castle. if you have any questions orneed further
TRANSCRIPT
April 04, 2014
Jeremy HensonCrown Castle
12725 Morris Road Extension Suite 400
Alpharetta, GA 30004(678)366-1240
Subject:
Carrier Designation:
Crown Castle Designation:
Structural Analysis Report
Sprint PCS Co-LocateCarrier 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:
B+T GRP
B+T Group1717 S. Boulder, Suite 300Tulsa, OK 74119(918)[email protected]
Scenario B
JA27XC018
Pelican Bay
877737
Pelican Bay260689
720611
216378 Rev. 1
81117.007.01aEngineering Firm Designation:
Site Data:
Dear Jeremy Henson,
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 623082, in accordance withapplication 216378, revision 1.
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:
LC5: Existing + Proposed EquipmentNote: See Table 1 and Table 2 for the proposed and existing loading, respectively.
Sufficient Capacity
This analysis has been performed in accordance with the 2010 Florida BuildingCode 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. If you have any questions orneed further assistance on this orany other projects please give us a call.
v\\^ ""///Respectfully submitted by:B+T Engineering, Inc.
Kristin Mears, E.I.Project Engineer
tnxTower Report - version 6.1.4.1
John W. Kelly, P.E., S.E. \Vice President :COA: 27496 Expires: 02/28/2015
6619>
April 04, 2014118 Ft Monopole Tower StructuralAnalysis Report CCIBU No. 877737Project Number 81117.007.01a, Application 216378, Revision 1 Page 2
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIATable 1 - Proposed Antenna and Cable InformationTable 2 - Existing Antenna and Cable InformationTable 3 - Design Antenna and Cable Information
3) ANALYSIS PROCEDURETable 4 - Documents Provided
3.1) 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
118 Ft Monopole Tower Structural Analysis ReportProject Number 81117.007.01a, Application 216378, Revision 1
April 04, 2014CCIBU 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. Modifications designed by IETS and Sabre in February 2010are included 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
120.0 120.0
3 Ericsson RRUS 31 B25
3 Nokia FZHJ-RRH
3 Nokia RADAR FILTER
3 Tongyu TYDA-252718DER4-65P
5/8
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
120.0
113.0
100.0
93.0
121.0
120.0
114.0
113.0
106.0
103.0
100.0
94.0
tnxTower Report - version 6.1.4.1
6 Decibel DB948F65E-M
6 Rfs Celwave IBC1900HG-1
3 Ericsson RRUS A2 MODULE
9 Ericsson RRUS-11 1900MHz
3 Ericsson 800MHZ SMR FILTER
3 Ericsson RRUS-11 800MHz
9 Rfs Celwave ACU-A20-N
3 Rfs Celwave APXVERR18-C
1 ~ T-Arm Mount [TA 602-3]
3 Antel BXA-185063/12CFx2
3 Antel BXA-70063/6CFx2
1 ~ T-Arm Mount [TA 602-3]
1 Andrew VHLP2-11-2WH
1 Andrew VHLP2-18-1WH
1 Andrew VHLP2.5-11
3 Dragonwave Horizon DUO
3 Kathrein 84010054
3 Motorola DAP Vx RF
1 - Side Arm Mount [SO 102-3]
3 Andrew ETW200VS12UB
12
13
1 5/8
1 3/16
1 5/8
1/2
5/16
1 1/4
118 Ft Monopole Tower StructuralAnalysis ReportProject Number 81117.007.01a, Application 216378, Revision 1
April04, 2014CCI BU No. 877737
Page 4
MountingLevel (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
ManufacturerAntenna Model
Number
of Feed
Lines
Feed
Line
Size (in)Note
3 Andrew TMBX-6517-R2M
6 Andrew TMBXX-6517-A2M
93.0 1
3 Nokia
T-Arm Mount [TA 602-3]
TME-FRIG
.0 91.02 Nokia TME-FXFB
1 Raycap TME-ASU9338TYP01
1
Notes:
1) Existing Equipment2) Equipment To Be Removed
Pipe Mount [PM 601-3]
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)
118 118
100 100
80 80
3 Generic T-Arm
9 Decibel DB948F65E-M
1 Generic LP Clamp Platform
12 Dapa 48000
1 Generic LP Clamp Platform
12 Dapa 48000
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
Document Remarks Reference Source
Online Application
Tower Manufacturer Drawing
Tower Modification Drawings
Post Modification Inspection
Foundation Drawing
Geotech Report
Antenna Configuration
3.1) Analysis Method
Sprint Co-Locate Revision # 1
Summit Manufacturing, Inc.Dwg No. 14075-D1
lETS.Dwg. No. 2010-70019
IETS, Project. No. 2010-70191
Summit Manufacturing, Inc.Job No. 29201-0509
UES, Project No. 45291-001-01
Crown CAD Package
216378 CCI Sites
1548523 CCI Sites
2592390 CCI Sites
2699677 CCI Sites
1474641 CCI Sites
1549663 CCI Sites
Date:03/03/2014 CCI Sites
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 Tower Structural Analysis ReportProject Number 81117.007.01a, Application 216378, Revision 1
April04, 2014CCI BU No. 877737
Page 5
3.2) Assumptions
1) Tower and structures were built in accordance with the manufacturer's specifications.2) The tower and structures have been maintained in accordance with the manufacturer's
specification.3) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 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 or have been made in error. B+TGroup should be notified to determine the effect on the structural integrity of the tower.
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Section
No.Elevation (ft)
ComponentTypo
SizeCritical
ElementP(K)
SPP allow
(K)%
CapacityPass / Fail
L1 118-76.75 Pole TP29.63x22x0.219 1 -8.166 1367.510 63.0 Pass
L2 76.75 - 40.5 Pole TP35.9x28.498x0.25 2 -13.826 1850.790 96.7 Pass
L3 40.5-18 Pole TP39.561x34.567x0.313 3 -19.904 2707.090 90.3 Pass
L4 18-0 Pole TP42.89x39.561x0.458 4 -25.148 2824.100
Pole (L4)
RATING =
98.3
Summary
98.3
98.3
Pass
Pass
Pass
Table 6 - Tower Component Stresses vs. Capacity - LC5
Notes Component Elevation (ft)
1 Anchor Rods Base
1 Base Plate Base
1 Base Foundation Base
Structure Rating (max from all components) =
% Capacity
79.7
79.1
77.6
Pass / Fail
Pass
Pass
Pass
98.3%
Notes:
1) See 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 to carry the existing and proposed loads. Nomodifications are required at this time.
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B+T • •••
B+T Group1717 S. Boulder, Suite 300
Tulsa, OK 74119Phone: (918)587-4630
FAX: (918)295-0265
,ob 81117.007.01a - Pelican Bay, FL (BU# 87773Project
c:ienl Crown Castle |Dravy,lby K. Mears App'd
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Phone: (918)587-4630FAX: (918)295-0265
°" 81117.007.01a - Pelican Bay, FL (BU# 87773:Projecl
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tnxTower
B+T Group1717 S. Boulder, Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Job
81117.007.01a - Pelican Bay, FL (BU# 877737)
Page
1 of 14
Project Date
08:18:57 04/04/14
Client
Crown CastleDesigned by
K. Mears
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.Model Includes Previous Modifications.
