Structural Analysis Report - Daytona Beach, Florida

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

[email protected]

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

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

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


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


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]


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


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.


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.


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.

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Ft)00 2! 00

118 000

—i _ . J _ _ _ J _ _ j - J _ _ J

\ -•

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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_«

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03>

LU

118 00C

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4050C _ 1_ J. _l _ u . _i _ u j. _i _ _ _L _l_ U J. _

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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

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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


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


3 of 11

Project Date

09:15:22 03/03/15

Client


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

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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


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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Job


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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

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Tulsa. OK 74119

Phone: (918) 5S7-4630FAX: (918) 295-0265

Job


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Project Date

09:15:22 03/03/15Client


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

tnxTower


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

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Client


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

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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

tnxTower


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


Tulsa. OK 74119

Phone: (9IS) 5S7-4630FAX: (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


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


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


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

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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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Structural Analysis Report - Daytona Beach, Florida

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