87.840-43.290 A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 68.295 0.000 0.418
C 0.000 0.000 3.564 0.000 0.546
D 0.000 0.000 0.000 0.000 0.000
L4 43.290-0.000 A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 54.100 0.000 0.331
C 0.000 0.000 2.823 0.000 0.480
D 0.000 0.000 0.000 0.000 0.000
Feed Line/Linear Appurtenances Section Areas - With Ice
Tower Tower Face Ice AR AF CAAA CAAA Weight
Sectio Elevation or Thickness In Face Out Face
n ft Leg in ft2 ft2 ft2 ft2 K
L1 159.000-133.420 A 1.740 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 26.850 0.000 0.370
C 0.000 0.000 11.259 0.000 0.154
D 0.000 0.000 0.000 0.000 0.000
L2 133.420-87.840 A 1.691 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 126.998 0.000 2.122
C 0.000 0.000 35.371 0.000 0.989
D 0.000 0.000 0.000 0.000 0.000
L3 87.840-43.290 A 1.605 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 123.039 0.000 2.023
C 0.000 0.000 33.700 0.000 1.126
D 0.000 0.000 0.000 0.000 0.000
L4 43.290-0.000 A 1.439 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 95.948 0.000 1.533
C 0.000 0.000 25.482 0.000 0.898
D 0.000 0.000 0.000 0.000 0.000
Feed Line Center of Pressure I
Section Elevation CPX CPZ CPX CPZ
Ice Ice
ft in in in in
L1 159.000-133.420 0.067 0.483 0.378 0.578
L2 133.420-87.840 0.613 1.096 0.159 1.111
L3 87.840-43.290 0.658 1.193 0.180 1.317
L4 43.290-0.000 0.585 1.071 0.189 1.314
Shielding Factor Ka
tnxTower Report - version 6.1.4.1
159 Ft Monopole Tower Structural Analysis
Project Number 182896, Application 306327, Revision 2
Tower Feed Line
Section Record No.
L1 1
L1 3
L1 5
L1 6
L2 1
L2 3
L2 5
L2 6
L3 1
L3 3
L3 5
L3 6
Description Feed Line K. Kg
Segment No Ice Ice
Elev.
Safety Line 3/8 133.42- 1.0000 1.0000
159.00
LDF5-50A(7/8") 133.42- 1.0000 1.0000
157.00
AVA7-50(1-5/8) 133.42- 1.0000 1.0000
137.00
FSJ2-50(3/8") 133.42- 1.0000 1.0000
137.00
Safety Line 3/8 87.84- 1.0000 1.0000
133.42
LDF5-50A(7/8") 87.84- 1.0000 1.0000
133.42
AVA7-50(1-5/8) 87.84- 1.0000 1.0000
133.42
FSJ2-50(3/8") 87.84- 1.0000 1.0000
133.42
Safety Line 318 43.29 - 1.0000 1.0000
87.84
LDF5-50A(7/8") 43.29 - 1.0000 1.0000
87.84
AVA7-50(1-5/8) 43.29 - 1.0000 1.0000
87.84
FSJ2-50(3/8") 43.29 - 1.0000 1.0000
87.84
Discrete Tower Loads
September 08, 2015
CC/ BU No 878532
Page 11
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft2 ft2 K
ft
ft
Lightning Rod 1/2" x 7' C From Leg 4.000 0.000 159.000 No Ice 0.350 0.350 0.031
0.000 1/2" 1.063 1.063 0.035
3.500 Ice 1.792 1.792 0.044
1" Ice
2' x 2" Pipe Mount C From Leg 4.000 0.000 159.000 No Ice 0.026 0.026 0.007
0.000 1/2" 0.056 0.056 0.008
0.000 Ice 0.097 0.097 0.009
1" Ice
SBCHH-1 D90B w/ Mount A From Leg 4.000 40.000 157.000 No Ice 8.615 7.084 0.076
Pipe 2.000 1/2" 9.272 8.275 0.145
0.000 Ice 9.896 9.188 0.222
1" Ice
RRH-C2A WEXT FILTER A From Leg 4.000 40.000 157.000 No Ice 3.087 5.542 0.052
2.000 1/2" 3.346 5.859 0.090
0.000 Ice 3.613 6.185 0.132
1" Ice
RRH-P4 A From Leg 4.000 40.000 157.000 No Ice 3.191 2.075 0.060
2.000 1/2" 3.439 2.292 0.083
0.000 Ice 3.696 2.517 0.109
1" Ice
AW3266 w/ Mount Pipe A From Leg 4.000 40.000 157.000 No Ice 6.559 3.950 0.056
2.000 1/2" 7.071 4.708 0.103
0.000 Ice 7.579 5.403 0.157
1" Ice
2.5GHz RRH-V3 A From Leg 4.000 40.000 157.000 No Ice 2.803 1.424 0.060
2.000 1/2" 3.028 1.590 0.081
tnxTower Report - version 6.1.4.1
September 08, 2015
159 Ft Monopole Tower Structural Analysis CC/ BU No 878532
Project Number 182896, Application 306327, Revision 2 Page 12
Description Face Offset Onsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft It ft2 ft2 K
ft
ft
0.000 Ice 3.262 1.765 0.105
1" Ice
POWER JUNCTION A From Leg 4.000 40.000 157.000 No Ice 0.426 0.426 0.003
CYLINDER 2.000 1/2" 0.528 0.528 0.007
0.000 Ice 0.638 0.638 0.013
1" Ice
OPTIC FIBER JUNCTION A From Leg 4.000 40.000 157.000 No Ice 0.447 0.447 0.002
CYLINDER 2.000 1/2" 0.552 0.552 0.006
0.000 Ice 0.666 0.666 0.012
1" Ice
ET-X-TS-70-16-62-18-iR- B From Leg 4.000 75.000 157.000 No Ice 8.704 6.487 0.068
RD w/ Mount Pipe 2.000 1/2" 9.367 7.687 0.134
0.000 Ice 10.000 8.618 0.209
1" Ice
RRH-P4 B From Leg 4.000 75.000 157.000 No Ice 3.191 2.075 0.060
2.000 1/2" 3.439 2.292 0.083
0.000 Ice 3.696 2.517 0.109
1" Ice
RRH-C2A WEXT FILTER B From Leg 4.000 75.000 157.000 No Ice 3.087 5.542 0.052
2.000 1/2" 3.346 5.859 0.090
0.000 Ice 3.613 6.185 0.132
1" Ice
ET-X-WM-18-65-8P w/ B From Leg 4.000 75.000 157.000 No Ice 7.354 4.431 0.059
Mount Pipe 2.000 1/2" 7.917 5.324 0.111
0.000 Ice 8.464 6.081 0.171
1" Ice
POWER JUNCTION B From Leg 4.000 75.000 157.000 No Ice 0.426 0.426 0.003