TOWER RATING = 98.3%.
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 notconsidered.
Consider Moments - LegsConsider Moments - HorizontalsConsider Moments - DiagonalsUse Moment Magnification
V Use Code Stress RatiosV Use Code Safety Factors - Guys
Escalate Ice
Always Use Max KzUse Special Wind ProfileInclude Bolts In Member CapacityLeg Bolts Are At Top Of SectionSecondary Horizontal Braces LegUse Diamond Inner Bracing (4 Sided)Add iBC .6D+W Combination
Options
Distribute Leg Loads As UniformAssume Legs Pinned
V Assume Rigid Index PlateV UseClearSpansFor Wind Area
Use Clear Spans For KL rRctcnsion Guys To Initial Tension
V Bypass Mast Stability ChecksV Use Azimuth Dish CoefficientsV Project Wind Area of Appurt.
Autocalc Torque Ann AreasSR Members Have Cut Ends
Sort Capacity Reports By ComponentTriangulate Diamond Inner BracingUse TIA-222-G Tension Splice CapacityExemption
Treat Feedline 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 Girt At Foundation
Consider Feedline TorqueInclude Angle Block Shear Cheek
Poles
Include Shear-Torsion Interaction
Always Use Sub-Critical PlowUse Top Mounted Sockets
Tapered Pole Section Geometry
Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
fi ft41.250
ft Sides in3.750 18 22.000
in
29.630
in
0.219
in
0.876LI 118.000-76.750 A572-65
(65 ksi)
L2 76.750-40.500 40.000 4.500 18 28.498 35.900 0.250 1.000 A572-65
(65 ksi)
L3 40.500-18.000 27.000 0.000 18 34.567 39.561 0.313 1.250 A572-65
(65 ksi)
L4 18.000-0.000 18.000 18 39.561 42.890 0.458 1.831 40.076 l()6ksi
tnxTower
B+T Group1717 S. Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
Job
81117.007.01a-Pelican Bay, FL (BU# 877737)
Page
2 Of 14
Project Date
08:18:57 04/04/14
Client
Crown CastleDesigned by
K. Mears
Section Elevation
f>
Section
Lengthfi
Splice NumberLength of
ft Sides
TopDiameter
in
Bottom
Diameter
in
Wall
Thickness
Tapered Pole Properties
Bend
Radius
in
Pole Grade
(40 ksi)
Section TipDiet. Area 1 r C 1/C ./ It/Q w w/l
in in in1 in in in In4 in' m
LI 22.339 15.140 907.448 7.732 11.176 81.196 1816.091 7.571 3.487 15.92
30.087 20.444 2234.178 10.441 15.052 148.430 4471.297 10.224 4.829 22.052
L2 29.643 22.415 2259.770 10.028 14.477 156.092 4522.514 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
L3 35.946 33.976 5036.853 12.160 17.560 286.834 10080.334 16.991 5.534 17.708
40.171 38.930 7576.369 13.933 20.097 376.991 15162.708 19.468 6.413 20.521
L4 40.171 56.815 10975.525 13.882 20.097 546.129 21965.492 28.413 6.157 13.45
43.552 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 Aj Factor Stitch Bolt Stitch Bolt
(per/ace) A, Spat ing Sp icingDiagonals Horzontals
fi fr in ii in
LI 1 1 1
118.000-76.75
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 t onipoiiciit Placement Total A umber Start/End n lath or Perimeter WeightType
ftNumber Pe • Row Position Diameter
in in klf*♦//**
LDF6-50A( 1-1/4") c Surface Ar 93.000 - 0.000 12 4 -0.500 1.550 0.001
(E) (CaAa) 0.400
3X4AWGO 1/4) C Surface Ar 93.000 - 0.000 1 1 0.400 1.300 0.001
(E) (CaAa) 0.500
»*//»*
**//**
1" Plate C Surface Af 20.000 - 0.000 1 1 -0.100 6,000 14.000 0.000
(Mod) (CaAa) 0.100
1" Plate A Surface Af 20.000 - 0.000 1 1 -0.100 6.000 14.000 0.000
(Mod) (CaAa) 0.100
1" Plate B Surface Af 20.000 - 0.000 1 1 -0.100 6.000 14.000 0.000
(Mod) (CaAa) 0.100
**//*♦
tnxTower
B+T Group1717 S. Boulder. Suite 300
Tulsa, OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
Job
81117.007.01a - Pelican Bay, FL (BU# 877737)
Page
3 of 14
Project Date
08:18:57 04/04/14
Client
Crown CastleDesigned by
K. Mears
Feed Line/Linear Appurtenances - Entered As Area
Description Face
or
Allow
Shield
ComponentType
Placement Total
NumberC,AA Weight
Leg fi118.000 - 0.000
fi:/fi klfTSZ 999 C No Inside Pole 3 No Ice 0.000 0.001
067/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")
(P)**//**
LDF7-50A( 1-5/8") c No Inside Pole 113.000-0.000 12 No Ice- 0.000 0.001
(E)**//»*
2" Rigid Conduit A No Inside Pole 100.000-0.000 1 No Ice- 0.000 0.003
(E)LDF4-50A(l/2") A No Inside Pole 100.000-0.000 3 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
(E-Inside Conduit)**/ *"
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face Ar Af CAAt C,A, WeightSection Elevation In Face Out Face
fi ft fr fr fr K
LI 118.000-76.750 A 0.000 0.000 0.000 0.000 0.088
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 12.188 0.000 0.642
L2 76.750-40.500 A 0.000 0.000 0.000 0.000 0.137
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 27.188 0.000 0.801
L3 40.500-18.000 A 0.000 0.000 2.000 0.000 0.085
B 0.000 0.000 2.000 0.000 0.000
C 0.000 0.000 18.875 0.000 0.497
1 I 18.000-0.000 A 0.000 0.000 18.000 0.000 0.068
B 0.000 0.000 18.000 0.000 0.000
C 0.000 0.000 31.500 0.000 0.398
Feed Line Center of Pressure
Section Elevation CPX CP,_ CPsIce Ice
fi in in in
-0.018
in
LI 118.000-76.750 -0.018 0.458 0.458
L2 76.750-40.500 -0.039 0.932 -0.039 0.932
