2022-00248CITY OF MONTICELLO
505 WALNUT STREET
MONTICELLO, MN 55362-
763) 295-3060 FAX: (763) 295-4404
2022-00248*
DATE ISSUED: 05/02/2022
Permit #: 2022-00248
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: COLLOCATION FOR DISH WIRELESS AT 15T ON EXISTING 162.5' MONOPOLE CELL TOWER. 35 SQ FT RAISED STEEL
PLATFORM FOR EQUIPMENT.
APPLICANT
VINCO INC
5201 EAST RIVER ROAD
P.O. BOX 907
FOREST LAKE, MN 55025-
651) 982-4642
OWNER
MONTICELLO TRAINING CENTER, LLC
21395 JOHN MILLESS DR
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 277997 571.87
SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE.
CITY OF - ( J
Permit No. Monticello
BUILDING SAFETY Date
COMMERCIAL / INDUSTRIAL BUILDING PERMIT APPLICATION
505 Walnut Street, Suite #1 Monticello, MN 55362
SITE ADDRESS
406 East 7th Street
LEGAL DESCRIPTION
LOT6,7,8 BLOCK
2
PLAT
OWNER (Name)
DISH Wireless (Michael Clust agent)
OWNER'S E-MAIL ADDRESS:
veracityluds@gmail.com
CONTRACTOR (Name)
Vinco Inc.
CONTRACTOR'S LICENSE NUMBER (IF APPLICABLE)
EA003009
Phone: 763-295-3060 Fax: 763-295-4404
PI.D. NUMBER 155029002070
ZONDEDIBC
Address)
5701 South Sante Fe Drive
Tel. No.)
317) 760-5852
Address)
PO Box 907; Forest Lake, MN 55025
CONTRACTOR'S E-MAIL ADDRESS: 5--Cv-f— (Tel. No.)
licenses@vinco-inc.com 612) 802-2583
ARCMTECT (Name) Address)
GPD Group 620 S Main St; Akron, OH 44311
ARCHITECT'S E-MAIL ADDRESS Tel. No.)
tpreble@gpdgroup.com 3305722100
ENGINEER (Name) Address) c.A N o N S Q -4 PA
Maribel Dentiger 2000 Corporate Dr 151 1-7
ENGINEER'S E-MAIL ADDRESS: Tel. No.)
madbel.dentiger@crowncastle.com 303) 274-6568
DESCRIPTION OF
WORK:
Collocation for DISH Wireless at 157' on existing 162.5' monopole cell tower. 35 SF
raisea steel piatrorm for equipment.
TYPE OF WORK (Please Circle One)
New
dditio
Alteration
Repair
Move
Other
ADDITIONAL INFORMATION
Valuation: $20,000
Construction Type: 11-8
Occupancy Group: U
Square Footage: 35
of Stories: 1
Maximum Occupancy: Unoccupied
TYPE OF CONSTRUCTION (Please Circle One)
ommercia
Industrial
Institutional
Multi -Family
Other
Fire Suppression: Yes No
ESTIMATED VALUE OF CONSTRUCTION
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 fiu then 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-
lic utilities and signs will be repaired at my expense.
Applicant Signature
Print Name / Title Michael D Clust / Principal Consultant
Date 4/15/22
Approved by Building Official:
Approved by Fire Marshal
Date Approved:
n
0 m
tvlk
4/-
0?64
Date: March 22, 2022
Subject:
Carrier Designation:
Crown Castle Designation:
Engineering Firm Designation:
Site Data:
Structural Analysis Report
DISH Network Co -Locate
Site Number:
Site Name:
CROWN
CASTLE
Crown Castle
2000 Corporate Drive
Canonsburg, PA 15317
724) 416-2000
MNMSP00428A
MN-CCI-T-878532
BU Number: 878532
Site Name: F1/MONTICELLO/FULFILLMENT SYST
JDE Job Number: 710327
Work Order Number: 2091852
Order Number: 609937 Rev. 0
Crown Castle Project Number: 2091852
406 EAST 7TH STREET, MONTICELLO, WRIGHT County, MN
Latitude 450 17'53.22", Longitude -93° 47' 32.84"
159 Foot - Monopole Tower
Crown Castle is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the
above -mentioned tower.
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: Proposed Equipment Configuration Sufficient Capacity
The structure has sufficient capacity once the loading changes, described in the Recommendations
section of this report, are completed.
This analysis has been performed in accordance with the 2018 International Building Code based upon an
ultimate 3-second gust wind speed of 109 mph. Applicable Standard references and design criteria are listed in
Section 2 - "Analysis Criteria".
Structural analysis prepared by: Michael Lopienski
Respectfully submitted by:
o S' /,.-. Digitally signed byM ibel Dentinger, P.E. Ma ri bel Maribel Dentinger
Senior Project Engineer
Dentinger Date:2022.13.23
15:35:57-04'00'
I HEREBY CERTIFY THAT THIS PLAN,
a
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.
SIGNATURE:
aTMar NAME: IBEL DENTINGER
OJ 2312022DATE: LICENSE NUMBER: 41829
APPROVE® FILE COP yo
REVIEWED FOR CODE COMPLIANCE
tnxTower Report - version 8.1.1.0 i SDbiCr_ 1 TO FIELD 1NSPECTIOM
Date. --
SignaWre
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision 0
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Equipment Configuration
Table 2 - Non -Carrier Equipment To Be Conditionally Removed
Table 3 - Other Considered Equipment
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Table 6 - Tower Component Stresses vs. Capacity - LC7
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
March 22, 2022
CCI BU No 878532
Page 2
tnxTower Report - version 8.1.1.0
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision 0
1) INTRODUCTION
March 2Z 2022
CCI BU No 878532
Page 3
This tower is a 159 ft Monopole tower designed by ENGINEERED ENDEAVORS, INC.. The tower has been
modified in the past to accommodate additional loading.
2) ANALYSIS CRITERIA
TIA-222 Revision: TIA-222-H
Risk Category: II
Wind Speed: 109 mph
Exposure Category: C
Topographic Factor: 1
Ice Thickness: 1 in
Wind Speed with Ice: 50 mph
Service Wind Speed: 60 mph
Table 1 - Proposed Equipment Configuration
Center
Number Number Feed
Mounting Line
Of
Antenna
Antenna Model of Feed Line
Level (ft) Elevation
Antennas
Manufacturer
Lines Size (in)
ft)
3 fujitsu TA08025-13604
3 fujitsu I TA08025-13605
157.0 157.0 I 3 I jma wireless IMX08FRO665-21 w/ Mount Pipe 1 1-1/2
1 I raycap I RDIDC-9181-PF-48
1 I tower mounts I Commscope MC-PK8-DSH
Table 2 - Non Carrier Equipment To Be Conditionally Removed
Center
Number Number Feed
Mounting Line
of
Antenna
Antenna Model of Feed Line
Level (ft) Elevation
Antennas
Manufacturer
Lines Size (in)
ft)
2 alpha wireless Itd AW3266 w/ Mount Pipe
2 I commscope SBCHH-1 D90B w/ Mount Pipe
1
kmw I ET-X-TS-70-16-62-18-IR-RD w/
communications Mount Pipe
1
kmw I ET-X-WM-18-65-8P w/ Mount
communications Pipe
157.0 157.0 3 samsung telecom 2.5GHZ RRH-V3
3 I samsung telecom I OPTIC FIBER JUNCTION
CYLINDER
3 samsung telecom 1POWER JUNCTION CYLINDER
3 samsung telecom I RRH-C2A W/EXT FILTER
3 samsung telecom I RRH-P4
1 tower mounts T-Arm Mount [TA 601-3]
Table 3 - Other Considered Equi 3ment
Center
Number Number Feed
Mounting Line
of
Antenna
Antenna Model of Feed Line
Level (ft) Elevation Antennas Manufacturer
Lines Size (in)
ft)
157.0 1 157.0 - - 3 I 7/8
tnxTower Report - version 8.1.1.0
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision 0
Center Number
Mounting Line
of
Level (ft) Elevation
Antennas
ft)
137.0
139.0
137.0
130.0 130.0
119.0
120.0
119.0
3) ANALYSIS PROCEDURE
1
1
3
1
3
3
3
1
1
1
4
1
3
3
3
3
6
3
3
6
1
2
1
1
Table 4 - Documents Provided
Antenna
Manufacturer
andrew
andrew
commscope
commscope
nokia
nokia
nokia
raycap
tower mounts
andrew
nokia
tower mounts
alcatel lucent
alcatel lucent
alcatel lucent
alcatel lucent
cci antennas
kmw
communications
nokia
raycap
raycap
raycap
Antenna Model
VHLP2-11
VHLP2-18
FFHH-65C-R3 w/ Mount Pipe
HCS 2.0 Part 1
AEHC w/ Mount Pipe
AHFIG_TMO
AHLOA
ASU9338WP01
Platform Mount [LP 303-1_HR-1]
VHLPX4-11
MPT-XP-HQAM
Pipe Mount [PM 601-1]
B25 RRH4X30-4R
B66A RRH4X45
RRH2x40-07-L
RRH4X25-WCS
HPA-65R-BUU-1-18 w/ Mount Pipe
EPBQ-654L8H8-L2 w/ Mount
Pipe
FRBI
DC2-48-60-0-9E
DC6-48-60-0-8C
FC12-PC6-10E
Site Pro 1 F3P-12W
Site Pro 1 F3P-HRK12
Document I Reference
4-GEOTECHNICAL REPORTS 1504987
4-POST-MODIFICATION INSPECTION 2286749
4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS I 1621567
4-TOWER MANUFACTURER DRAWINGS I 1617475
4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 2231372
3.1) Analysis Method
March 22, 2022
CC/ BU No 878532
Page 4
Number Feed
of Feed Line
Lines Size (in)
2 3/8
1 1-1/2
1 1-3/5
1 1-5/8
8 3/8
5
2
1
12
13/16
1/4
3/8
1-5/8
Source
CCISITES
CCISITES
CCISITES
CCISITES
CCISITES
tnxTower (version 8.1.1.0), 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. When applicable, Crown Castle has
calculated and provided the effective area for panel antennas using approved methods following the
intent of the TIA-222 standard.