CYLINDER 2.000 1/2" 0.528 0.528 0.007
0.000 Ice 0.638 0.638 0.013
1" Ice
2.5GHz RRH-V3 B From Leg 4.000 75.000 157.000 No Ice 2.803 1.424 0.060
2.000 1/2" 3.028 1.590 0.081
0.000 Ice 3.262 1.765 0.105
1" Ice
OPTIC FIBER JUNCTION B From Leg 4.000 75.000 157.000 No Ice 0.447 0.447 0.002
CYLINDER 2.000 1/2" 0.552 0.552 0.006
0.000 Ice 0.666 0.666 0.012
1" Ice
SBCHH-1D90B w/ Mount C From Leg 4.000 90.000 157.000 No Ice 8.615 7.084 0.076
Pipe 2.000 1/2" 9.272 8.275 0.145
0.000 Ice 9.896 9.188 0.222
1" Ice
RRH-C2A WEXT FILTER C From Leg 4.000 90.000 157.000 No Ice 3.087 5.542 0.052
2.000 1/2" 3.346 5.859 0.090
0.000 Ice 3.613 6.185 0.132
1" Ice
RRH-P4 C From Leg 4.000 90.000 157.000 No Ice 3.191 2.075 0.060
2.000 1/2" 3.439 2.292 0.083
0.000 Ice 3.696 2.517 0.109
1" Ice
AW3266 C From Leg 4.000 90.000 157.000 No Ice 6.321 2.622 0.035
2.000 1/2" 6.759 2.964 0.068
0.000 Ice 7.206 3.313 0.106
1" Ice
POWER JUNCTION C From Leg 4.000 90.000 157.000 No Ice 0.426 0.426 0.003
CYLINDER 2.000 1/2" 0.528 0.528 0.007
0.000 Ice 0.638 0.638 0.013
1" Ice
OPTIC FIBER JUNCTION C From Leg 4.000 90.000 157.000 No Ice 0.447 0.447 0.002
CYLINDER 2.000 1/2" 0.552 0.552 0.006
0.000 Ice 0.666 0.666 0.012
1" Ice
2.5GHz RRH-V3 C From Leg 4.000 90.000 157.000 No Ice 2.803 1.424 0.060
2.000 1/2" 3.028 1.590 0.081
0.000 Ice 3.262 1.765 0.105
tnxTower Report - version 6.1.4.1
159 Ft Monopole Tower Structural Analysis
Project Number 182896, Application 306327, Revision 2
September 08, 2015
CC/ BU No 878532
Page 13
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Hoe Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft2 ft2 K
ft
ft
1" Ice
2) Pipe Mount 2 x 6' A From Leg 4.000 0.000 157.000 No Ice 1.425 1.425 0.022
0.000 1/2" 1.925 1.925 0.033
0.000 Ice 2.294 2.294 0.048
1" Ice
2) Pipe Mount 2 x 6' B From Leg 4.000 0.000 157.000 No Ice 1.425 1.425 0.022
0.000 1/2" 1.925 1.926 0.033
0.000 Ice 2.294 2.294 0.048
1" Ice
2) Pipe Mount 2 x 6' C From Leg 4.000 0.000 157.000 No Ice 1.425 1.425 0.022
0.000 1/2" 1.925 1.925 0.033
0.000 Ice 2.294 2.294 0.048
1" Ice
T-Arm Mount [TA 601-3] C None 0.000 157.000 No Ice 10.900 10.900 0.726
1/2" 14.650 14.650 0.926
Ice 18.400 18.400 1.125
1" Ice
2) TMBXX-6517-R2M w/ A From Face 4.000 35.000 137.000 No Ice 8.976 6.963 0.071
Mount Pipe 0.000 1/2" 9.647 8.182 0.140
3.000 Ice 10.291 9.144 0.218
1" Ice
ETW200VS12UB A From Face 4.000 35.000 137.000 No Ice 0.472 0.190 0.011
6.000 1/2" 0.567 0.255 0.015
3.000 Ice 0.670 0.329 0.019
1" Ice
2) ECC1920-VPUB A From Face 4.000 35.000 137.000 No Ice 0.539 0.207 0.008
0.000 1/2" 0.640 0.279 0.012
3.000 Ice 0.750 0.359 0.017
1" Ice
FRIG A From Face 4.000 35.000 137.000 No Ice 2.793 1.103 0.057
6.000 1/2" 3.018 1.268 0.075
3.000 Ice 3.252 1.443 0.095
1" Ice
FXFB A From Face 4.000 35.000 137.000 No Ice 4.128 1.123 0.055
6.000 1/2" 4.400 1.304 0.077
3.000 Ice 4.681 1.493 0.103
1" Ice
2) TMBXX-6517-R2M w/ B From Face 4.000 35.000 137.000 No Ice 8.976 6.963 0.071
Mount Pipe 0.000 1/2" 9.647 8.182 0.140
3.000 Ice 10.291 9.144 0.218
1" Ice
ETW200VS12UB B From Face 4.000 35.000 137.000 No Ice 0.472 0.190 0.011
6.000 1/2" 0.567 0.255 0.015
3.000 Ice 0.670 0.329 0.019
1" Ice
2) ECC1920-VPUB B From Face 4.000 35.000 137.000 No Ice 0.539 0.207 0.008
0.000 1/2" 0.640 0.279 0.012
3.000 Ice 0.750 0.359 0.017
1" Ice
FRIG B From Face 4.000 35.000 137.000 No Ice 2.793 1.103 0.057
6.000 1/2" 3.018 1.268 0.075
3.000 Ice 3.252 1.443 0.095
1" Ice
FXFB B From Face 4.000 35.000 137.000 No Ice 4.128 1.123 0.055
6.000 1/2" 4.400 1.304 0.077
3.000 Ice 4.681 1.493 0.103
1" Ice
2) TMBXX-6517-R2M w/ C From Face 4.000 45.000 137.000 No Ice 8.976 6.963 0.071
Mount Pipe 0.000 1/2" 9.647 8.182 0.140
3.000 Ice 10.291 9.144 0.218
1" Ice
ETW200VS12UB C From Face 4.000 45.000 137.000 No Ice 0.472 0.190 0.011
6.000 1/2" 0.567 0.255 0.015
3.000 Ice 0.670 0.329 0.019
tnxTower Report - version 6.1.4.1
September 08, 2015
159 Ft Monopole Tower Structural Analysis CC/ BU No 878532
Project Number 182896, Application 306327, Revision 2 Page 14
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft2 ft2 K
ft
ft
1" Ice
2) ECC1920-VPUB C From Face 4.000 45.000 137.000 No Ice 0.539 0.207 0.008
0.000 1/2" 0.640 0.279 0.012
3.000 Ice 0.750 0.359 0.017
1" Ice
FRIG C From Face 4.000 45.000 137.000 No Ice 2.793 1.103 0.057
6.000 1/2" 3.018 1.268 0.075
3.000 Ice 3.252 1.443 0.095
1" Ice
ASU9338TYP0l C From Face 4.000 45.000 137.000 No Ice 3.737 1.155 0.019
6.000 1/2" 3.996 1.329 0.040
3.000 Ice 4.263 1.512 0.065
1" Ice
Pipe Mount 2 x 5' A From Face 4.000 0.000 137.000 No Ice 1.188 1.188 0.022