L3 40.500-18.000 -0.038 0.882 -0.038 0.882
L4 18.000-0.000 -0.025 0.555 -0.025 0.555
tnxTower
B+T Group1717 S.Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
Job
81117.007.01a - Pelican Bay, FL (BU# 877737)
Page
4 of 14
Project Date
08:18:57 04/04/14
Client
Crown CastleDesigned by
K. Mears
Shielding Factor Ka
Tower Feed Line Description Feed Line K.: KaSection Record No. Segment Elev. No he Ice
LI 11 LDF6-50A( 1-1/4") 76.75 - 93.00 1.0000 1.0000
LI 12 3X4AWG(I 1/4) 76.75 - 93.00 1.0000 1.0000
L2 11 LDF6-50A(l-l/4") 40.50 - 76.75 1.0000 1.0000
L2 12 3X4AWG(I 1/4) 40.50 - 76.75 1.0000 1.0000
L2 18 1" Plate 40.50 - 20.00 1.0000 1.0000
L2 19 1" Plate 40.50 - 20.00 1.0000 1.0000
L2 20 1" Plate 40.50 - 20.00 1.0000 1.0000
L4 11 LDF6-50A( 1-1/4") 0.00- 18.00 1.0000 1.0000
L4 12 3X4AWG(1 1/4) 0.00- 18.00 1.0000 1.0000
L4 18 1" Plate 0.00- 18.00 1.0000 1.0000
L4 19 1" Plate 0.00- 18.00 1.0000 1.0000
L4 20 1" Plate 0.00 - 18.00 1.0000 1.0000
Description
Lightning Rod 3/4" x 3'(E)
**//**
APXVERRI8-Cw/Mount
Pipe(E)
APXVERRI8-Cw/ Mount
Pipe(E)
APXVERR18-C w/ Mount
Pipe(E)
800MHZ SMR FILTER
(E)
S00MHZ SMR FILTER
(E)
800MHZSMR FILTER
(E)
(3) ACU-A20-N(E)
(3) ACU-A20-N(E)
(3) ACU-A20-N
(E)
Face Offsetor Type
U-g
None
From Leu
From Leg
From Leu
:rom Leg
From Leu
C From Leu
From Leu
:rom Leu
C From Leg
Discrete Tower Loads
Offsets: Azimuth PlacementIlorz Adjustment
Lateral
Vert
fi ° ftftft
0.000 123.000 No Ice
4.000
0.000
0.000
4.000
0.000
0.000
4.000
0.000
0.000
4.000
0.000
0.000
4.000
0.000
0.000
4.000
0.000
0.000
4.000
0.000
0.000
4.000
0.000
0.000
4.000
0.000
0.000
0.000
0.000
0.(1(10
0.000
(1.(1(10
0.000
0.000
0.000
0.000
120.000
120.000
120.000
120.000
120.000
120.000
120.000
120.000
120.000
No Ice
No Ice
No lee
No Ice
No Ice
No lee
No Ice
No Ice
No Ice
CaAaFront
fr
0.225
8.498
8498
8.498
0.758
0.758
0.758
0.078
0.078
0.078
CMaSide
fr
0.225
6.946
6,946
6.946
0.254
0.254
0.254
0.136
0.136
0.136
Weight
0.030
0.076
0.076
0.076
0.009
0.009
0.009
0.001
0.001
0.001
tnxTower
B+T Group1717 S. Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
Job
81117.007.01a - Pelican Bay, FL (BU# 877737)
Page
5 of 14
Project Date
08:18:57 04/04/14
Client
Crown CastleDesigned by
K. Mears
Description Face Offset Offsets: Azimuth Placement C,,l, G/f, Weightor Type Hon Adjustment Front Side
Leg Lateral
Vert
fi ° fi fr fr K
fift
RRUS-ll 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 lee 2.942 1.521 0.054
(E) 0.000
0.000
RRUS-I l 800MHz C From Leg 4.000 0.000 120.000 No lee 2.942 1.521 0.054
(E) 0.000
0.000
TYDA-2527I8DER4-65P w/ A From Leg 4.000 0.000 120.000 No lee 8.301 5.492 0.077
Mount Pipe 0.000
(P) 0.000
TYDA-252718DER4-65P\v.' B From Leg 4.000 0.000 120.000 No Ice 8.301 5.492 0.077
Mount Pipe 0.000
(P) 0.000
TYDA-252718DER4-65P w/ c From Leg 4.000 0.000 120.000 No lee 8.301 5.492 0.077
Mount Pipe 0.000
(P) 0.000
RRUS 31 B25 A From Leg 4.000 0.000 120.000 No Ice 1.893 1.492 0.056
(P) 0.000
0.000
RRUS 31 B25 B From Leg 4.000 0.000 120.000 No lec 1.893 1.492 0.056
(P) 0.000
0.000
RRUS 31 B25 C From Leg 4.000 0.000 120.000 No Ice 1.893 1.492 0.056
(P) 0.000
0.000
FZHJ-RRH A From Leg 4.000 0.000 120.000 No Ice 1.472 1.184 0.055
(P) 0.000
0.000
FZHJ-RRH B From Leg 4.000 0.000 120.000 No Ice 1.472 1.184 0.055
(P) 0.000
0.000
FZHJ-RRH C From Leg 4.000 0.000 120.000 No Ice 1.472 1.184 0.055
(P) 0.000
0.000
RADAR FILTER A From Leg 4.000 0.000 120.000 No Ice 1.143 0.314 0.022
(P) 0.000
0.000
RADAR FILTER B From Leg 4.000 0.000 120.000 No lee 1.143 0,314 0.022
(P) 0.000
0.000
RADAR FILTER c From Leg 4.000 0.000 120.000 No Ice 1.143 0.314 0.022
(P) 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)(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' x 2' 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 T Mount Pipe C From Leg 4.000 0.000 120.000 No Ice 1.425 1.425 0.022
(E) 0.000
0.000
tnxTower
B+T Group1717 S. Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
Job
81117.007.01a - Pelican Bay, FL (BU# 877737)
Page
6 of 14
Project Date
08:18:57 04/04/14
Client
Crown CastleDesigned by
K. Mears
Description Face Offset Offsets: Azimuth Placement CaAa G.-f, Weightor Type Horz Adjustment Front Side
Leg Lateral
Vert
fifift
0
fi fr fr K
BXA-185063/12CFx2w/ A From Leg 4.000 0.000 113.000 No lee 5.009 4.735 0.041
Mount Pipe 0.000
(E) 1.000
BXA-185063/l2CFx2w/ B From Leg 4.000 0.000 113.000 No Ice- 5.009 4.735 0.041
Mount Pipe 0.000
(E) 1.000
BXA-185063/l2CFx2w/ C From Leg 4.000 0.000 113.000 No Ice- 5.009 4.735 0.041
Mount Pipe 0.000
(E) 1.000
BXA-70063/6CFx2 w/ Mount A From Leg 4.000 0.000 113.000 No Ice 7.969 5.398 0.042
Pipe 0.000
(E) 1.000
BXA-70063/6CFx2 w/ Mount B From Leg 4.000 0.000 113.000 No Ice 7.969 5.398 0.042
Pipe 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 0.042
Pipe 0.000
(E) 1.000
6' x 2" Mount Pipe A From Leg 4.000 0.000 113.000 No Ice 1.425 1.425 0.022
(E) 0.000
0.000