tnxTower Report - version 8.1.1.0
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision 0
3.2) Assumptions
March 22, 2022
CC/ BU No 878532
Page 5
1) Tower and structures were maintained in accordance with the TIA-222 Standard.
2) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings.
This analysis may be affected if any assumptions are not valid or have been made in error. Crown
Castle should be notified to determine the effect on the structural integrity of the tower.
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Section I Elevation (ft) Co poonnent I Size
Element ICritical
P (K) ISF• Pass I Fall
No. aIIowlCapacltyl
L1 I 159 - 133.42 I Pole I TP21.29x16x0.188 I 1 I -6.907 I 747.472 I 23.2 I Pass
L2 1133.42 - 87.8371 Pole I TP30.21x20.264.25 I 2 I-16.796 1417.164 I 71.3 Pass
L3 187.837 - 43.29 I Pole I TP38.8x28.826x0.313 I 3 I-25.153 12277.544 I 76.4 I Pass
L4 I 43.29 - 0 I Pole I TP47x37.07x0.375 I 4 I-38.327 13408.804 I 70.2 I Pass
ISummary
Pole (1-3) I 76.4 I Pass
Rating = I 76.4 I Pass
Table 6 - Tower Component Stresses vs. Capacity - LC7
Notes I Component I Elevation (ft) I Capacity I Pass / Fail
1 Anchor Rods 0 ( 72.8 Pass
1 Base Plate 0 78.6 I Pass
1 I Base Foundation (Structure) 0 I 59.4 Pass
1 I Base Foundation (Soil Interaction) I 0 I 29.7 I Pass
Structure Rating (max from all components) = I 78.6%
Notes: - - -
1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity
consumed.
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the proposed load configuration. In
order for the results of this analysis to be considered valid, the loading modification, as follows, must
be completed.
Loading Changes:
a) Removal of the abandoned antennas, feed lines and mounts at the 157 ft level
No structural modifications are required at this time provided that the above -listed changes are
completed.
tnxTower Report - version 8.1.1.0
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision
APPENDIX A
TNXTOWER OUTPUT
March 22, 2022
CCI BU No 878532
Page 6
tnxTower Report - version 8.1.1.0
NN
N
r
N
1N"1LM11111
133.4 ft
ID
i
I
87.8It
N
Nf` NQ
N
O
43.3It
0 $a
a ro o S m
c M a
0.0 ft
s ma
n
S m g
J Z V
6
MATERIAL STRENGTH
GRADE Fy Fu GRADE Fy I Fu
I A572-65 65 ksi 80 ksi
TOWER DESIGN NOTES
1. Tower is located in Wright County, Minnesota.
2. Tower designed for Exposure C to the TIA-222-H Standard.
3. Tower designed for a 109 mph basic wind in accordance with the TIA-222-H Standard.
4. Tower is also designed for a 50 mph basic wind with 1.00 in ice. Ice is considered to
increase in thickness with height.
5. Deflections are based upon a 60 mph wind.
6. Tower Risk Category II.
7. Topographic Category 1 with Crest Height of 0.000 ft
8. TOWER RATING: 76.4%
ALL REACTIONS
ARE FACTORED
AXIAL
58 K
SHEAR MOMENT
7 K 891 kip-ft
TORQUE 0 kip-ft
50 mph WIND - 1.000 in ICE
AXIAL
38 K
SHEAR' MOMENT
23 K 2656 kip-ft
TORQUE 1 kip-ft
REACTIONS - 109 mph WIND
Crown Castle lob BU 878532
CROWN 2000 Corporate Drive Pmled: CASTLE Canonsburg, PA 15317 Client. crown Castle Draw, by: MI-opienski IAPp d
The Pathway to Possible Phone: (724) 416-2000 code: TIA_222-H IDale: 03/22/22 1stele: NTS FAX:
Path. CWork Area1a785321WO 2091852• SA%ProcM76532.oJDW9 No. E-1
March 22, 2022
159 Ft Monopole Tower Structural Analysis CC/ BU No 878532
Project Number 2091852, Order 609937, Revision 0 Page 7
Tower Input Data
The tower is a monopole.
This tower is designed using the TIA-222-H standard.
The following design criteria apply:
Tower is located in Wright County, Minnesota.
Tower base elevation above sea level: 958.000 ft.
Basic wind speed of 109 mph.
Risk Category II.
Exposure Category C.
Simplified Topographic Factor Procedure for wind speed-up calculations is used.
Topographic Category: 1.
Crest Height: 0.000 ft.
Nominal ice thickness of 1.000 in.
Ice thickness is considered to increase with height.
Ice density of 56.000 pcf.
A wind speed of 50 mph is used in combination with ice.
Temperature drop of 50.000 'F.
Deflections calculated using a wind speed of 60 mph.
A non -linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.
Tower analysis based on target reliabilities in accordance with Annex S.
Load Modification Factors used: Kes(Fw) = 0.95, Kes(t) = 0.85.
Maximum demand -capacity ratio is: 1.05.
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)
SR Members Have Cut Ends
SR Members Are Concentric
Options
Distribute Leg Loads As Uniform
Assume Legs Pinned
Assume Rigid Index Plate
Use Clear Spans For Wind Area
Use Clear Spans For KUr
Retension Guys To Initial Tension
Bypass Mast Stability Checks
Use Azimuth Dish Coefficients
Project Wind Area of Appurt.
Autocalc Torque Arm Areas
Add IBC .6D+W Combination
Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
Treat Feed Line Bundles As Cylinder
Ignore KUry For 60 Deg. Angle Legs
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
Consider Feed Line Torque
Include Angle Block Shear Check
Use TIA-222-H Bracing Resist.