0.000 1/2" 1.496 1.496 0.031
0.000 Ice 1.807 1.807 0.044
1" Ice
Pipe Mount 2 x 5' B From Face 4.000 0.000 137.000 No Ice 1.188 1.188 0.022
0.000 1/2" 1.496 1.496 0.031
0.000 Ice 1.807 1.807 0.044
1" Ice
Pipe Mount 2 x 5' C From Face 4.000 0.000 137.000 No Ice 1.188 1.188 0.022
0.000 1/2" 1.496 1.496 0.031
0.000 Ice 1.807 1.807 0.044
1" Ice
Pipe Mount 2 x 5' A From Face 4.000 0.000 137.000 No Ice 1.188 1.188 0.022
2.000 1/2" 1.496 1.496 0.031
0.000 Ice 1.807 1.807 0.044
1" Ice
Pipe Mount 2 x 5' B From Face 4.000 0.000 137.000 No Ice 1.188 1.188 0.022
2.000 1/2" 1.496 1.496 0.031
0.000 Ice 1.807 1.807 0.044
Platform Mount [LP 303-1] C None 0.000
Pipe Mount [PM 601-1] C From Leg 0.500 0.000
0.000
0.000
95MPR11-C128F40-220 C From Leg 1.000 47.000
0.000
0.000
2.5" x 14' Flat Handrail A From Leg 4.000 0.000
0.000
3.000
2.5" x 14' Flat Handrail B From Leg 4.000 0.000
0.000
3.000
2.5" x 14' Flat Handrail C From Leg 4.000 0.000
0.000
3.000
2.5" x 14' Flat Handrail D From Leg 4.000 0.000
0.000
3.000
Platform Mount [LP 701-1] C None 0.000
tnxTower Report - version 6.1.4.1
1" Ice
137.000 No Ice 14.660 14.660
1/2" 18.870 18.870
Ice 23.080 23.080
1" Ice
130.000 No Ice 3.000 0.900
1/2" 3.740 1.120
Ice 4.480 1.340
1" Ice
130.000 No Ice 1.050 0.525
1/2" 1.190 0.636
Ice 1.340 0.756
1" Ice
117.000 No Ice 4.080 0.120
1/2" 5.400 0.360
Ice 6.840 0.720
1" Ice
117.000 No Ice 4.080 0.120
1/2" 5.400 0.360
Ice 6.840 0.720
1" Ice
117.000 No Ice 4.080 0.120
1/2" 5.400 0.360
Ice 6.840 0.720
1" Ice
117.000 No Ice 4.080 0.120
1/2" 5.400 0.360
Ice 6.840 0.720
1" Ice
117.000 No Ice 59.150 59.150
1/2" 71.120 71.120
1.250
1.481
1.713
0.065
0.079
0.093
0.012
0.019
0.028
0.144
0.168
0.200
0.144
0.168
0.200
0.144
0.168
0.200
0.144
0.168
0.200
2.750
3.424
159 Ft Monopole Tower Structural Analysis
Project Number 182896, Application 306327, Revision 2
Description Face Offset Offsets: Azimuth Placement
or Type Hoe Adjustmen
Leg Lateral t
Vert
ft R
ft °
t
HPA-65R-BUU-H8 w/ A From Leg 4.000
Mount Pipe 7.000
3.000
HPA-65R-BUU-H8 w/ A From Leg 4.000
Mount Pipe 3.000
3.000
RA21.7770.00 w/ Mount A From Leg 4.000
Pipe 7.000
3.000
RRH-2X40W-700-MHZ A From Leg 4.000
3.000
3.000
DC2-48-60-0-9E A From Leg 1.000
3.000
3.000
2) 641280-DF A From Leg 4.000
7.000
3.000
DC2-48-60-0-9E A From Leg 1.000
7.000
3.000
RRH4X25-WCS A From Leg 4.000
7.000
3.000
RRH AWS A From Leg 4.000
3.000
3.000
HPA-65R-BUU-H8 w/ B From Leg 4.000
Mount Pipe 7.000
3.000
HPA-65R-BUU-H8 w/ B From Leg 4.000
Mount Pipe 3.000
3.000
RA21.7770.00 w/ Mount B From Leg 4.000
Pipe 7.000
3.000
DC2-48-60-0-9E B From Leg 1.000
7.000
3.000
RRH4X25-WCS B From Leg 4.000
7.000
3.000
RRH-2X40W-700-MHZ B From Leg 4.000
3.000
3.000
FC12-PC6-10E B From Leg 4.000
3.000
3.000
September 08, 2015
CCI BU No 878532
Page 15
CAAA --- CAAA Weight -
Front Side
ftz ftz K
Ice 83.090 83.090
1" Ice
5.000 117.000 No Ice 13.533 9.582
1/2" 14.335 11.052
Ice 15.143 12.496
1" Ice
5.000 117.000 No Ice 13.533 9.582
1/2" 14.335 11.052
Ice 15.143 12.496
1" Ice
5.000 117.000 No Ice 7.031 5.002
1/2" 7.608 5.960
Ice 8.165 6.747
1" Ice
5.000 117.000 No Ice 3.218 1.934
1/2" 3.459 2.132
Ice 3.708 2.338
1" Ice
5.000 117.000 No Ice 1.161 0.635
1/2" 1.307 0.747
Ice 1.461 0.868
1" Ice
5.000 117.000 No Ice 0.518 0.142
1/2" 0.617 0.207
Ice 0.725 0.280
1" Ice
5.000 117.000 No Ice 1.161 0.635
1/2" 1.307 0.747
Ice 1.461 0.868
1" Ice
5.000 117.000 No Ice 4.453 3.812
1/2" 4.768 4.115
Ice 5.091 4.426
1" Ice
5.000 117.000 No Ice 2.917 2.188
1/2" 3.161 2.412
Ice 3.414 2.646
1" Ice
5.000 117.000 No Ice 13.533 9.582
1/2" 14.335 11.052
Ice 15.143 12.496
1" Ice
5.000 117.000 No Ice 13.533 9.582
1/2" 14.335 11.052
Ice 15.143 12.496
1" Ice
5.000 117.000 No Ice 7.031 5.002
1/2" 7.608 5.960
Ice 8.165 6.747
1" Ice
5.000 117.000 No Ice 1.161 0.635
1/2" 1.307 0.747
Ice 1.461 0.868
1" Ice
5.000 117.000 No Ice 4.453 3.812
1/2" 4.768 4.115
Ice 5.091 4.426
1" Ice
5.000 117.000 No Ice 3.218 1.934
1/2" 3.459 2.132
Ice 3.708 2.338
1" Ice
5.000 117.000 No Ice 2.448 1.001
1/2" 2.658 1.149
Ice 2.877 1.305
4.099
0.100
0.196
0.303
0.100
0.196
0.303
0.060
0.114
0.175
0.052
0.076
0.103
0.016
0.025
0.037
0.004
0.008
0.012
0.016
0.025
0.037
0.091
0.125
0.164
0.043
0.065
0.090
0.100
0.196
0.303
0.100
0.196
0.303
0.060
0.114
0.175
0.016
0.025
0.037
0.091
0.125
0.164
0.052
0.076
0.103
0.020
0.037
0.056
tnxTower Report - version 6.1.4.1
159 Ft Monopole Tower Structural Analysis
Project Number 182896, Application 306327, Revision 2
Description
RRH AWS
DC2-48-60-0-9E
2) 641280-DF
HPA-65R-BUU-H8 w/
