HomeMy WebLinkAboutSTRUCTURAL ANALYSIS - 22-00881 - 2211 W 1000 S - Cell Tower Upgrades
kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
Smartlink Group, LLC.
1997 Annapolis Exch. Pkwy #200
Annapolis, MD 21401
(801) 230-4877
Kevin Fraleigh, P.E.
3875 Embassy Pkwy, Suite 280
Akron, OH 44333
(216) 505-8256
Date: November 3,2022
K-H Project #: KHCLE-31359
Comprehensive Structural Analysis Report
Carrier Designation: AT&T USID: 129553
FA Number: 10549689
Client Site Number: IDL04341
AT&T Site Name: REXBURG WEST
Analysis Criteria: Code Requirements: TIA-222-H, 2018 IBC, & ASCE 7-16
Ultimate Wind Speed w/o Ice: 105 mph (3-sec gust)
Wind Speed w/ Ice: 50 mph w/ 0.25” ice
Site Data: 2211 West 1000 South, Rexburg,
ID 83440, Madison County
Latitude 43.8089194° N, Longitude 111.8217472° W
AT&T Market: CO/UT/WY/MT/SO. ID
120 ft – EEI Monopole
Ms. Tamara Shiveley,
Kimley-Horn and Associates, Inc. is pleased to submit this “Comprehensive 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:
Existing+Proposed+Future:
Proposed Tower Rating: 39.4% Pass
Proposed Foundation Rating: 31.9% Pass
This analysis utilizes an ultimate 3-second gust wind speed of 105 mph as required by the 2018 International
Building Code. Applicable Standard references and design criteria are listed in Page 2 - Analysis Criteria.
Structural analysis prepared by: Deanna Fernando, E.I.
Respectfully submitted by:
Kevin J. Clements, P.E.
Lic. #20007, Exp. 05/31/2024
Kimley-Horn and Associates, Inc. COA #582
FA Number: 10549689 KH Project #: KHCLE-31359
Site Name: REXBURG WEST Page 2
kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
▪ INTRODUCTION
At the request of Smartlink Group, LLC., Kimley-Horn and Associates, Inc. performed a structural analysis of
the existing monopole structure located in Rexburg, ID. The purpose of the analysis is to determine the
adequacy of the tower to support the loading configuration outlined in Appendix A (Tower Analysis Summary
Form), pursuant to the referenced standards.
▪ ANALYSIS CRITERIA
The analysis utilizes tnxTower v. 8.1, an industry-standard finite element analysis program, to create an elastic
three-dimensional model considering second-order effects per ANSI/TIA-222 requirements. The program
calculates member stresses for various loading cases and selected output from the analysis is included in the
appendices.
TIA-222 Revision: TIA-222-H
Risk Category: II
Ultimate Wind Speed: 105 mph
Exposure Category: C
Topographic Factor at Base: 1.00
Topographic Factor at Mount: 1.00
Ice Thickness: 0.25 in
Wind Speed with Ice: 50 mph
Seismic Design Category: D
Seismic Ss: 0.359
Seismic S1: 0.141
▪ SUPPORTING DOCUMENTATION
Information on the current tower geometry, member sizes, foundation dimensions, soil properties, and antenna
loading was obtained from the sources listed below. It is assumed that all information provided to Kimley-Horn
& Associates, Inc. is accurate. In the absence of information to the contrary, we assume the structure has been
properly erected and maintained per the original design drawings and the capacity has not significantly changed
from the “as new” condition.
Tower Mapping Not Provided
Tower Design EEI, Project #: 84690, dated 05/23/2012
Foundation Design Ehresmann Engineering, Project #: 84690, dated 01/05/2012
Geotechnical Report Harper-Leavitt Engineering, Project #: PCTLIDU4276, dated 12/29/2011
Previous Analysis GPD, Project #: 2019723.02.129553.03, dated 02/05/2019
Tower Loading Data AT&T RFDS ID: 5134790, dated 04/26/2022
FA Number: 10549689 KH Project #: KHCLE-31359
Site Name: REXBURG WEST Page 3
kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
▪ RESULTS
The tables below show a maximum usage summary for each group of components in the structure. The usage
of a component is the ratio of force in the member compared to its calculated capacity. A more detailed report of
member usages can be found in the appendix at the end of this report. Usages greater than 100% indicate where
the force in the member exceeds its capacity. Usages up to 105% are considered acceptable per industry
standard practice.
