HomeMy WebLinkAbout5800245_579723_Rev.0_MountAnalysis_Pass_AT&T_132ft_10.29.2021_ES&SDate: October 29, 2021
USA Engineering, Inc.
2818 Cypress Ridge Blvd., Suite 110
Wesley Chapel, FL 33544
(813) 994-0365
Subject: Mount Analysis Report
Carrier Designation: AT&T LTE 5C
Carrier Site Number: 10126637
Carrier Site Name: ST LUCIE BLVD
Carrier FA Number: 10126637
Crown Castle Designation: Crown Castle BU Number: 5800245
Crown Castle Site Name: Fox
Crown Castle JDE Job Number: 678972
Crown Castle Order Number: 579723, Rev. 0
Engineering Firm Designation: USA Engineering Designation: ST LUCIE BLVD_10126637
Site Data: 5041 St. Lucie Blvd, Fort Pierce, St. Lucie County, FL, 34996
Latitude 27° 28’ 54.17” Longitude -80° 22’ 32.68”
Structure Information: Tower Height & Type: 134 ft Monopole
Mount Elevation: 132 ft
Mount Type: 12.5 ft Low Profile Mount
USA Engineering is pleased to submit this “Mount Analysis Report” to determine the structural integrity of AT&T’s antenna
mounting system with the proposed appurtenance and equipment addition on the above mentioned supporting tower structure.
Analysis of the existing supporting tower structure is to be completed by others and therefore is not part of this analysis. Analysis
of the antenna mounting system as a tie-off point for fall protection or rigging is not part of this document.
The purpose of the analysis is to determine acceptability of the mount stress level. Based on our analysis we have determined
the mount stress level to be:
Low Profile Mount Sufficient
This analysis utilizes an ultimate 3-second gust wind speed of 158 mph as required by the 2020 Florida Building Code 7th Edition.
Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria."
Mount structural analysis prepared by: Jad Bitar, EI
Respectfully Submitted by:
Marc Maier, PE
FL PE No: 72513
COA No: 31705
This item has been electronically
signed and sealed by Marc P.
Maier, P.E., FL License #72513
using a Digital Signature.
Printed Copies of this document are
not considered signed and sealed
and the signature must be verified
on any electronic copies.
Nov 01 2021
October 29, 2021
12.5 ft Low Profile Mount Analysis Report CCI BU No 5800245
Order 579723, Revision 0 Page 2
ENG-FRM-10208, Rev. D
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Final Equipment Configuration
3) ANALYSIS PROCEDURE
Table 2 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 3 - Mount Component Stresses vs. Capacity
4.1) Recommendations
5) APPENDIX A
Wire Frame and Rendered Models
6) APPENDIX B
Software Input Calculations
7) APPENDIX C
Software Analysis Output
8) APPENDIX D
Additional Calculations
October 29, 2021
12.5 ft Low Profile Mount Analysis Report CCI BU No 5800245
Order 579723, Revision 0 Page 3
ENG-FRM-10208, Rev. D
1) INTRODUCTION
This is an existing 3-sector 12.5’ Low Profile Mount.
