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 Number81117.010.01
March 3rd, 2015
Hp B+T GRP
B+T Group1717 S. Boulder, Suite 300
Tulsa, OK 74119(918)587-4630
March 3, 2015
David Robertson
Crown Castle
12725 Morris Road Extension Suite 400
Alpharetta, GA 30004(678)366-1273
Subject:
Carrier Designation:
Crown Castle Designation:
Structural Analysis Report
T-Mobile Co-Locate
Carrier Site Number:
Carrier Site Name:
Crown Castle BU Number:
Crown Castle Site Name:
Crown Castle JDE Job Number:
Crown Castle Work Order Number:
Crown Castle Application Number:
B+T Group Project Number:
Jr
B+T GRP
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
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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
3) ANALYSIS PROCEDURETable 4 - Documents Provided3.1) Analysis Method3.2) Assumptions
4) ANALYSIS RESULTSTable 5 - Section Capacity (Summary)Table 6 - Tower Components vs. Capacity4.1) Recommendations
5) APPENDIX AtnxTower Output
6) APPENDIX BBase Level Drawing
7) APPENDIX CAdditional Calculations
tnxTower Report - version 6.1.4.1
118FtMonopole Tower Structural Analysis ReportProject Number 81117.010.01, Application 280411, Revision 3
March 3, 2015CCIBU No. 877737
Page 3
1) INTRODUCTION
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
MountingLevel (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
ManufacturerAntenna Model
Number
of Feed
Lines
Feed
Line
Size
(in)
Note
I 3 Ericsson 800MHZ SMR FILTER
3
1
1 3/16
5/8120.0
3 Ericsson RRUS 31 B25
3 Ericsson I RRUS-11 800MHz
3 Nokia | FZHJ-RRH120.0 3 Nokia RADAR FILTER 1
9 | Rfs Celwave ACU-A20-N
3 | Rfs Celwave | APXVERR18-C3 j TongyuCommn. | TYDA-252718DER4-65P1 j - | T-Arm Mount [TA 602-3]
114.03 j CSS | AXP19-60-2 ~ ~ 2
113.0 3 f Antel BXA-70063/6CFx212 1 5/8
1113.0 1 | T-Arm Mount [TA 602-3]
1 | Andrew j VHLP2-18-1WH
6
3
5/16
1/2
106.01 Andrew | VHLP2-11-2WH1 j Andrew | VHLP2.5-11
100.0 3 Dragonwave ! Horizon DUO 1
103.03 Kathrein j 840 100543 | Motorola DAPVxRF
100.0 f i ! Side Arm Mount [SO 102-3]
94.0
3 | Andrew j TMBX-6517-R2M~ - 3
93.03 | Andrew | TMBXX-6517-A2M3 | Andrew | TMBXX-6517-A2M 1
6
1 3/5
1 1/41
93.0 1 __ T-Arm Mount [TA 602-3]
tnxTower Report - version 6.1.4.1
118 Ft Monopole Tower Structural Analysis ReportProject Number 81117.010.01, Application 280411, Revision 3
MountingLevel (ft)
91.0
Center
Line
Elevation
(ft)
91.0
Number
of
Antennas
1
Notes:
1) Existing Equipment2) Reserved Equipment3) Equipment To Be Removed
Antenna
Manufacturer
Nokia
Nokia
Raycap
Antenna Model
TME-FRIG
TME-FXFB
TME-ASU9338TYP01
Pipe Mount [PM 601-3]
March 3, 2015CCIBU No. 877737
Page 4
Number
of Feed
Lines
Feed
Line
Size
(in)
Note
Table 3 - Design Antenna and Cable Information
MountingLevel (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
ManufacturerAntenna Model
Number
of Feed
Lines
Feed
Line
Size (in)
118 1183 Generic T-Arm
- -
9 Decibel DB948F65E-M
100 1001 Generic 14' LP Clamp Platform I
! 12 Dapa 48000 i I
80 wn1 Generic | 14' LP Clamp Platform ! j
12 | Dapa 48000i
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
Document Remarks Reference Source
Online Application T-Mobile Co-Locate Revision # 3 280411 CCI Sites
Tower Manufacturer Drawing Summit Manufacturing, Inc.Drawing No. 14075-D1 1548523 CCI Sites
Tower Modification Drawing IETS, Drawing. No. 2010-70019 2592390 CCI Sites
Post Modification Inspection IETS, Project. No. 2010-70191 2699677 CCI Sites
Foundation Drawing Summit Manufacturing, Inc. IJob No. 29201-0509 j ^"4b4l CCI Sites
i
Geotech Report j UES, Project No. 45291-001-01 j 1549663 CCI Sites
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
L2 76.75 - 40.5 Pole TP35.9x28.499x0.25 2 -13.626 1850.790 94.1 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
)
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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
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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.
