HomeMy WebLinkAboutSTRUCTURAL ANALYSIS REPORTSCANNED
BY
■ VELOCITEL St. Lucie County
'i
ENGINEERING INNOVATION
FDH Velocitel, 6521 Meridian Drive Raleigh, NC 27616, Ph. 919.755.1012
Structural Analysis for
I SBA Network Services, Inc.
300' Guyed Tower
SBA Site Name: Midway Road CPO
SBA Site ID: FL10049-A-0
T-Mobile Site ID: A2P0038 `.
FDH Velocitel Project Number 15BWAR1400 (R1)
Analvsis Results
Tower Com onents
91.7%
Sufficient
Foundation
92.6%
Sufficient
Prepared By: (� t
R—e_viewwed By:
Mustafa Mannar, El J. Scott Hilgoe, PE
Project Engineer I Senior Project Engineer
FL PE License No. 78300
Velocitel, Inc. COA 28282
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July 28, 2015
Prepared pursuant to ANSYTIA-222-G Structural Standard for Antenna Supporting Structures and Antennas and 2014 Honda Building Cade
Document No. ENG-RPT-503S Revision Date: 07/05/11
0
Structural Analysis Report
SBA Network Services, Inc.
SBA Site ID: FL10049-A-03
TABLE OF CONTENTS
EXECUTIVE SUMMARY........
Conclusions .......................
Recommendations .............
APPURTENANCE LISTING...
RESULTS ...............................
GENERAL COMMENTS ........
LIMITATIONS .........................
APPENDIX .............................
Document No. ENG-RPT-503S Revision Date: 06/17/11 2
Structural Analysis Report
SBA Network Services, Inc.
SBA Site ID: FL10049-A-03
EXECUTIVE SUMMARY
At the request of SBA Network Services, Inc., FDH Velocitel performed a structural analysis of the existing guyed tower
located in Fort Pierce, FL to determine whether the tower is structurally adequate to support both the existing and proposed
loads pursuant to the Structural Standard for Antenna Supporting Structures and Antennas, ANSIITIA-222-G and the 2014
Florida Building Code (FBC). Information pertaining to the existing/proposed antenna loading, current tower geometry,
geotechnical data, the member sizes, and foundation dimensions was obtained from:
❑ Alcoa Wireless Services, Inc. (Project No. 1608.244) Structural Analysis of 300' Guyed Tower dated August 18,
2004
❑ Rohn (Eng. File No. 45476WM) Foundation Schedule dated September 12, 2001
❑ FDH Engineering, Inc. (Project No. 12-01109EG1) Geotechnical Evaluation of Subsurface Conditions dated
February 6, 2012.
❑ FDH Engineering, Inc. (Project No. 12-01109E S2) Modification Drawings for a 300' Guyed Tower dated August
29, 2012
❑ FDH Engineering, Inc. (Project No. 12-01109E S6) Modification Drawings For A 300' Guyed Tower dated March
13, 2013
❑ FDH Engineering, Inc. (Project No.1302121700) Modification Inspection Report dated September 3, 2013
❑ FDH Engineering, Inc. (Project No.1302121700)TIA Inspection Report dated March 20, 2014
❑ SBA Network Services, Inc.
The ultimate design wind speed per the 2014 FBC is 159 mph without ice. This is converted to a basic design wind speed per
the ANSIIFIA-222-G standard and 2014 FBC Section 1609.3.1 of 123 mph. Furthermore, this structure was analyzed as a
Class II structure in Exposure Category B, Topographical Factor of 1, and Spectral Response Accelerations of Ss = 0.067
and S, = 0.029.
Note: Per Section 2.7.3 of the ANSIITIA-222-G standard, the seismic/earthquake loading effects can be ignored if spectral
response acceleration at short periods (Ss) is less than or equal to 1.00. The tower's location mandates a design Ss of less
than 1.00, thus seismic loading was not considered as part of the analysis of this structure.
Conclusions
With the existing and proposed antennas from T-Mobile in place per Table 1, the tower meets the requirements of the
ANSIITIA-222-G standard and the 2014 FBC standards provided the Recommendations listed below are satisfied.
Furthermore, provided the foundations were constructed per the original design drawings (see Rohn Eng. File No.