2) ANALYSIS CRITERIA
Building Code: 2020 Florida Building Code 7th Edition
TIA-222 Revision: TIA-222-H
Risk Category: II
Ultimate Wind Speed: 158 mph
Exposure Category: C
Ice Thickness: 0 in
Wind Speed with Ice: 30 mph
Seismic Ss: 0.05
Seismic S1: 0.028
Live Loading Wind Speed: 30 mph
Man Live Load at Mid/End-Points: 250 lb
Man Live Load at Mount Pipes: 250 lb
Table 1 - Final Equipment Configuration
Mount
Centerline
(ft)
Antenna
Centerline
(ft)
Number
of
Antennas
Antenna
Manufacturer Antenna Model Mount / Modification
Details
132 133
6 COMMSCOPE SBNHH-1D85B
12.5’ Low Profile
Mount
3 KATHREIN 800372965
3 ERICSSON RRUS 4415 B30
3 ERICSSON RRUS 4449 B5/B12
3 ERICSSON RRUS 4478
B14_CCIV2
3 ERICSSON RRUS 8843
B2/B66A_CCIV2
2 RAYCAP DC6-48-60-18-8C-EV
132 1 RAYCAP DC6-48-60-18-8F
3) ANALYSIS PROCEDURE
Table 2 - Documents Provided
Document Remarks Reference Source
RFDS - - CCI Site
Structural Analysis Report - Dated 08/24/21 Morrison Hershfield
Antenna Mount Pictures - Dated 02/24/21 CCI Site
3.1) Analysis Method
RISA-3D (Version 17.0.4), a commercially available analysis software package, was used to create a three-dimensional
model of the antenna mounting system and calculate member stresses for various loading cases.
A tool internally developed, using Microsoft Excel, by USA Engineering was used to calculate wind loading on all
appurtenances, dishes, and mount members for various load cases. Selected output from the analysis is included in
Appendix B.
October 29, 2021
12.5 ft Low Profile Mount Analysis Report CCI BU No 5800245
Order 579723, Revision 0 Page 4
ENG-FRM-10208, Rev. D
This analysis was performed in accordance with Crown Castle’s ENG-SOW-10208 Mount Analysis (Revision D). In
addition, this analysis is in accordance with AT&T Mount Technical Guidance ATT-002-291-373.
3.2) Assumptions
1) The antenna mounting system was properly fabricated, installed and maintained in good condition in
accordance with its original design and manufacturer's specifications.
2) The configuration of antennas, mounts, and other appurtenances are as specified in Table 1 and the
referenced drawings.
3) All member connections are assumed to have been designed to meet or exceed the load carrying capacity
of the connected member unless otherwise specified in this report.
4) Steel grades have been assumed as follows, unless noted otherwise:
Channel, Solid Round, Angle, Plate ASTM A36 (GR 36)
HSS (Rectangular) ASTM 500 (GR B-46)
Pipe ASTM A53 (GR 35)
Connection Bolts ASTM A325
5) The structure and all components are assumed to be plumb, in good condition; and free from deformation,
rust, corrosion, and cracks.
6) The supporting documents and drawings provided to USA Engineering, Inc. resemble the actual field
conditions.
7) Dimensions and sizes were assumed based on the pictures. Contractor should verify all measurements prior
to construction.
This analysis may be affected if any assumptions are not valid or have been made in error. USA Engineering should
be notified to determine the effect on the structural integrity of the antenna mounting system.
4) ANALYSIS RESULTS
Table 3 - Mount Component Stresses vs. Capacity (Low Profile Mount)
Notes Component Critical
Member
Centerline
(ft) % Capacity Pass / Fail
1,4 Antenna Pipe B3 133 89.5 Pass
1,4 Support Tube M9 132 38.9 Pass
2,4 Tower Connection - 132 68.3 Pass
Structure Rating (max from all components) = 89.5%
Notes:
1) See additional documentation in "Appendix C - Software Analysis Output" for calculations supporting the % capacity consumed
2) See additional documentation in “Appendix D – “Additional Calculations” supporting the % capacity consumed
3) All sectors are typical
4) A structure rating of 105% or less is within engineering tolerances and considered acceptable
4.1) Recommendations
The mount has sufficient capacity to carry the proposed loading configuration. No modifications are required at this
time.