Structure Usages:
Structure
Component
Controlling
Usage Result
Pole 30.7% Pass
Base Plate 39.4% Pass
Anchor Rods 32.7% Pass
Foundation Usages:
Structure
Component
Controlling
Usage Result
Base Foundation 31.9% Pass
▪ CONCLUSIONS AND RECOMMENDATIONS
Per our structural analysis, the structure has been found to pass. The tower and foundation can support the
referenced loading in accordance with the structural strength requirements of ANSI/TIA-222-H and 2018 IBC.
FA Number: 10549689 KH Project #: KHCLE-31359
Site Name: REXBURG WEST Page 4
kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
▪ ASSUMPTIONS AND LIMITATIONS
This report is not a condition assessment of the tower and foundation; It is an engineering analysis based upon
the theoretical capacity of the structure. Unless told otherwise, we assume the tower and foundation to be in “like
new” condition. It is the responsibility of our client and the tower owner to verify that the tower modeled and
loading considered is accurate. If these assumptions are not accurate, Kimley-Horn & Associates, Inc. should be
notified immediately to perform a revised analysis. This analysis assumes all antenna mounts are adequate to
support the existing and proposed loads. It is the carrier’s responsibility to ensure antenna mount meets the
structural requirements of ANSI/TIA-222. Kimley-Horn & Associates, Inc. did not analyze antenna supporting
mounts as part of this structural analysis report.
All services are performed, results obtained, and recommendation made in accordance with generally accepted
engineering principles and practices. Kimley-Horn & Associates, Inc. is not responsible for the conclusions,
opinions and recommendations made by others based on the information in this report.
Kimley-Horn makes no warranties, expressed or implied in connection with this report and disclaims any liability
arising from original design, material, fabrication, and section deficiencies or corrosion of the tower.
FA Number: 10549689 KH Project #: KHCLE-31359
Site Name: REXBURG WEST Page 5
kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
APPENDIX A
Tower Analysis Summary Form
Tower Analysis Summary Form
General Info
Site Name
Site Number
FA Number
Date of Analysis
Company Performing Analysis
Tower Info Date Design Parameters Analysis Results (% Maximum Usage)
Tower Type (G, SST, MP)Design Code Used
Tower Height (top of steel AGL)
Tower Manufacturer Location of Tower (County, State)
Tower Model Ultimate Wind Speed (mph)
Tower Design 5/23/2012 Ice Thickness (in)Foundation Adequate?
Foundation Design 1/5/2012 Risk Category (I, II, III, IV)
Geotech Report 12/29/2011 Exposure Category (B, C, D)
Tower Mapping Topographic Category (1 to 5)
Foundation Mapping
Previous Structural Analysis 2/5/2019
Previous Modification Drawings
Steel Yield Strength (ksi)
Pole 65
Base Plate 50
Anchor Rods 105
Existing / Reserved Loading
Antenna Owner Mount
Height (ft)
Antenna CL
(ft)Quantity Type Manufacturer Model Azimuth Quantity Manufacturer Type Quantity Model Size Internal /
External
AT&T Mobility 119 121 3 Panel Kathrein 80010992 0/120/240 1 Unknown 14' LP Platform 9 Unknown 1-5/8" Internal
AT&T Mobility 119 121 3* Panel Kathrein 800 10722 V01 K 0/120/240 on the same mount 4 DC Power #8 AWG Internal
AT&T Mobility 119 121 3* TMA Powerwave LGP 18601 on the same mount 2 Fiber 178 Pair Internal
AT&T Mobility 119 121 3 RRH Nokia AHLBA on the same mount 1 RET 1/2" Internal
AT&T Mobility 119 121 3 RRH Nokia AHFIB on the same mount
AT&T Mobility 119 121 3 RRH Nokia AHNA on the same mount
AT&T Mobility 119 121 2 DC Unit Raycap DC6-48-60-18-8C-EV on the same mount
AT&T Mobility 25 25 1 Dish Andrew VHLPX4-11W-6WH 260.11 1 Unknown Pipe Mount 1 EW90 Elliptical External
AT&T Mobility 10 13 2 GPS Unknown GPS behind dish
Note: Loading marked with * shall be removed prior to the installation of the proposed equipment and have not been considered in this analysis. All other existing/reserved loading shall be reused.
Proposed Loading
Antenna Owner Mount
Height (ft)
Antenna CL
(ft)Quantity Type Manufacturer Model Azimuth Quantity Manufacturer Type Quantity Model Size Internal /
External
AT&T Mobility 119 122 3 Panel Nokia AEQK (Stacked) 0/120/240 on the existing mount 1 DC Power #6 AWG Internal
AT&T Mobility 119 122 3 Panel Nokia AEQU (Stacked) 0/120/240 on the existing mount 1 Fiber 24 Pair Internal
AT&T Mobility 119 121 1 DC Unit Raycap DC9-48-60-24-8C-EV on the existing mount
Note: The proposed loading shall be installed in addition to the remaining existing/reserved equipment at the same elevation.
Future Loading
Antenna Owner Mount
Height (ft)
Antenna CL
(ft)Quantity Type Manufacturer Model Azimuth Quantity Manufacturer Type Quantity Model Size Internal /
External
Transmission Line
Antenna Mount Transmission Line
Mount Transmission Line
1
Not Provided
Antenna
Antenna Mount
Not Provided
Not Provided
GPD, Project #: 2019723.02.129553.03
0.25
Harper-Leavitt, Project #: PCTLIDU4276 C
II
31.9%
Yes
Not Provided 105 Foundation (%)
EEI, Project #: 84690
Ehresmann Engineering #: 84690
2018 IBC & ASCE 7-16 Tower (%)
EEI Madison, ID Tower Base (%)
30.7%
39.4%
120'
REXBURG WEST The information contained in this summary report is not to be used
independently from the PE stamped tower analysis.129553 (IDL04341)
10549689
10/17/22
Kimley-Horn
Description
MP TIA-222-H,Existing/Reserved + Future + Proposed Condition
FA Number: 10549689 KH Project #: KHCLE-31359
Site Name: REXBURG WEST Page 6
kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
APPENDIX B
tnxTower Output File
Kimley-Horn
421 Fayetteville Street, Suite 600
Raleigh, NC 27601
Phone: (919) 677-2000
FAX:
Job: 10549689 - REXBURG WEST
Project: KHCLE-31359
Client: AT&T Mobility Drawn by: Deanna.Fernando App'd:
Code: TIA-222-H Date: 10/17/22 Scale: NTS
Path:
K:\NTL_Telecom\Workflow\AT&T\10549689 - 129553\01 - KHCLE-31357 - Smartlink - SA MA CD\tnx\10549689.eri
Dwg No. E-1
120.0 ft
79.0 ft
34.0 ft
0.0 ft
REACTIONS - 105 mph WIND
TORQUE 1 kip-ft
12 K
SHEAR
937 kip-ft
MOMENT
26 K
AXIAL
ARE FACTORED
ALL REACTIONS
S
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80010992 w/ MP 119 80010992 w/ MP 119 80010992 w/ MP 119 AEQK AEQU (Stacked) w/ MP 119 AEQK AEQU (Stacked) w/ MP 119 AEQK AEQU (Stacked) w/ MP 119 AHLBA 119 AHLBA 119 AHLBA 119 AHFIB 119 AHFIB 119 AHFIB 119 AHNA 119 AHNA 119 AHNA 119 DC6-48-60-18-8C-EV 119 DC6-48-60-18-8C-EV 119 DC9-48-60-24-8C-EV 119 (2) 8' Pipe Mount (2SCH40) 119 (2) 8' Pipe Mount (2SCH40) 119 (2) 8' Pipe Mount (2SCH40) 119 14.5' LP Platform 119 4' Pipe Mount 25 VHLPX4-11W-6WH 25DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATION
80010992 w/ MP 119
80010992 w/ MP 119
80010992 w/ MP 119
AEQK AEQU (Stacked) w/ MP 119
AEQK AEQU (Stacked) w/ MP 119
AEQK AEQU (Stacked) w/ MP 119
AHLBA 119
AHLBA 119
AHLBA 119
AHFIB 119
AHFIB 119
AHFIB 119
AHNA 119
AHNA 119
AHNA 119
DC6-48-60-18-8C-EV 119
DC6-48-60-18-8C-EV 119
DC9-48-60-24-8C-EV 119
(2) 8' Pipe Mount (2SCH40) 119
(2) 8' Pipe Mount (2SCH40) 119
(2) 8' Pipe Mount (2SCH40) 119
14.5' LP Platform 119
4' Pipe Mount 25
VHLPX4-11W-6WH 25
MATERIAL STRENGTH
GRADE GRADEFy FyFu Fu
A572-65 65 ksi 80 ksi
TOWER DESIGN NOTES
1. Tower designed for Exposure C to the TIA-222-H Standard.
2. Tower designed for a 105 mph basic wind in accordance with the TIA-222-H Standard.
3. Deflections are based upon a 60 mph wind.
4. Tower Risk Category II.
5. Topographic Category 1 with Crest Height of 0.00 ft
6. TOWER RATING: 30.7%
Kimley-Horn
421 Fayetteville Street, Suite 600
Raleigh, NC 27601
Phone: (919) 677-2000
FAX:
Job: 10549689 - REXBURG WEST
Project: KHCLE-31359
Client: AT&T Mobility Drawn by: Deanna.Fernando App'd:
Code: TIA-222-H Date: 10/17/22 Scale: NTS
Path:
K:\NTL_Telecom\Workflow\AT&T\10549689 - 129553\01 - KHCLE-31357 - Smartlink - SA MA CD\tnx\10549689.eri
Dwg No. E-7
Feed Line Distribution Chart
0' - 120'
Round Flat App In Face App Out Face Truss Leg
Face A
79.00
34.00
0.00
120.00
El
e
v
a
t
i
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n
(
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)
(9
)
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8
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)
(5
)
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/
8
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(2
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8
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i
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1/
2
"
R
E
T
Face B
8.008.008.008.008.008.008.008.00
25.00
Face C
79.00
34.00
0.00
120.00
8.008.008.008.008.008.008.008.00
25.00
St
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e
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s
Sa
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3
/
8
EW
9
0
Kimley-Horn
421 Fayetteville Street, Suite 600
Raleigh, NC 27601
Phone: (919) 677-2000
FAX:
Job: 10549689 - REXBURG WEST
Project: KHCLE-31359
Client: AT&T Mobility Drawn by: Deanna.Fernando App'd:
Code: TIA-222-H Date: 10/17/22 Scale: NTS
Path:
K:\NTL_Telecom\Workflow\AT&T\10549689 - 129553\01 - KHCLE-31357 - Smartlink - SA MA CD\tnx\10549689.eri
Dwg No. E-7
Feed Line Plan
Round Flat App In Face App Out Face
Safety Line 3/8
(9) LDF7-50A (1-5/8 FOAM)
(5) 7/8" Power(2) 1/2" Fiber trunk3/8 Fiber1/2" RET
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10549689 - REXBURG WEST
Page
1 of 5
Kimley-Horn
421 Fayetteville Street, Suite 600
Project
KHCLE-31359
Date
16:46:55 10/17/22
Raleigh, NC 27601
Phone: (919) 677-2000
FAX:
Client
AT&T Mobility Designed by
Deanna.Fernando
Tower Input Data
The tower is a monopole.
This tower is designed using the TIA-222-H standard.
The following design criteria apply:
Tower base elevation above sea level: 4848.73 ft.
Basic wind speed of 105 mph.
Risk Category II.
Exposure Category C.
Simplified Topographic Factor Procedure for wind speed-up calculations is used.
Topographic Category: 1.
Crest Height: 0.00 ft.
Deflections calculated using a wind speed of 60 mph.
A non-linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.
Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered.
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Sector Exclude
From
Torque
Calculation
Component
Type
Placement
ft
Total
Number
Number
Per Row
Start/End
Position
Width or
Diameter
in
Perimeter
in
Weight
plf
Step Pegs C No Surface Ar
(CaAa)
120.00 -
8.00
1 1 0.000
0.000
0.8000 2.72
*
EW90 C No Surface Ar
(CaAa)
25.00 - 8.00 1 1 0.000
0.000
1.2800 0.32
Feed Line/Linear Appurtenances - Entered As Area
Description Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Component
Type
Placement
ft
Total
Number
CAAA
ft2/ft
Weight
plf
Safety Line 3/8 C No No CaAa (Out
Of Face)
120.00 - 8.00 1 No Ice 0.04 0.22
*
LDF7-50A (1-5/8
FOAM)
A No No Inside Pole 120.00 - 8.00 9 No Ice 0.00 0.82
7/8'' Power A No No Inside Pole 120.00 - 8.00 5 No Ice 0.00 0.04
1/2'' Fiber trunk A No No Inside Pole 120.00 - 8.00 2 No Ice 0.00 0.13
3/8 Fiber A No No Inside Pole 120.00 - 8.00 1 No Ice 0.00 0.08
1/2'' RET A No No Inside Pole 120.00 - 8.00 1 No Ice 0.00 0.11
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10549689 - REXBURG WEST
Page
2 of 5
Kimley-Horn
421 Fayetteville Street, Suite 600
Project
KHCLE-31359
Date
16:46:55 10/17/22
Raleigh, NC 27601
Phone: (919) 677-2000
FAX:
Client
AT&T Mobility Designed by
Deanna.Fernando
Discrete Tower Loads
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
80010992 w/ MP A From Leg 3.00
0.00
2.00
0.0000 119.00 No Ice 19.33 10.34 0.16
80010992 w/ MP B From Leg 3.00
0.00
2.00
0.0000 119.00 No Ice 19.33 10.34 0.16
80010992 w/ MP C From Leg 3.00
0.00
2.00
0.0000 119.00 No Ice 19.33 10.34 0.16
AEQK & AEQU (Stacked)
w/ MP
A From Leg 3.00
0.00
3.00
0.0000 119.00 No Ice 11.71 8.64 0.23
AEQK & AEQU (Stacked)
w/ MP
B From Leg 3.00
0.00
3.00
0.0000 119.00 No Ice 11.71 8.64 0.23
AEQK & AEQU (Stacked)
w/ MP
C From Leg 3.00
0.00
2.00
0.0000 119.00 No Ice 11.71 8.64 0.23
AHLBA A From Leg 3.00
0.00
2.00
0.0000 119.00 No Ice 3.67 2.31 0.10
AHLBA B From Leg 3.00
0.00
2.00
0.0000 119.00 No Ice 3.67 2.31 0.10
AHLBA C From Leg 3.00
0.00
2.00
0.0000 119.00 No Ice 3.67 2.31 0.10
AHFIB A From Leg 3.00
0.00
2.00
0.0000 119.00 No Ice 2.85 1.52 0.07
AHFIB B From Leg 3.00
0.00
2.00
0.0000 119.00 No Ice 2.85 1.52 0.07
AHFIB C From Leg 3.00
0.00
2.00
0.0000 119.00 No Ice 2.85 1.52 0.07
AHNA A From Leg 3.00
0.00
2.00
0.0000 119.00 No Ice 1.79 1.15 0.04
AHNA B From Leg 3.00
0.00
2.00
0.0000 119.00 No Ice 1.79 1.15 0.04
AHNA C From Leg 3.00
0.00
2.00
0.0000 119.00 No Ice 1.79 1.15 0.04
DC6-48-60-18-8C-EV A From Leg 3.00
0.00
2.00
0.0000 119.00 No Ice 1.14 1.14 0.03
DC6-48-60-18-8C-EV B From Leg 3.00
0.00
2.00
0.0000 119.00 No Ice 1.14 1.14 0.03
DC9-48-60-24-8C-EV C From Leg 3.00 0.0000 119.00 No Ice 2.74 4.78 0.03
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10549689 - REXBURG WEST
Page
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Kimley-Horn
421 Fayetteville Street, Suite 600
Project
KHCLE-31359
Date
16:46:55 10/17/22
Raleigh, NC 27601
Phone: (919) 677-2000
FAX:
Client
AT&T Mobility Designed by
Deanna.Fernando
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
0.00
2.00
(2) 8' Pipe Mount (2SCH40) A From Leg 3.00
0.00
0.00
0.0000 119.00 No Ice 1.90 1.90 0.03
(2) 8' Pipe Mount (2SCH40) B From Leg 3.00
0.00
0.00
0.0000 119.00 No Ice 1.90 1.90 0.03
(2) 8' Pipe Mount (2SCH40) C From Leg 3.00
0.00
0.00
0.0000 119.00 No Ice 1.90 1.90 0.03
14.5' LP Platform C None 0.0000 119.00 No Ice 17.46 17.46 1.35
*
4' Pipe Mount C From Leg 0.50
0.00
0.00
0.0000 25.00 No Ice 0.87 0.87 0.02
Dishes
Description Face
or
Leg
Dish
Type
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
Azimuth
Adjustment
°
3 dB
Beam
Width
°
Elevation
ft
Outside
Diameter
ft
Aperture
Area
ft2
Weight
K
VHLPX4-11W-6WH C Paraboloid
w/Shroud (HP)
From
Leg
1.00
0.00
0.00
20.1100 25.00 4.11 No Ice 13.26 0.09
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 120 - 79 6.018 31 0.3940 0.0010
L2 84 - 34 3.223 31 0.3287 0.0006
L3 40 - 0 0.811 31 0.1778 0.0003
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
119.00 80010992 w/ MP 31 5.937 0.3925 0.0011 154865
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10549689 - REXBURG WEST
Page
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Kimley-Horn
421 Fayetteville Street, Suite 600
Project
KHCLE-31359
Date
16:46:55 10/17/22
Raleigh, NC 27601
Phone: (919) 677-2000
FAX:
Client
AT&T Mobility Designed by
Deanna.Fernando
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
25.00 VHLPX4-11W-6WH 31 0.397 0.1133 0.0002 17667
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 120 - 79 20.615 12 1.3494 0.0037
L2 84 - 34 11.040 12 1.1259 0.0021
L3 40 - 0 2.780 12 0.6090 0.0011
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
119.00 80010992 w/ MP 12 20.338 1.3443 0.0038 45290
25.00 VHLPX4-11W-6WH 12 1.359 0.3883 0.0008 5157
Compression Checks
Pole Design Data
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
L1 120 - 79 (1) TP36.875x29.4375x0.25 41.00 0.00 0.0 28.3422 -8.24 1658.02 0.005
L2 79 - 34 (2) TP44.5x35.468x0.3125 50.00 0.00 0.0 42.7534 -16.40 2501.08 0.007
L3 34 - 0 (3) TP50x42.7912x0.3125 40.00 0.00 0.0 49.2838 -25.58 2883.10 0.009
Pole Bending Design Data
Section
No.
Elevation
ft
Size
Mux
kip-ft
Mnx
kip-ft
Ratio
Mux
Mnx
Muy
kip-ft
Mny
kip-ft
Ratio
Muy
Mny
L1 120 - 79 (1) TP36.875x29.4375x0.25 176.92 1362.33 0.130 0.00 1362.33 0.000
L2 79 - 34 (2) TP44.5x35.468x0.3125 512.60 2514.25 0.204 0.00 2514.25 0.000
L3 34 - 0 (3) TP50x42.7912x0.3125 937.02 3146.22 0.298 0.00 3146.22 0.000
ttnnxxTToowweerr Job
10549689 - REXBURG WEST
Page
5 of 5
Kimley-Horn
421 Fayetteville Street, Suite 600
Project
KHCLE-31359
Date
16:46:55 10/17/22
Raleigh, NC 27601
Phone: (919) 677-2000
FAX:
Client
AT&T Mobility Designed by
Deanna.Fernando
Pole Shear Design Data
Section
No.
Elevation
ft
Size
Actual
Vu
K
Vn
K
Ratio
Vu
Vn
Actual
Tu
kip-ft
Tn
kip-ft
Ratio
Tu
Tn
L1 120 - 79 (1) TP36.875x29.4375x0.25 6.08 497.41 0.012 0.46 1555.88 0.000
L2 79 - 34 (2) TP44.5x35.468x0.3125 9.16 750.32 0.012 0.54 2832.32 0.000
L3 34 - 0 (3) TP50x42.7912x0.3125 11.97 864.93 0.014 1.08 3763.64 0.000
Pole Interaction Design Data
Section
No.
Elevation
ft
Ratio
Pu
Pn
Ratio
Mux
Mnx
Ratio
Muy
Mny
Ratio
Vu
Vn
Ratio
Tu
Tn
Comb.
Stress
Ratio
Allow.
Stress
Ratio
Criteria
L1 120 - 79 (1) 0.005 0.130 0.000 0.012 0.000 0.135
1.000 4.8.2
L2 79 - 34 (2) 0.007 0.204 0.000 0.012 0.000 0.211
1.000 4.8.2
L3 34 - 0 (3) 0.009 0.298 0.000 0.014 0.000 0.307
1.000 4.8.2
Section Capacity Table
Section
No.
Elevation
ft
Component
Type
Size Critical
Element
P
K
øPallow
K
%
Capacity
Pass
Fail
L1 120 - 79 Pole TP36.875x29.4375x0.25 1 -8.24 1658.02 13.5 Pass
L2 79 - 34 Pole TP44.5x35.468x0.3125 2 -16.40 2501.08 21.1 Pass
L3 34 - 0 Pole TP50x42.7912x0.3125 3 -25.58 2883.10 30.7 Pass
Summary
Pole (L3) 30.7 Pass
RATING = 30.7 Pass
FA Number: 10549689 KH Project #: KHCLE-31359
Site Name: REXBURG WEST Page 7
kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
APPENDIX C
Base Plate & Anchor Rod Calculations
Monopole Base Plate Connection
#VALUE!
Anchor Rod Data Anchor Rod Summary (units of kips, kip-in)
(18) 1-1/2" ø bolts (A193 Gr. B7 N; Fy=105 ksi, Fu=125 ksi) on 56" BC Pu_t = 43.19 φPn_t = 132.19 Stress Rating
Vu = 0.66 φVn = 82.83 32.7%
Base Plate Data Mu = n/a φMn = n/a Pass
62" OD x 1.5" Plate (A572-50; Fy=50 ksi, Fu=65 ksi)
Base Plate Summary
Stiffener Data Max Stress (ksi):17.75 (Flexural)
N/A Allowable Stress (ksi):45
Stress Rating:39.4%Pass
Pole Data
50" x 0.3125" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi)
25.58
11.97
Adjusted Pole Reactions
FA #10549689
Applied Loads
Site Name REXBURG WEST
JIRA Ticket #KHCLE-31359
Analysis Considerations
Site Info
TIA-222 Revision H
Grout Considered:No
Analysis ResultsConnection Properties
Iar (in) 0
Moment (kip-ft) 937.01
Axial Force (kips) 25.58
Shear Force (kips) 11.97
Moment (kip-ft)
Axial Force (kips)
Shear Force (kips)
0.00
Show image?