Exemption
Use TIA-222-H Tension Splice
Exemption
Poles
Include Shear -Torsion Interaction
Always Use Sub -Critical Flow
Use Top Mounted Sockets
Pole Without Linear Attachments
Pole With Shroud Or No
Appurtenances
Outside and Inside Comer Radii Are
Known
Tapered Pole Section Geometry
tnxTower Report - version 8.1.1.0
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision 0
Section Elevation Section
Length
ft ft
L1 159.000- 25.580
133.420
L2 133.420- 48.750
87.837
L3 87.837-43.290 48.880
L4 43.290-0.000 48.707
Splice Number Top Bottom Wall Bend
Length of Diameter Diameter Thickness Radius
ft Sides in in in in
3.167 18 16.000 21.290 0.188 0.750
4.333 18 20.260 30.210 0.250 1.000
5.417 18 28.826 38.800 0.313 1.250
18 37.070 47.000 0.375 1.500
Tapered Pole Properties
March 22, 2022
CCI BU No 878532
Page 8
Pole Grade
A572-65
65 ksi)
A572-65
65 ksi)
A572-65
65 ksi)
A572-65
65 ksi)
Section Tip Dia. Area I r C I/C J t/Q w w/t
in in2 in° in in W in° in2 in
L1 16.218 9.410 297.267 5.613 8.128 36.573 594.926 4.706 2.486 13.259
21.590 12.559 706.557 7.491 10.815 65.329 1414.044 6.281 3.417 18.224
L2 21.190 15.878 803.210 7.104 10.292 78.041 1607.478 7.940 3.126 12.503
30.637 23.773 2695.937 10.636 15.347 175.669 5395.422 11.889 4.877 19.508
L3 30.120 28.281 2904.886 10.122 14.643 198.375 5813.593 14.143 4.523 14.475
39.350 38.175 7144.198 13.663 19.710 362.458 14297.797 19.091 6.279 20.092
L4 38.705 43.676 7429.895 13.027 18.831 394.549 14869.567 21.842 5.864 15.638
47.667 55.495 15241.657 16.552 23.876 638.367 30503.369 27.753 7.612 20.299
Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mu/t. Double Angle Double Angle Double Angle
Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt Stitch Bolt
per face) Ar Spacing Spacing Spacing
Diagonals Horizontals Redundants
ft ft2 in in in in
L 1 159.000- 1 1 1
133.420
L2 133.420- 1 1 1
87.837
L3 87.837- 1 1 1
43.290
1.4 43.290- 1 1 1
0.000
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Sector Exclude Componen Placement Total Number Start/En Width or Perimete Weight
From t Number Per Row d Diamete r
Torque Type It Position r p/f
Calculation in in
LDF5-50A(7/8) B No Surface Ar 157.000 - 3 3 0.120 1.090 0.330
CaAa) 0.000 0.190
FSJ2-50(3/8) C No Surface Ar 137.000 - 2 1 -0.100 0.425 0.078
CaAa) 0.000 0.090
AVA7-50(1-5/8) C No Surface Ar 137.000 - 14 8 -0.500 2.010 0.700
CaAa) 0.000 0.100
LMR-400(3/8) B No Surface Ar 130.000 - 8 4 0.300 0.405 0.068
CaAa) 0.000 0.400
CU12PSM9P6XXX(1- B No Surface Ar 157.000 - 1 1 0.000 1.600 2.350
1/2) CaAa) 0.000 0.050
Feed Line/Linear Appurtenances - Entered As Area
tnxTower Report - version 8.1.1.0
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision 0
March 22, 2022
CC/ BU No 878532
Page 9
Description Face Allow Exclude Componen Placement Total CAAA Weight
or Shield From t Number
Leg Torque Type It ftz/ft pN
Calculation
PWRT-608- C No No Inside Pole 119.000 - 2 No Ice 0.000 0.620
S(13/16) 0.000 1/2" Ice 0.000 0.620
1" Ice 0.000 0.620
LDF1-50A(1/4) C No No Inside Pole 119.000 - 2 No Ice 0.000 0.060
0.000 1/2" Ice 0.000 0.060
1" Ice 0.000 0.060
FB-1-9813-034- C No No Inside Pole 119.000 - 1 No Ice 0.000 0.050
XXXXXX(3/8) 0.000 1/2" Ice 0.000 0.050
1" Ice 0.000 0.050
PWRT-608- C No No Inside Pole 119.000 - 3 No Ice 0.000 0.620
S(13/16) 0.000 1/2" Ice 0.000 0.620
1" Ice 0.000 0.620
LDF7-50A(1-5/8) C No No Inside Pole 119.000 - 12 No Ice 0.000 0.820
0.000 1/2" Ice 0.000 0.820
1" Ice 0.000 0.820
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face AR AF CAAA CAAA Weight
Sectio Elevation In Face Out Face
n ft ft2 ft2 ft2 ft2 K
1-1 159.000-133.420 A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 11.483 0.000 0.079
C 0.000 0.000 5.909 0.000 0.036
1-2 133.420-87.837 A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 29.029 0.000 0.175
C 0.000 0.000 75.235 0.000 0.862
1-3 87.837-43.290 A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 28.911 0.000 0.173
C 0.000 0.000 73.525 0.000 1.028
1-4 43.290-0.000 A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 28.095 0.000 0.168
C 0.000 0.000 71.450 0.000 0.999
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 It Lea in ftz ft2 ft2 ft2 K
L1 159.000-133.420 A 0.986 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 23.874 0.000 0.255
C 0.000 0.000 8.936 0.000 0.119
1-2 133.420-87.837 A 0.958 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 65.082 0.000 0.644
C 0.000 0.000 113.785 0.000 1.929
1-3 87.837-43.290 A 0.910 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 64.240 0.000 0.624
C 0.000 0.000 110.643 0.000 2.041
1-4 43.290-0.000 A 0.815 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 60.951 0.000 0.577
C 0.000 0.000 106.572 0.000 1.936
tnxTower Report - version 8.1.1.0
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision 0
Feed Line Center of Pressure
Section Elevation CPx CPz CPX CPz
Ice Ice
It in in in in
L1 159.000-133.420 3.253 0.577 2.977 0.217
L2 133.420-87.837 5.667 4.675 4.903 3.476
L3 87.837-43.290 6.625 5.388 5.785 4.045
L4 43.290-0.000 7.266 5.873 6.449 4.511
Note: For pole sections, center of pressure calculations do not consider feed line shielding.
Shielding Factor Ka
Tower Feed Line Description Feed Line K. Ka
Section Record No. Segment No Ice Ice
Elev.