October 29, 2021
12.5 ft Low Profile Mount Analysis Report CCI BU No 5800245
Order 579723, Revision 0 Page 5
ENG-FRM-10208, Rev. D
APPENDIX A
WIRE FRAME AND RENDERED MODELS
12.5 ft Low Profile Mount Analysis Report
Order 579723, Revision 0
October 29, 2021
CCI BU No 5800245
Page 11
ENG-FRM-10208, Rev. D
APPENDIX B
SOFTWARE INPUT CALCULATIONS
ASCE 7 Hazards Report
Address:
5041 St Lucie Blvd
Fort Pierce, Florida
34946
Standard:ASCE/SEI 7-16
Risk Category:II
Soil Class:D - Default (see
Section 11.4.3)
Elevation:18.53 ft (NAVD 88)
Latitude:
Longitude:
27.483907
-80.375343
Wind
Results:
Wind Speed: 158 Vmph
10-year MRI 87 Vmph
25-year MRI 106 Vmph
50-year MRI 118 Vmph
100-year MRI 130 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Wed Oct 27 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 in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Glazed openings shall be protected
against wind-borne debris as specified in Section 26.12.3.
Page 1 of 3https://asce7hazardtool.online/Wed Oct 27 2021
SS : 0.05
S1 : 0.028
F a : 1.6
F v : 2.4
SMS : 0.08
SM1 : 0.068
SDS : 0.053
SD1 : 0.045
T L : 8
PGA : 0.023
PGA M : 0.037
F PGA : 1.6
Ie : 1
C v : 0.7
Design Response Spectrum
S (g) vs T(s)a
MCE Response SpectrumR
S (g) vs T(s)a
Design Vertical Response Spectrum
S (g) vs T(s)a
MCE Vertical Response SpectrumR
S (g) vs T(s)a
Seismic
Site Soil Class:
Results:
Seismic Design Category
D - Default (see Section 11.4.3)
A
Data Accessed:
Date Source:
Wed Oct 27 2021
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.
Page 2 of 3https://asce7hazardtool.online/Wed Oct 27 2021
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.
Page 3 of 3https://asce7hazardtool.online/Wed Oct 27 2021
Design Parameters
Site Name :
0.95
158 No
-
-
C Zg : 900 -H1 :-
133 α' :9.5 -H2 :-
Kz min : 0.85 -Ks : 1.00
Kz max : 2.01
Kz :1.34
-Ke : 1.00
1
Flat/Rolling Terrain Kt : -A Gh : 1.00
-f : -134 Kd : 0.95
-Kc : -
-Kh : -
-Kzt : 1.00 77.5
(F)lat
(HSS)
(R)ound
Position 1, 3 & 4 - Antenna (Alpha & Gamma)
SBNHH-1D85B FRONT 1 F 72.9 11.9 -2.906 0.90 6.13 1.36 2.91 2.62 2.62 2.62 203
SBNHH-1D85B SIDE 1 F 72.9 7.1 -2.368 0.90 10.27 1.51 2.37 2.13 2.13 2.13 165
Position 1, 3 & 4 - Antenna (Beta)
800372965 FRONT 1 F 78.72 14.9 --0.90 5.28 1.32 10.78 9.70 9.70 9.70 752
800372965 SIDE 1 F 78.72 6.5 --0.90 12.11 1.57 5.58 5.02 5.02 5.02 389
Position 1 - RRUS
RRUS 4415 B30 FRONT 1 F 16.5 13.4 --0.90 1.23 1.20 1.84 1.66 1.66 1.66 129
RRUS 4415 B30 SIDE 1 F 16.5 5.9 --0.90 2.80 1.21 0.82 0.74 0.74 0.74 57
Position 3 - RRUS
RRUS 4449 B5/B12 FRONT 1 F 17.9 9.44 --0.90 1.90 1.20 1.41 1.27 1.27
RRUS 8843 B2/B66A FRONT 1 F 18 11.3 --0.90 1.59 1.20 1.70 1.53 2.79 2.79 216
RRUS 4449 B5/B12 SIDE 1 F 17.9 13.19 --0.90 1.36 1.20 1.97 1.77 1.77
RRUS 8843 B2/B66A SIDE 1 F 18 13.2 --0.90 1.36 1.20 1.98 1.78 3.55 3.55 275