6' x 2" Mount Pipe B From Leg 4.000 0.000 113.000 No Ice- 1.425 1.425 0.022
(E) 0.000
0.000
6' x 2" Mount Pipe C From Leg 4.000 0.000 113.000 No Ice 1.425 1.425 0.022
(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)**//**
840 10054 vv/Mount Pipe A From Leg 1.000 0.000 100.000 No Ice 5.413 2.385 0.051
(E) 0.000
(2) 840 10054 w/ Mount Pipe B(E)
DAP Vx RI
(E)
(2) DAP Vx RF
(E)
Horizon DUO
(E)
Horizon DUO
(E)
Horizon DUO
(E)
6' x 2" Mount Pipe(E)
Side Arm Mount [SO 102-3] C(E)
**//**
3.000
From Leg 1.000 0.0000.000
3.000
A From Leg 1.000 0.0000.000
3.000
B From Leg 1.000 0.0000.000
3.000
A From Leg 1.000 0.0000.000
6.000
B From Leu 1.000 0.000
0.000
6.000
C From Leg 1.000 0.0000.000
6.000
C From Leg 1.000 0.0000.000
0.000
None 0.000
100.000 No Ice 5.413 2.385 0.051
100.000 No Ice 2.275 2.275 0.026
100.000 No Ice 2.275 2.275 0.026
100.000 No Ice 0.547 0.343 0.007
100.000 No Ice 0.547 0.343 0.007
100.000 No Ice 0.547 0.343 0.007
100.000 No Ice 1.425 .425 0.022
100.000 No Ice 3.000 3.000 0.081
tnxTower
B+T Group1717 S. Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
Job
81117.007.01a - Pelican Bay, FL (BU# 877737)Page
7 of 14
Project Date
08:18:57 04/04/14
Client
Crown CastleDesigned by
K. Mears
Description Face Offset Offsets: Azimuth Placement C',l: (";,!: Weightor Type Horz Adjustment Front Side
Leg Lateral
Vert
ft 0 fi fr fr K
fift
TMBX-6517-R2M w/ Mount A From Leg 4.000 0.000 93.000 No Ice 6.261 5.678 0.044Pipe 0.000
(E) 1.000
TMBX-65l7-R2Mvv/Mount B From Leg 4.000 0.000 93.000 No Ice 6.261 5.678 0.044Pipe 0.000
(E) 1.000
TMBX-65I7-R2Mw/Mount c From Leg 4.000 0.000 93.000 No Ice 6.261 5.678 0.044Pipe 0.000
(E) 1.000
ETW200VSI2UB A From Leg 4.000 0.000 93.000 No Ice 0.184 0.472 0.011
(E) 0.000
1.000
ETW20OVS12UB B From Leg 4.000 0.000 93.000 No Ice 0.184 0.472 0.011
(E) 0.000
1.000
ETW200VSI2UB C From Leg 4.000 0.000 93.000 No Ice 0.184 0.472 0.011
(E) 0.000
1.000
(2)TMBXX-65l7-A2Mw/ A From Leg 4.000 0.000 93.000 No Ice 8.976 6.963 0.071
Mount Pipe 0.000
(E) 1.000
(2)TMBXX-65l7-A2M\v/ B From Leg 4.000 0.000 93.000 No Ice 8.976 6.963 0.071
Mount Pipe 0.000
(E) 1.000
(2)TMBXX-65I7-A2Mw' c From Leg 4.000 0.000 93.000 No Ice- 8.976 6.963 0.071Mount Pipe 0.000
(E) 1.000
T-Arm Mount [TA 602-3] C None 0.000 93.000 No Ice 11.590 11.590 0.774
(E)**//**
TME-FRIG A From Leg 2.000 0.000 91.000 No Ice 2.804 1.103 0.057
(E) 0.000
0.000
TME-FRIG B From Leg 2.000 0.000 91.000 No Ice- 2.804 1.103 0.057
(E) 0.000
0.000
TME-FRIG c From Leg 2.000 0.000 91.000 No Ice 2.804 1.103 0.057
(E) 0.000
0.000
TME-FXFB A From Leg 4.000 0.000 91.000 No Ice 4.128 1.123 0.055
(E) 0.000
0.000
TME-FXFB B From Leg 4.000 0.000 91.000 No Ice- 4.128 1.123 0.055
(E) 0.000
0.000
TME-ASU9338TYP0I c From Leg 4.000 0.000 91.000 No Ice 3.737 1.155 0.019
(E) 0.000
0.000
Pipe Mount [PM 601-3] c None 0.000 91.000 No Ice 4.390 4.390 0.195
('-)
**//**
tnxTower
B+T Group1717 S.Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
Job
81117.007.01a - Pelican Bay, FL (BU# 877737)Page
8 of 14
Project Date
08:18:57 04/04/14
Client
Crown CastleDesigned by
K. Mears
Dishes
Description Face Dish Offset Offsets: Azimuth 3dB Elevation Outside Aperture Weightor Type Type Horz Adjustment Beam Diameter Area
Leg Lateral
Vert
Width
fi 0o
fi fi fr K
**//**
VHLP2-1I-2WH A Paraboloid From 1.000 -15.000 100.000 2.175 No Ice 3.715 0.031
(E) w/Radomc Leg 0.000
6.000
VHLP2-18-IWH A Paraboloid From 1.000 46.000 100.000 2.175 No Ice 3.715 0.031
(E) w/Radomc Leg 0.000
6.000
VHLP2.5-U B Paraboloid From 1.000 19.000 100.000 2.917 No Ice 6.681 0.048
(E) w/Radomc Leg 0.000
6.000
**//**
Comb.
No.
1
2
3
4
5
6
7
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
Dead Only1.2 Dead+1.6 Wind 0 deg - No Ice0.9 Dead *1.6 Wind 0 deg - No Ice1.2 Dcad+1.6 Wind 30 deg - No Ice0.9 Dead-1.6 Wind 30 deg - No Ice1.2 Dead 11.6 Wind 60 deg - No Ice0.9 Dead-1.6 Wind 60 deg - No lee1.2 Dead-1.6 Wind 90 deg - No Ice0.9 Dead -1.6 Wind 90 deg - No Ice1.2 Dead-1.6 Wind 120 deg - No Ice0.9 Dead-1.6 Wind 120 deg - No Ice1.2 Dead +1.6 Wind 150 deg - No Ice0.9 Dead-' 1.6 Wind 150 deg - No Ice1.2 Dcad^ 1.6 Wind 180 deg - No Ice0.9 Dcad-r 1.6 Wind 180 deg - No Ice1.2 Dead-11.6 Wind 210 deg - No Ice0.9 Dead+1.6 Wind 210 deg - No Ice1.2 DcadJ-1.6 Wind 240 deg - No Ice0.9 Dead-1.6 Wind 240 deg - No Ice1.2 Dead* 1.6 Wind 270 deg - No Ice0.9 Dcad^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 - ServiceDcad^Wind 30 deg - ServiceDead+Wind 60 deg - ServiceDead -Wind 90 deg - ServiceDead-Wind 120 deg - ServiceDead-Wind 150 deg - ServiceDead •Wind 180 deg - ServiceDcad-Wind 210 deg - Service-Dead -Wind 240 deg - ServiceDead+Wind 270 deg - ServiceDcad-Wind 300 deg - Service
Load Combinations
Description
tnxTower
B+T Group1717 S.Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
Job
81117.007.01a - Pelican Bay, FL (BU# 877737)
Page
9 of 14
Project Date
08:18:57 04/04/14
Client
Crown CastleDesigned by
K. Mears
Comb.