L1 2 LDF5-50A(7/8) 133.42- 1.0000 1.0000
157.00
L1 4 FSJ2-50(3/8) 133.42- 1.0000 1.0000
137.00
L1 5 AVA7-50(1-5/8) 133.42- 1.0000 1.0000
137.00
L1 18 CUI2PSM9P6XXX(1-1/2) 133.42- 1.0000 1.0000
157.00
L2 2 LDF5-50A(7/8) 87.84- 1.0000 1.0000
133.42
L2 4 FSJ2-50(3/8) 87.84- 1.0000 1.0000
133.42
L2 5 AVA7-50(1-5/8) 87.84- 1.0000 1.0000
133.42
L2 10 LMR-400(3/8) 87.84- 1.0000 1.0000
130.00
L2 18 CU12PSM9P6XXX(1-1/2) 87.84- 1.0000 1.0000
133.42
L3 2 LDF5-50A(7/8) 43.29 - 1.0000 1.0000
87.84
L3 4 FSJ2-50(3/8) 43.29 - 1.0000 1.0000
87.84
L3 5 AVA7-50(1-5/8) 43.29 - 1.0000 1.0000
87.84
L3 10 LMR-400(3/8) 43.29 - 1.0000 1.0000
87.84
L3 18 CU12PSM9P6XXX(1-1/2) 43.29 - 1.0000 1.0000
87.84
L4 2 LDF5-50A(7/8) 0.00 - 43.29 1.0000 1.0000
L4 4 FSJ2-50(3/8) 0.00 - 43.29 1.0000 1.0000
L4 5 AVA7-50(1-5/8) 0.00 - 43.29 1.0000 1.0000
L4 10 LMR-400(3/8) 0.00 - 43.29 1.0000 1.0000
L4 18 CU12PSM9P6XXX(1-1/2) 0.00-43.29 1.0000 1.0000
Discrete Tower Loads
March 22, 2022
CCI BU No 878532
Page 10
tnxTower Report - version 8.1.1.0
March 22, 2022
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 2091852, Order 609937, Revision 0 Page 11
Description Face Offset Offsets: Azimuth Placement
or Type Horz Adjustment
Leg Lateral
Vert
It tt
rt
rwria
rt
Lightning Rod 1/2" x 8' B From Leg 4.000 0.000 159.000
0.000
4.000
2' x 2" Pipe Mount B From Leg 4.000 0.000 159.000
0.000
0.000
MX08FRO665-21 w/ Mount Pipe A From Leg 4.000 0.000 157.000
0.000
0.000
MXOBFRO665-21 w/ Mount Pipe B From Leg 4.000 0.000 157.000
0.000
0.000
MX08FRO665-21 w/ Mount Pipe C From Leg 4.000 0.000 157.000
0.000
0.000
TA08025-13604 A From Leg 4.000 0.000 157.000
0.000
0.000
TA08025-6604 B From Leg 4.000 0.000 157.000
0.000
0.000
TA08025-13604 C From Leg 4.000 0.000 157.000
0.000
0.000
TA08025-B605 A From Leg 4.000 0.000 157.000
0.000
0.000
TA08025-B605 B From Leg 4.000 0.000 157.000
0.000
0.000
TA08025-13605 C From Leg 4.000 0.000 157.000
0.000
0.000
RDIDC-9181-PF-48 A From Leg 4.000 0.000 157.000
0.000
0.000
2) 8' x 2" Mount Pipe A From Leg 4.000 0.000 157.000
0.000
0.000
2) 8' x 2" Mount Pipe B From Leg 4.000 0.000 157.000
0.000
0.000
2) 8' x 2" Mount Pipe C From Leg 4.000 0.000 157.000
0.000
0.000
Commscope MC-PKB-DSH C None 0.000 157.000
AEHC w/ Mount Pipe A From Leg 4.000 0.000 137.000
0.000
2.000
AEHC w/ Mount Pipe B From Leg 4.000 0.000 137.000
0.000
2.000
AEHC w/ Mount Pipe C From Leg 4.000 0.000 137.000
0.000
2.000
FFHH-65C-R3 w/ Mount Pipe A From Leg 4.000 0.000 137.000
0.000
2.000
FFHH-65C-R3 w/ Mount Pipe B From Leg 4.000 0.000 137.000
0.000
2.000
tnxTower Report - version 8.1.1.0
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision 0
March 22, 2022
CCI BU No 878532
Page 12
Description Face Offset Offsets: Azimuth Placement
or Type Horz Adjustment
Leg Lateral
Vert
IT ft
ft
ft
FFHH-65C-R3 w/ Mount Pipe C From Leg 4.000 0.000 137.000
0.000
2.000
AHFIG_TMO A From Leg 4.000 0.000 137.000
0.000
2.000
AHFIG_TMO B From Leg 4.000 0.000 137.000
0.000
2.000
AHFIG_TMO C From Leg 4.000 0.000 137.000
0.000
2.000
HCS 2.0 Part 1 A From Leg 4.000 0.000 137.000
0.000
2.000
AHLOA A From Leg 4.000 0.000 137.000
0.000
2.000
AHLOA B From Leg 4.000 0.000 137.000
0.000
2.000
AHLOA C From Leg 4.000 0.000 137.000
0.000
2.000
ASU9338TYP01 C From Leg 4.000 0.000 137.000
0.000
2.000
5' x 2" Pipe Mount A From Face 4.000 0.000 137.000
0.000
2.000
5' x 2" Pipe Mount C From Face 4.000 0.000 137.000
0.000
2.000
5' x 2" Pipe Mount B From Face 4.000 0.000 137.000
0.000
0.000
5' x 2" Pipe Mount C From Face 4.000 0.000 137.000
0.000
0.000
5' x 2" Pipe Mount A From Face 4.000 0.000 137.000
0.000
0.000
Platform Mount [LP 303-1_HR-1] B None 0.000 137.000
4) MPT-XP-HQAM C From Leg 4.000 0.000 130.000
0.000
0.000
Pipe Mount [PM 601-1] C From Leg 0.500 0.000 130.000
0.000
0.000
2) HPA-65R-BUU-H8 w/ Mount Pipe A From Leg 4.000 0.000 119.000
0.000
1.000
2) HPA-65R-BUU-H8 w/ Mount Pipe B From Leg 4.000 0.000 119.000
0.000
1.000
2) HPA-65R-BUU-H8 w/ Mount Pipe C From Leg 4.000 0.000 119.000
0.000
1.000
EPBQ-654L8H8-L2 w/ Mount Pipe A From Leg 4.000 0.000 119.000
0.000
1.000
EP130-6541-8148-1-2 w/ Mount Pipe B From Leg 4.000 0.000 119.000
0.000
tnxTower Report - version 8.1.1.0
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision 0
Description Face Offset
or Type
Leg
EPBQ-654L8H8-L2 w/ Mount Pipe
RRH4X25-WCS
RRH4X25-WCS
RRH4X25-WCS
RRH2x40-07-L
RRH2x40-07-L
RRH2x40-07-L
B66A RRH4X45
B66A RRH4X45
B66A RRH4X45
DC6-48-60-0-8C
DC2-48-60-0-9E
DC2-48-60-0-9E
2) DC2-48-60-0-9E
DC2-48-60-0-9E
DC2-48-60-0-9E
B25 RRH4X30-4R
B25 RRH4X30-4R
B25 RRH4X30-4R
FRBI
FRBI
FRBI
tnxTower Report - version 8.1.1.0
C
A
B
C
A
B
C
A
B
C
A
A
A
B
C
C
A
B
C
A
B
C
From Leg
From Leg
From Leg
From Leg
From Leg
From Leg
From Leg
From Leg
From Leg
From Leg
From Leg
From Leg
From Leg
From Leg
From Leg
From Leg
From Leg
From Leg
From Leg
From Leg
From Leg
From Leg
March 22, 2022
CCI BU No 878532
Page 13
Offsets: Azimuth Placement
Horz Adjustment
Lateral
Vert
ft ft
ft
ft
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
0.000
1.000
4.000 0.000 119.000
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision 0
March 22, 2022
CC/ BU No 878532
Page 14
Description Face Offset Offsets: Azimuth Placement
or Type Horz Adjustment
Leg Lateral
Vert
ft t
ft
ft
0.000
1.000
FC12-PC6-10E A From Leg 4.000 0.000 119.000
0.000
1.000
FC12-PC6-10E B From Leg 4.000 0.000 119.000
0.000
1.000
Site Pro 1 F3P-HRK12 C None 0.000 119.000
Site Pro 1 F313-12W C None 0.000 119.000
Dishes
Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside
or Type Type Horz Adjustment Beam Diameter
Leg Lateral Width
Vert
ft ft ft
andrew VHLP2-11 A Paraboloid w/Shroud (HP) From 4.000 0.000 137.000 2.175
Leg 0.000
2.000
andrew VHLP2-18 B Paraboloid w/Shroud (HP) From 4.000 0.000 137.000 2.175
Leg 0.000
2.000
andrew VHLPX4-11 C Paraboloid w/Shroud (HP) From 1.000 0.000 130.000 4.233
Leg 0.000
0.000
Load Combinations
Comb. Description
No.
1 Dead Only
2 1.2 Dead+1.0 Wind 0 deg - No Ice
3 0.9 Dead+1.0 Wind 0 deg - No Ice
4 1.2 Dead+1.0 Wind 30 deg - No Ice
5 0.9 Dead+1.0 Wind 30 deg - No Ice
6 1.2 Dead+1.0 Wind 60 deg - No Ice
7 0.9 Dead+1.0 Wind 60 deg - No Ice
8 1.2 Dead+1.0 Wind 90 deg - No Ice
9 0.9 Dead+1.0 Wind 90 deg - No Ice
10 1.2 Dead+1.0 Wind 120 deg - No Ice
11 0.9 Dead+1.0 Wind 120 deg - No Ice
12 1.2 Dead+1.0 Wind 150 deg - No Ice
13 0.9 Dead+1.0 Wind 150 deg - No Ice
14 1.2 Dead+1.0 Wind 180 deg - No Ice
15 0.9 Dead+1.0 Wind 180 deg - No Ice
16 1.2 Dead+1.0 Wind 210 deg - No Ice
17 0.9 Dead+1.0 Wind 210 deg - No Ice
18 1.2 Dead+1.0 Wind 240 deg - No Ice
19 0.9 Dead+1.0 Wind 240 deg - No Ice
20 1.2 Dead+1.0 Wind 270 deg - No Ice
tnxTower Report - version 8.1.1.0
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision 0
Comb.