Consider Moments - LegsConsider Moments -1 lorizontalsConsider Moments - DiagonalsUse Moment Magnification
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
LI 22.339 15.123 906.444 7.732 11.176 81.106 1814.080 7.563 3.487 15.94130.087 20.421 2231.685 10.441 15.052 148.265 4466.306 10.212 4.830 22.079
1.2 29.643 22.415 2259.890 10.028 14.477 156.098 4522.754 11.210 4.576 18.30336.454 28.288 4542.166 12.656 18.237 249.060 9090.308 14.147 5.878 23.514
1.3 35.946 33.977 5036.878 12.160 17.560 286.834 10080.384 16.992 5.534 17.70840.171 38.930 7576.382 13.933 20.097 376.991 15162.734 19.468 6.413 20.521
1.4 40.171 56.815 10975.544 13.882 20.097 546.130 21965.531 28.413 6.157 13.4543.552 61.652 14024.179 15.063 21.788 643.662 28066.811 30.832 6.743 14.73
Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double AngleElevation Area Thickness -'/ Factor Stitch Bolt Stitch Bolt
(perface) Ar Spacing SpacingDiagonals Horizontals
fi fl: in in in
LI 1 1 1
118.000-76.75
0
L2 1 1 1
76.750-40.500
L3 1 1 1
40.500-18.000
L4 1 1 0.977705
18.000-0.000
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Sector Component Placement Toial Number Start/End Widthor Perimeter WeightType
f
Xumbe, Per Row Position Diameter
in in klf
*$SS*
LC6-50(1 1/4") C Surface Ar 93.000 - 0.000 7 4 -0.500 1.530 0.001
(E) (CaAa) 0.400
*$$$*
Safety Line 3/8 A Surface Ar 118.000-0.000 1 1 -0.500 0.375 0.000
(E) (CaAa) -0.500
*s$s*
1" Plate C Surface Af 20.000 - 0.000 1 1 -0.100 6.000 14.000 0.000
(E) (CaAa) 0.100
1" Plate A Surface Af 20.000 - 0.000 1 1 -0.100 6.000 14.000 0.000
(H) (CaAa) 0.100
1" Plate B Surface Af 20.000 - 0.000 1 1 -0.100 6.000 14.000 0.000
(E) (CaAa) 0.100
*$ss*
Feed Line/Linear Appurtenances - Entered As Area
Description Face lllow Component Placement Total CMa Weightor Shield Type Numhei
Leg f fM klf
tnxTower
B+T Group1717 S Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
Job
81117.010.01 -Pelican Bay, FL (BU# 877737)Page
3 of 11
Project Date
09:15:22 03/03/15
Client
Crown CastleDesigned by
jiandon
Description Face Allow Component Placement Total CaAa Weightor Shield Type Number
U'g ft fr/fi kit
TSZ 999 c No Inside Pole 118 000 - 0.000 3 No Ice 0.000 0.001067/xxxM-8AWG(
1-3/16")(E)
FIBER ONLY CABLE c No Inside Pole 118.000-0.000 1 No Ice 0.000 0.000
16(5/8")
(E)*sss*
LDF7-50A( 1-5/8") c No Inside Pole 113.000-0.000 12 No Ice 0.000 0.001
(E)*$$$*
2" Riuid Conduit A No Inside Pole 100.000-0.000 1 No Ice 0.000 0.003
(E)LDI;4-50A(l/2") A No Inside Pole 100.000-0.000 -•> No Ice 0.000 0.000
(E-Inside Conduit)RG-11(5/16") A No Inside Pole 100.000-0.000 6 No Ice 0.000 0.000
(L-Inside Conduit)
*sss*
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face Ah AF CaAa CaAa WeightSection Elevation In Face Out Face
ft f': fr f': ft2 K
LI 118.000-76.750 A 0.000 0.000 1.547 0.000 0.097
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 9.945 0.000 0.578