No.
Description
37 Dead- Wind 330 deg - Service
Section
No.
LI
Elevation
fi
118 - 76.75
Maximum Member Forces
76.75-40.5
Component Condition Gov. Axial Major Axis Minor Axis
Type Load Moment Moment
Comb. K kip-ft kip-ftPole- Max Tension 1 0.000 0.000 0.000
Max. Compression 1 -8.310 -0.483 -0.027
Max. Mx 20 -8.199 499.880 3.119
Max. My 2 -8.214 3.057 500.638
Max. Vy 20 -19.348 499.880 3.119
Max. Vx 2 -19.362 3.057 500.638
Max. Torque- 24 -1.243
Pole Max Tension 1 0.000 0.000 0.000
Max. Compression 2 -13.907 8.738 1248.469
Max. Mx 20 -13.858 1258.359 7.750
Max. My 14 -13.907 -8.898 -1249.155
Max. Vy 20 -23.413 1258.359 7.750
Max. Vx i -22.748 8.738 1248.469
Max.Torque 24 -1.224
Pole- Max Tension 1 0.000 0.000 0.000
Max. Compression 2 -19.946 13.031 1894.918
Max. Mx 20 -19.919 1929.508 11.143
Max. My 14 -19.945 -12.774 -1896.366
Max. Vy 20 -26.223 1929.508 11.143
Max. Vx 2 -25.116 13.031 1894.918
Max. Torque- 24 -1.217
Pole Max Tension 1 0.000 0.000 0.000
Max. Compression 2 -25.149 15.853 2359.206
Max. Mx 20 -25.148 2416.726 13.327
Max. My 14 -25.149 -15.307 -2361.225
Max. Vy 20 -27.942 2416.726 13.327
Max. Vx •> -26.536 15.853 2359.206
Max. Torque 24 -1.215
L3 40.5- 18
L4 I8-0
Location
Pole
Maximum Reactions
C audition Gov. Vertical Horizontal. X Horizontal. 7.
Load K K K
Comb.
25.160Max. Vert 20 27.932 0.140
Max. H, 20 25.160 27.932 0.140
Max. H7 2 25.160 0.156 26.526
Max. M. 2 2359.206 0.156 26.526
Max. M, 8 2398.116 -27.749 -0.179
Max. Torsion 14 1.172 -0.139 -26.518
Min. Vert 11 18.870 -24.290 -14.147
Min. Hx 8 25.160 -27.749 -0.179
Min. FL 14 25.160 -0.139 -26.518
Min. M, 14 -2361.225 -0.139 -26.518
Min. M, 20 -2416.726 27.932 0.140
Min. Torsion 24 -1.215 14.370 24.705
tnxTower
B+T Group1717 S. Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
Job
81117.007.01a - Pelican Bay, FL (BU# 877737)
Page
10 of 14
Project Date
08:18:57 04/04/14
Client
Crown CastleDesigned by
K. Mears
Tower Mast Reaction Summary
Load Vertical Shear, Shear. Overturning Overturning TorqueCombination Moment. M, Moment. M.
K K K kip-ft kip-ft-0.509
kip-ftDead Only 20.967 0.000 0.000 1.156 0.000
1.2 Dead-1.6 Wind 0 deg - NoIce
0.9 Dead-1.6 Wind 0 deg - NoIce
1.2Dcad-1.6Wind30dcg-NoIce
0.9 Dead-1.6 Wind 30 deg - NoIce
1.2 Dcad+1.6 Wind 60 deg - NoIce
0.9 Dead-1.6 Wind 60 deg - NoIce
1.2 DcadH .6 Wind 90 deg-NoIce0.9 Dcad+1.6 Wind 90 deg - NoIce
1.2 Dead- 1.6 Wind 120 deg -
25.160 -0.156 -26.526 -2359.206 15.853 1.213
18.870 -0.156 -26.526 -2340.791 15.882 1.211
25.160 13.728 -24.067 -2078.930 -1183.807 0.876
18.870 13.728 -24.067 -2062.938 -1174.349 0.874
25.160 23.818 -13.693 -1184.786 -2065.797 0.411
18.870 23.818 -13.693 -1175.824 -2049.394 0.410
25.160 27.749 0.1 79 20.412 -2398.116 -0.142
18.870 27.749 0.179 19.893 -2379.111 -0.141
25.160 24.290 14.147 1227.831 -2102.249 -0.742
No Ice
0.9 Dead-1.6 Wind 120deg - 18.870 24.290 14.147 1217.835 -2085.585 -0.741
No Ice
1.2 Dead-1.6 Wind 150 deg - 25.160 14.303 24.736 2124.304 -1228.460 -1.152
No Ice
0.9 Dead-1.6 Wind 150 deg - 18.870 14.303 24.736 2107.315 -1218.679 -1.150
No Ice
1.2 Dead-1.6 Wind 180 deg - 25.160 0.139 26.518 2361.225 -15.307 -1.172
No Ice
0.9 Dcad^ 1.6 Wind 180 deg - 18.870 0.139 26.518 2342.097 -15.021 -1.170
No Ice
1.2 Dead-1.6 Wind 210 deg - 25.160 -13.828 24.076 2082.716 1193.537 -0.790
No Ice
0.9 Dcad^l.6 Wind 210 deg- 18.870 -13.828 24.076 2065.996 1184.319 -0.788
No Ice
1.2 Dead-1.6 Wind 240 deg-No Ice
0.9 Dead-1.6 Wind 240 deg-
25.160 -23.947 13.716 1190.148 2078.582 -0.310
18.870 -23.947 13.716 1180.442 2062.396 -0.309
No Ice
1.2 Dead-1.6 Wind 270 deg - 25.160 -27.932 -0.140 -13.327 2416.726 0.323
No Ice
0.9 Dead- 1.6 Wind 270 deg- 18.870 -27.932 -0.140 -13.568 2397.888 0.322
No Ice
1.2 Dead-1.6 Wind 300 deg - 25.160 -24.365 -14.124 -1222.476 2109.190 0.948
No Ice
0.9 Dead-1.6 Wind 300 deg - 18.870 -24.365 -14.124 -1213.226 2092.788 0.947
No Ice
1.2 Dead-1.6 Wind 330 deg - 25.160 -14.370 -24.705 -2118.072 1234.499 1.215
No Ice
0.9 Dead-1.6 Wind 330 deg -No Ice-
Dead -Wind 0 deg - Service
18.870 -14.370 -24.705 -2101.835 1224.985 1.213
20.967 -0.027 -4.578 -404.919 2.302 0.213
Dead+Wind 30 deg - Service 20.967 2.369 -4.154 -356.711 -204.080 0.153
Dead-Wind 60 deg - Service 20.967 4.Ill -2.363 -202.SS4 -355.804 0.071
Dead -Wind 90 deg - Service- 20.967 4.789 0.031 4.446 -412.985 -0.025
Dead-Wind 120 deg - Service 20.967 4.192 2.442 212.178 -362.107 -0.130