No.
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
Sectio
n
No.
L1
L2
L3
L4
Description
0.9 Dead+1.0 Wind 270 deg - No Ice
1.2 Dead+1.0 Wind 300 deg - No Ice
0.9 Dead+1.0 Wind 300 deg - No Ice
1.2 Dead+1.0 Wind 330 deg - No Ice
0.9 Dead+1.0 Wind 330 deg - No Ice
1.2 Dead+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp
Dead+Wind 0 deg - Service
Dead+Wind 30 deg - Service
Dead+Wind 60 deg - Service
Dead+Wind 90 deg - Service
Dead+Wind 120 deg - Service
Dead+Wind 150 deg - Service
Dead+Wind 180 deg - Service
Dead+Wind 210 deg - Service
Dead+Wind 240 deg - Service
Dead+Wind 270 deg - Service
Dead+Wind 300 deg - Service
Dead+Wind 330 dep - Service
Maximum Member Forces
March 22, 2022
CCI BU No 878532
Page 15
Elevation Component Condition Gov. Axial Major Axis Minor Axis
ft Type Load Moment Moment
Comb. K kio-ft kip-ft
159 - 133.42 Pole Max Tension 42 0.000 0.000 0.000
Max. Compression 26 12.941 0.275 0.334
Max. Mx 8 6.922 84.361 0.170
Max. My 2 6.934 0.195 84.823
Max. Vy 20 7.832 83.980 0.083
Max. Vx 14 7.877 0.137 84.685
Max. Torque 22 0.520
133.42 - Pole Max Tension 1 0.000 0.000 0.000
87.837
Max. Compression 26 30.853 0.057 1.671
Max. Mx 8 16.822 706.929 8.533
Max. My 14 16.905 7.853 695.985
Max. Vy 8 18.127 706.929 8.533
Max. Vx 2 17.631 11.280 694.500
Max. Torque 25 1.116
87.837 - Pole Max Tension 1 0.000 0.000 0.000
43.29
Max. Compression 26 41.736 0.805 3.806
Max. Mx 8 25.171 1555.307 17.926
Max. My 14 25.223 16.317 1518.804
Max. Vy 8 20.824 1555.307 17.926
Max. Vx 2 20.147 24.726 1516.017
Max. Torque 25 0.920
43.29 - 0 Pole Max Tension 1 0.000 0.000 0.000
Max. Compression 26 57.872 1.880 6.318
Max. Mx 8 38.327 2632.749 27.820
Max. My 14 38.329 25.291 2563.299
Max. Vy 8 23.194 2632.749 27.820
Max. Vx 2 22.524 39.244 2558.795
Max. Torque 25 0.915
tnxTower Report - version 8.1.1.0
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision 0
Maximum Reactions
Location Condition Gov. Vertical Horizontal, X Horizontal, Z
Load K K K
Comb.
Pole Max. Vert 33 57.872 0.041 7.427
Max. Hx 20 38.350 23.056 0.129
Max. H. 2 38.350 0.281 22.488
Max. M. 2 2558.795 0.281 22.488
Max. M. 8 2632.749 23.157 0.214
Max. Torsion 25 0.913 11.197 19.306
Min. Vert 25 28.763 11.197 19.306
Min. H. 8 38.350 23.157 0.214
Min. H. 14 38.350 0.185 22.485
Min. Mx 14 2563.299 0.185 22.485
Min. M, 20 2618.312 23.056 0.129
Min. Torsion 13 0.913 11.074 19.377
March 22, 2022
CCI BU No 878532
Page 16
Tower Mast Reaction Summary
Load Vertical Shear, Shear, Overturning Overturning Torque
Combination Moment, M. Moment, M.
K K K kip-ft kip-ft kip-ft
Dead Only 31.958 0.000 0.000 1.826 0.357 0.000
1.2 Dead+1.0 Wind 0 deg - 38.350 0.281 22.488 2558.795 39.244 0.517
No Ice
0.9 Dead+1.0 Wind 0 deg - 28.763 0.281 22.488 2511.740 38.377 0.543
No Ice
1.2 Dead+1.0 Wind 30 deg - 38.350 11.870 20.185 2286.314 1351.573 0.201
No Ice
0.9 Dead+1.0 Wind 30 deg - 28.763 11.870 20.185 2244.567 1326.427 0.223
No Ice
1.2 Dead+1.0 Wind 60 deg - 38.350 20.062 11.614 1320.656 2283.192 0.287
No Ice
0.9 Dead+1.0 Wind 60 deg - 28.763 20.062 11.614 1296.718 2240.741 0.299
No Ice
1.2 Dead+1.0 Wind 90 deg - 38.350 23.157 0.214 27.820 2632.749 0.296
No Ice
0.9 Dead+1.0 Wind 90 deg - 28.763 23.157 0.214 27.845 2583.852 0.295
No Ice
1.2 Dead+1.0 Wind 120 deg 38.350 19.467 10.947 1243.058 2218.287 0.230
No Ice
0.9 Dead+1.0 Wind 120 deg 28.763 19.467 10.947 1219.357 2176.879 0.244
No Ice
1.2 Dead+1.0 Wind 150 deg 38.350 11.074 19.377 2209.353 1257.994 0.889
No Ice
0.9 Dead+1.0 Wind 150 deg 28.763 11.074 19.377 2167.623 1234.480 0.913
No Ice
1.2 Dead+1.0 Wind 180 deg 38.350 0.185 22.485 2563.299 25.291 0.764
No Ice
0.9 Dead+1.0 Wind 180 deg 28.763 0.185 22.485 2515.017 24.905 0.791
No Ice
1.2 Dead+1.0 Wind 210 deg 38.350 11.746 20.140 2285.415 1333.165 0.406
No Ice
0.9 Dead+1.0 Wind 210 deg 28.763 11.746 20.140 2242.535 1308.595 0.429
No Ice
1.2 Dead+1.0 Wind 240 deg 38.350 19.959 11.555 1317.165 2268.156 0.287
No Ice
0.9 Dead+1.0 Wind 240 deg 28.763 19.959 11.555 1292.149 2226.203 0.299
No Ice
1.2 Dead+1.0 Wind 270 deg 38.350 23.056 0.129 20.115 2618.312 0.090
No Ice
0.9 Dead+1.0 Wind 270 deg 28.763 23.056 0.129 19.154 2569.891 0.089
No Ice
1.2 Dead+1.0 Wind 300 deg 38.350 19.417 11.028 1249.642 2210.775 0.477
tnxTower Report - version 8.1.1.0
March 22, 2022
159 Ft Monopole Tower Structural Analysis CC/ BU No 878532
Project Number 2091852, Order 609937, Revision 0 Page 17
Load Vertical Shear, Shear, Overturning Overturning Torque
Combination Moment, M. Moment, M.