L2 76.750-40.500 A 0.000 0.000 1.359 0.000 0.145
1! 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 22.185 0.000 0.657
L3 40.500-18.000 A 0.000 0.000 2.844 0.000 0.090
1? 0.000 0.000 2.000 0.000 0.000
C 0.000 0.000 15.770 0.000 0.408
1.4 18.000-0.000 A 0.000 0.000 18.675 0.000 0.072
B 0.000 0.000 18.000 0.000 0.000
C 0.000 0.000 29.016 0.000 0.326
Feed Line Center of Pressure
Section Elevation CPx CPz CPxIce
CP,Ice
ft in in in in
LI 118.000-76.750 -0.003 0.4 11 -0.003 0.411
L2 76750-40.500 0.046 0.830 (1046 0.830
L3 40.500-18.000 0.043 0.786 0.043 0.786
L4 18.000-0.000 0.027 0.491 0.027 0.491
Shielding Factor Ka
tnxTower
B+T Group1717 S Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (9IS) 295-0265
Job
81117.010.01 -Pelican Bay, FL (BU# 877737)
Page
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Project Date
09:15:22 03/03/15
Client
Crown CastleDesigned by
jiandon
Tower Feed Line Description Feed Line K.. K:
Section Record No. Segment Elev. No Ice Ice
LI 10 LC6-50(I 1/4") 76.75 - 93.00 1.0000 1.0000
LI 13 Safety Line 3/8 76.75- 118.00 1.0000 1.0000
L2 10 EC6-50(I 1/4") 40.50 - 76.75 1.0000 1.0000
L2 13 Safety Line 3/8 40.50-76.75 1.0000 1.0000
L2 15 1" Plate 40.50 - 20.00 1.0000 1.0000
L2 16 1" Plate 40.50 - 20.00 1.0000 1.0000
L2 17 I" Plate 40.50 - 20.00 1.0000 1.0000
L4 10 EC6-50(I 1/4") 0.00 - 18.00 1.0000 1.0000
L4 13 Safety Line 3/8 0.00- 18.00 1.0000 1.0000
1.4 15 1" Plate 0.00- 18.00 1.0000 1.0000
L4 16 1" Plate 0.00- 18.00 1.0000 1.0000
1.4 17 1" Plate 0.00- 18.00 1.0000 1.0000
Discrete Tower Loads
Description Face Offset Offsets: Azimuth Placement CaAa CaAa Weightor Type Hoi- Adjustment Front Side
Leg Lateral
Vert
fi ° fi ft2 fi2 K
ftLightning Rod 3/4" x 8' C None 0.000 122.000 No Ice 0.600 0.600 0.030
(E)**//**
APXVERR18-Cw/Mount A From Leg 4.000 0.000 120.000 No Ice 8.498 6.946 0.076
Pipe 0.000
(E) 0.000
APXVERR18-Cw/ Mount B From Leg 4.000 0.000 120.000 No Ice 8.498 6.946 0.076
Pipe 0.000
(E) 0.000
APXVLRR18-Cw/ Mount C From Leg 4.000 0.000 120.000 No Ice 8.498 6.946 0.076
Pipe 0.000
(E) 0.000
TYDA-25271SDLR4-65P w/ A From Leg 4.000 0.000 120.000 No Ice 8.301 5.492 0.077
Mount Pipe(E)
0.000
0.000
TYDA-252718DER4-65P w/ B From Leg 4.000 0.000 120.000 No Ice 8.301 5.492 0.077
Mount Pipe 0.000
(E) 0.000
TYDA-252718DER4-65P w/ C From Leg 4.000 0.000 120.000 No Ice 8.301 5.492 0.077
Mount Pipe 0.000
(E) 0.000
RRUS-11 800MHz A From Leg 4.000 0.000 120.000 No Ice- 2.942 1.521 0.054
(E) 0.000
0.000
RRUS-11 800MHz B From Leg 4.000 0.000 120.000 No Ice 2.942 1.521 0.054
(E) 0.000
0.000
RRUS-11 800MHz C From Leg 4.000 0.000 120.000 No Ice 2.942 1.521 0.054
(E) 0.000
0.000
(3) ACU-A20-N A From Leg 4.000 0.000 120.000 No Ice 0.078 0.136 0.001
(E) 0.000
0.000
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B+T Group1717 S Boulder. Suite 300