Dead-Wind 150 deg - Service 20.967 2.469 4.269 366.423 -211.781 -0.201
Dead -Wind 180 deg - Scrvice 20.967 0.024 4.577 407.138 -3.057 -0.204
tnxTower
B+T Group1717 S.Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
Job
81117.007.01a - Pelican Bay, FL (BU# 877737)
Pago
11 of 14
Project Date
08:18:57 04/04/14
Client
Crown CastleDesigned by
K. Mears
Load Vertical Shear, Shear. Overturning Overturning TorqueCombination Moment. M, Moment. M:
K K K kip-ft kip-ft kip-ftDcad-Wind 210 deg - Service 20.967 -2.387 4.155 359.239 204.908 -0.138
Dead-Wind 240 deg - Service 20.967 -4.133 2.367 205.683 357.165 -0.054
Dead-Wind 270 deg - Service 20.967 -4.821 -0.024 -1.357 415.354 0.056
Dcad-Wind 300 deg - Service 20.967 -4.205 -2.438 -209.389 362.456 0.165
Dcad-Wind 330 deg - Service 20.967 -2.480 -4.264 -363.480 211.971 0.213
Solution Summary
Sunt ofApplied Forces Sum of ReactionsLoad PX PY PZ PX PY PZ % Error
Comb. K K K K K K
1 0.000 -20.967 0.000 0.000 20.967 0.000 0.000%
2 -0.156 -25.160 -26.526 0.156 25.160 26.526 0.000%
3 -0.156 -18.870 -26.526 0.156 18.870 26.526 0.000%
4 13.728 -25.160 -24.067 -13.728 25.160 24.067 0.000%
5 13.728 -18.870 -24.067 -13.728 18.870 24.067 0.000%
6 23.818 -25.160 -13.693 -23.818 25.160 13.693 0.000%
7 23.818 -18.870 -13.693 -23.818 18.870 13.693 0.000%
8 27.749 -25.160 0.179 -27.749 25.160 -0.179 0.000".,
9 27.749 -18.870 0.179 -27.749 18.870 -0.179 0.000%
10 24.290 -25.160 14.147 -24.290 25.160 -14.147 0.000",,
II 24.290 -18.870 14.147 -24.290 18.870 -14.147 0.000%
12 14.303 -25.160 24.736 -14.303 25.160 -24.736 0.000%
13 14.303 -18.870 24.736 -14.303 18.870 -24.736 0.000%
14 0.139 -25.160 26.518 -0.139 25.160 -26.518 0.000%
15 0.139 -18.870 26.518 -0.139 18.870 -26.518 0.000" „
16 -13.828 -25.160 24.076 13.828 25.160 -24.076 0.000%
17 -13.828 -18.870 24.076 13.828 18.870 -24.076 0.000%
18 -23.947 -25.160 13.716 23.947 25.160 -13.716 0.000%
19 -23.947 -18.870 13.716 23.947 18.870 -13.716 0.000%
20 -27.932 -25.160 -0.140 27.932 25.160 0.140 0.000%
21 -27.932 -18.870 -0.140 27.932 18.870 0.140 0.000%
22 -24.365 -25.160 -14.124 24.365 25.160 14.124 0.000%
23 -24.365 -18.870 -14.124 24.365 18.870 14.124 0.000%
24 -14.370 -25.160 -24.705 14.370 25.160 24.705 0.000%
25 -14.370 -18.870 -24.705 14.370 18.870 24.705 0.000%
26 -0.027 -20.967 -4.578 0.027 20.967 4.578 0.000%
27 2.369 -20.967 -4.154 -2.369 20.967 4.154 0.000%
28 4.111 -20.967 -2.363 -4.1 II 20.967 2.363 0.000%
29 4.789 -20.967 0.031 -4.789 20.967 -0.031 0.000%
30 4.192 -20.967 2.442 -4.192 20.967 -2.442 0.000%
31 2.469 -20.967 4.269 -2.469 20.967 -4.269 0.000%
32 0.024 -20.967 4.577 -0.024 20.967 -4.577 0.000%
33 -2.387 -20.967 4.155 2.387 20.967 -4.155 0.000%
34 -4.133 -20.967 2.367 4.133 20.967 -2.367 0.000%
35 -4.821 -20.967 -0.024 4.821 20.967 0.024 0.000%
36 -4.205 -20.967 -2.438 4.205 20.967 2.438 0.000%
37 -2.480 -20.967 -4.264 2.4SH 20.967 4.264 0.000%
Load
Combination
Converged?
Non-Linear Convergence Results
Number
ofCyclesDisplacement
Tolerance
Force
Tolerance
tnxTower
B+T Group1717 S. Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
Job
81117.007.01a - Pelican Bay, FL (BU# 877737)
Page
12 of 14
Project Date
08:18:57 04/04/14
Client
Crown CastleDesigned by
K. Mears
1 Yes •1 0.00000001 0.00000001
2 Yes 4 0.00000001 0.00040599
3 Yes 4 0.00000001 0.00022441
4 Yes 5 0.00000001 0.00046342
5 Yes 5 0.00000001 0.00017318
6 Yes 5 0.00000001 0.00044825
7 Yes 5 0.00000001 0.00016680
8 Yes 4 0.00000001 0.00028833
9 Yes 4 0.00000001 0.00014599
10 Yes 5 0.00000001 0.00045772
11 Yes 5 0.00000001 0.00016764
12 Yes 5 0.00000001 0.00047858
13 Yes 5 0.00000001 0.00017655
14 Yes 4 0.00000001 0.00086102
15 Yes 4 0.00000001 0.00048601
16 Yes 5 0.00000001 0.00044789
17 Yes 5 0.00000001 0.00016568
18 Yes 5 0.00000001 0.00045874
19 Yes 5 0.00000001 0.00017076
20 Yes •1 0.00000001 0.00041137
21 Yes •1 0.00000001 0.00022636
22 Yes 5 0.00000001 0.00047551
23 Yes 5 0.00000001 0.00017568
24 Yes 5 0.00000001 0.00045326
25 Yes 5 0.00000001 0.00016528
26 Yes 4 0.00000001 0.00004170
27 Yes 4 0.00000001 0.00015401
28 Yes 4 0.00000001 0.00013748
29 Yes 4 0.00000001 0.00003039
30 Yes 1 0.00000001 0.00014501
31 Yes 4 0.00000001 0.00016864
32 Yes 4 0.00000001 0.00004386
33 Yes 4 0.00000001 0.00013646
34 Yes 4 0.00000001 0.00014724
35 Yes 1 0.00000001 0.00003188
36 Yes 4 0.00000001 0.00016202
37 Yes 4 0.00000001 0.00014050
Section
No.
