Structural Analysis Report 118' Monopole Tower Prepared for: Crown Castle BU No. 877737 Pelican Bay T-Mobile Co-Locate Global/Beville 3019077 A2A0461A B+T Project Number 81117.010.01 March 3rd, 2015 Hp B+T GRP B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918)587-4630 [email protected]
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Structural Analysis Report - Daytona Beach, Florida
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B+T Group1717 S. Boulder, Suite 300Tulsa, OK 74119(918)[email protected]
A2A0461A
Global/Beville 3019077
877737
Pelican Bay320765
1016810
280411 Rev. 3
81117.010.01Engineering Firm Designation:
Site Data:
Dear David Robertson,
2050 Beville Rd, Daytona Beach, Volusia County, FLLatitude 29° 9' 49.3", Longitude -81° 3'34.2"118 Foot - Monopole Tower
B+T Group is pleased to submit this "Structural Analysis Report" to determine the structural integrity of theabove mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural'Statement of Work' and the terms of Crown Castle Purchase Order Number 761389, in accordance withapplication 280411, revision 3.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis wehave determined the tower stress level for the structure and foundation, under the following load case, to be:
LC7: Existing + Reserved + Proposed EquipmentNote: See Table 1 and Table 2 for the proposed and existing/reserved loading, respectively.
Sufficient Capacity
This analysis has been performed in accordance with the 2010 Florida Building Code based upon an ultimate 3-second gust wind speed of 140 mph converted to a nominal 3-second gust wind speed of 108 mph per section1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. ExposureCategory C and Risk Category II were used in this analysis.
All equipment proposed in this report shall be installed in accordance with the attached drawings for thedetermined available structural capacity to be effective.
We at B+T Group appreciate the opportunity of providing our continuing professional services to you and CrownCastle. Ifyou have any questions or need further assistance on this or any other projects please give us a call.
Respectfully submitted by:B+T Engineering, Inc.
John Landon
Project Engineer
tnxTower Report - version 6.1.4.1
JohnW. Kelly, P.E., S.E.Vice President
COA: 27496 Expires: 02-28-201'
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March 3, 2015118 Ft Monopole TowerStructural Analysis Report CCIBU No. 877737Project Number 81117.010.01, Application 280411, Revision 3 Page 2
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIATable 1 - Proposed Antenna and Cable InformationTable 2 - Existing and Reserved Antenna and Cable InformationTable 3 - Design Antenna and Cable Information
This tower is a 118 ft Monopole tower designed by Summit in May of 2001. The tower was originally designedfor a wind speed of 105 mph per TIA/EIA-222-F. This tower is modified by IETS and Sabre in February 2010and those modifications are incorporated in this analysis.
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA-222-GStructural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust windspeed of 108 mph with no ice and 60 mph under service loads, exposure category C with topographic category1 and crest height of 0 feet.
Table 1 - Proposed Antenna and Cable Information
MountingLevel (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
ManufacturerAntenna Model
Number
of Feed
Lines
Feed
Line
Size (in)Note
93.0 94.0 3 Andrew SBNHH-1D65B- - -
Table 2 - Existing and Reserved Antenna and Cable Information
Antenna Configuration Crown CAD Package jDate: 02/27/2015 CCI Sites
3.1) Analysis Method
tnxTower (version 6.1.4.1), a commercially available analysis software package, was used to create athree-dimensional model of the tower and calculate member stresses for various loading cases.Selected output from the analysis is included in Appendix A.
tnxTower Report - version 6.1.4.1
118 Ft Monopole TowerStructural Analysis ReportProject Number 81117.010.01, Application 280411, Revision 3
March 3, 2015CCI BU No. 877737
Page 5
3.2) Assumptions
1) Tower and structures were built in accordance with the manufacturer's specifications.2) Thetower and structures have been maintained in accordance with the manufacturer's
specification.3) The configuration ofantennas, transmission cables, mounts and otherappurtenances are as
specified inTables 1 and 2 and the referenced drawings.4) Mount areas and weights are assumed based on photographs provided.
This analysis may be affected if any assumptions are not valid orhave been made in error. B+TGroup should be notified to determine the effect on the structural integrity ofthe tower.