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Job
81117.010.01 -Pelican Bay, FL (BU# 877737)Page
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Project Date
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Client
Crown CastleDesigned by
jiandon
Description Face Offset Offsets: Azimuth Placement Cut., CaAa Weightor Type Hon Adjustment Front Side
Leg Lateral
Vert
fto
ft f2 ft2 K
ftft
(3) ACU-A20-N B From Leg 4.000 0.000 120.000 No Ice 0.078 0.136 0.001
(E) 0.000
0.000
(3)ACU-A20-N C From Leg 4.000 0.000 120.000 No Ice 0.078 0.136 0.001
(E) 0.000
0.000
RRUS31 B25 A From Leg 4.000 0.000 120.000 No Ice 1.893 1.492 0.056
(E) 0.000
0.000
RRUS31 B25 B From Leg 4.000 0.000 120.000 No Ice 1.893 1.492 0.056
(E) 0.000
0.000
RRUS3I B25 C From Leg 4.000 0.000 120.000 No Ice 1.893 1.492 0.056
(E) 0.000
0.000
800MIIZ SMR FILTER A From Leg 4.000 0.000 120.000 No Ice 0.758 0.254 0.009
(E) 0.000
0.000
800MIIZ SMR FILTER B From Leg 4.000 0.000 120.000 No Ice 0.758 0.254 0.009
(!•:) 0.000
0.000
800MHZSMR FILTER C From Leg 4.000 0.000 120.000 No Ice 0.758 0.254 0.009
(E) 0.000
0.000
RADAR FILTER A From Leg 4.000 0.000 120.000 No Ice 1.143 0.314 0.022
(E) 0.000
0.000
RADAR FILTER B From Leg 4.000 0.000 120.000 No Ice 1.143 0 314 0.022
(E) 0.000
0.000
RADAR FILTER C From Leg 4.000 0.000 120.000 No Ice 1.143 0.314 0.022
(E) 0.000
0.000
FZHJ-RRH A From Leg 4.000 0.000 120.000 No Ice 1.472 1.184 0.055
(E) 0.000
0.000
FZHJ-RRH B From Leg 4.000 0.000 120.000 No Ice 1.472 1.184 0.055
(E) 0.000
0.000
FZHJ-RRH C From Leg 4.000 0.000 120.000 No Ice 1.472 1.184 0.055
(E) 0.000
0.000
(2) 6'x 2'Mount Pipe A From Leg 4.000 0.000 120.000 No Ice 1.425 1.425 0.022
(E) 0.000
0.000
(2)6' x2' Mount Pipe B From Leg 4.000 0.000 120.000 No Ice 1.425 1.425 0.022
(E) 0.000
0.000
(2) 6' x 2' Mount Pipe C From Leg 4.000 0.000 120.000 No Ice 1.425 1.425 0.022
(E) 0.000
0.000
T-Arm Mount [TA 602-3] c None 0.000 120.000 No Ice 11.590 11.590 0.774
(E)*%%%*
BXA-70063/6CFx2 w/ Mount A From Leg 4.000 0.000 113.000 No Ice 7.969 5.398 0.042
Pipe(E)
0.000
l .000
tnxTower
B+T Group1717 S Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 5S7-4630FAX: (918) 295-0265
Job
81117.010.01 -Pelican Bay, FL (BU# 877737)Page
6 of 11
Project Date
09:15:22 03/03/15Client
Crown CastleDesigned by
jiandon
Description Lace Offset Offsets: Azimuth Placement CaAa CaAa Weightor Type llorz Adjustment Front Side
Leg Lateral
1'ert
ft ° f' fi fi K
ftft
BXA-70063/6CFx2 w/ Mount B From Leg 4.000 0.000 113.000 No Ice 7.969 5.398 0.042Pipe 0.000
(E) 1.000
BXA-70063/6CFx2 w/ Mount C From Leg 4.000 0.000 113.000 No Ice 7.969 5.398 0.042Pipe ()()()()
(E) 1.000
AXPI 9-60-2 w/ Mount Pipe A From Leg 4.000 0.000 113.000 No Ice- 5.085 4.941 0.038(R) 0.000
1.000
AXP19-60-2 w/ Mount Pipe B From Leg 4.000 0.000 113.000 No Ice 5.085 4.941 0.038(R) 0.000
1.000
AXPl9-60-2 w/ Mount Pipe c From Leg 4.000 0.000 113.000 No Ice 5.085 4.941 0.038