1 I
L2
L3
L4
Maximum Tower Deflections - Service Wind
Elevation
f'118-76.75
80.5 - 40.5
45- 18
18-0
Horz. Gov. Tilt
Deflection Load
in Comb. °
15.932 31 1.163
7.461 31 0.923
2.130 31 0.471
0.293 31 0.156
Twist
0,002
0.001
0.000
0.000
Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance Gov.
Load
/ Reflection Til! 7u7.v/ Radius ofCurvature
fi Comb. in ° ° f123.000 Liizhtning Rod 3/4" x 3' 31 15.932 1.163 0.002 36565
120.000 APXVERRI8-C w/ Mount Pipe 31 15.932 1.163 0.002 36565
113.000 BXA-185063/!2CFx2 w/ Mount 31 14.727 1.139 0.(1(12 36565
tnxTower
B+T Group1717 S. Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
Job
81117.007.01a-Pelican Bay, FL (BU# 877737)Page
13 of 14
Project Date
08:18:57 04/04/14
Client
Crown CastleDesigned by
K. Mears
Elevation
fi
Appurtenance Gov.
Load
Comb.
Deflection Tilt Twist Radius ofCurvature
fiPipe
106.000 VHLP2-1I-2WH 31 13.055 1.105 0.002 15235100.000 840 10054 w/ Mount Pipe 31 11.653 1.072 0.002 1015793.000 TMBX-6517-R2M w/ Mount Pipe 31 10.071 1.028 0.002 731291.000 TME-FRIG 31 9.632 1.013 0.002 6771
Section
No.
LI
L2
L3
L4
Maximum Tower Deflections - Design Wind
Elevation
fi18-76.75
50.5 - 40.5
45-18
18-0
Horz. Gov.
Deflection Load
in Comb.
92.193 12
43.226 12
12.351 12
1.702 12
Till
6.743
5.356
2.731
0.906
Twist
0.013
0.007
0.002
0.001
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Till Twist
o
Radius ofCurvature
ft123.000
120.000
113.000
106.000
100.000
93.000
91.000
Lightning Rod 3/4" x 3'APXVERR18-C w/ Mount PipeBXA-185063/12CFx2 w/ Mount
PipeVHLP2-I1-2WH
840 10054 w/ Mount PipeTMBX-6517-R2M w/ Mount Pipe
TME-FRIG
12
12
12
12
12
12
12
92.193
92.193
85.230
75.571
67.463
58.320
55.787
6.743
6.743
6.608
6.410
6.220
5.962
5.879
0.013
0.013
0.012
0.011
0.010
0.009
0.009
6486
6486
6486
2701
1799
1293
1197
Compression Checks
Pole Design Data
Section Elevation Size L La Kir A Pu <!>/>„ Ratio
No.
ft ft ft
0.0
in
19.962
K
-8.166
K
1367.510
!',.
0/',
LI 118-76.75(1) TP29.63x22x0.219 41.250 0.000 0.006
L2 76.75 - 40.5 (2) TP35.9x28.498x0.25 40.000 0.000 0.0 27.628 -13.826 1850.790 0.007
L3 40.5- 18(3) TP39.561x34.567x0.313 27.000 0.000 0.0 38.930 -19.904 2707.090 0.007
L4 18-0(4) TP42.89x39.561x0.458
4.8.2(1.01 CR)-418.000 0.000 0.0 61.652 -25.148 2824.100 0.009
tnxTower
B+T Group1717 S.Boulder. Suite 300
Tulsa. OK 74119
Phone: (918) 587-4630FAX: (918) 295-0265
Job
81117.007.01a - Pelican Bay, FL (BU# 877737)
Page
14 of 14
Project Date
08:18:57 04/04/14
Client
Crown CastleDesigned by
K. Mears
Pole Bending Design Data
Section Elevation Size A/„ 03 A. Ratio Mm OA/. RatioNo.
fi kip-ft kip-ftM.,
kip-ft kip-ftM.
<?A/,„ OA/
LI 118-76.75(1) TP29.63x22x0.2I9 503.885 807.734 0.624 0.000 807.734 0.000
I 2 76.75-40.5(2) TP35.9x28.498x0.25 1271.608 1325.983 0.959 0.000 1325.983 0.000
L3 40.5- 18(3) TP39.561x34.567x0.313 1955.700 2184.608 0.895 0.000 2184.608 0.000
L4 18-0(4) TP42.89x39.561x0.458 2453.933 2457.017 0.999 0.000 2457.017 0.000
Pole Shear Design Data
Section
No.
Elevation
ft
Size Actual
v„K
<J>K„
K
Ratio
v„
Actual
Tukip-ft
o/'.
kip-ft
Ratio
Tu
0! WnLI
L2
L3
L4
118-76.75(1)
76.75-40.5(2)40.5- 18(3)
18-0(4)
TP29.63x22x0.2l9
TP35.9x28.498x0.25
TP39.561x34.567x0.313
TP42.89x39.561x0.458
19.494
23.788
26.770
28.585
683.756
925.393
1353.540
1412.050
0.029
0.026
0.020
0.020
1.162
1.155
1.153
1.152
1617.442
2655.200
4374.550
4920.042
0.001
0.000
0.000
0.000
Pole Interaction Design Data
Section
No.
Elevation
ft
Ratio
P
Ratio
A/,.,
Ratio
A/„,
Ratio
v„
Ratio
T.
Comb.
Stress
Ratio
Alio::.
Stress
Ratio
Criteria
OP. #/,„ (J>A/,„ ♦K, 07-,,
LI 118-76.75(1) 0.006 0.624 0.000 0.029 0.001 0.631
•0.967
1.000 4.8.2 l/
L2 76.75 - 40.5 (2) 0.007 0.959 0.000 0.026 0.000 1.000 4.8.2 l/
48i j/L3 40.5- 18(3) 0.007 0.895 0.000 0.020 0.000 0.903 1.000
L4 18-0(4) 0.009 0.999 0.000 0.020 0.000
•1.008 X 1.000 4.8.2 X
Section Capacity Table
Section ElevationNo.
ComponentType
Size Critical
Element
P
K
oPalhmK Capacity
Pass
Fail
LI
L2
L3
L4
118-76.75
76.75 - 40.5
40.5- 18
18-0
PolePole-
Pole
Pole
TP29.63x22x0.219
TP35.9x28.498x0.25
TP39.561x34.567x0.313
TP42.89x39.561x0.458
1
3
4
-8.166
-13.826
-19.904
-25.148
**
**
**
*»
Pole(L4)RATING =
63.0
96.7
90.3
98.3
Summary98.3
98.3
Pass
Pass
Pass
Pass
Pass
Pass
**See Aerosoft output for detailed capacitieS
Program Version 6.1.4.1 - 12/17/2013 File: 877737 PELICAN BAY.eri
r " -•
APPENDIX B
BASE LEVEL DRAWING
(INSTALLED-BUNDLED IN A 2" CONDUIT)(3) 1/2" TO 100 FT LEVEL(6) 5/16" TO 100 FT LEVEfc
(PROPOSED)(1) 3/8" TO 120 FT LEVEL(INSTALLED-TO BE REMOVED)(6) 1-5/8" TO 120 FT LEVEL(INSTALLED)(3) 1-3/16" TO 120 FT LEVEL -(SPRINT PCS)
(INSTALLED)(13) 1-1/4" TO 93 FT LEVEL.