Mount Pipe
HPA-65R-BUU-H8 w/
Mount Pipe
RA21.7770.00 w/ Mount
Pipe
RRH4X25-WCS
FC12-PC6-10E
DC2-48-60-0-9E
RRH-2X40W-700-MHZ
DC2-48-60-0-9E
RRH AWS
2) 641280-DF
Face Offset Offsets: Azimuth Placement
or Type Horz Adjustmen
Leg Lateral t
Vert
ft ft ft
ft
ft
1" Ice
B From Leg 4.000 5.000 117.000 No Ice 2.917
3.000 1/2" 3.161
3.000 Ice 3.414
1" Ice
B From Leg 1.000 5.000 117.000 No Ice 1.161
3.000 1/2" 1.307
3.000 Ice 1.461
1" Ice
B From Leg 4.000 5.000 117.000 No Ice 0.518
7.000 1/2" 0.617
3.000 Ice 0.725
1" Ice
C From Leg 4.000 10.000 117.000 No Ice 13.533
7.000 1/2" 14.335
3.000 Ice 15.143
1" Ice
C From Leg 4.000 10.000 117.000 No Ice 13.533
3.000 1/2" 14.335
3.000 Ice 15.143
1" Ice
C From Leg 4.000 10.000 117.000 No Ice 7.031
7.000 1/2" 7.608
3.000 Ice 8.165
1" Ice
C From Leg 4.000 10.000 117.000 No Ice 4.453
7.000 1/2" 4.768
3.000 Ice 5.091
1" Ice
C From Leg 4.000 10.000 117.000 No Ice 2.448
7.000 1/2" 2.658
3.000 Ice 2.877
1" Ice
C From Leg 1.000 10.000 117.000 No Ice 1.161
7.000 1/2" 1.307
3.000 Ice 1.461
1" Ice
C From Leg 4.000 10.000 117.000 No Ice 3.218
3.000 1/2" 3.459
3.000 Ice 3.708
1" Ice
C From Leg 1.000 10.000 117.000 No Ice 1.161
3.000 1/2" 1.307
3.000 Ice 1.461
1" Ice
C From Leg 4.000 10.000 117.000 No Ice 2.917
3.000 1/2" 3.161
3.000 Ice 3.414
1" Ice
C From Leg 4.000 10.000 117.000 No Ice 0.518
7.000 1/2" 0.617
3.000 Ice 0.725
1" Ice
Dishes
September 08, 2015
CC/ BU No 878532
Page 16
CAAA CAAA
Front Side
a
2.188
2.412
2.646
0.635
0.747
0.868
0.142
0.207
0.280
9.582
11.052
12.496
9.582
11.052
12.496
5.002
5.960
6.747
3.812
4.115
4.426
1.001
1.149
1.305
0.635
0.747
0.868
1.934
2.132
2.338
0.635
0.747
0.868
2.188
2.412
2.646
0.142
0.207
0.280
Weight
K
0.043
0.065
0.090
0.016
0.025
0.037
0.004
0.008
0.012
0.100
0.196
0.303
0.100
0.196
0.303
0.060
0.114
0.175
0.091
0.125
0.164
0.020
0.037
0.056
0.016
0.025
0.037
0.052
0.076
0.103
0.016
0.025
0.037
0.043
0.065
0.090
0.004
0.008
0.012
tnxTower Report - version 6.1.4.1
159 Ft Monopole Tower Structural Analysis
Project Number 182896, Application 306327, Revision 2
September 08, 2015
CC/ BU No 878532
Page 17
Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight
or Type Type Horz Adjustment Beam Diameter Area
Leg Lateral Width
Vert
ft ft It ft2 K
VHLP2-11 A Paraboloid w/o From 4.000 57.000 137.000 2.170 No Ice 3.700 0.030
Radome Leg 2.000 1/2" Ice 3.990 0.050
3.000 1" Ice 4.280 0.070
VHLP2-18 B Paraboloid From 4.000 44.000 137.000 2.167 No Ice 3.690 0.043
w/Shroud (HP) Leg 2.000 1/2" Ice 3.980 0.063
3.000 1" Ice 4.270 0.084
VHLPX4-11 C Paraboloid w/o From 1.000 47.000 130.000 4.233 No Ice 14.080 0.101
Radome Leg 0.000 1/2" Ice 14.630 0.180
0.000 1" Ice 15.190 0.250
Load Combinations
Comb. Description
No.
1 Dead Only
2 1.2 Dead+1.6 Wind 0 deg - No Ice
3 0.9 Dead+1.6 Wind 0 deg - No Ice
4 1.2 Dead+1.6 Wind 45 deg - No Ice
5 0.9 Dead+1.6 Wind 45 deg - No Ice
6 1.2 Dead+1.6 Wind 90 deg - No Ice
7 0.9 Dead+1.6 Wind 90 deg - No Ice
8 1.2 Dead+1.6 Wind 135 deg - No Ice
9 0.9 Dead+1.6 Wind 135 deg - No Ice
10 1.2 Dead+1.6 Wind 180 deg - No Ice
11 0.9 Dead+1.6 Wind 180 deg - No Ice
12 1.2 Dead+1.6 Wind 225 deg - No Ice
13 0.9 Dead+1.6 Wind 225 deg - No Ice
14 1.2 Dead+1.6 Wind 270 deg - No Ice
15 0.9 Dead+1.6 Wind 270 deg - No Ice
16 1.2 Dead+1.6 Wind 315 deg - No Ice
17 0.9 Dead+1.6 Wind 315 deg - No Ice
18 1.2 Dead+1.0 Ice+1.0 Temp
19 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp
20 1.2 Dead+1.0 Wind 45 deg+1.0 Ice+1.0 Temp
21 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp
22 1.2 Dead+1.0 Wind 135 deg+1.0 Ice+1.0 Temp
23 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp
24 1.2 Dead+1.0 Wind 225 deg+1.0 Ice+1.0 Temp
25 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp
26 1.2 Dead+1.0 Wind 315 deg+1.0 Ice+1.0 Temp
27 Dead+Wind 0 deg - Service
28 Dead+Wind 45 deg - Service
29 Dead+Wind 90 deg - Service
30 Dead+Wind 135 deg - Service
31 Dead+Wind 180 deg - Service
32 Dead+Wind 225 deg - Service
33 Dead+Wind 270 deg - Service
34 Dead+Wind 315 deg - Service
Maximum Reactions
Location Condition Gov. Vertical Horizontal, X Horizontal, Z
Load K K K
Comb.
Pole Max. Vert 19 67.873 -0.026 8.743
Max. H. 14 35.591 26.562 0.085
Max. Hz 3 26.694 -0.069 25.339
Max. M. 2 2931.388 -0.069 25.339
Max. M. 6 3056.987-26.328 0.028
Max. Torsion 9 18.296-18.636 18.096
tnxTower Report - version 6.1.4.1
September 08, 2015
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 182896, Application 306327, Revision 2 Page 18
Location Condition Gov. Vertical Horizontal, X Horizontal, Z
Load K K K
Comb.