(R) 0.000
1.000
7'x2" Antenna Mount Pipe A From Leg 4.000 0.000 113.000 No Ice 1.663 1.663 0.026
(E) 0.000
0.000
7'x2" Antenna Mount Pipe B From Leg 4.000 0.000 113.000 No Ice 1.663 1 663 0.026(E) 0.000
0.000
7'x2" Antenna Mount Pipe C From Leg 4.000 0.000 113.000 No Ice 1.663 1.663 0.026(E) 0.000
0.000
T-Arm Mount [TA 602-3] C None 0.000 113.000 No Ice 11.590 11.590 0.774
(E)*$s$*
840 10054 w/ Mount Pipe A From Leg 2.000 0.000 100.000 No Ice 5.413 2.385 0.051
(E) 0.000
3.000
840 10054 w/Mount Pipe B From Leg 2.000 0.000 100.000 No Ice 5.413 2.385 0.051
(E) 0.0003.000
840 10054 w/Mount Pipe C From Leg 2.000 0.000 100.000 No Ice 5.413 2.385 0.051
(E) 0.000
3.000
DAP Vx RF A From Leg 2.000 0.000 100.000 No Ice 2.275 2.275 0.026
(E) 0.000
3.000
DAP Vx RF B From Leg 2.000 0.000 100.000 No Ice 2.275 2.275 0.026
(E) 0.000
3.000
DAP Vx RF C From Leg 2.000 0.000 100.000 No Ice 2.275 2.275 0.026
(E) 0.000
3.000
Horizon DUO A From Leg 2.000 0.000 100.000 No Ice 0.547 0.343 0.007
(E) 0.000
6.000
Horizon DUO B From Leg 2.000 0.000 100.000 No Ice 0.547 0.343 0.007
(E) 0.000
6.000
Horizon DUO c From Leg 2.000 0.000 100.000 No Ice 0.547 0.343 0.007
(E) 0.000
6.000
6' x 2" Mount Pipe A From Leg 2.000 0.000 100.000 No Ice 1.425 1 425 0.022
(E) 0.000
0.000
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B+T Group1717 S Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (91S) 295-0265
Job
81117.010.01 -Pelican Bay, FL (BU# 877737)
Page
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Project Date
09:15:22 03/03/15
Client
Crown CastleDesigned by
jiandon
Description Face Offset Offsets: Azimuthor Type Horz AdjustmentLeg Lateral
Vert
ft
fft
6' x2" Mount Pipe(E)
6' x 2" Mount Pipe(E)
B From Leg
C From Leg
SideArm Mount [SO I02-3| C None(E)
*S$$*SBNIIH-1D65B \\l Mount A From Leg
Pipe
(P)SBNIIH-1D65B \\l Mount B FromLeg
Pipe
(P)SBNHH-1D65B w/ Mount C From Leg
Pipe
(P)TMBXX-6517-A2M w/ A From Leg
Mount Pipe
(E)TMBXX-6517-A2M w/ B From Leg
Mount Pipe(E)
TMBXX-65l7-A2Mw/ C From LegMount Pipe
(E)T-Arm Mount [TA 602-3] C None
(E)
TME-FRIG A From Leg
(E)
TME-FRIG
(E)
TME-FRIG
(E)
Ij From Leg
C From Leg
TME-FXFB w/ Mount Pipe A(E)
TME-FXFB w/ Mount Pipe B(E)
TME-ASU9338TYP01 w/ CMount Pipe
(E)Pipe Mount [I'M 601-31 C
(E)
From I,eg
From Leg
From I.eg
None
2.000
0.000
0.000
2.000
0.000
0.000
4.000
0.000
1.000
4.000
0.000
1.000
4.000
0.000
1.000
4.000
0.000
1.000
4.000
0.000
I.000
4.000
0.000
l .000
l .000
0.000
0.000
1.000
0.000
0.000
1.000
0.000
0.000
1.000
0.000
0.000
1.000
0.000
0.000
1.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Placement CaAaFront
CaAaSide
fi ft2
100.000 No Ice 1.425 .425
100.000 No Ice 1425 1.425
Weight
0.022
0022
100.000 No Ice 3.000 3.000 0.081
93.000 No Ice 8.615 7.084 0.076
93.000 No Ice 8.615 7.084 0.076
93.000 No Ice 8.615 7.084 0.076
93.000 No Ice 8.976 6.963 0.071