BUSINESS UNIT: 877737
(INSTALLED)(12) 1-5/8" TO 113 FT LEVEL
«• ' *
APPENDIX C
ADDITIONAL CALCULATIONS
Rei
nfo
rcem
ent
Cap
acit
y
Dim
en
sio
n!
.in
dP
rop
ert
ies
Wei
gh
t
Cb
/(t)
On
tro
id
Cen
tred
Iro
mB
olt
Web
Mom
ent
otM
omen
tol
from
Mat
ing
Hol
eC
ente
rT
hick
ness
Are
a|in'
|In
ertia
[in')
Iner
tia(in
*)td
ge'in
)(in
)|in
)0
.5n
60
00
50
S.\
f'(0
;rcr
ilC
rrjw
nCos
t/.'\
8in;
_s;7
737_
('.';
iio/
iflU
)'\r
n8ir
irer
,naW
7lS
llJ/
,0()
/_01
ri_<
lrro
Col
iuto
rmm
lRe,
n/or
<rm
.-nr
Cop
oci(
y
flan
ge
Wii
ith
dn
l
Fla
ng
e
Th
ick
ness
Ho
le
Dia
met
erY
ield
Str
ait
Ult
imat
e
I'")
!">
')st
ress
Iks,
!-n
r- 1
0/3
Co
mp
rrss
.on
Un
braced
!;"
M"'
l
Sle
nd
er
Rati
oU
nb
raced
Cue
lliL
ient
len
gth
[in)
All
ow
ab
le
Aai
alw
/
All
owab
lein
crea
seG
over
ning
Aai
al(k
ip)
<hi
p)A
xial
18
75
2S
0.0
Ru
ptu
4
Des
ign
Axi
al
Str
en
gth
Go
ver
nin
g
l«ip
lA
.ial
Aero
So
luti
on
sll
ci|
....
....
....
.-.„
.
Bo
uld
er.
tOB
01
O1
11
0U
M&
S8
2
4/4
/10
14
K.0
7A
M
Su u u o o
ill
si
I ti
n
-f
1*
3 C
5 r *
* s -E 5
II
»iilsi
g c
g££g
Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /(Assumptions: 1) Rod groups at corners. Total # rods divisible by 4. Maximum total # of rods = 48 (12 per Corner).
2) Rod Spacing = Straight Center-to-Center distance between any (2) adjacent rods (same corner)3) Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter)
Site Data
BU#: 877737
Site Name:
App#:PELICAN BAY
216378 Revision # 1
Anchor Rod Data
Eta Factor, q 0.5 TIA G (Fig. 4-4)
Qty:Diam:
Rod Material:
Yield, Fy:Strength, Fu:
Bolt Circle:
12
in
ksi
ksi
in
2.25
A615-J
75
100
49
Anchor Spacing 6 in
Plate Data
W=Side:
Thick:
Grade:
Clip Distance:
48 in
in
ksi
in
2.5
55
6
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 in
in
ksi
"0" IF Round
0.3125
65
18
Base Reactions
TIA Revision:
Factored Moment, Mu:
Factored Axial, Pu:
Factored Shear, Vu:
G
ft-kipskipskips
2453.93225
25.1475
28.584601
Anchor Rod Results
TIA G --> Max Rod (Cu+ Vu/q):Axial Design Strength, 0*Fu*Anet:Anchor Rod Stress Ratio:
Base Plate Results
Base Plate Stress:
PL Design Bending Strength, (p*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:
207.2 Kips260.0 Kips
79.7% Pass
Flexural Check
39.2 ksi
49.5 ksi
79.1% Pass
N/A
N/A
N/A
N/A
N/A
N/A
ear spaceol BC 'or SingleAnchor Case
" Note: forcomplete jointpenetration groove welds the groove depth must be exactly 1/2 the stiffenerthickness forcalculation purposes
CCIplate 1.5 - Square Base F-G 1.2, Effective March 19, 2012 Analysis date: 4/4/2014
CCIFoundation Tool Suite - Monopole Pier - Beta Release
CCI Foundation Tool Suite - vl.O Date: 4/4/2014
BU: 877737
Site Name. PELICAN BAY, FL
App Number: 216378 Rev:l
Work Order: 720611 WfPMonopole Drilled Pier
Input
Criteria
TIA Revision: G
ACI 318 Revision: 2008
Seismic Category: B
Forces
Compression 25 kips
Shear 29 kips
Moment 24S4 k-ft
Swelling Force 0 kips
Foundation Dimensions
Pier Diameter: 6 ft
Ext. above grade: 0.5 ft
Depth below grade: 24.5 ft
Material Properties
Number of Rebar: 16
Rebar Size: 11
Tie Size 5
Rebar tensile strength: 60 ksi
Concrete Strength: 3000 psi
Ultimate Concrete Strain 0.003 in/in
Clear Cover to Ties: 4 in
Soil Profile: Soil
Ultimate Ultimate Ultimate
Friction Uplift Skin Comp. Skin Bearing
Thickness From To Unit Weight Cohesion Angle Friction Friction Capacity SPT'N'
Layer (ft) (ft) (ft) (pcf) (psf) (deg) (ksf) (ksf) (ksf) Counts
1 3 0 3 110 0 0 0 0 0
2 1.3 3 4.3 110 30 0.2 0.2 0
3 4.7 4.3 9 50 30 0.2 0.2 0
4 3 9 12 50 29 0.3 0.3 0
5 11 12 23 50 28 0 1 Q I 0
6 1.5 23 24.5 r,0 30 0.4 0.4 7
85 Tie Size
(16)-«11
Analysis Results
Soil Lateral Capacity
Depth to Zero Shear: 5.09 ft
Max Moment, Mu: 2562.66 k-ft
Soil Safety Factor: 1.83
Safety Factor Req'd: 1.33
RATING: 72.6%
Soil Axial Capacity
Skin Friction (k): 53.72 kips
End Bearing (k): 148.44 kips
Comp. Capacity (k), <pCn: 202.16 kips
Comp. (k), Cu: 25.00 kips
RATING: 12.4%
Concrete/Steel Check
Mu (from soil analysis) 2562.66 k-ft
ct>Mn 3300.85 k-ft
RATING: 77.6%
rho provided 0.61
rho required 0.33 OK
Rebar Spacing 10.63
Spacing required 22.56 OK
Dev. Length required 19.08
Dev. Length provided 61.78 OK
Overall Foundation Rating: 77.6% |
E
Page 1 of 1