Min. Vert 5 26.694 18.893 18.425
Min. H. 6 35.591 26.328 0.028
Min. H. 11 26.694 0.025 25.364
Min. M. 10 2915.623 0.025 25.364
Min. M. 14 3085.914 26.562 0.085
Min. Torsion 15 16.498 26.562 0.085
Tower Mast Reaction Summary
Load Vertical Shear, Shear, Overturning Overturning Torque
Combination Moment, M. Moment, Mz
K K K kip-ft kip-ft kip-ft
Dead Only 29.660 0.000 0.000 8.163 0.841 0.000
1.2 Dead+1.6 Wind 0 deg - 35.591 0.069 25.339 2931.388 16.475 6.231
No Ice
0.9 Dead+1.6 Wind 0 deg - 26.694 0.069 25.339 2882.255 15.884 6.241
No Ice
1.2 Dead+1.6 Wind 45 deg - 35.591 18.893 18.425 2133.380 2188.957 7.438
No Ice
0.9 Dead+1.6 Wind 45 deg - 26.694 18.893 18.425 2097.067 2153.898 7.467
No Ice
1.2 Dead+1.6 Wind 90 deg - 35.591 26.328 0.028 11.185 3056.987 17.419
No Ice
0.9 Dead+1.6 Wind 90 deg - 26.694 26.328 0.028 8.526 3008.058 17.469
No Ice
1.2 Dead+1.6 Wind 135 deg 35.591 18.636 18.096 2077.132 2162.159 18.255
No Ice
0.9 Dead+1.6 Wind 135 deg 26.694 18.636 18.096 2046.553 2127.546 18.296
No Ice
1.2 Dead+1.6 Wind 180 deg 35.591 0.025 25.364 2915.623 7.934 6.789
No Ice
0.9 Dead+1.6 Wind 180 deg 26.694 0.025 25.364 2871.700 7.955 6.796
No Ice
1.2 Dead+1.6 Wind 225 deg 35.591 19.434 18.260 2091.874 2259.776 6.701
No Ice
0.9 Dead+1.6 Wind 225 deg 26.694 19.434 18.260 2061.159 2224.136 6.725
No Ice
1.2 Dead+1.6 Wind 270 deg 35.591 26.562 0.085 16.685 3085.914 16.452
No Ice
0.9 Dead+1.6 Wind 270 deg 26.694 26.562 0.085 14.070 3037.067 16.498
No Ice
1.2 Dead+1.6 Wind 315 deg 35.591 19.164 17.866 2064.693 2231.346 15.206
No Ice
0.9 Dead+1.6 Wind 315 deg 26.694 19.164 17.866 2029.491 2196.055 15.247
No Ice
1.2 Dead+1.0 Ice+1.0 Temp 67.873 0.000 0.000 40.752 8.593 0.002
1.2 Dead+1.0 Wind 0 67.873 0.026 8.743 1105.671 13.915 1.754
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 45 67.873 6.286 6.204 797.790 778.144 2.005
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 90 67.873 8.931 0.003 42.320 1101.915 4.760
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 135 67.873 6.316 6.217 716.964 781.408 4.977
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 180 67.873 0.014 8.749 1025.466 5.203 1.882
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 225 67.873 6.403 6.169 711.497 778.348 1.815
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 270 67.873 8.981 0.013 41.527 1092.009 4.517
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 315 67.873 6.430 6.166 790.673 780.909 4.248
deg+1.0 Ice+1.0 Temp
Dead+Wind 0 deg - Service 29.660 0.017 6.440 745.400 4.771 1.642
Dead+Wind 45 deg - Service 29.660 4.802 4.683 544.226 553.090 1.955
Dead+Wind 90 deg - Service 29.660 6.691 0.007 8.605 772.227 4.583
tnxTower Report - version 6.1.4.1
159 Ft Monopole Tower Structural Analysis
Project Number 182896, Application 306327, Revision 2
Load r Vertical Shear,
Combination
K K
Dead+Wind 135 deg - 29.660 4.736
Service
Dead+Wind 180 deg -
Service
Dead+Wind 225 deg -
Service
Dead+Wind 270 deg -
Service
Dead+Wind 315 deg -
Service
29.660 0.006
29.660 4.939
29.660 6.751
29.660 4.871
September 08, 2015
CC/ BU No 878532
Page 19
Shear, Overturning Overtuming Torque
Moment, M. Moment, M.
K kip-ft kip-ft kip-ft
4.599 518.456 546.321 4.789
6.446 729.984 1.376 1.774
4.641 522.328 569.854 1.756
0.022 9.992 778.405 4.318
4.541 526.895 562.555 3.998
Solution Summary
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ Error
Comb. K K K K K K
1 0.000 29.660 0.000 0.000 29.660 0.000 0.000%
2 0.069 35.591 25.339 0.069 35.591 25.339 0.000%
3 0.069 26.694 25.339 0.069 26.694 25.339 0.000%
4 18.893 35.591 18.425 18.893 35.591 18.425 0.000%
5 18.893 26.694 18.425 18.893 26.694 18.425 0.000%
6 26.328 35.591 0.028 26.328 35.591 0.028 0.000%
7 26.328 26.694 0.028 26.328 26.694 0.028 0.000%
8 18.636 35.591 18.096 18.636 35.591 18.096 0.000%
9 18.636 26.694 18.096 18.636 26.694 18.096 0.000%
10 0.025 35.591 25.364 0.025 35.591 25.364 0.000%
11 0.025 26.694 25.364 0.025 26.694 25.364 0.000%
12 19.434 35.591 18.260 19.434 35.591 18.260 0.000%
13 19.434 26.694 18.260 19.434 26.694 18.260 0.000%
14 26.562 35.591 0.085 26.562 35.591 0.085 0.000%
15 26.562 26.694 0.085 26.562 26.694 0.085 0.000%
16 19.164 35.591 17.866 19.164 35.591 17.866 0.000%
17 19.164 26.694 17.866 19.164 26.694 17.866 0.000%
18 0.000 67.873 0.000 0.000 67.873 0.000 0.000%
19 0.026 67.873 8.743 0.026 67.873 8.743 0.000%
20 6.286 67.873 6.204 6.286 67.873 6.204 0.000%
21 8.931 67.873 0.003 8.931 67.873 0.003 0.000%
22 6.316 67.873 6.217 6.316 67.873 6.217 0.000%
23 0.014 67.873 8.749 0.014 67.873 8.749 0.000%
24 6.403 67.873 6.169 6.403 67.873 6.169 0.000%
25 8.980 67.873 0.013 8.981 67.873 0.013 0.000%
26 6.430 67.873 6.166 6.430 67.873 6.166 0.000%
27 0.017 29.660 6.440 0.017 29.660 6.440 0.000%
28 4.802 29.660 4.683 4.802 29.660 4.683 0.000%
29 6.691 29.660 0.007 6.691 29.660 0.007 0.000%
30 4.736 29.660 4.599 4.736 29.660 4.599 0.000%
31 0.006 29.660 6.446 0.006 29.660 6.446 0.000%
32 4.939 29.660 4.641 4.939 29.660 4.641 0.000%
33 6.751 29.660 0.022 6.751 29.660 0.022 0.000%
34 4.871 29.660 4.541 4.871 29.660 4.541 0.000%
Non -Linear Convergence Results
Load Converged? Number Displacement Force
Combination of Cycles Tolerance Tolerance
1 Yes 4 0.00000001 0.00001657
2 Yes 6 0.00000001 0.00015223
3 Yes 5 0.00000001 0.00095765
4 Yes 6 0.00000001 0.00064330
5 Yes 6 0.00000001 0.00016004
6 Yes 6 0.00000001 0.00031053
7 Yes 6 0.00000001 0.00009225
tnxTower Report - version 6.1.4.1
159 Ft Monopole Tower Structural Analysis
Project Number 182896, Application 306327, Revision 2
8 Yes 6 0.00000001 0.00073053
9 Yes 6 0.00000001 0.00019726
10 Yes 6 0.00000001 0.00014257
11 Yes 5 0.00000001 0.00089970
12 Yes 6 0.00000001 0.00062319
13 Yes 6 0.00000001 0.00015223
14 Yes 6 0.00000001 0.00029025
15 Yes 6 0.00000001 0.00008580
16 Yes 6 0.00000001 0.00074387
17 Yes 6 0.00000001 0.00019914
18 Yes 5 0.00000001 0.00013343
19 Yes 6 0.00003468 0.00054446
20 Yes 7 0.00000001 0.00033086
21 Yes 7 0.00000001 0.00019207
22 Yes 7 0.00000001 0.00026849
23 Yes 6 0.00000001 0.00046563
24 Yes 7 0.00000001 0.00022809
25 Yes 6 0.00003485 0.00093532
26 Yes 7 0.00000001 0.00032466
27 Yes 5 0.00000001 0.00018299
28 Yes 5 0.00000001 0.00035893
29 Yes 5 0.00000001 0.00041600
30 Yes 5 0.00000001 0.00050326
31 Yes 5 0.00000001 0.00018103
32 Yes 5 0.00000001 0.00030806
33 Yes 5 0.00000001 0.00039082
34 Yes 5 0.00000001 0.00050206
Maximum Tower Deflections - Service Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb.