4) ANALYSIS RESULTS
Section
No.Elevation (ft)
ComponentType
SizeCritical
ElementP(K)
SF*P allow
(K)%
CapacityPass / Fail
L1 118-76.75 Pole TP29.63x22x0.219 1 -8.102 1365.400 62.8 Pass
L3 40.5-18 Pole TP39.561x34.567x0.313 3 -19.528 2707.090 86.6 Pass
L4 18-0 Pole TP42.89x39.561x0.458 4 -24.642 2892.690 93.6 Pass
iSummaryj
Pole(L4) ! 94.1
Table 6 - Tower Component Stresses vs. Capacity - LC7
Notes Component
Anchor Rods
Base Plate
Base Foundation
Elevation (ft)
Base
Base
Base
Structure Rating (max from all components) =
% Capacity
75.8
75.4
75.4
Pass
Pass / Fail
Pass
Pass
Pass
94.1%
Notes
DSee additional documentation in "Appendix C- Additional Calculations" for calculations supporting the %capacityconsumed.
2) Capacities up to 105% are considered acceptable based on analysis methods used.
4.1) Recommendations
The tower and its foundation have sufficient capacity tocarry theexisting, reserved, and proposedloads. No modifications are required at this time.
tnxTower Report - version 6.1.4.1
APPENDIX A
TNXTOWER OUTPUT
o
DESIGNED APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATIONLightning Rod 3/4" x 8' (E) 122 AXP19-60-2 vil Mount Pipe (R) 113
APXVERR18-C w/ Mount Pipe (E) 120 7'x2"Antenna Mount Pipe (E) 113
APXVERR18-C w/ Mount Pipe (E) 120 7'x2" Antenna Mount Pipe (E) 113
APXVERR18-C w/ Mount Pipe (E) 120 7'x2" Antenna Mount Pipe (E) 113
TYDA-252718DER4-65P w/ MountPipe (E)
120 T-ArmMount [TA602-3] (E) 113
840 10054 w/ Mount Pipe (E) 100TYDA-252718DER4-65P w/ MountPipe (E)
120 840 10054 w/ Mount Pipe (E) 100
840 10054 w/ Mount Pipe (E) 100TYDA-252718DER4-65P w/ MountPipe (E)
120DAP Vx RF (E) 100
DAP Vx RF (E) 100RRUS-11 800MHz (E) 120
RRUS-11 800MHz (E) 120DAP Vx RF (E) 100
RRUS-11 800MHz (E) 120Horizon DUO (E) 100
Horizon DUO (E) 100(3) ACU-A20-N (E) 120
(3) ACU-A20-N (E) 120Horizon DUO (E) 100
6' x 2" Mount Pipe (E) 100(3) ACU-A20-N (E) 1206' x 2" Mount Pipe (E) 100RRUS31 B25(E) 120
RRUS31 825(E) 1206' x 2" Mount Pipe (E) 100
Side Arm Mount [SO 102-3] (E) 100RRUS31 B25(E) 120VHLP2-11-2WH(E) 100800MH2 SMR FILTER (E) 120
800MHZ SMR FILTER (E) 120
VHLP2.5-11 (E) 100800MHZ SMR FILTER (E) 120TMBXX-6517-A2M vil Mount Pipe (E) 93RADAR FILTER (E) 120TMBXX-6517-A2M w/ Mount Pipe (E) 93RADAR FILTER (E) 120
TMBXX-6517-A2M vil Mount Pipe (E) 93RADAR FILTER (E) 120T-Arm Mount [TA602-3] (E) 93FZHJ-RRH (E) 120SBNHH-1D65B vil Mount Pipe (P) 93FZHJ-RRH (E) 120SBNHH-1D65BW/Mount Pipe (P) 93
FZHJ-RRH (E) 120
SBNHH-1D65Bw/Mount Pipe (P) 93(2) 61x 2' Mount Pipe (E) 120TME-FXFB vil Mount Pipe (E) 91(2) 6' x 2 Mount Pipe (E) 120TME-FXFB vil Mount Pipe (E) 91(2) 6' x 2 Mount Pipe (E) 120TME-ASU9338TYP01 vil Mount Pipe(E)
91T-Arm Mount (TA602-3] (E) 120
BXA-70063/6CFx2 w/ Mount Pipe (E) 113Pipe Mount [PM 601-3] (E) 91
BXA-70063/6CFx2 w/ Mount Pipe (E) 113TME-FRIG (E) 91
BXA-70063/6CFx2 w/ Mount Pipe (E) 113TME-FRIG (E) 91
AXP19-60-2 w/ Mount Pipe (R) 113TME-FRIG (E) SI
AXP19-60-2 w/ Mount Pipe (R) 113
MATERIAL STRENGTHGRADE Fy Fu GRADE Fy Fu
A572-55 65 ksi 80 ksi 41.049463ksi 41 ksi 55 ksi
TOWER DESIGN NOTES1. Tower is located in Volusia County, Florida.2. Tower designed for Exposure C to the TIA-222-G Standard.3. Tower designed for a 108 mph basic wind in accordance with the TIA-222-G Standard.4. Deflections are based upon a 60 mph wind.5. Tower Structure Class II.