K K K kio-ft kip-ft kip-ft
No Ice
0.9 Dead+1.0 Wind 300 deg 28.763 19.417 11.028 1226.951 2169.712 0.491
No Ice
1.2 Dead+1.0 Wind 330 deg 38.350 11.197 19.306 2194.647 1274.556 0.889
No Ice
0.9 Dead+1.0 Wind 330 deg 28.763 11.197 19.306 2154.336 1250.926 0.913
No Ice
1.2 Dead+1.0 Ice+1.0 Temp 57.872 0.000 0.000 6.318 1.880 0.000
1.2 Dead+1.0 Wind 0 57.872 0.062 7.428 877.293 10.980 0.059
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 30 57.872 3.770 6.447 760.978 452.022 0.017
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 60 57.872 6.469 3.742 439.662 772.437 0.022
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 90 57.872 7.457 0.048 0.741 889.718 0.054
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 120 57.872 6.451 3.660 440.427 769.643 0.037
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 150 57.872 3.685 6.428 771.190 439.401 0.160
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 180 57.872 0.041 7.427 890.175 4.123 0.113
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 210 57.872 3.742 6.437 772.617 443.938 0.030
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 240 57.872 6.446 3.729 450.564 765.242 0.021
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 270 57.872 7.435 0.028 10.505 882.727 0.007
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 300 57.872 6.441 3.678 430.230 764.346 0.093
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 330 57.872 3.714 6.412 755.903 439.819 0.161
deg+1.0 Ice+1.0 Temp
Dead+Wind 0 deg - Service 31.958 0.080 6.418 721.791 11.317 0.156
Dead+Wind 30 deg - Service 31.958 3.388 5.761 644.941 382.240 0.066
Dead+Wind 60 deg - Service 31.958 5.726 3.315 371.990 645.531 0.090
Dead+Wind 90 deg - Service 31.958 6.609 0.061 6.594 744.301 0.090
Dead+Wind 120 deg - 31.958 5.556 3.124 352.524 627.062 0.066
Service
Dead+Wind 150 deg - 31.958 3.161 5.531 625.568 355.711 0.261
Service
Dead+Wind 180 deg - 31.958 0.053 6.417 725.597 6.909 0.228
Service
Dead+Wind 210 deg - 31.958 3.352 5.748 647.199 376.562 0.125
Service
Dead+Wind 240 deg - 31.958 5.697 3.298 373.518 640.791 0.090
Service
Dead+Wind 270 deg - 31.958 6.581 0.037 6.945 739.727 0.031
Service
Dead+Wind 300 deg - 31.958 5.542 3.148 351.850 624.466 0.138
Service
Dead+Wind 330 deg - 31.958 3.196 5.510 618.877 359.920 0.261
Service
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 31.958 0.000 0.000 31.958 0.000 0.000%
2 0.281 38.350 22.488 0.281 38.350 22.488 0.000%
3 0.281 28.763 22.488 0.281 28.763 22.488 0.000%
4 11.870 38.350 20.185 11.870 38.350 20.185 0.000%
5 11.870 28.763 20.185 11.870 28.763 20.185 0.000%
6 20.062 38.350 11.614 20.062 38.350 11.614 0.000%
7 20.062 28.763 11.614 20.062 28.763 11.614 0.000%
8 23.157 38.350 0.214 23.157 38.350 0.214 0.000%
tnxTower Report - version 8.1.1.0
March 22, 2022
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 2091852, Order 609937, Revision 0 Page 18
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ Error
Comb. K K K K K K
9 23.157 28.763 0.214 23.157 28.763 0.214 0.000%
10 19.467 38.350 10.947 19.467 38.350 10.947 0.000%
11 19.467 28.763 10.947 19.467 28.763 10.947 0.000%
12 11.074 38.350 19.377 11.074 38.350 19.377 0.000%
13 11.074 28.763 19.377 11.074 28.763 19.377 0.000%
14 0.185 38.350 22.485 0.185 38.350 22.485 0.000%
15 0.185 28.763 22.485 0.185 28.763 22.485 0.000%
16 11.746 38.350 20.140 11.746 38.350 20.140 0.000%
17 11.746 28.763 20.140 11.746 28.763 20.140 0.000%
18 19.959 38.350 11.555 19.959 38.350 11.555 0.000%
19 19.959 28.763 11.555 19.959 28.763 11.555 0.000%
20 23.056 38.350 0.129 23.056 38.350 0.129 0.000%
21 23.056 28.763 0.129 23.056 28.763 0.129 0.000%
22 19.417 38.350 11.028 19.417 38.350 11.028 0.000%
23 19.417 28.763 11.028 19.417 28.763 11.028 0.000%
24 11.197 38.350 19.306 11.197 38.350 19.306 0.000%
25 11.197 28.763 19.306 11.197 28.763 19.306 0.000%
26 0.000 57.872 0.000 0.000 57.872 0.000 0.000%
27 0.062 57.872 7.428 0.062 57.872 7.428 0.000%
28 3.770 57.872 6.446 3.770 57.872 6.447 0.000%
29 6.469 57.872 3.742 6.469 57.872 3.742 0.000%
30 7.457 57.872 0.048 7.457 57.872 0.048 0.000%
31 6.451 57.872 3.660 6.451 57.872 3.660 0.000%
32 3.685 57.872 6.428 3.685 57.872 6.428 0.000%
33 0.041 57.872 7.427 0.041 57.872 7.427 0.000%
34 3.742 57.872 6.437 3.742 57.872 6.437 0.000%
35 6.446 57.872 3.729 6.446 57.872 3.729 0.000%
36 7.435 57.872 0.028 7.435 57.872 0.028 0.000%
37 6.440 57.872 3.678 6.441 57.872 3.678 0.000%
38 3.714 57.872 6.412 3.714 57.872 6.412 0.000%
39 0.080 31.958 6.418 0.080 31.958 6.418 0.000%
40 3.388 31.958 5.761 3.388 31.958 5.761 0.000%
41 5.726 31.958 3.315 5.726 31.958 3.315 0.000%
42 6.609 31.958 0.061 6.609 31.958 0.061 0.000%
43 5.556 31.958 3.124 5.556 31.958 3.124 0.000%
44 3.161 31.958 5.531 3.161 31.958 5.531 0.000%
45 0.053 31.958 6.417 0.053 31.958 6.417 0.000%
46 3.352 31.958 5.748 3.352 31.958 5.748 0.000%
47 5.697 31.958 3.298 5.697 31.958 3.298 0.000%
48 6.581 31.958 0.037 6.581 31.958 0.037 0.000%
49 5.542 31.958 3.148 5.542 31.958 3.148 0.000%
50 3.196 31.958 5.510 3.196 31.958 5.510 0.000%
Non -Linear Convergence Results
Load Converged? Number Displacement Force
Combination of Cycles Tolerance Tolerance
1 Yes 4 0.00000001 0.00000001
2 Yes 5 0.00000001 0.00035107
3 Yes 5 0.00000001 0.00014694
4 Yes 7 0.00000001 0.00010186
5 Yes 6 0.00000001 0.00036966
6 Yes 7 0.00000001 0.00010183
7 Yes 6 0.00000001 0.00037081
8 Yes 5 0.00000001 0.00057513
9 Yes 5 0.00000001 0.00026686
10 Yes 7 0.00000001 0.00009664
11 Yes 6 0.00000001 0.00035396
12 Yes 7 0.00000001 0.00009510
13 Yes 6 0.00000001 0.00034723
14 Yes 5 0.00000001 0.00067134
15 Yes 5 0.00000001 0.00031842
16 Yes 7 0.00000001 0.00010220
17 Yes 6 0.00000001 0.00037206
18 Yes 7 0.00000001 0.00009975
tnxTower Report - version 8.1.1.0
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision 0
19 Yes 6 0.00000001 0.00036277
20 Yes 5 0.00000001 0.00022043
21 Yes 5 0.00000001 0.00009251
22 Yes 7 0.00000001 0.00009539
23 Yes 6 0.00000001 0.00034898
24 Yes 7 0.00000001 0.00009890
25 Yes 6 0.00000001 0.00036301
26 Yes 4 0.00000001 0.00005468
27 Yes 6 0.00000001 0.00018001
28 Yes 6 0.00000001 0.00054881
29 Yes 6 0.00000001 0.00054176
30 Yes 6 0.00000001 0.00018181
31 Yes 6 0.00000001 0.00053959
32 Yes 6 0.00000001 0.00053490
33 Yes 6 0.00000001 0.00018244
34 Yes 6 0.00000001 0.00054872
35 Yes 6 0.00000001 0.00055041
36 Yes 6 0.00000001 0.00018120
37 Yes 6 0.00000001 0.00052230
38 Yes 6 0.00000001 0.00053352
39 Yes 4 0.00000001 0.00049969
40 Yes 5 0.00000001 0.00037773
41 Yes 5 0.00000001 0.00037847
42 Yes 4 0.00000001 0.00058729
43 Yes 5 0.00000001 0.00034157
44 Yes 5 0.00000001 0.00032713
45 Yes 4 0.00000001 0.00065759
46 Yes 5 0.00000001 0.00038505
47 Yes 5 0.00000001 0.00036476
48 Yes 4 0.00000001 0.00051417
49 Yes 5 0.00000001 0.00032909
50 Yes 5 0.00000001 0.00035723
March 22, 2022
CCi BU No 878532
Page 19
Maximum Tower Deflections - Service Wind I
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
It in Comb.