L1 159 - 133.42 46.051 28 2.597 0.081
L2 136.59 - 87.84 34.134 28 2.439 0.057
L3 92.17 - 43.29 14.707 33 1.615 0.022
L4 48.71 - 0 3.853 33 0.742 0.007
September 08, 2015
CC/ BU No 878532
Page 20
Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in o oft
159.000 Lightning Rod 1/2" x T 28 46.051 2.597 0.094 20083
157.000 SBCHH-1 D90B w/ Mount Pipe 28 44.968 2.587 0.091 20083
140.000 VHLP2-11 28 35.894 2.474 0.070 5289
137.000 2) TMBXX-6517-R2M w/ Mount 28 34.344 2.443 0.067 4649
Pipe
130.000 VHLPX4-11 28 30.823 2.355 0.059 4044
117.000 2.5" x 14' Flat Handrail 28 24.680 2.137 0.045 3392
Maximum Tower Deflections - Design Wind
Section Elevation
No.
ft
L1 159 - 133.42
L2 136.59 - 87.84
L3 92.17 - 43.29
L4 48.71 - 0
tnxTower Report - version 6.1.4.1
Horz. Gov. Tilt Twist
Deflection Load
in Comb.
180.931 14 10.065 0.308
134.719 14 9.545 0.221
58.348 14 6.406 0.083
15.285 14 2.944 0.026
159 Ft Monopole Tower Structural Analysis
Project Number 182896, Application 306327, Revision 2
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. o°
September 08, 2015
CCI BU No 878532
Page 21
Critical Deflections and Radius of Curvature - Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ft
159.000 Lightning Rod 1/2" x 7' 14 180.931 10.065 0.364 5814
157.000 SBCHH-1D90B w/ Mount Pipe 14 176.737 10.035 0.354 5814
140.000 VHLP2-11 14 141.563 9.667 0.272 1527
137.000 2) TMBXX-6517-R2M w/ Mount 14 135.536 9.561 0.258 1339
Pipe
130.000 VHLPX4-11 14 121.804 9.241 0.226 1145
117.000 2.5" x 14' Flat Handrail 14 97.738 8.423 0.172 930
I Compression Checks
Pole Design Data
Section Elevation Size L L KI/r A P. op Ratio
No. P.
ft ft ft in2 K K o p°
L1 159 - 133.42 TP21.29xl6x0.188 25.580 0.000 0.0 12.168 4.379 883.681 0.005
1)
L2 133.42 - TP30.213x20.2590.25 48.750 0.000 0.0 23.074 14.102 1644.420 0.009
87.84(2)
L3 87.84-43.29 TP38.81x28.8294.313 48.880 0.000 0.0 37.087 22.532 2620.030 0.009
3)
L4 43.29 - 0 (4) TP47x37.078x0.375 48.710 0.000 0.0 55.495 35.561 3872.090 0.009
Pole Bending Design Data
Size M. OK. Ratio M,Y OM,,,, RatioSectionElevation
No. M. MW
ft kip-ft kip-ft 0M. kip-ft kip-ft OMm
L1 159 - 133.42 TP21.29xl6x0.188 111.209 371.067 0.300 0.000 371.067 0.000
1)
L2 133.42 - TP30.213x20.2594.25 846.750 982.575 0.862 0.000 982.575 0.000
87.84(2)
L3 87.84-43.29 TP38.8lx28.829x0.313 1842.983 2013.483 0.915 0.000 2013.483 0.000
3)
L4 43.29 - 0 (4) TP47x37.078x0.375 3085.958 3711.742 0.831 0.000 3711.742 0.000
Pole Shear Design Data
Section Elevation Size Actual 0V Ratio Actual 0T Ratio
No. VU V. T. T
ft K K 0V" kip-ft kip-ft 0T°
L1 159 - 133.42 TP21.29xl6x0.188 9.526 441.840 0.022 3.490 743.041 0.005
1)
L2 133.42 - TP30.213x20.2594.25 21.560 822.211 0.026 16.663 1967.558 0.008
tnxTower Report - version 6.1.4.1
September 08, 2015
159 Ft Monopole Tower Structural Analysis CC/ BU No 878532
Project Number 182896, Application 306327, Revision 2 Page 22
Section Elevation Size Actual mVr, Ratio Actual oT Ratio
No. V V T T.
ft K K oV, kip-ft kip-ft 0T,
87.84(2)
L3 87.84 - 43.29 TP38.81 x28.829x0.313 24.198 1310.020 0.018 16.505 4031 900 0.004
3)
L4 43.29-0(4) TP47x37.078x0.375 26 603 1936.050 0.014 16.452 7432.567 0.002
Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. P M x M,,,, V T Stress Stress
ft Op, ow OW OV 0T Ratio Ratio
L1 159 - 13342 0.005 0.300 0.000 0.022 0.005 0.305 1.000
4 8 2 Y
1) k/
L2 133.42 - 0.009 0.862 0.000 0.026 0.008 0.872 1.000
4 8 2 (/
87 84 (2) V
L3 87.84 - 43.29 0.009 0.915 0.000 0 018 0.004 0.924 1 000 4 8 2 (f
3)
r
L4 43.29-0(4) 0.009 0.831 0.000 0 014 0.002 0.841 1 000
4.8 2 (/
Section Capacity Table
Section Elevation Component Size Critical P ePa„ow Pass
No. ft Type Element K K Capacity Fail
L1 159 - 133.42 Pole TP21.29xl6x0.188 1 4.379 883.681 30.5 Pass
L2 133.42 - 87.84 Pole TP30.213x20.259x0.25 2 14.102 1644.420 87.2 Pass
L3 87 84 - 43 29 Pole TP38.81 x28.829x0.313 3 22.532 2620.030 92.4 Pass
L4 43.29-0 Pole TP47x37.078x0.375 4 35 561 3872.090 84.1 Pass
Summary
Pole (1-3) 92.4 Pass
RATING = 92.4 Pass
tnxTower Report - version 6.1.4.1
Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material
TIA Rev G lAssumiDtion: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter)
Site Data Reactions
BU#: 878532 Mu: 3086 ft-kips
Site Name: F1/MONTICELLO/FULFILLMENTS Axial, Pu: 36 kips
App #: 306327 REV. 2 Shear, Vu: 27 kips
Pole Manufacturer:I Other Eta Factor, 0 0.5 TIA G (Fig. 4-4)
Anchor Rod Data If No stiffeners, Criteria: I AISC LRFD I -only Applcable to Unstiffened Cases
Qty:I 12
Diam: 2.25 in
Rod Material: I A615-J Anchor Rod Results Stiffened
Strength (Fu):I 100 ksi Max Rod (Cu+ Vu/r)): 227.8 Kips I AISC LRFD
Yield (Fy):I 75 ksi Allowable Axial, O*Fu*Anet: 260.0 Kips cp'Tn
Bolt Circle:I 56 Iin Anchor Rod Stress Ratio: 87.6% l
Plate Data
Diam:I 62 Iin Base Plate Results Shear Check Only Stiffened
Thick:1 1.75 Iin Base Plate Stress: 10.6 ksi I AISC LRFD
Grade: 60 ksi Allowable Plate Stress: 32.4 ksi I cp'Fy
Single -Rod B-eff:I 12.43 lin Base Plate Stress Ratio: 32.8% Q --- , Y.L. Length:
N/A, Roark
Stiffener Data (Welding at both sides)