93.000 No Ice 8.976 6.963 0.071
93.000 No Ice 8.976 6.963 0.071
93.000 NoIce 11.590 11.590 0.774
,000 NoIce 2.804 1.103 0.057
91.000 NoIce 2.804 1.103 0.057
91.000 NoIce 2.804 1.103 0.057
91.000 No Ice 4.128 1.281 0.059
91.000 No Ice 4.128 1.281 0.059
91.000 No Ice 4.759 2.580 0037
91.000 NoIce 4.390 4.390 0.195
tnxTower
B+T Group1717 S Boulder. Suite 300
Tulsa. OK 74119
Phone: (9IS) 587-4630FAX: (91S) 295-0265
Job
Project
Client
81117.010.01 -Pelican Bay, FL (BU# 877737)
Crown Castle
Dishes
Description Faceor
Leg
Dish Offset Offsets: Azimuth 3 dli Elevation OutsideType Type Horz Adjustment Beam Diameter
Lateral Width
I en
/' ° ° // .ft
Page
8 of 11
Date
09:15:22 03/03/15
Designed by
ilandon
Aperture WeightArea
fi K
VHLP2-II-2VVH
(E)
VHLP2-I8-IWH
(E)
VHLP2 5-M
(E)
*sss*
C Paraboloid
w/Shroud (HP)
Paraboloid
w/Shroud(HP)
Paraboloid
w/Shroud(IIP)
From
Leg
From
Leg
From
Leu
2.000
0.000
6.000
2.000
0.000
6.000
2.000
0.000
6.000
90.000 100.000 2.I75 No Ice 3.715 0.031
Comb.
No.
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
34
35
36
37
Dead Only1.2 Dcad+1.6 Wind 0 dcg - No Ice0.9 Dead+1.6 Wind 0 dcg - No Ice1.2 Dead+1.6 Wind 30 deg - No Ice0.9 Dead+1.6 Wind 30 deg - No Ice1.2 Dead+1.6 Wind 60 deg - No Ice0.9 Dead+1.6 Wind 60 deg - No Ice1.2 Dead+1.6 Wind 90 deg - No Ice0.9 Dead+1.6 Wind 90 dcg - No Ice1.2 Dead+1.6 Wind 120 dcg - No Ice0.9 Dead+1.6 Wind 120 deg - No Ice1.2 Dead+1.6 Wind
0.9 Dead+1.6 Wind
1 2 l)cad+1.6 Wind
0 9 Dcad+1.6 Wind
1.2Dead-f
0.9 Deadn
150 deg-No Ice150 deg-No Ice180 deg-No Ice180 dcg-No Ice
.6 Wind 210 deg-No Ice
.6 Wind 210 dec-No Ice
1.2 Dead+1.6 Wind 240 deg - No Ice0.9 Dcad+1.6 Wind 240 deg - No Ice1.2 Dead+1.6 Wind 270 dcg - No Ice0.9 Dead+1.6 Wind 270 deg - No Ice1.2 Dead+1.6 Wind 300 deg - No Ice0.9 Dead+1.6 Wind 300 deg - No Ice1.2 Dead+1.6 Wind 330 deg - No Ice0.9 Dead+1.6 Wind 330 deg - No IceDead+Wind 0 deg - ServiceDead+Wind 30 deg - ServiceDead+Wind 60 deg - ServiceDead+Wind 90 dcg - ServiceDead+Wind 120 deg-ServiceDead+Wind 150 deg - ServiceDead+Wind 180 deg - ServiceDead+Wind 210 deg - ServiceDead+Wind 240 dcg - ServiceDead+Wind 270 dcg - ServiceDead+Wind 300 deg - ServiceDead+Wind 330 dee - Service
46.000 100.000 2.175 No Ice 3.715 0.031
19.000 100.000 2.917 No Ice 6.681 0.048
Load Combinations
Description
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B+T Group1717 S Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
Job
81117.010.01 -Pelican Bay, FL (BU# 877737)
Page
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Project Date
09:15:22 03/03/15
Client
Crown Castle
Designed by
jiandon
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
fi
Hon.Deflection
Gov.
Load
C'omb.
III! Twist
LI
L2
I 3
L4
118-76.75
80.5-40.5
45- 18
18-0
15.440
7.184
2.037
0.279
1 136
0.895
0.452
0.149
0.001
0.001
0.000
0.000
Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance
Ji
Gov.