6. Topographic Category 1 with Crest Height of 0.000 ft7. TOWER RATING: 94.1%
ALL REACTIONSARE FACTORED
SHEAR"26K ( r
, MOMENT
\ 2337 kip-ft
TORQUE 1 kip-ftREACTIONS - 108 mph WIND
r- B+T Group*=J13 1717 S Boulder, Suite 300b*tgrp Tulsa, OK 74119
Phone: (918)587-4630
FAX: (918)295-0265
101'81117.010.01 - Pelican Bay, FL (BIM 8777XProject:
Client: Crown Castle Drawn by jlandon App'd:
Code: T|A_222-G Date: 03/03/15 Scale: NTS
Path: Dwg No. p_.<
Co
'•+-"03>
W
Vx Vz
TIA-222-G -108 mph Exposure C Maximum Values
Mx Mz
118.00C
Global Mast Shear (K)5 5(
76.750
]j '\••.:;•::
18.000
0.000\ \\
50
0
c5
SI50
ol Da I VI1C
ast Mom00 1.
er
00
It (»cip-12C
Ft)00 2! 00
118 000
—i _ . J _ _ _ J _ _ j - J _ _ J
\ -•
- J _ J _ J _ 4
76750
40.500
18.000
0.000
:::
P B+T Group^.p3 1717 SBoulder, Suite 300bvtgrp Tulsa, OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
'ob 81117.010.01 - Pelican Bay, FL (BU# 87773]Project
Clienl Crown Castle Drawn by: j|andon App'd
Code TIA-222-G Dale: 03/03/1 5 Scale NTS
Path JDwgNo. p_«
co
03>
LU
118 00C
)
Defied5 1
ion (in)0 1 5 2C
76.75(
>\ i;;
4050C _ 1_ J. _l _ u . _i _ u j. _i _ _ _L _l_ U J. _
1800(
0000
TIA-222-G - Service - 60 mph
Tilt(deg)
Maximum Values
Twist (deg)) 0 05 0 1
118.000
I _ J L I L I 1 L 76.750
40.500
i
___________-L___—__——_i____
18.000
)000
) 0. )5 0 1
r- B+T Group^j113 1717 SBoulder, Suite 300b'Tgrp Tulsa, OK 74119
Phone: (918)587-4630FAX: (918)295-0265
m 81117.010.01 - Pelican Bay, FL (BU#87773',Project:
Cl,enl; Crown Castle Drawn by. j|andon App'd
code: T|A_222-G Dale: 03/03/15 Scale: NTg
Path: Dwg No.p e
c o 03 > HI
Feed
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tnxTower
B+T Group1717SBoulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
Job
81117.010.01 -Pelican Bay, FL (BU# 877737)
Page
1 Of 11
Project Date
09:15:22 03/03/15
Client
Crown CastleDesigned by
jiandon
Tower Input Data
There is a pole section.This tower is designed using the TIA-222-G standard.The following design criteria apply:
Tower is located in Volusia County, Florida.Basic wind speed of 108 mph.Structure Class II.
Exposure Category C.Topographic Category 1.Crest Height 0.000 ft.Deflections calculated using a wind speed of 60 mph.TOWER RATING: 94.1%.
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.