Position 4 - RRUS
RRUS 4478 B14 FRONT 1 F 18.10 13.4 --0.90 1.35 1.20 2.02 2.02 2.02
RRUS 32 B2 FRONT 0 F 27.2 7 --0.90 3.89 1.26 1.67 0.00 2.02 2.02 157
RRUS 4478 B14 SIDE 1 F 18.10 8.26 --0.90 2.19 1.20 1.25 1.25 1.25
RRUS 32 B2 SIDE 0 F 27.2 12.1 --0.90 2.25 1.20 2.74 0.00 1.25 1.25 97
DC6-48-60-18-8C
DC6-48-60-18-8C FRONT 1 R 31.41 11 --0.90 2.86 168 0.51 1.22 1.22 1.22 1.22 85
DC6-48-60-18-8C SIDE 1 R 31.41 11 --0.90 2.86 168 0.51 1.22 1.22 1.22 1.22 85
0.90
Member Width or Dia. (in)(F)lat / (HSS) / (R)ound (HSS) Thickness (in)UDL (lb/ft)
0 30 45 60 90 2.88 R -20
203 194 184 175 165 2.38 R -17
752 661 571 480 389 0.75 R -5
129 111 93 75 57 0.625 F -7
216 231 246 260 275 3.5 R -24
157 142 127 111 96 6 F -70
85 85 85 85 85 4 HSS 0.25 29
2 F -23
-
Dish Type:
P / PR / CS / G
FRONT
SIDE
FRONT
SIDE
FRONT
SIDE
FRONT
SIDE
DC6-48-60-18-8C
2.6.11.2 Antenna Loads at Varying θ
Position 1, 3 & 4 - Antenna (Alpha & Gamma)
Position 1, 3 & 4 - Antenna (Beta)
Position 1 - RRUS
Position 3 - RRUS
Position 4 - RRUS
Annex C: Design Wind Force on Typical Microwave Antennas
Description θ (°)Diameter (in)CA / CS FAM / FSM (lb)
Description
FA (lb)Ka
θ (°)
Uniform Distributed Load
Ca for Element
EPA per
Element
(ft2)
(EPA)A (ft2) = Σ(CaAa)A
FA (lb)
Total (ft2)Σ (cum.)Σ (for
elev.)
2.6.11.2 Design Wind Load on Appurtenances
Description # of Items Element Height (in)
Element
Width or
Dia. (in)
(HSS) Thickness (in)
Wind-Tunnel
EPA
(Override) (ft2)
Ka Aspect Ratio (AR)C (Round only)rs (HSS only)
x (ft), distance from the crest (Site-Specific) : qz = 0.00256 Kz Kzt Ks Ke Kd V2 (psf) :
zs (ft), mean elevation of base of structure above sea level :
2.6.6 Topographic Effects
Topographic Category, 1, 2, 3, 4 or Site-Specific :2.6.9 Gust Effect Factor
Topographic Feature (Site-Specific) :Structure: (M)onopole, (S)elf-support, (G)uyed, (A)ppurtenance :
z (ft), height AGL at the base of the structure : h (ft), height of structure from base (only affects Gh for SS) :
H (ft), height of crest above surrounding terrain :
L (ft), distance to the crest from surrounding terrain (Site-Specific) : 2.6.11.6 Velocity Pressure
Exposure Category, B, C or D : Ws (ft), width of windward side of building :
z (ft), AGL elevation of discrete appurtenance :Xb (ft), horizontal distance from windward face to center of structure :
H (ft), height of parapet :
2.6.8 Ground Elevation Factor
V (mph), Basic Ultimate Wind Speed, 3-second gust : Structures/Appurtenances supported on enclosed buildings :
zr (ft), height of structure above rooftop :
2.6.5 Exposure Category and Velocity Pressure Coefficient Hs (ft), height of windward side of building :
TIA-222-H : Design Wind Force on Appurtenances
Annex S: Analysis of Existing Antenna Supporting Structures St. Lucie Blvd_10126637
Kes / Fw
2.6.4 Basic Wind Speed and Design Ice Thickness 2.6.7 Rooftop Wind Speed-Up Factor