Load
Comb.
Deflection Tilt Twist Radius of('urvature
fi36610
36610
36610
15254
10169
7321
6779
122.000 Lightning Rod 3/4"x 8'120.000 APXVERR18-C w/ Mount Pipe
113.000 BXA-70063/6CFx2 w/ Mount Pipe
106.000 VHLP2-11-2WH
100.000 840 10054 w/Mount Pipe
93.000 SBNIIH-1D65B w/ Mount Pipe
91.000 TME-FRIG
15.440
15.440
14.264
12.633
11.264
9.722
9.296
1.136
1.136
1.112
1.077
1.044
0.999
0.985
0.001
0.001
0.001
0.001
0.001
0.001
0.001
Maximum Tower Deflections - Design Wind
Section
No.
LI
L2
L3
L4
Elevation
122.000
120.000
113.000
106.000
100.000
93.000
91000
Elevation
ft118-76.75
80.5 - 40.5
45- 18
18-0
Horz.
Deflection
89.665
41.768
11.850
1.625
Gov.
Load
('omb.
24
24
24
24
Till
6 610
5.211
2.629
0.866
Twist
0.007
0.004
0.001
0.000
Critical Deflections and Radius of Curvature - Design Wind
Appurtenance
Lightning Rod 3/4" x 8'APXVERR18-C w/ Mount Pipe
BXA-70063/6CFx2 w/ Mount PipeVHLP2-11-2WH
840 10054 w/ Mount PipeSBNHH-1D65B w/ Mount Pipe
TME-FRIG
Deflection Till Twist Radius of('.urvature
__z>
Gov.
Load
Comb
24 89.665 6.610 0.007 6455
24 89.665 6.610 0.007 6455
24 82.843 6.473 0.006 6455
24 73.383 6.271 0.006 2688
24 65.446 6.078 0.005 1790
24 56.502 5.817 0.005 1287
24 54.026 5.733 0.005 1191
tnxTower
B+T Group1717 S Boulder. Suite 300
Tulsa. OK 74119
Phone: (9IS) 5S7-4630FAX: (9IS) 295-0265
Job
81117.010.01 -Pelican Bay, FL (BU# 877737)
Page
10 Of 11
Project Date
09:15:22 03/03/15
Client
Crown CastleDesigned by
jiandon
Section Elevation
No.
ft
L2
L3
L4
118-76.75(1)76.75 - 40.5 (2)
40.5- 18(3)18-0(4)
Section Elevation
No.
f'
LI
L2
L3
L4
Section
No.
L2
L3
L4
118-76.75(1)76.75-40.5(2)
40.5- 18(3)18-0(4)
Elevation
fi
118-76.75(1)76.75 - 40.5 (2)
40.5-18(3)18-0(4)
Section Elevation
No.
f
Compression Checks
Pole Design Data
Size
TP29.63x22.x0219 41.250 0.000TP35.9x28.499x0.25 40.000 0.000P39.561x34.567x0.313 27.000 0.000TP42.89.\39.561x0.458 18.000 0.000
Kir
0.0
0.0
0.0
0.0
19.939
27.628
38.930
61.652
Pu
K
-8.102
-13.626
-19.528
-24.642
<}>/'„
1365 400
1850.790
2707.090
2892.690
Ratio
P„
/?P„0 006
0.007
0.007
0.009
Pole Bending Design Data
Size M„
kip-ft
4>A/,1V
kip-fi
Ratio Mm tyMny Ratio
Muv
TP29.63x22x0.219 502.034 806.503TP35 9x28.499x0.25 1238.383 1325.983P39.561x34.567x0.313 1877.200 2184.608TP42 89x39.561x0.458 2336.950 2516.692
4>A/„t kip-ft kip-ft <!>A-/m
0.622 0.000 806.503 0.000
0.934 0.000 1325.983 0.000
0.859 0.000 2184.608 0.000
0.929 0.000 2516.692 0.000
Pole Shear Design Data
Size
TP29.63x22x0.219
TP35.9x28.499x0.25TP39.561x34.567x0.313TP42.89x39.561x0.458
[dual
V„K
19.012
22.445
24.831
26.297
K
682.701
925.394
1353.540
1446350
Ratio
0.028
0.024
0.018
0.018
Actual
T„kip-ft
0.117
0.117
0.116
0.116
)T„
kip-ft
1614.975
2655.208
4374.558
5039.542
Ratio
'/'„
•7;0.000
0.000
0.000
0.000
Pole Interaction Design Data
Ratio
P„
4£.