L 1 159 - 133.42 43.336 40 2.390 0.003
L2 136.587 - 87.837 32.314 40 2.270 0.004
L3 92.17 - 43.29 14.048 40 1.533 0.001
L4 48.707 - 0 3.696 40 0.710 0.000
Critical Deflections and Radius of Curvature - Service Wind I
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
It Comb. in oIt
159.000 Lightning Rod 1/2" x 8' 40 43.336 2.390 0.003 24571
157.000 MX08FRO665-21 w/ Mount Pipe 40 42.336 2.383 0.003 24571
139.000 andrew VHLP2-11 40 33.467 2.290 0.004 6161
137.000 AEHC w/ Mount Pipe 40 32.510 2.273 0.004 5671
130.000 andrew VHLPX4-11 40 29.232 2.199 0.004 4805
119.000 2) HPA-65R-BUU-H8 w/ Mount 40 24.333 2.040 0.003 3971
Pipe
Maximum Tower Deflections - Design Wind I
tnxTower Report - version 8.1.1.0
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision 0
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb.
L1 159 - 133.42 153.519 4 8.503 0.010
L2 136.587 - 87.837 114.523 4 8.071 0.013
L3 92.17 - 43.29 49.824 4 5.449 0.004
L4 48.707 - 0 13.107 4 2.521 0.001
March 22, 2022
CCI BU No 878532
Page 20
Critical Deflections and Radius of Curvature - Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in o oft
159.000 Lightning Rod 1/2" x 8' 4 153.519 8.503 0.011 7170
157.000 MX08FRO665-21 w/ Mount Pipe 4 149.982 8.478 0.011 7170
139.000 andrew VHLP2-11 4 118.604 8.145 0.014 1794
137.000 AEHC w/ Mount Pipe 4 115.218 8.085 0.014 1651
130.000 andrew VHLPX4-11 4 103.614 7.819 0.013 1399
119.000 2) HPA-65R-BUU-H8 w/ Mount 4 86.269 7.255 0.011 1154
Pipe
Compression Checks
Pole Design Data
Section Elevation Size L L KlIr A P Wn Ratio
No. P.
ft It It in2 K K W
L1 159 - 133.42 TP21.29x16x0.188 25.580 0.000 0.0 12.169 6.907 711.878 0.010
1)
L2 133.42 - TP30.21x20.260.25 48.750 0.000 0.0 23.072 16.796 1349.680 0.012
87.837(2)
L3 87.837 - TP38.8x28.826x0.313 48.880 0.000 0.0 37.078 25.153 2169.090 0.012
43.29(3)
L4 43.29 - 0 (4) TP47x37.07x0.375 48.707 0.000 0.0 55.495 38.327 3246.480 0.012
Pole Bending Design Data
Section Elevation Size M.. 010- Ratio M-Y QM y Ratio
No. M x M y
ft kip-ft kip-ft W- kip-fl kip-ft ¢M v
L1 159 - 133.42 TP21.29xl6x0.188 84.978 366.326 0.232 0.000 366.326 0.000
1)
L2 133.42 - TP30.21x20.264.25 711.357 969.550 0.734 0.000 969.550 0.000
87.837(2)
L3 87.837 - TP38.8x28.826x0.313 1567.242 1986.158 0.789 0.000 1986.158 0.000
43.29(3)
L4 43.29 - 0 (4) TP47x37.07x0.375 2655.933 3662.192 0.725 0.000 3662.192 0.000
Pole Shear Design Data
tnxTower Report - version 8.1.1.0
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision 0
March 22, 2022
CC/ BU No 878532
Page 21
Section Elevation Size Actual Ratio Actual T Ratio
No. V. Vu T T
ft K K Ve kip-ft kip-ft 0Tn
L1 159 - 133.42 TP21.29x16x0.188 7.853 213.563 0.037 0.353 382.427 0.001
1)
L2 133.42 - TP30.21x20.264.25 18.271 404.905 0.045 0.203 1031.008 0.000
87.837(2)
L3 87.837- TP38.8x28.826x0.313 21.055 650.726 0.032 0.202 2130.308 0.000
43.29(3)
L4 43.29 - 0 (4) TP4707.074.375 23.454 973.944 0.024 0.201 3976.792 0.000
Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. P. M x M y V. T. Stress Stress
It op W_ oM - WV OT Ratio Ratio
L1 159 - 133.42 0.010 0.232 0.000 0.037 0.001 0.243 1.050 4.8.2
1)
L2 133.42 - 0.012 0.734 0.000 0.045 0.000 0.748 1.050 4.8.2
87.837(2)
L3 87.837- 0.012 0.789 0.000 0.032 0.000 0.802 1.050 4.8.2
43.29(3)
L4 43.29 - 0 (4) 0.012 0.725 0.000 0.024 0.000 0.738 1.050 4.8.2
Section Capacity Table
Section Elevation Component Size Critical P ope - Pass
No. It Type Element K K Capacity Fail
L1 159 - 133.42 Pole TP21.29x16x0.188 1 6.907 747.472 23.2 Pass
L2 133.42 - 87.837 Pole TP30.21x20.260.25 2 16.796 1417.164 71.3 Pass
L3 87.837 - 43.29 Pole TP38.8x28.826x0.313 3 25.153 2277.544 76.4 Pass
L4 43.29 - 0 Pole TP47x37.07x0.375 4 38.327 3408.804 70.2 Pass
Summary
Pole (1-3) 76.4 Pass
RATING = 76.4 Pass
tnxTower Report - version 8.1.1.0
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision
APPENDIX B
BASE LEVEL DRAWING
March 22, 2022
CCI BU No 878532
Page 22
tnxTower Report - version 8.1.1.0
Cswwmw/ s FEn
PROPOSED EOUOVENI CONFIGURATION)
1) +-1/2' TO +57 FT LEVEL
SSEVELT • E`QUIPMENT)
S°TKER C0N +T)
oTHE/R aaNsmmEnEQLWMM
a• 10 137 - LEVEL
3/0• TO 137 " LEVEL
11) +-3/9• TO +37 FT LEVEL
OD+ER CONSIDERED EMAPMENT-Di COLOUR)
3) I3/I6• TO ++9 FF LEVEL
LEVEL
OJTHER •CONSIDEREDEQWMDM
3/9• To 1+9 R LEVEL
Y 13/+9• TD ++9 - LEVEL
Y) 1-3/8• TO ++9 FT LEVEL
159 Ft Monopole Tower Structural Analysis
Project Number 2091852, Order 609937, Revision 0
APPENDIX C
ADDITIONAL CALCULATIONS
March 22, 2022
CCI BU No 878532
Page 23
tnxTower Report - version 8.1.1.0
Monopole Base Plate Connection
BU 4,: 178532
Site Nameulfillment
Order #
Vloticelloji
609937 Rev. 0
TIA-222 Revision H
Grout Considered: No
I., (in) 2.125
Moment (kip-ft) 2655.93
Axial Force (kips) 38.33
Shear Force (kips) 23.45
TIA-222-H Section 15.5 Applied
Anchor Rod Data
12) 2-1/4" 0 bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 56" BC
Base Plate Data
62" OD x 1.75" Plate (A572-60; Fy=60 ksi, Fu=75 ksi)
Stiffener Data
24) 18"H x VW x 1"T, Notch: 1"
plate: Fy= SO ksi ; weld: Fy= 70 ksi
horh:. weld: O.S" groove, 4S° dbl bevel, 0.187S" fillet
vert. weld: 0.312S" fillet
Pole Data
47" x 0.375" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi)
0
0 CROWN
v CASTLE
94
7
O
X
Anchor Rod Summary units of kips, kip -in)
Pu—t = 186.39 Vn_t = 243.75 Stress Rating
Vu = 1.95 4)Vn = 149.1 72.8%
Mu = n/a Wn = n/a Pass
Base Plate Summary
Max Stress (ksi): 44.58 Roark's Flexural)
Allowable Stress (ksi): 54
Stress Rating: 78.69/* Pass
Stiffener Summary
Horizontal Weld: 33.0% Pass
Vertical Weld: 33.9•0A Pass
Plate Flexure+Shear: 7.1% Pass
Plate Tension+Shear: 33.2% Pass
Plate Compression: 33.1% Pass
Pole Summary
Punching Shear: 7.8•0A Pass
CClplate - Version 4.1.2 Analysis Date: 3/22/2022
Drilled Pier Foundation
BU a : 878532
Site Name: F1/Moticellolfulfillmentsyst
Order Number. 609937 Rev. 0 1
TIA-222 Revlson: H
Tower Type: Monopole
Ir CROWNJ':CASTLE
PPY on p
I F/A
y` .^`,.,tii.,: ;[,ri /•TiT.11 4ii7.([inlF;lS:" r
Sob lateral Check Compression Uplift Input Effective D.epthes (else
Uplift D(ftfrom TOC) 9.43
Monem (Kip-ft) 2 Soll Safety FedorI 4l earaon ep er.