Config: 3 Stiffener Results
Weld Type: Both Horizontal Weld : 40.5% F=
Groove Depth: 0.5 in ** Vertical Weld: 41.3% F
Groove Angle: 45 degrees Plate Flex+Shear, fb/Fb+(fv/Fv)A2: 9.6%
Fillet H. Weld:I 0.1875 Iin Plate Tension+Shear, ft/Ft+(fv/Fv)A2: 41.4%
Fillet V. Weld:I 0.3125 Iin Plate Comp. (AISC Bracket): 40.2% i
W idth: I 6 Iin
Height] 18 Iin Pole Results
Thick: 1 Iin Pole Punching Shear Check: 10.5% Pc- ,
Notch:I 1 Iin
Grade:I 50 Iksi
Weld str.:
l
70 ksi
Clear Space
4 in
between
Pole Data I
Diam: 47 in
Thick: I 0.375 in
Grade:I 65 ksi
of Sides: I 18 "0" IF Round
Ful 80 ksi
Reinf Fillet Weldl 0 "0" If None
M
0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt
Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes
CClplate v2.0 Analysis Date: 9/7/2015
CCI Foundation Tool Suite - Monopole Pier
CCIFTS 1.2.108.14286 - Phase 1-2
BU: 878532
Site Name: F1/MONTICELLO/FULFILLMENTSYST
App Number. 306327 REV. 2
Work Order: 1115244
Monopole Drilled Pier
Input
Criteria
TIA Revision: G
ACI 318 Revision: 2008
Seismic Category: A
Forces
Compression 36 kips
Shear 27 kips
Moment 3086 k-ft
Swelling Force 0 kips
Foundation Dimensions
Pier Diameter. 6.5 ft
Ext. above grade: 1 ft
Depth below grade: 28 ft
Material Properties
Number of Rebar: 20
Rebar Size: 11
Tie Size 5
Rebar tensile strength. 60 ksi
Concrete Strength: 4000 psi
Ultimate Concrete Strain 0.003 in/in
Clear Cover to Ties: 4 in
Soil Profile: 878532 Soil
Thickness From
Layer ft) ft)
1 5 0
2 1.67 5
3 17.33 6.67
4 4 24
Ultimate Ultimate
4
6.S'
Ultimate
Friction Uplift Skin Comp. Skin Bearing
To Unit Weight Cohesion Angle Friction Friction Capacity SPT'N'
ft) pcf) (psf) deg) ksf) ksf) ksf) Counts
5 120
6.67 120 28
24 120 32 0.73 1.1
28 120 32 1.33 2 27
Date: 9/8/2015
CROWN
CASTLE
4" C.0
5 Tie Size
20) - #11
Analvsis Results
Concrete/Steel Check
Soil Lateral Capacity Mu (from soil analysis) 3348.07 k-ft
Depth to Zero Shear: 7.46 ft Mn 4604.80 k-ft
Max Moment, Mu: 3348.07 k-ft RATING: 72.7%
Soil Safety Factor: 3.92
Safety Factor Req'd: 1.33
RATING: 34.0% rho provided 0.65
rho required 0.33 OK
Soil Axial Capacity
Skin Friction (k): 420.19 kips Rebar Spacing 9.17
End Bearing (k): 671.96 kips Spacing required 22.56 OK
Comp. Capacity (k), (Cn. 1092.15 kips
Comp. (k), Cu: 36.00 kips
RATING: 3.3% Dev. Length required 20.21
Dev. Length provided 53.51 OK
I Overall Foundation Rating: 72.7% 1
Page 1 of 1
159 Ft Monopole Tower Structural Analysis
Project Number 182896, Application 306327, Revision 2
APPENDIX A-2 SEISMIC
TNXTOWER OUTPUT & ADDITIONAL CALCULATIONS
September 08, 2015
CCI BU No 878532
Page 23
tnxTower Report - version 6.1.4.1
I
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133A it
878fl
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ALL REACTIONS
ARE FACTORED
AXIAL
35 K
SHEAR , MOMENT
0 K
y t 0 kip-ft
50 mph WIND - 0.750 in ICE
AXIAL
36 K
SHEAR t--\, MOMENT
OK _t j 30 kip-ft
0.o rt _
REACTIONS - 89 mph WIND
DESIGNED APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATION
Seismic Discrete Force 1 1625 Seismic Linear Force 15 93
Seismic Discrete Force 2 159 Seismic Section Force 8 92 215
Seismic Linear Force 1 1585 Seismic Linear Force 16 89
Seismic Discrete Force 3 157 Seismic Section Force 9 87.17
Seismic Section Force 1 154 Seismic Linear Force 17 83
Seismic Linear Force 2 153 Seismic Linear Force 18 79
Seismic Linear Force 3 152 5 Seismic Section Force 10 77 17
Seismic Section Force 2 144 Seismic Linear Force 19 73
Seismic Linear Force 4 143 Seismic Linear Force 20 69
Seismic Discrete Force 4 140 Seismic Section Force 11 67 17
Seismic Discrete Force 5 137 Seismic Linear Force 21 63
Seismic Section Force 3 13621 Seismic Linear Force 22 59
Seismic Linear Force 5 133 Seismic Section Force 12 57 17
Seismic Linear Force 6 1325 Seismic Linear Force 23 53
Seismic Section Force 4 131 59 Seismic Linear Force 24 49
Seismic Discrete Force 6 130 Seismic Section Force 13 4773
Seismic Linear Force 7 127 Seismic Section Force 14 4371
Seismic Linear Force 8 123 Seismic Linear Force 25 43
Seismic Section Force 5 121 59 Seismic Linear Force 26 39
Seismic Discrete Force 7 120 Seismic Section Force 15 33 71
Seismic Linear Force 9 119 Seismic Linear Force 27 33
Seismic Discrete Force 8 117 Seismic Linear Force 28 29
Seismic Linear Force 10 1155 Seismic Section Force 16 23 71
Seismic Linear Force 11 113 Seismic Linear Force 29 23
Seismic Section Force 6 111 59 Seismic Linear Force 30 19
Seismic Linear Force 12 109 Seismic Section Force 17 1371
Seismic Linear Force 13 103 Seismic Linear Force 31
i
13
Seismic Section Force 7 101 59 Seismic Linear Force 32 9
Seismic Linear Force 14 99 Seismic Section Force 18 4.355
MATERIAL STRENGTH
GRADE Fy Fu I GRADE Fy Fu-----
A572-65 I65 ksi 80 ksi
TOWER DESIGN NOTES
1. Tower is located in Wright County, Minnesota
2 Tower designed for Exposure C to the TIA-222-G Standard.
3 Tower designed for a 89 mph basic wind in accordance with the TIA-222-G Standard
4. Tower is also designed for a 50 mph basic wind with 0.75 in ice. Ice is considered to increase
in thickness with height.