Ratio
A/,„
>.W„,
Ratio
May<j)A/„,
Tl 118-76.75(1) 0.006 0.622 0.000
L2 76.75-40 5(2) 0.007 0.934 0.000
1.3 40.5-18(3) 0 007 0.859 0.000
1.4 18-0(4) 0.009 0.929 0.000
Ratio
Vu
Wn0.028
0.024
0.018
0.018
Ratio
T„
47;
0.000
0.000
0.000
0.000
Comb. Allow.Stress StressRatio Ratio
0.629
•0.942
0.867
0.937
1.000
1.000
1.000
1.000
Criteria
4.8.2 S
4.8.2 ^
4.8.2 •/
4.8.2 l/
"J
tnxTower
B+T Group1717 S Boulder. Suite 300
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
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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:
Base Plate Results
Base Plate Stress:
PL Design Bending Strength, <£*Fy:Base Plate Stress Ratio:
N/A - Unstiffened
Stiffener Results
Horizontal Weld :
Vertical Weld:
Plate Flex+Shear, fb/Fb+(fv/Fv)A2:Plate Tension+Shear, ft/Ft+(fv/Fv)A2:
Plate Comp. (AISC Bracket):Pole Results
Pole Punching Shear Check:Max PL Length
THICKNESS
197.2 Kips260.0 Kips
75.8% Pass
Flexural Check
37.3 ksi
49.5 ksi
75.4% Pass
N/A
N/A
N/A
N/A
N/A
N/A
nput Clear Space3t B.C. for SingleAnchor Case
{Input Clear Spoce)
" Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes
CCIplate 1.5 - Square Base F-G 1.2, Effective March 19, 2012 Analysis date: 3/3/2015
CCI Foundation Tool Suite - Monopole Pier
CCIFTS 1.2.108.14286 - Phase 1-2
BU: 877737
Site Name: Pelican Bay, FLApp Number: 280411 Revision S3
Work Order:
Monopole Drilled Pier
Input
Criteria
TIA Revision:
ACI 318 Revision:
Seismic Category:
Forces
Compression
Shear
Moment
Swelling Force
Foundation Dimensions
Pier Diameter:
Ext. above grade:
Depth below grade:
Material Properties
Number of Rebar:
Rebar Size:
Tie Size
Rebar tensile strength:
Concrete Strength:
Ultimate Concrete Strain
Clear Cover to Ties:
Soil Profile:
Layer
Soil
Thickness
(ft)3
1.3
4.7
3
11
1.5
G
2008
25 kips
26 kips
2337 k-ft
0 kips
6 ft
0.5 ft
24.5 ft
16
11
5
60 ksi
3000 psi
0.003 in/in
4 in
From
(ft)
0
3
4.3
9
12
23
To
(ft)
3
4.3
9
12
23
24.5
Analysis Results
Soil Lateral Capacity
Depth to Zero Shear: 5.06 ft
Max Moment, Mu: 2489.43 k-ft
Soil Safety Factor: 1.85
Safety Factor Req'd: 1.33
RATING: 71.7%
Soil Axial Capacity
Skin Friction (k): 53.72 kips
End Bearing (k): 148.44 kipsComp. Capacity (k), 4>Cn: 202.16 kips
Comp. (k), Cu: 25.00 kips
RATING: 12.4%
Unit Weight
(pcf)
110
110
50
50
50
50
Cohesion
(psf)
Friction
Angle
(deg)
0
30
30
29
28
30
Ultimate
Uplift Skin
Friction
(ksf)
0
0.2
0.2
0.3
0.1
0.4
Date: 3/3/2015
CROWNCASTLE
(16) -#11
Ultimate
Comp. Skin
Friction
(ksf)
0
0.2
0.2
0.3
0.1
0.4
Ultimate
Bearing
Capacity
(ksf)
SPT'N'
Counts
Concrete/Steel Check
Mu (from soil analysis) 2489.43 k-ft
rJiMn 3300.52 k-ft
RATING: 75.4%
rho provided 0.61
rho required 0.33 OK
Rebar Spacing 10.63
Spacing required 22.56 OK
Dev. Length required 19.11
Dev. Length provided 61.78 OK
Overall Foundation Rating: 75.4%
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