Wind Loading (Rev. H) (REV.2.1) Beta 1 of 1 10/29/2021 2:29 PM
Design Parameters
Structure Risk Category II Structure Height (ft)134
Importance Factor, I 1.00 Mount Rad Center (ft)132
Amplification Factor, As 1.00
Short Periods, SS 0.05
Period of 1 Second, S1 0.028 Dead Load of Structures and Appurtenances, D (lb)2784
Long-Period Transition Period, TL 8 Dead Load of Guy Assemblies, Dg (lb)0
Fundamental Period of Structure, T 0.279
Short-period Site Coefficients, Fa 1.6
Long-period Site Coefficients, Fv 2.4
Design spectral response acceleration parameters at short periods, SDS 0.053
Design spectral response acceleration parameters at a period of 1 second, SD1 0.045
2.7.6 Vertical Seismic Load Effect
Vertical Seismic Load Effect, Ev (lb) = 0.2 SDS (D + Dg) =29.51
2.7.7 Horizontal Seismic Load Effect
Redundancy Factor, ρ 1.00
Total Weight, W (lb)2784
Seismic Response Coefficient, Cs 0.03
2
83.52
83.52
Note: Seismic loads do not control.
Horizontal Seismic Load Effect, Eh (lb) = ρ QE
Total Seismic Shear Force, Vs
TIA-222-H : 2.7 Seismic Load Effects
2.7.4 Seismic Design Parameters
Table 2-3: Importance Factors
2.7.5 Design Spectral Response Acceleration Parameters
2.7.8.1 Amplification Factor
Effects of Horizontal Seismic Forces, QE 83.52
Loads
Response Modification Coefficient, R
Seismic Loading (Rev. H) (REV.1.0) Seismic Loading 1 of 1 10/29/2021 2:31 PM
12.5 ft Low Profile Mount Analysis Report
Order 579723, Revision 0
October 29, 2021
CCI BU No 5800245
Page 17
ENG-FRM-10208, Rev. D
APPENDIX C
SOFTWARE ANALYSIS OUTPUT
12.5 ft Low Profile Mount Analysis Report
Order 579723, Revision 0
October 29, 2021
CCI BU No 5800245
Page 47
ENG-FRM-10208, Rev. D
APPENDIX D
ADDITIONAL CALCULATIONS
Project Name: St. Lucie Blvd_10126637
Date: 10/29/2021
Engineer: JB
Antenna Mount Model:Mount
Member:M9
LC:31
DESIGN PARAMETERS:RESULTS:
Reactions Shear Bolt Capacity
y (k)2.094 Design Capacity, Vult (k)12.40
z (k)0.016 Required Capacity, Vmax (k)0.74
x (k)-0.135 6.0%PASS
Mz (k-ft)6.229
My (k-ft)0.026
Mx (k-ft)0.387 Tensile Bolt Capacity (per bolt)
Design Capacity, Tult (k)20.70
Required Capacity, Tmax (k)6.29
Bolt Design 30.4%PASS
Diameter (in)5/8
Material Group A
Thread Cond. / Loading Group A - N / S Bearing Strength at Bolt Holes
Number of Bolts 4 Design Bearing Strength, ΦRn (k)24.47
Bolt Spacing (in)6 3.0%PASS
Edge Distance (in)1
Clear Distance, Ic (in)0.625
Combined Tensile & Shear
(Tmax / Tult)2 + (Vmax / Vult)2 ≤ 1.0 0.10
Connected Element Design - Flange Plate 9.6%PASS
Thickness, t (in)0.75
Length of Plate, L (in)8
Specified Min. Yield Stress, Fy (ksi)36 Plate Stress
Specified Min. Tensile Strength, Fu (ksi)58 Required Stress (ksi)22.13
Design Stress (ksi)32.4
68.3%PASS
Connected Element Design - Tube
Width (in)4
Tower Connection Calculations