I %W ti lComp. ForcetklPSt
I
MaMomentlWp-ftj z9i1b1 tlFear-Fn66orMeffoOl Jhear FOfCe lKp3}
4 ating•l19. verna-e (Aticifff 1p Soil vertical Check
ompresslon Uplift to Sod t_.iir illation-n I 1
Skin
Friction (taps) 546.45 Concrete Slrerl th,
Yc: 4)ksl I End Bearing iklpsl 671.96 Reber Strength, Fy
j 601ksl I Welght of Concrete Iklpsl 17322 Tle Ylek1 Strengths,
Fyt:l 60 ksl I Total Capacity (kips) f218A1 I Axial (kips)
211.57 r • . I I
Rating• 16.5`/0 I 17ap IItt
1 Relydorced Concrete Flexure G mpressfon Uplift Ext Above Grade
11$ - - I Critical Depth (ft from TOC)j 9.41 I Pier Section
1 I Critical Moment Qdp-ffll 2911.81 I Frmn 1'
abova wade to 2a'W—grede I I Critical Moment Capacity 66 45.69 IPier Diameter
6.5 ft I 1 Kerins' 59.4% 1 Reber Duan*
211I Reinforced Concrete Shear Compresslon Uplift I Reber Size 11
I 1 Critical Depth (ft from ToC)1 21.69 I Reber Caqe Dianreter
67 in I Critical Shear (kip) 319.42 I Tie Size 5
I Critical Shear Capacity 540.81 I Tie Spadrm In '
I Rating• 56.3% 1 Structural Foundation Ratine
59.41/6 1 Soil Interaction Rating'
I 29.7% Rating per TIA-222-
H Section 15.5 I Groundweler Depth I
33 MMWj# of Layers 1 3 calculated Angle of Calculated
Ultimate
Skin Ult.
Gross Ultimate Skin Top layer
Bottom (ft)
ThicknessY.m Ymmw.
cohesion Ultimate Skin Friction Ultimate Skin Friction
Camp Bearing SPT Blow Friction Uplift Soil Typeh) ft) lPdl 1Pd1 ( ) dam) Frictionks Comp Friction Uplift Override oveMde (ksf) Capacity Gourd ksf) kaf) Onsf) (ksfl
I 1 IS 6.
7 6.7 120 150 0 0 0.000 0.000 +++qi u++n Coheslonless 2 6.7 24
17.3 120 150 0 32 0.000 0.000 1 Coheslonless 3 24 28 4
130 150 0 32 0.000 0.000 i +' 27 Cohesionless Version 5.0.3
ASCE
AMEFIIM SOCIETY OF CM ENGINM
Address:
No Address at This
Location
111111=111 A rN
Wind
Results:
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-16 Elevation: 958.11 ft (NAVD 88)
Risk Category: II Latitude: 45.298117
Soil Class: D - Default (see Longitude:-93.792456
Section 11.4.3)
1IL
1
114 _i
I ,
Wind Speed: 109 Vmph
10-year MRI 75 Vmph
25-year MRI 82 Vmph
50-year MRI 87 Vmph
100-year MRI 93 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Wed Jul 07 2021
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2.
Flaps Jasce7hazardtool online Page 1 of 3 Wed Jul 07 2021
Asa,
AMERICAN SOCIETY OF CML ENGINIM
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
Ss : 0.05
S 1 0.023
Fe 1.6
F , 2.4
SMS : 0.08
SM1 0.056
SIDS 0.054
Seismic Design Category A
008 MCER Response Spectrum
0.07
006
005
0.04
0.03
002
001
0'
0 2 4 6 B 10 12 14
Sa(9)vs T(s)
0 045
0.040
0 035
0 030
0 025
0 020
0.015
0 010
0
MCER Vertical Response Spectrum
0.5 10 15
Sa(g) vs T(s)
SID1
TL
PGA:
PGAM:
F PCA
le .
Cv :
006
005
004
003
0,02
001
0
0
0.030
0.025
0 020
0.015
0 010
0 005
2.0 0
0.037
12
0.024
0.038
1.6
1
0.7
Design Response Spectrum
2 4 6 Et 10 12 14
Sa(g) vs T(s)
Design Vertical Response Spectrum
0.5 10 15 2.0
Sa(g) vs T(s)
Data Accessed: Wed Jul 07 2021
Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16
Table 1.5-2. Additional data for site -specific ground motion procedures in
accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS.
blips //asce7hazardtool online Page 2 of 3 Wed Jul 07 2021
A==-- sa,
AMMCM SOMYOF CM ENfiIIMM
Ice
Results:
Ice Thickness:
Concurrent Temperature:
Gust Speed:
Data Source:
Date Accessed:
1.00 in.
5 F
50 mph
Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8
Wed Jul 07 2021
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys
and gorges may exceed the mapped values.
Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds,
for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.
Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice
thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may
exceed the mapped values.
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third -party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, Indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
hops iiasre7hazardtool online Page 3 of 3 Wed Jul 07 2021
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878532.01 0S1 is
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Michael Clust
Veracity Land Use Development Services
5348 Carrollton Ave.
Indianapolis, IN 46220
April 15, 2022
Building Inspections
ATTN: Deb Cole
City of Monticello
505 Walnut Street, Suite 1
Monticello, MN 55362
Dear Building Department:
Please find enclosed sets of construction drawings, structural analysis, and permit application DISH
Wireless collocation at 406 East 7th St. Please note that this project requires a CUP, which has been
approved by the Plan Commission and is slated for the 4/25 City Council meeting on the consent
agenda for final approval.
This will be a first time install for DISH Wireless on this tower with a 35-SF equipment pad. Please
see plans and application for further details.
Once fees are ready to be paid or should you have any questions, please contact me.
Sincerely,
Michael Clust
Veracity Land Use Development Services
317-760-5852
veracityluds@gmail.com
k4c GL'd IG 0 VA.
XI ('4-
K CITY OF
PHONE:763-295-2711 FAx:763-295-4404
LMonti6eflo 505 Walnut Street I Suite 11 Monticello, MN 55362
EXHIBIT Z
Amendment to Conditional Use Permit
SAC Wireless for AT&T
406 East 7th Street
1. Facility upgrades shall be in accordance with the plan set dated 3/10/2022 for Dish
Wireless.
2. A building permit shall be obtained prior to installation of the proposed new antennas and
updated equipment, including certification by a licensed structural engineer if determined
to be necessary by the Building Department.
3. The new antennas and related equipment shall comply with all Federal Communications
Commission (FCC) regulations.
4. The new antennas and related equipment shall comply with all applicable electrical codes.
5. All transmitting, receiving and switching equipment shall be housed within the existing
equipment structure.
6. Comments of the City Engineer and other City staff as applicable.
APPPOVED FILE COPY
ri u rd•rrrn u
www.ci.monticello.mn.us