5. Deflections are based upon a 60 mph wind.
6. Tower Structure Class II.
7. Topographic Category 1 with Crest Height of 0.000 ft
8. Seismic Analysis: Wind speed, topographic, and exposure information above do not apply.
9. See CCISeismic output for seismic force calculations.
10 TOWER RATING 2.2%
Black & Veatch Corp. "' F1/MONTICELLO/FULFILLMENT SYST (BU #878
0 BLACK & VEATCH 10950 Grandview Drive Protect 182896(878532.1115244)
Building a world of difference_ Overland Park, KS 66210 Client CROWN CASTLFjorawn by. Waraporn KongrawdlAPPd
Phone- (913) 458-7245 Code TIA-222-G Date 09/08/15 iScale NTS
FAX: (913) 458-8136 Path Dwg No E-1
USGS Design Maps Detailed Report
2012 International Building Code (45.298120N, 93.79246°W)
Site Class D - "Stiff Soil", Risk Category I/II/III
Section 1613.3.1 — Mapped acceleration parameters
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S,) and
1.3 (to obtain S,). Maps in the 2012 International Building Code are provided for Site
Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3.
From Figure 1613.3.1(1) `
3'
SS = 0.053 g
From Fiqure 1613.3.1(2) "' S, = 0.025 g
Section 1613.3.2 — Site class definitions
The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or
the default has classified the site as Site Class D, based on the site soil properties in
accordance with Section 1613.
2010 ASCE-7 Standard - Table 20.3-1
SITE CLASS DEFINITIONS
Site Class
A. Hard Rock
B. Rock
C. Very dense soil and soft rock
D. Stiff Soil
E. Soft clay soil
F. Soils requiring site response
analysis in accordance with Section
21.1
VS N or Nc„ su
5,000 ft/s N/A N/A
2,500 to 5,000 ft/s N/A N/A
1,200 to 2,500 ft/s >50 2,000 psf
600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf
600 ft/s <15 1,000 psf
Any profile with more than 10 ft of soil having the characteristics:
Plasticity index PI > 20,
Moisture content w > 40%, and
Undrained shear strength s, < 500 psf
See Section 20.3.1
For SI: 1ft/s = 0.3048 m/s 1lb/ft2 = 0.0479 kN/m2
Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral
response acceleration parameters
TABLE 1613.3.3(1)
VALUES OF SITE COEFFICIENT Fe
Site Class Mapped Spectral Response Acceleration at Short Period
S,<_0.25 S,=0.50 SS=0.75 S,=1.00 S,>_1.25
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 I 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S,
For Site Class = D and % = 0.053 g, Fa = 1.600
TABLE 1613.3.3(2)
VALUES OF SITE COEFFICIENT F,
Site Class Mapped Spectral Response Acceleration at 1-s Period
S,<_0.10 S,=0.20 S,=0.30 S,=0.40 S,>0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.7 1.6 1.5 1.4 1.3
D 2.4 2.0 1.8 1.6 1.5
E 3.5 3.2 2.8 2.4 2.4
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S,
For Site Class = D and % = 0.025 g, F = 2.400
Equation (16-37):
Equation (16-38):
SMs = F.Ss = 1.600 x 0.053 = 0.084 g
SMI = F SI = 2.400 x 0.025 = 0.059 g
Section 1613.3.4 — Design spectral response acceleration parameters
Equation (16-39): SDS = /3 SMS = % x 0.084 = 0.056 g
Equation (16-40): SDI = % SMI = % x 0.059 = 0.040 g
Section 1613.3.5 — Determination of seismic design category
TABLE 1613.3.5(1)
SEISMIC DESIGN CATEGORY BASED ON SHORT -PERIOD (0.2 second) RESPONSE ACCELERATION
RISK CATEGORY
VALUE OF Sos
I or II III IV
Sos < 0.167g A A A
0.167g 5 Sus < 0.33g B B C
0.33g 5 Sus < 0.50g C C D
0.50g 5 Sos D D D
For Risk Category = I and S., = 0.056 g, Seismic Design Category = A
TABLE 1613.3.5(2)
SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION
RISK CATEGORY
VALUE OF So,
I or II III IV
Sol < 0.067g A A A
0.067g 5 Sol < 0.133g B B C
0.133g 5 So, < 0.20g C C D
0.20g 5 SDI D D D
For Risk Category = I and S„ = 0.040 g, Seismic Design Category = A
Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective
of the above.
Seismic Design Category "the more severe design category in accordance with
Table 1613.3.5(1) or 1613.3.5(2)" = A
Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design
Category.
References
1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-
Fig1613p3p1(1).pdf
2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-
Fig1613p3p1(2).pdf
Site BU: 878532
Work Order: 1115244
Application: 306327 Rev. 2
ccoseognooc
Monopole Analysis
per T1A-222-G
Axial, Wt =
From TNX:
I Shear, V, =
I Site Latitude =
I Site Longitude =
Mass or Stiffness Irregularities =
I Ground Supported Structure =
Structure Class =
I Site Class =
I Spectral response acceleration short periods, Ss =
I Spectral response acceleration 1 s period, Sl =
I Tower Height (AGL), Ht =
I Importance Factor, I =
Acceleration -based site coefficient, Fa =
I Velocity -based site coefficient, F, =
Design spectral response acceleration short period, Sos =
Design spectral response acceleration 1 s period, Spl =
I Calculated CS =
I Base Seismic Shear, VS =
36.0
27.0
degrees minutes seconds
45 17 53.22
93 47 32.84
No
Yes
11
D - Stiff Soil
0.053
0.025
159.0
1.0
1.6
2.4
0.057
0.040
0.038
1.1
C DOWN
Ikips
Ikips
45.2981 (degrees
93.7925 Idegrees
Table 2-9)
Table 2-1)
Table 2-11)
USGS Seismic Tool
ft
Table 2-3)
I (Table 2-12)
I (Table 2-13)
I (2.7.6)
I (2.7.6)
I (2.7.7.1)
Ikips
I Appurtenance Weight (top 1/3 of structure), W„ = 9.5 Ikips
I Average Moment of Inertia, I.,, = 5034.2 I in
Fundamental Frequency, Ft = 0.207 1(2.7.11.2)
Ff related variable, SA = 0.008 I (2.7.8.1)
I Calculated Cs = 0.006 1(2.7.7.1)
I Minimum Cs = 0.002 1(2.7.7.1)
I Minimum CS when Sl >_ 0.75 = 0.000 1(2.7.7.1)
I Final Cs = 0.006 1
I Alternative Base Seismic Shear, Vs = 0.2 Ikips
Ss is less than or equal to 1, no seismic analysis is required per section 2.7.3 of TIA-222-G.
CCISeismic 2.0.07 Page 1 Analysis Date: 9/8/2015
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159 Ft Monopole Tower Structural Analysis
Project Number 182896, Application 306327, Revision 2
APPENDIX B
BASE LEVEL DRAWING
September 08, 2015
CC/ BU No 878532
Page 24
tnxTower Report - version 6.1.4.1
0
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QBLACK & VEATCH
Building a World of difference
October 14, 2015
Ms Debra Ward
City Of Monticello
Building Department
505 Walnut Street Suite 1
Monticello, MN 55362
IDI(E (D E 0 v F=
OCT 1 5 2015
RE: Building Permit for AT&T site FA#10102726/406 East 7th Street Monicello, MN
Dear Ms. Ward:
Enclosed please find a Building Permit Application, 2 sets of wet stamped construction drawings and a
structural analysis for the above referenced site. Upon completion of your review and approval please
notify us of the fee required to pick up the Building Permit.
We very much appreciate your assistance in the continuing operation of this wireless communications
location. Thank you for your attention to this matter, and if you require any further information or have
questions, please feel free to contact me at (913) 458-1836 or email me at gr bmar:mr, Uv o".
Sincerely,
Marlene Grobman
Senior Site Acquisition Manager
Black & Veatch Corporation
Black & Veatch Corporation 650 From Road Suite 575 Paramus, NJ 07652 USA
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