45476WM) and utilizing the existing soil parameters (see FDH Engineering, Inc. Project No. 12-01109EG1) the foundations
should have the necessary capacity to support both the proposed and existing loading. For a more detailed description of
the analysis of the tower, see the Results section of this report.
data, tower layout, existing antenna loading, and proposed antenna loading) and that the tower has been
and maintained per the original design drawings.
Recommendations
To ensure the requirements of the ANSIIFIA-222-G standard and 2014 FBC standards are met with the existing and
proposed loading in place, we have the following recommendations:
1. Feed lines must be installed as shown in Figure 1.
2. The existing feed lines should be re -used with the proposed loading.
3. The passing result is contingent on the existing Nextel equipment at 175' removed as shown in Table 1.
Document No. ENG-RPT-503S Revision Date: 06/17/11
Structural Analysis Report
SBA Network Services, Inc.
SBA Site ID: FL10049-A-03
APPURTENANCE LISTING
The proposed and existing antennas with their corresponding feed lines are shown in Table 1. If the actual layout
determined in the field deviates from the layout, FDH Velocitel should be contacted to perform a revised analysis.
Table 1 - Appurtenance Loading
Existing Loading:
Antenna
Mount
Elevation
Descdption
Feed Lines'
Carrier
Elevation
MountType
308
(2)16lt Omnis
(2) 7/8=
Waste
Management
300
(2) 5' Standoffs
272
1 Hustler HX9-45070
(1) 7/8
Scripps
259
(3) 5' Standoffs
262
1 24"x24"x7 TMA
Broadcastin
(6) Cellmax CMA-BDHH/6520/EO-8
256.5
3 2' Standoffs
(3) Cellmax CMA-B/6520/EO-8
256
(2) Nokia FXFB
(12)1-5/8"
T-Motile
(3) Nokia FRIG
(1) 1.584"Hybrid
254.5
(3) 15'T-Frames
(3) RFS ATMAA14i2D-WO
1 Raycalp ASU9338TYPOl
240.8
1 19.5' Omni
1 7/8"
Suntalk
231.5
1 5' Standoff
238
(1)10' Dipole
(1) 7/8"
Repeater
Network
233
(1) 5' Standoff
175
9 Decibel DB848H90E-XY
(9)1-5/8-
Nexte12
173.5
3 ITT -Frames
(3) RFS APXVERR18-C
(3) Commscope TTTT65AP-1XR
(3) Flexi RF Remote Unit Outdoor-FZHJ
(3) Ericsson RRU 11 800 MHz
(3)1-1/2" Hybrid
151
(9) Ericsson RRU 11 1900 MHz
Cables
Sprint
149.5
(3) 10'T-Frames
(3) RFS A2 Module
(1) 0.80
(6) RFS IBC1900HG-1
(9) RFS ACU-A20-N
6 Ericsson ESMR 800
140
(6) CSS X7CAP-665-42
(18)1-5/8"
Verizon
140
(3) T-Frames
amont RMV 12-372
98
(1)11"Camera
(1) CAT 5
Scripps
Broadcasting
98
Direct Mount
1. Feed lines must be installed as shown In Figure 1.
2. Nextel's existing equipment at 175' to be removed and not included in analysis.
Proposed Carrier Final Loading:
(3) Andrew DBXNH-6565B-A2M
256 (2) Nokia FXFB
(3) Nokia FRIG
(3) RFS ATMAA14l2D-WO
(12)1-5/8"
(1)1.584" T-Mobile 256.5 (3)15'T-Frames
Hybrid
Document No. ENG-RPT-503S Revision Date: 06/17/11 4
RESULTS
Structural Analysis Report
SBA Network Services, Inc.
SBA Site ID: FL10049-A-03
July 28 2015
The following yield strength of steel for individual members was used for analysis:
Table 2 - Material Strength
Member Type Yield Strength
Table 3 displays the summary of the ratio (as a percentage) of force in the member to their capacities. Values greater than
100% indicate locations where the maximum farce in the member exceeds its capacity. Note: Capacities up to 105% are
considered acceptable. Table 4 displays the maximum foundation reactions.
If the assumptions outlined in this report differ from actual field conditions, FDH Velocitel should be contacted to perform a
revised analysis. Furthermore, as no information pertaining to the allowable twist and sway requirements for the existing or
proposed appurtenances was provided, deflection and rotation were not taken into consideration when performing this
analysis.
See the Appendix for detailed modeling information.
Table 3 - Summary of Working Percentage of Structural Components
Elevation
ComponentSection
No.
a
Type
Fail
T1
300 - 280
Leg
ROHN 2.5 EH
26.6
Pass
Diagonal
P1.5x.058
57.7
Pass
Top Girt
P1.5x.058
Pass
43'3b
Bottom Girt
P1.5x.058
Pass
1492b
Guy A 282.523
718
68.1
Pass
Guy B 282.523
718
67.9
Pass
Guy C 282.523
7/8
68.3
Pass
Top Guy Pull-
2L2x2xl/4
11.0
Pass
Off 282.523
T2
280 - 260
Leg
ROHN 2.5 EH
71.9
Pass
Diagonal
P1.5x.120
50.3b
Pass
70.5
_
Top Girt
P1.5x.120
16.3
Pass
29.8b
— - —
Bottom_Gia
P.1.5x.120_ - _ _
- -
=222 b =
_ Pass-
= =
-- -- _
T3
260-240
Leg
ROHN 2.5 EH
- 61.8
Pass
Diagonal
P1.5x.058
54.8
Pass
Top Girt
P1.5x.058
Pass
6.6 b
Bottom Gin
P1.5x.058
i
Pass
9.4)
T4
240 - 220
Leg
ROHN 2.5 EH
54.1
Pass
Diagonal
P1.5x.058
67.6
Pass
72.1 b
Top Girt
P1.5x.058
1428b
Pass
Bottom Girt
P1.5058
11.1
Pass
20.1 b
Document No. ENG-RPT-503S Revision Date: 06/17/11
Structural Analysis Report
SBA Network Services, Inc.
SBA Site ID: FL10049-A-03
Section
No.
Elevation
it
Component
Type
Fail
Guy A 22.523
7/8
80.5
Pass
Guy B 222.523
7/8
80.4
Pass
Guy C 22.523
7/8
80.4
Pass
Top Guy Pull-
2L2x2x1/4
16.2
Pass
Off 222.523
T5
220 - 200
Leg
ROHN 2.5 EH
54.3
Pass
Diagonal
P1.5x.058
91.7
Pass
Horizontal
L2x2x1/4
4.8
Pass
Top Girt
P1.5x.058
17'2
Pass
30.4 b
Bottom Girt
P1.5x.058
.5b
Pass
11
T6
200 -180
Leg
ROHN 2.5 EH
58.8
Pass
Diagonal
P1.5x.058
59.4
Pass
Horizontal
L2x2xlA
5.2
Pass
Top Girt
P1.5x.058
Pass
94'2b
Bottom Girt
P1.5x.058
11'3
Pass
20.5 b
T7
180 -160
Leg
ROHN 2.5 EH
84.0
Pass
Diagonal
P1.5x.058
53.1
Pass
Top Girt
P1.5x.058
Pass
156 b
Bottom Girt
P1.5x.058
Pass
1249b
T8
160 -140
Leg
Rohn 3 EHH
67.6
Pass
Diagonal
P1.5x.120
63.3
Pass
74.8 b
Top Girt
P1.5020
Pass
73.9
Bottom Girt
P1.&A20
12'7
Pass
25.7 b
Guy A 142.523
3/4
64.9
Pass
Guy B 142.523
314
64.9
Pass
Guy C 142.523
314
64.9
Pass
Torque Arm
C1503.9
51.4
Pass
To 142.523
T9
140 -120
Leg
ROHN 3 EH
90.8
Pass
Diagonal
P1.5x.058
66.3
Pass
Tap Girt
P1.5x.058
13'4
Pass
24.3 b
Bottom Girt
P1.5x.058
8.5
Pass
T10
120 -100
Leg
ROHN 3 EH
68.6
Pass
_
Diagonal-
_ PlZx.05a�
58.9-
-Pass --
- ---
- - -- - - -- -
�- Horizontal-�
- �L-Wx1/4--
=8.2
_ --Pass =
Top Girt
P1.5x.058
56b
Pass
17
Bottom Girt
P1.5x.058
Pass
1 05b
T11
100-80
Leg
ROHN 3EH
78.2
Pass
Diagonal
P1.5020
52'1
Pass
61.5 b
Horizontal
L2x2x1/4
9.4
Pass
Top Girt
P1.5x.120
Pass
10.O9b
Bottom Girt
P1.5020
106
Pass
21.1 b
Gu A 80AW
518
77.0
Pass
Document No. ENG-RPT-503S Revision Date:06/17/11
Structural Analysis Report
SBA Network Services, Inc.
SBA Site ID: FL10049-A-03
Section
Elevation
Component
No.
ft
Type
Size
% Capacity
Gu B 80.1146
518
77.1
I Pass
Guy C 80.1146
5/8
77.1
Pass
Top Guy Pull-
2L2x2xl/4
12.2
Pass
Off 80.1 US
T12
80 - 60
Leg
Rohn 3 EHH
65.5
Pass
Diagonal
P1.5x.120
63'7b
Pass
75.2
Top Girt
P1.5020
15.8
Pass
32.0 b
Bottom Girt
Pi.5x.120
Pass
1464b
.
T13
60 -40
Leg
ROHN 3 EH
88.0
Pass
Diagonal
P1.5x.058
69.4
Pass
Top Girt
P1.5x.058
11'0
Pass
19.9 b
Bottom Girt
P1.5x.058
Pass
844b
T14
40 - 20
Leg
ROHN 3 EH
88.2
Pass
Diagonal
P1.5x.058
50.6
Pass
Top Girt
P1.5x.058
5 6
Pass
6b
Bottom Girt
P1.5x.058
Pass
169.1 b
T15
20-5
Leg
ROHN 3EH
81.9
Pass
Diagonal
P1.5020
34.9
Pass
41.3 b
Top Girt
P1.5x.120
.1
Pass
12 b
Bottom Girt
P1.5x.120
24.6
Pass
49.7 b
T16
5-0
Leg
HN3EH
64.1
Pass
Horizontal
L3x3x1/4
26.9
Pass
Table 4 - Maximum Base Reactions
Document No. ENG-RPT-503S Revision Date: 06/17/11
Structural Analysis Report
SBA Network Services, Inc.
SBA Site ID: FL10049-A-03
GENERAL COMMENTS
This engineering analysis is based upon the theoretical capacity of the structure. It is not a condition assessment of the
tower and its foundation. It is the responsibility of SBA Network Services, Inc. to verify that the tower modeled and analyzed
is the correct structure (with accurate antenna loading information) modeled. If there are substantial modifications to be
made or the assumptions made in this analysis are not accurate, FDH Velocitel should be notified immediately to perform a
revised analysis.
LIMITATIONS
All opinions and conclusions are considered accurate to a reasonable degree of engineering certainty based upon the
evidence available at the time of this report. All opinions and conclusions are subject to revision based upon receipt of new
or additional/updated information. All services are provided exercising a level of care and diligence equivalent to the
standard and care of our profession. No other warranty or guarantee, expressed or implied, is offered. Our services are
confidential in nature and we will not release this report to any other party without the client's consent. The use of this
engineering work is limited to the express purpose for which it was commissioned and it may not be reused, copied, or
distributed for any other purpose without the written consent of FDH Velocitel
Document No. ENG-RPT-503S Revision Date: 06/17/11
Structural Analysis Report
SBA Network Services, Inc.
SBA Site ID: FL10049-A-03
July 28, 2015
APPENDIX
Document No. ENG-RPT-503S Revision Date: 06117/11
Structural Analysis Report
SBA Network Services, Inc.
SBA Site ID: FL10049-A-03
A -LEG (320')
(3)1-11Y EXISTING HYBRID CABLES 0
(1) 0.867- EXISTING FEED LINE '-�O
FOR SPRINT TO 149.5'
(5) 718- EXISTING FEED LINES
O (1)CAT 5CABLE
TO 98', 231.5, 233', 259' AND 300'
(9) 1-5/8-EXISTINGFEED LINES
FOR NEXTEL TO 173.6
(O BE REMOVED) /
(18)1-5f8' EXISTING FEED LINES
FOR VERIZON TO 140'
Q= EXISTING
®= TO BE REMOVED
0= PROPOSED
Figure 1— Feed Line Layout
1-518' EXISTING FEED LINES
.584' EXISTING HYBRID CABLE
T-MOBILE TO 256'
Document No. ENG-RPT-503S Revision Date: 06117h 1 10
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FDH Velocitel
' t6521 Meridian Drive
Raleigh, North Carolina 27616
Phone: 919.755.1012
FAX: 919.755.1031
ab Midway Road, FL10049-A-03
PfOfB-: 15BWAR1400 R7
ciiam: SBA Network Services, Inc
DrawnbyM.Manna
APPde
Catle' TIA-222-G
Dale:07/27/15
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