V Use Code Stress RatiosV UseCode Safety Factors- Guys
Escalate Ice
Always Use Max kzUseSpecialWind ProfileInclude Bolts In Member CapacityLegBolts ArcAtTopOf SectionSecondary Horizontal Braces LegUse Diamond Inner Bracing (4 Sided)Add IBC .6D+W Combination
Section Elevation Section
Length
Options
Distribute Leg Loads As UniformAssume Legs PinnedAssume Rigid Index PlateUse Clear Spans For Wind AreaUse Clear Spans Lor kl./rRelcnsion GuysTo Initial TensionBypass MastStability ChecksUse Azimuth Dish CoefficientsProject Wind Area of Appurt.Autocalc Torque Arm AreasSR Members Have Cut EndsSort Capacity Reports By ComponentTriangulate Diamond Inner BracingUse TIA-222-G Tension Splice CapacityExemption
Treat Leedline Bundles As CylinderUse ASCE 10 X-Brace Ly RulesCalculate Redundant Bracing ForcesIgnore Redundant Members in FEASR Leg Bolts Resist CompressionAll Leg Panels Have Same AllowableOffset Gin At FoundationConsider Feedline TorqueInclude Angle Block Shear Check
Poles
Include Shear-Torsion InteractionAlways Use Sub-Critical FlowUse Top Mounted Sockets
Tapered Pole Section Geometry
Splice Number Top Bottom Wall Bend Vole GradeLength of Diameter Diameter Thickness Radius
ft Sides in in__ in '»"
"LI 118.000-76.750 41.250 3.750 18
1.2 76.750-40.500 40.000 4.500 18
L3 40.500-18.000 27.000 0.000 18
1.4 18.000-0.000 18.000 18
22.000 29.630 0.219
28.499 35.900 0.250
34.567 39.561 0.313
39.561 42890 0.458
0.875 A572-65
(65 ksi)1.000 A572-65
(65 ksi)1.250 A572-65
(65 ksi)1 831 41.049463ksi
(41 ksi)
3
tnxTower
B+T Group! 1717 S Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
Job
81117.010.01 -Pelican Bay, FL (BU# 877737)Page
2 of 11
Project Date
09:15:22 03/03/15
Client
Crown CastleDesigned by
jiandon
Tapered Pole Properties
Section Tip Dia. Area 1 r C 1/C J It/Q w w/tin itr in' in in in in4 iir in
Tulsa. OK 74119Phone: (918) 5S7-4630FAX: (918) 295-0265
Job
81117.010.01 -Pelican Bay, FL (BU# 877737)
Page
11 of 11
Project Date
09:15:22 03/03/15
Client
Crown CastleDesigned by
jiandon
Section Elevation RatioNo. P.,
ft hPj,
Ratio
A/„,
4>.U„
Ratio Ratio
•j>A/m 11"
Ratio
Mu
Comb.
Stress
Ratio
Allow.
Stress
Ratio
('riteria
Section Capacity Table
SectionNo.
Elevation
f
LI 118-76.75
L2 76.75 - 40.5
L3 40.5- 18
L4 18-0
( omponenlType
Pole
Pole
Pole
Pole
Size
'TP29.63x22x0.2l9
TP35.9x28.499xO.25
TP39.561x34.567x0.313TP42.89x39.561x0.458
**See Appendix C for calculated capacities.
Program Version 6.1.4.1
('ritical
Element
Ol'all.m
K
%
C'opacityPass
Fail
**
-8.102 1365.400
-13.626 1850.790
-19.528 2707.090
-24.642 2892690
SummaryPole (1.2) 94.1
RATING = 94.1
Pass
Pass
APPENDIX B
BASE LEVEL DRAWING
(INSTALLED-BUNDLED IN A 2" CONDUIT)(3) 1/2" TO 100 FT LEVEL(6) 5/16" TO 100 FT LEVEL
(INSTALLED)(1) 5/8" TO 120 FT LEVEL(3) 1-3/16" TO 120 FT LEVEL
(INSTALLED)(6) 1-1/4" TO 93 FT LEVEL(1) 1-3/5" TO 93 FT LEVEL-
BUSINESS UNIT: 877737
(INSTALLED)(12) 1-5/8" TO 113 FT LEVEL
APPENDIX C
ADDITIONAL CALCULATIONS
",-
t)L
-i:t
-mr-
.!1
TV
P»P
Gap
Ttn
/Co
T&
C
T&
C
T&
C
T&
C
T&
C
T&
C
T&
C
T&
C
T&
C
—•
—O
rigi
nal
Rei
nlor
ced
Bot
tom
Top
Ori
jhul
Oilc
inal
Ulti
mat
eSh
alt
Ele
vatio
nlle
vatio
nD
illkM
liY
teld
Sire
nS
iren
Cap
acity
76.7
500
118.
0000
0.21
8S60
SO62
.8N
40.5
000
80.5
000
0.25
0065
8094
.M13
0000
45.0
000
0.31
2565
8086
.6S
0.00
001S
O00
00.
3125
6580
74.3
%
Peln
l.1
QT
Y
R.
nfo
rcem
en
t2
Bo
tto
mT
op
QT
YT
ypo
Po
illl
on
Gap
Ttn
/Co
mp
00
T&
C
0T
&C
0T
&C
0T
&C
0T
&C
0T
&C
0T
&C
CI
rec
Re
Inf.