Plate Dia.
Shaft Dia.
Pole Shape
Plate Type:
Plate Geometry:
Plate Quantity
Plate Dia. 2
Shaft Dia. 2
Analysis Date: 10/17/2022CCIplate - Version 4.1.2
FA Number: 10549689 KH Project #: KHCLE-31359
Site Name: REXBURG WEST Page 8
kimley-horn.com 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
APPENDIX D
Foundation Calculations
Tower Type:
25.58 kips Capacity Demand Rating Check
11.97 kips 434.32 0.00 0.0%Pass
225.02 11.97 5.3%Pass
5.00 1.59 31.9%Pass
937.01 ft-kips 4267.94 1014.82 23.8%Pass
120 ft 5616.55 984.89 17.5%Pass
ft 558.49 0.00 0.0%Pass
in 17996.05 45.94 0.3%Pass
0 in 2479.16 376.57 15.2%Pass
778.68 59.78 7.7%Pass
0.190 0.017 8.8%Pass
Circular 2688.96 590.93 22.0%Pass
6 ft 0.190 0.000 0.0%Pass
0.5 ft 2688.96 0.00 0.0%Pass
10
34
4 Structural Rating:22.0%
Soil Rating:31.9%
Tie
3 in
6 ft
24 ft
2.5 ft
8
25
in
60 ksi
4 ksi
150 pcf
110 pcf
6.000 ksf <--Toggle between Gross and Net
ksf
34 degrees
ft
99 ft
Uplift, Puplift:
Base Shear, Vu_comp:
Groundwater Depth, gw:
Rebar Grade, Fy:
Dry Concrete Density, δc:
Depth, D:
Pad Width, W1:
Pad Thickness, T:
Pad Clear Cover, ccpad:
Material Properties
Soil Properties
Friction Angle, ϕ:
Moment, Mu:
Flexural 2-way (Tension) (kip*ft)
Pad Shear - 2-way (Uplift) (ksi)
Pier Properties
BP Dist. Above Fdn, bpdist:
Bolt Circle / Bearing Plate Width, BC:
Flexural 2-way (Comp) (kip*ft)
Block Foundation?:
Pad Shear - 2-way (Comp) (ksi)
Pier Flexure (Tension) (kip*ft)
Overturning (kip*ft)
Pad Flexure (kip*ft)
Pad Shear - 1-way (kips)
Pier Compression (kip)
Rectangular Pad?:
Pier and Pad Foundation
FA #:
Site Name:
Compression, Pcomp:
TIA-222 Revision:
JIRA Ticket #:
Superstructure Analysis Reactions
H
Monopole
10549689
REXBURG WEST
KHCLE-31359
Pier Flexure (Comp.) (kip*ft)
Lateral (Sliding) (kips)
Bearing Pressure (ksf)
Uplift (kips)
Foundation Analysis Checks
Neglected Depth, N:
Uplift Shear, Vu_uplift:
Pier Shape:
Tower Height, H:
Base Face Width, BW:
Cohesion, Cu:
Ultimate Net Bearing, Qnet:
Pad Rebar Quantity (Bottom dir. 2), mp2:
Pad Rebar Size (Bottom dir. 2), Sp2:
Total Soil Unit Weight, γ:
Top & Bot. Pad Rein. Different?:
Foundation Bearing on Rock?
SPT Blow Count, Nblows:
Base Friction, μ:
Pier Diameter, dpier:
Ext. Above Grade, E:
Pier Rebar Size, Sc:
Pier Rebar Quantity, mc:
Concrete Compressive Strength, F'c:
Pier Tie/Spiral Quantity, mt:
Pier Reinforcement Type:
Pier Clear Cover, ccpier:
Pad Properties
Pier Tie/Spiral Size, St:
Version 4.1.1