1
Ty
po
Reln
f.2
Ty
po
Rein
.2
C«
p.<
lty
Reln
l.3
TY
PO
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forc
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en
tJ
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op
QT
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ypo
Pet
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ap
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IH1
00 0 0 0 0 0
T&
C
T&
C
T&
C
T&
C
T&
C
T&
C
T&
C
T&
C
TE
C
Secti
on
Top
Hei
ght
len
gth
Top
Up
Spl
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•of
Side
*D
lam
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Ml
triu
lval
ent
Equ
ival
ent
Sh
alt
Eo
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eig
ht
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nel
lS
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11
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1.2
50
03
.75
00
80
.50
00
40
.00
00
4.5
00
0
45
00
00
27
.00
00
00
00
0
180
00
01
3.0
00
00
.00
00
22
00
00
29
63
00
021
8865
01.
00
28
49
89
35
90
00
02
50
06
50
1.00
34.5
674
39.5
609
0.31
2565
01
00
39
56
09
42
89
00
04
57
84
01
0.9
8
lorn
Top
Ele
vat
ion
No
vati
on
Sec
tio
n
lira
fail
ure
Fail
ure
s
Rein
l
Bo
tto
mT
op
Qty
Mo
del
Po
sit
ion
To
rT
&C
Po
siti
on
To
rT
&C
Flat
s(U
sed
for
rela
tive
orie
ntat
ion
only
.Act
ual
flat
num
bers
may
vary
.)4
56
78
91
01
11
21
31
41
51
61
7
Rei
nfo
rcem
ent
Cap
acit
y
Dim
en
sio
ns
an
dP
rop
ert
ies
Wei
gh
t
|lb
/H)
Ccn
tro
ld
Cen
tro
kl
(ro
mB
olt
Web
Mom
ent
ofM
omen
tol
from
Mat
ing
Hol
eC
ente
rT
hick
ness
Iner
tia(in
*)In
ertia
(In*)
Edge
(In)
(in)
|in)
Wid
th(In
)0
50
18
00
O.S
Flan
ge
Wid
th(i
n)
S.\P
ro;e
rts\
Cro
wnC
ojrM
Sin7
_oV
77J7
_PeK
conB
ov
l^
Flan
ge
Th
ick
ness
[in]
Ho
le
Dia
mete
r
I'")
Yie
ldS
tress
Ult
imate
Str
ess
(ksi
)
Sle
nd
er.
Rati
oU
nb
raced
Coe
llid
ent
Len
gth
(in)
Sle
nd
c
Rati
oU
nb
raced
Coe
ffic
ient
Len
gth
(In)
ilo
wab
le
A.i
al(
k.
Mo
wtb
U
Ax
ialw
/
incre
ase
Go
vern
ing
A.I
.I
Ru
ptu
re
3
Des
ign
A*i
.ilS
tren
gth
Go
vem
in
[tip
|A
«ial
Acro
So
tuti
on
sll
c
1/3
/20
1$
9.0
9A
M
Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /(Assumptions: 1)Rod groups at corners. Total # rods divisible by 4. Maximum total # ofrods =48 (12 perCorner).
2) Rod Spacing = Straight Center-to-Center distance between any (2) adjacent rods (same corner)3) Clearspace between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter)
Site Data "
BU#: 877737Site Name: PELICAN BAY
App #: 280411 Revision # 3
Anchor Rod Data
Eta Factor, n
Qty:Diam:
Rod Material:
Yield, Fy:Strength, Fu:
Bolt Circle:
Anchor Spacing:
W=Side
Thick
Grade
Clip Distance
0.5
12
2.25
A615-J
75
100
49
Plate Data
48
2.5
55
TIA G (Fig. 4-4)
in
ksi
ksi
in
in
in
in
ksi
in
Stiffener Data (Welding at both sides)
Configuration:Weld Type:
Groove Depth:Groove Angle:Fillet H. Weld:
Fillet V.Weld:
Width:
Height:Thick:
Notch:
Grade:
Weld str.:
Unstiffened
in**
degrees<-- Disregardin
in
in
in
in
ksi
ksi
Pole Data
Diam
Thick
Grade
# of Sides
42.89
0.3125
65
in
in
ksi
"0" IF Round
Base Reactions
TIA Revision:
Factored Moment, Mu:
Factored Axial, Pu:
Factored Shear, Vu:
G
ft-kipskipskips
2336.94993
24.6419
26.297038
Anchor Rod Results
TIA G -> Max Rod (Cu+ Vu/n.):Axial Design Strength, $*Fu*Anet:Anchor Rod Stress Ratio: