may 07, 2019 - burlington analysis report 9-11-2019... · 2019-09-18 · may 07, 2019 120 ft...

May 07, 2019120 Ft Monopole Tower Structural Analysis CCI BU No 875094Project Number 37519-1916.001.7825, Order 486058, Revision 2 Page 2

tnxTower Report - version 8.0.5.0

TABLE OF CONTENTS

1) INTRODUCTION

2) ANALYSIS CRITERIATable 1 - Proposed Equipment ConfigurationTable 2 - Other Considered Equipment

3) ANALYSIS PROCEDURETable 3 - Documents Provided3.1) Analysis Method3.2) Assumptions

4) ANALYSIS RESULTSTable 4 - Section Capacity (Summary)Table 5 – Tower Component Stresses vs. Capacity 4.1) Recommendations

5) APPENDIX AtnxTower Output

6) APPENDIX BBase Level Drawing

7) APPENDIX CAdditional Calculations



1) INTRODUCTION

This tower is a 120 ft Monopole tower designed by ENGINEERED ENDEAVORS, INC in October of 2002.

2) ANALYSIS CRITERIA

TIA-222 Revision: TIA-222-HRisk Category: IIWind Speed: 125 mphExposure Category: CTopographic Factor: 1Ice Thickness: 2.0 inWind Speed with Ice: 50 mphService Wind Speed: 60 mph

Table 1 - Proposed Equipment Configuration

Mounting Level (ft)

Center Line

Elevation (ft)

Number of

AntennasAntenna

Manufacturer Antenna ModelNumber of Feed Lines

Feed Line Size

(in)

117.0 3 commscope DHHTT65B-3XR115.0 1 misc 36”Ø x 10’ Concealment112.0 3 rfs celwave FD9R6004/1C-3L

115.0

111.0 3 rfs celwave FD9R6004/1C-3L

12 7/8

Table 2 - Other Considered Equipment

Mounting Level (ft)

Center Line

Elevation (ft)

Number of

AntennasAntenna

Manufacturer Antenna ModelNumber of Feed Lines

Feed Line Size

(in)

3 kathrein 800 10504107.0

3 kathrein 860 10118105.0105.0 1 misc 20”Ø x 10’ Concealment

6 7/8

97.0 3 rfs celwave APX18-206517-CT295.0

95.0 1 misc 20”Ø x 10’ Concealment16

5/167/8



3) ANALYSIS PROCEDURE

Table 3 - Documents Provided

Document Remarks Reference Source

4-GEOTECHNICAL REPORTS ATC, 25.75143.0020, 02/13/2002 1515316 CCISITES4-TOWER FOUNDATION

DRAWINGS/DESIGN/SPECS EEI, 10472, 08/23/2002 1630211 CCISITES

4-TOWER MANUFACTURER DRAWINGS EEI, 10472, 10/30/2002 1515402 CCISITES

3.1) Analysis Method

tnxTower (version 8.0.5.0) and RISA-3D (version 15.0.4), commercially available analysis software packages, were used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from each analysis is included in Appendix A and C.

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) At the time of analysis, base plate grout was not installed, and it has not been considered in this

analysis.

This analysis may be affected if any assumptions are not valid or have been made in error. Paul J. Ford and Company should be notified to determine the effect on the structural integrity of the tower.



4) ANALYSIS RESULTS

Table 4 - Section Capacity (Summary)Section

No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow

(K)%

Capacity Pass / Fail

L1 120 - 110 Pole TP4x4x2 1 -0.81 415.63 14.2 Pass

L2 110 - 100 Pole TP5x5x2.5 2 -2.67 649.43 26.9 Pass

L3 100 - 90 Pole TP6x6x3 3 -5.01 935.17 32.0 Pass

L4 90 - 45.17 Pole TP25.076x20.403x0.1875 4 -8.55 895.87 32.2 Pass

L5 45.17 - 0 Pole TP31.25x24.3195x0.25 5 -13.75 1510.96 41.6 Pass

Summary

Pole (L5) 41.6 Pass

RATING = 41.6 Pass

Table 5 - Tower Component Stresses vs. Capacity – LC5

Notes Component Elevation (ft) % Capacity Pass / Fail

1 Anchor Rods 0 50.5 Pass1 Base Plate 0 47.0 Pass

1 Base Foundation Structural Steel 0 23.5 Pass

1 Base Foundation Soil Interaction 0 37.4 Pass

1 Flange Connection 90 Sufficient Pass

Structure Rating (max from all components) = 50.5%Notes: All structural ratings are per TIA-222-H Section 15.51) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity

consumed.

4.1) Recommendations

The tower and its foundation have sufficient capacity to carry the proposed load configuration. In order for the results of this analysis to be considered valid, the loading modification(s), as follows, must be completed.

New concealment sections and connections shall be designed by a competent, experienced, licensed professional engineer.



APPENDIX A

TNXTOWER OUTPUT

Paul J. Ford and Company 250 East Broad St., Suite 600

Columbus, OH 43215 Phone: (614) 221-6679

FAX:

Job:

Project:

Client: Drawn by: gaustin

App'd:

Code: TIA-222-H

Date: 05/07/19

Scale: NTS

Path: G:\TOWER\375_Crown_Castle\2019\37519-1916_875094_PINE HAVEN CEMETERY\37519-1916.001.7825_SAF_1735601\37519-1916.001.7825_Concealment.eri

Dwg No. E-1

120.0 ft

110.0 ft

100.0 ft

90.0 ft

45.2 ft

0.0 ft

REACTIONS - 125 mph WIND

8 K

SHEAR

461 kip-ft

MOMENT

14 K

AXIAL

50 mph WIND - 1.7000 in ICE

2 K

SHEAR

124 kip-ft

MOMENT

23 K

AXIAL

ARE FACTOREDALL REACTIONS

S

ectio

n1

23

45

L

en

gth

(ft)

10

.00

01

0.0

00

10

.00

04

4.8

30

48

.83

0

N

um

be

r o

f S

ide

s0

00

18

18

T

hic

kn

ess (

in)

2.0

00

02

.50

00

3.0

00

00

.18

75

0.2

50

0

S

ocke

t L

en

gth

(ft)

3.6

60

T

op

Dia

(in

)4

.00

00

5.0

00

06

.00

00

20

.40

30

24

.31

95

B

ot D

ia (

in)

4.0

00

05

.00

00

6.0

00

02

5.0

76

03

1.2

50

0

G

rad

eA

53

-B-3

5A

57

2-6

5

W

eig

ht (K

)0

.40

.71

.02

.03

.67

.7

Canister Load1 120 DHHTT65B-3XR 115 DHHTT65B-3XR 115 FD9R6004/1C-3L 115 FD9R6004/1C-3L 115 FD9R6004/1C-3L 115 FD9R6004/1C-3L 115 FD9R6004/1C-3L 115 FD9R6004/1C-3L 115 DHHTT65B-3XR 115 Canister Load2 110 800 10504 105 860 10118 105 860 10118 105 860 10118 105 800 10504 105 800 10504 105 Canister Load3 100 APX18-206517-CT2 95 APX18-206517-CT2 95 APX18-206517-CT2 95 Canister Load4 90DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATION Canister Load1 120

DHHTT65B-3XR 115

DHHTT65B-3XR 115

FD9R6004/1C-3L 115

FD9R6004/1C-3L 115

FD9R6004/1C-3L 115

FD9R6004/1C-3L 115

FD9R6004/1C-3L 115

FD9R6004/1C-3L 115

DHHTT65B-3XR 115

Canister Load2 110

800 10504 105

860 10118 105

860 10118 105

860 10118 105

800 10504 105

800 10504 105

Canister Load3 100

APX18-206517-CT2 95

APX18-206517-CT2 95

APX18-206517-CT2 95

Canister Load4 90

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A53-B-35 35 ksi 60 ksi A572-65 65 ksi 80 ksi

TOWER DESIGN NOTES1. Tower is located in Middlesex County, Massachusetts.2. Tower designed for Exposure C to the TIA-222-H Standard.3. Tower designed for a 125 mph basic wind in accordance with the TIA-222-H Standard.4. Tower is also designed for a 50 mph basic wind with 1.70 in ice. Ice is considered to

increase in thickness with height.5. Deflections are based upon a 60 mph wind.6. Tower Risk Category II.7. Topographic Category 1 with Crest Height of 0.000 ft8. TIA-222-H Annex S9. TOWER RATING: 41.6%



Tower Input Data The tower is a monopole.This tower is designed using the TIA-222-H standard.The following design criteria apply:

1) Tower is located in Middlesex County, Massachusetts.2) Tower base elevation above sea level: 176.970 ft.3) Basic wind speed of 125 mph.4) Risk Category II.5) Exposure Category C.6) Simplified Topographic Factor Procedure for wind speed-up calculations is used.7) Topographic Category: 1.8) Crest Height: 0.000 ft.9) Nominal ice thickness of 1.7000 in.10) Ice thickness is considered to increase with height.11) Ice density of 56 pcf.12) A wind speed of 50 mph is used in combination with ice.13) Temperature drop of 50 °F.14) Deflections calculated using a wind speed of 60 mph.15) TIA-222-H Annex S.16) A non-linear (P-delta) analysis was used.17) Pressures are calculated at each section.18) Stress ratio used in pole design is 1.05.19) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are

not considered.

Options Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable√ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.

Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice

Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component √ Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No

Appurtenances Outside and Inside Corner Radii Are

Known

Tapered Pole Section Geometry Section Elevation

ft

SectionLength

ft

Splice Length

ft

Numberof

Sides

TopDiameter

in

BottomDiameter

in

WallThickness

in

BendRadius

in

Pole Grade

L1 120.000-110.000

10.000 0.00 Round 4.0000 4.0000 2.0000 A53-B-35(35 ksi)

L2 110.000-100.000

10.000 0.00 Round 5.0000 5.0000 2.5000 A53-B-35(35 ksi)



Section Elevation

ft

SectionLength

ft

Splice Length

ft

Numberof

Sides

TopDiameter

in

BottomDiameter

in

WallThickness

in

BendRadius

in

Pole Grade

L3 100.000-90.000

10.000 0.00 Round 6.0000 6.0000 3.0000 A53-B-35(35 ksi)

L4 90.000-45.170 44.830 3.66 18 20.4030 25.0760 0.1875 0.7500 A572-65(65 ksi)

L5 45.170-0.000 48.830 18 24.3195 31.2500 0.2500 1.0000 A572-65(65 ksi)

Tapered Pole Properties Section Tip Dia.

inAreain2

Iin4

rin

C in

I/Cin3

Jin4

It/Qin2

win

w/t

L1 4.0000 12.5664 12.5664 1.0000 2.0000 6.2832 25.1327 6.2794 0.0000 0 4.0000 12.5664 12.5664 1.0000 2.0000 6.2832 25.1327 6.2794 0.0000 0

L2 5.0000 19.6350 30.6796 1.2500 2.5000 12.2718 61.3592 9.8116 0.0000 0 5.0000 19.6350 30.6796 1.2500 2.5000 12.2718 61.3592 9.8116 0.0000 0

L3 6.0000 28.2743 63.6173 1.5000 3.0000 21.2058 127.2345 14.1287 0.0000 0 6.0000 28.2743 63.6173 1.5000 3.0000 21.2058 127.2345 14.1287 0.0000 0

L4 20.6888 12.0307 621.1537 7.1765 10.3647 59.9296 1243.1248 6.0165 3.2609 17.392 25.4339 14.8118 1159.1558 8.8354 12.7386 90.9955 2319.8369 7.4073 4.0834 21.778

L5 25.1836 19.0991 1397.9284 8.5447 12.3543 113.1532 2797.6963 9.5514 3.8402 15.361 31.6935 24.5985 2986.5478 11.0050 15.8750 188.1290 5977.0253 12.3016 5.0600 20.24

Tower Elevation

ft

GussetArea

(per face)

ft2

GussetThickness

in

Gusset GradeAdjust. FactorAf

Adjust.Factor

Ar

Weight Mult. Double Angle Stitch Bolt Spacing

Diagonalsin

Double Angle Stitch Bolt Spacing

Horizontalsin

Double Angle Stitch Bolt Spacing

Redundantsin

L1 120.000-110.000

1 0 1

L2 110.000-100.000

1 0 1

L3 100.000-90.000

1 0 1

L4 90.000-45.170

1 1 1

L5 45.170-0.000

1 1 1

Feed Line/Linear Appurtenances - Entered As AreaDescription Face

orLeg

AllowShield

Exclude From

Torque Calculation

Component

Type

Placement

ft

Total Number

CAAA

ft2/ft

Weight

plf

LDF5-50A(7/8) C No No Inside Pole 115.000 - 0.000

12 No Ice1/2'' Ice1'' Ice2'' Ice

0.0000.0000.0000.000

0.330.330.330.33

*** FXL 1070-1(7/8) C No No Inside Pole 105.000 -

0.0006 No Ice

1/2'' Ice1'' Ice2'' Ice

0.0000.0000.0000.000

0.290.290.290.29

*** ATCB-B01(5/16) C No No Inside Pole 95.000 - 0.000 1 No Ice

1/2'' Ice1'' Ice2'' Ice

0.0000.0000.0000.000

0.070.070.070.07

FLC 78-50J(7/8) C No No Inside Pole 95.000 - 0.000 6 No Ice1/2'' Ice1'' Ice

0.0000.0000.000

0.400.400.40



Description Faceor

Leg

AllowShield

Exclude From

Torque Calculation

Component

Type

Placement

ft

Total Number

CAAA

ft2/ft

Weight

plf

2'' Ice 0.000 0.40

Feed Line/Linear Appurtenances Section Areas Tower Sectio

n

Tower Elevation

ft

Face AR

ft2

AF

ft2

CAAA

In Face ft2

CAAA

Out Face ft2

Weight

KL1 120.000-110.000 A

BC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.000.000.02

L2 110.000-100.000 ABC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.000.000.05

L3 100.000-90.000 ABC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.000.000.07

L4 90.000-45.170 ABC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.000.000.37

L5 45.170-0.000 ABC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.000.000.37

Feed Line/Linear Appurtenances Section Areas - With IceTower Sectio

n

Tower Elevation

ft

Faceor

Leg

Ice Thickness

in

AR

ft2

AF

ft2

CAAA

In Face ft2

CAAA

Out Face ft2

Weight

KL1 120.000-110.000 A

BC

1.926 0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.000.000.02

L2 110.000-100.000 ABC

1.909 0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.000.000.05

L3 100.000-90.000 ABC

1.890 0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.000.000.07

L4 90.000-45.170 ABC

1.825 0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.000.000.37

L5 45.170-0.000 ABC

1.637 0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.000.000.37

Feed Line Center of Pressure Section Elevation

ft

CPX

in

CPZ

in

CPX

Icein

CPZ

Icein

L1 120.000-110.000 0.0000 0.0000 0.0000 0.0000L2 110.000-100.000 0.0000 0.0000 0.0000 0.0000L3 100.000-90.000 0.0000 0.0000 0.0000 0.0000L4 90.000-45.170 0.0000 0.0000 0.0000 0.0000L5 45.170-0.000 0.0000 0.0000 0.0000 0.0000



Shielding Factor KaTower

SectionFeed Line

Record No.Description Feed Line

Segment Elev.

Ka

No IceKa

Ice

Discrete Tower Loads Description Face

orLeg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustmen

t

°

Placement

ft

CAAA

Front

ft2

CAAA

Side

ft2

Weight

K

*** DHHTT65B-3XR A From Leg 0.500

0.002.00

0.0000 115.000 No Ice1/2'' Ice

1'' Ice2'' Ice

0.0000.0000.0000.000

0.0000.0000.0000.000

0.050.100.150.28

DHHTT65B-3XR B From Leg 0.5000.002.00

0.0000 115.000 No Ice1/2'' Ice

1'' Ice2'' Ice

0.0000.0000.0000.000

0.0000.0000.0000.000

0.050.100.150.28

DHHTT65B-3XR C From Leg 0.5000.002.00

0.0000 115.000 No Ice1/2'' Ice

1'' Ice2'' Ice

0.0000.0000.0000.000

0.0000.0000.0000.000

0.050.100.150.28

FD9R6004/1C-3L A From Leg 0.5000.00-3.00

0.0000 115.000 No Ice1/2'' Ice

1'' Ice2'' Ice

0.0000.0000.0000.000

0.0000.0000.0000.000

0.000.000.010.02

FD9R6004/1C-3L B From Leg 0.5000.00-3.00

0.0000 115.000 No Ice1/2'' Ice

1'' Ice2'' Ice

0.0000.0000.0000.000

0.0000.0000.0000.000

0.000.000.010.02

FD9R6004/1C-3L C From Leg 0.5000.00-3.00

0.0000 115.000 No Ice1/2'' Ice

1'' Ice2'' Ice

0.0000.0000.0000.000

0.0000.0000.0000.000

0.000.000.010.02

FD9R6004/1C-3L A From Leg 0.5000.00-4.00

0.0000 115.000 No Ice1/2'' Ice

1'' Ice2'' Ice

0.0000.0000.0000.000

0.0000.0000.0000.000

0.000.000.010.02

FD9R6004/1C-3L B From Leg 0.5000.00-4.00

0.0000 115.000 No Ice1/2'' Ice

1'' Ice2'' Ice

0.0000.0000.0000.000

0.0000.0000.0000.000

0.000.000.010.02

FD9R6004/1C-3L C From Leg 0.5000.00-4.00

0.0000 115.000 No Ice1/2'' Ice

1'' Ice2'' Ice

0.0000.0000.0000.000

0.0000.0000.0000.000

0.000.000.010.02

*** 800 10504 A From Leg 0.500

0.000.0000 105.000 No Ice

1/2'' 0.0000.000

0.0000.000

0.020.04



Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustmen

t

°

Placement

ft

CAAA

Front

ft2

CAAA

Side

ft2

Weight

K

2.00 Ice1'' Ice2'' Ice

0.0000.000

0.0000.000

0.060.12

800 10504 B From Leg 0.5000.002.00

0.0000 105.000 No Ice1/2'' Ice

1'' Ice2'' Ice

0.0000.0000.0000.000

0.0000.0000.0000.000

0.020.040.060.12

800 10504 C From Leg 0.5000.002.00

0.0000 105.000 No Ice1/2'' Ice

1'' Ice2'' Ice

0.0000.0000.0000.000

0.0000.0000.0000.000

0.020.040.060.12

860 10118 A From Leg 0.5000.002.00

0.0000 105.000 No Ice1/2'' Ice

1'' Ice2'' Ice

0.0000.0000.0000.000

0.0000.0000.0000.000

0.000.000.010.01

860 10118 B From Leg 0.5000.002.00

0.0000 105.000 No Ice1/2'' Ice

1'' Ice2'' Ice

0.0000.0000.0000.000

0.0000.0000.0000.000

0.000.000.010.01

860 10118 C From Leg 0.5000.002.00

0.0000 105.000 No Ice1/2'' Ice

1'' Ice2'' Ice

0.0000.0000.0000.000

0.0000.0000.0000.000

0.000.000.010.01

*** APX18-206517-CT2 A From Leg 0.500

0.002.00

0.0000 95.000 No Ice1/2'' Ice

1'' Ice2'' Ice

0.0000.0000.0000.000

0.0000.0000.0000.000

0.020.050.080.16

APX18-206517-CT2 B From Leg 0.5000.002.00

0.0000 95.000 No Ice1/2'' Ice

1'' Ice2'' Ice

0.0000.0000.0000.000

0.0000.0000.0000.000

0.020.050.080.16

APX18-206517-CT2 C From Leg 0.5000.002.00

0.0000 95.000 No Ice1/2'' Ice

1'' Ice2'' Ice

0.0000.0000.0000.000

0.0000.0000.0000.000

0.020.050.080.16

********************* Canister Load1 C None 0.0000 120.000 No Ice

1/2'' Ice

1'' Ice2'' Ice

6.7506.9387.1257.500

6.7506.9387.1257.500

0.090.210.320.56

Canister Load2 C None 0.0000 110.000 No Ice1/2'' Ice

1'' Ice2'' Ice

10.50010.87511.25012.000

10.50010.87511.25012.000

0.800.971.151.53


1'' Ice2'' Ice

7.5007.8758.2509.000

7.5007.8758.2509.000

0.860.991.121.40



Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustmen

t

°

Placement

ft

CAAA

Front

ft2

CAAA

Side

ft2

Weight

K


1'' Ice2'' Ice

3.7503.9384.1254.500

3.7503.9384.1254.500

0.810.870.941.08

Tower Pressures - No Ice GH = 1.100

SectionElevation

ft

z

ft

KZ qz

psf

AG

ft2

Face

AF

ft2

AR

ft2

Aleg

ft2

Leg %

CAAA

InFace

ft2

CAAA

OutFace

ft2L1 120.000-

110.000115.000 1.303 49.21 3.333 A

BC

0.0000.0000.000

0.0000.0000.000

0.000 0.000.000.00

0.0000.0000.000

0.0000.0000.000

L2 110.000-100.000

105.000 1.279 48.28 4.167 ABC

0.0000.0000.000

0.0000.0000.000

0.000 0.000.000.00

0.0000.0000.000

0.0000.0000.000

L3 100.000-90.000

95.000 1.252 47.27 5.000 ABC

0.0000.0000.000

0.0000.0000.000

0.000 0.000.000.00

0.0000.0000.000

0.0000.0000.000

L4 90.000-45.170

67.211 1.164 43.79 86.153 ABC

0.0000.0000.000

86.15386.15386.153

86.153 100.00100.00100.00

0.0000.0000.000

0.0000.0000.000

L5 45.170-0.000

22.674 0.926 34.88 107.047

ABC

0.0000.0000.000

107.047107.047107.047

107.047 100.00100.00100.00

0.0000.0000.000

0.0000.0000.000

Tower Pressure - With Ice GH = 1.100

SectionElevation

ft

z

ft

KZ qz

psf

tZ

in

AG

ft2

Face

AF

ft2

AR

ft2

Aleg

ft2

Leg %

CAAA

InFace

ft2

CAAA

OutFace

ft2L1 120.000-

110.000115.000 1.303 7.87 1.9260 6.543 A

BC

0.0000.0000.000

0.0000.0000.000

0.000 0.000.000.00

0.0000.0000.000

0.0000.0000.000

L2 110.000-100.000

105.000 1.279 7.72 1.9086 7.348 ABC

0.0000.0000.000

0.0000.0000.000

0.000 0.000.000.00

0.0000.0000.000

0.0000.0000.000

L3 100.000-90.000

95.000 1.252 7.56 1.8896 8.149 ABC

0.0000.0000.000

0.0000.0000.000

0.000 0.000.000.00

0.0000.0000.000

0.0000.0000.000

L4 90.000-45.170

67.211 1.164 7.01 1.8253 99.792 ABC

0.0000.0000.000

99.79299.79299.792

99.792 100.00100.00100.00

0.0000.0000.000

0.0000.0000.000

L5 45.170-0.000

22.674 0.926 5.58 1.6374 120.789 ABC

0.0000.0000.000

120.789120.789120.789

120.789 100.00100.00100.00

0.0000.0000.000

0.0000.0000.000



Tower Pressure - Service GH = 1.100

SectionElevation

ft

z

ft

KZ qz

psf

AG

ft2

Face

AF

ft2

AR

ft2

Aleg

ft2

Leg %

CAAA

InFace

ft2

CAAA

OutFace

ft2L1 120.000-

110.000115.000 1.303 10.15 3.333 A

BC

0.0000.0000.000

0.0000.0000.000

0.000 0.000.000.00

0.0000.0000.000

0.0000.0000.000

L2 110.000-100.000

105.000 1.279 9.95 4.167 ABC

0.0000.0000.000

0.0000.0000.000

0.000 0.000.000.00

0.0000.0000.000

0.0000.0000.000

L3 100.000-90.000

95.000 1.252 9.75 5.000 ABC

0.0000.0000.000

0.0000.0000.000

0.000 0.000.000.00

0.0000.0000.000

0.0000.0000.000

L4 90.000-45.170

67.211 1.164 9.03 86.153 ABC

0.0000.0000.000

86.15386.15386.153

86.153 100.00100.00100.00

0.0000.0000.000

0.0000.0000.000

L5 45.170-0.000

22.674 0.926 7.19 107.047

ABC

0.0000.0000.000

107.047107.047107.047

107.047 100.00100.00100.00

0.0000.0000.000

0.0000.0000.000

Load Combinations Comb.

No.Description

1 Dead Only2 1.2 Dead+1.0 Wind 0 deg - No Ice3 0.9 Dead+1.0 Wind 0 deg - No Ice4 1.2 Dead+1.0 Wind 30 deg - No Ice5 0.9 Dead+1.0 Wind 30 deg - No Ice6 1.2 Dead+1.0 Wind 60 deg - No Ice7 0.9 Dead+1.0 Wind 60 deg - No Ice8 1.2 Dead+1.0 Wind 90 deg - No Ice9 0.9 Dead+1.0 Wind 90 deg - No Ice10 1.2 Dead+1.0 Wind 120 deg - No Ice11 0.9 Dead+1.0 Wind 120 deg - No Ice12 1.2 Dead+1.0 Wind 150 deg - No Ice13 0.9 Dead+1.0 Wind 150 deg - No Ice14 1.2 Dead+1.0 Wind 180 deg - No Ice15 0.9 Dead+1.0 Wind 180 deg - No Ice16 1.2 Dead+1.0 Wind 210 deg - No Ice17 0.9 Dead+1.0 Wind 210 deg - No Ice18 1.2 Dead+1.0 Wind 240 deg - No Ice19 0.9 Dead+1.0 Wind 240 deg - No Ice20 1.2 Dead+1.0 Wind 270 deg - No Ice21 0.9 Dead+1.0 Wind 270 deg - No Ice22 1.2 Dead+1.0 Wind 300 deg - No Ice23 0.9 Dead+1.0 Wind 300 deg - No Ice24 1.2 Dead+1.0 Wind 330 deg - No Ice25 0.9 Dead+1.0 Wind 330 deg - No Ice26 1.2 Dead+1.0 Ice+1.0 Temp27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp



Comb.No.

Description

37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp39 Dead+Wind 0 deg - Service40 Dead+Wind 30 deg - Service41 Dead+Wind 60 deg - Service42 Dead+Wind 90 deg - Service43 Dead+Wind 120 deg - Service44 Dead+Wind 150 deg - Service45 Dead+Wind 180 deg - Service46 Dead+Wind 210 deg - Service47 Dead+Wind 240 deg - Service48 Dead+Wind 270 deg - Service49 Dead+Wind 300 deg - Service50 Dead+Wind 330 deg - Service

Maximum Member Forces

Section

No.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftL1 120 - 110 Pole Max Tension 8 0.00 0.00 0.00

Max. Compression 26 -2.20 0.00 0.00 Max. Mx 8 -0.81 -4.10 0.00 Max. My 2 -0.81 0.00 4.10 Max. Vy 8 0.44 -4.10 0.00 Max. Vx 2 -0.44 0.00 4.10 Max. Torque 4 -0.00

L2 110 - 100 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -5.27 0.00 0.00 Max. Mx 8 -2.67 -15.19 0.00 Max. My 2 -2.67 0.00 15.19 Max. Vy 8 1.13 -15.19 0.00 Max. Vx 2 -1.13 0.00 15.19 Max. Torque 4 -0.00

L3 100 - 90 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -8.71 0.00 0.00 Max. Mx 8 -5.01 -31.18 0.00 Max. My 2 -5.01 0.00 31.18 Max. Vy 8 1.61 -24.78 0.00 Max. Vx 2 -1.61 0.00 24.78 Max. Torque 4 -0.00

L4 90 - 45.17 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -14.85 0.00 0.00 Max. Mx 8 -8.55 -162.96 0.00 Max. My 2 -8.55 0.00 162.96 Max. Vy 8 4.58 -162.96 0.00 Max. Vx 2 -4.58 0.00 162.96 Max. Torque 4 -0.00

L5 45.17 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -23.04 0.00 0.00 Max. Mx 8 -13.75 -461.40 0.00 Max. My 2 -13.75 0.00 461.40 Max. Vy 8 7.56 -461.40 0.00 Max. Vx 2 -7.56 0.00 461.40 Max. Torque 6 0.00



Maximum Reactions

Location Condition Gov.Load

Comb.

VerticalK

Horizontal, XK

Horizontal, ZK

Pole Max. Vert 26 23.04 0.00 0.00 Max. Hx 21 10.31 7.54 0.00 Max. Hz 3 10.31 0.00 7.54 Max. Mx 2 461.40 0.00 7.54 Max. Mz 8 461.40 -7.54 0.00 Max. Torsion 6 0.00 -6.53 3.77 Min. Vert 3 10.31 0.00 7.54 Min. Hx 9 10.31 -7.54 0.00 Min. Hz 15 10.31 0.00 -7.54 Min. Mx 14 -461.40 0.00 -7.54 Min. Mz 20 -461.40 7.54 0.00 Min. Torsion 10 -0.00 -6.53 -3.77

Tower Mast Reaction Summary Load

CombinationVertical

K

Shearx

K

Shearz

K

Overturning Moment, Mx

kip-ft

Overturning Moment, Mz

kip-ft

Torque

kip-ftDead Only 11.46 0.00 0.00 0.00 0.00 0.001.2 Dead+1.0 Wind 0 deg - No Ice

13.75 0.00 -7.54 -461.40 0.00 0.00

0.9 Dead+1.0 Wind 0 deg - No Ice

10.31 0.00 -7.54 -454.13 0.00 0.00


13.75 3.77 -6.53 -399.59 -230.70 0.00


10.31 3.77 -6.53 -393.29 -227.07 0.00


13.75 6.53 -3.77 -230.70 -399.59 -0.00


10.31 6.53 -3.77 -227.07 -393.29 -0.00


13.75 7.54 0.00 0.00 -461.40 0.00


10.31 7.54 0.00 0.00 -454.13 0.00


13.75 6.53 3.77 230.70 -399.59 0.00


10.31 6.53 3.77 227.07 -393.29 0.00


13.75 3.77 6.53 399.59 -230.70 -0.00


10.31 3.77 6.53 393.29 -227.07 -0.00


13.75 0.00 7.54 461.40 0.00 0.00


10.31 0.00 7.54 454.13 0.00 0.00


13.75 -3.77 6.53 399.59 230.70 0.00


10.31 -3.77 6.53 393.29 227.07 0.00


13.75 -6.53 3.77 230.70 399.59 -0.00


10.31 -6.53 3.77 227.07 393.29 -0.00


13.75 -7.54 0.00 0.00 461.40 0.00

0.9 Dead+1.0 Wind 270 deg 10.31 -7.54 0.00 0.00 454.13 0.00



LoadCombination

Vertical

K

Shearx

K

Shearz

K

Overturning Moment, Mx

kip-ft

Overturning Moment, Mz

kip-ft

Torque

kip-ft- No Ice1.2 Dead+1.0 Wind 300 deg - No Ice

13.75 -6.53 -3.77 -230.70 399.59 0.00


10.31 -6.53 -3.77 -227.07 393.29 0.00


13.75 -3.77 -6.53 -399.59 230.70 -0.00


10.31 -3.77 -6.53 -393.29 227.07 -0.00

1.2 Dead+1.0 Ice+1.0 Temp 23.04 0.00 0.00 0.00 0.00 0.001.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp

23.04 0.00 -2.09 -124.39 0.00 0.00

1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp

23.04 1.05 -1.81 -107.73 -62.20 0.00


23.04 1.81 -1.05 -62.20 -107.73 -0.00


23.04 2.09 0.00 0.00 -124.39 0.00


23.04 1.81 1.05 62.20 -107.73 0.00


23.04 1.05 1.81 107.73 -62.20 -0.00


23.04 0.00 2.09 124.39 0.00 0.00


23.04 -1.05 1.81 107.73 62.20 0.00


23.04 -1.81 1.05 62.20 107.73 -0.00


23.04 -2.09 0.00 0.00 124.39 0.00


23.04 -1.81 -1.05 -62.20 107.73 0.00


23.04 -1.05 -1.81 -107.73 62.20 -0.00

Dead+Wind 0 deg - Service 11.46 0.00 -1.56 -94.15 0.00 0.00Dead+Wind 30 deg - Service 11.46 0.78 -1.35 -81.54 -47.08 0.00Dead+Wind 60 deg - Service 11.46 1.35 -0.78 -47.08 -81.54 -0.00Dead+Wind 90 deg - Service 11.46 1.56 0.00 0.00 -94.15 0.00Dead+Wind 120 deg - Service

11.46 1.35 0.78 47.08 -81.54 0.00

Dead+Wind 150 deg - Service

11.46 0.78 1.35 81.54 -47.08 -0.00


11.46 0.00 1.56 94.15 0.00 0.00


11.46 -0.78 1.35 81.54 47.08 0.00


11.46 -1.35 0.78 47.08 81.54 -0.00


11.46 -1.56 0.00 0.00 94.15 0.00


11.46 -1.35 -0.78 -47.08 81.54 0.00


11.46 -0.78 -1.35 -81.54 47.08 -0.00

Solution Summary

Sum of Applied Forces Sum of ReactionsLoad

Comb.PXK

PYK

PZK

PXK

PYK

PZK

% Error

1 0.00 -11.46 0.00 0.00 11.46 0.00 0.000%2 0.00 -13.75 -7.55 0.00 13.75 7.54 0.011%3 0.00 -10.31 -7.55 0.00 10.31 7.54 0.012%



Load Comb.

Sum of Applied Forces Sum of Reactions% ErrorPX

KPYK

PZK

PXK

PYK

PZK

4 3.77 -13.75 -6.54 -3.77 13.75 6.53 0.011%5 3.77 -10.31 -6.54 -3.77 10.31 6.53 0.012%6 6.54 -13.75 -3.77 -6.53 13.75 3.77 0.011%7 6.54 -10.31 -3.77 -6.53 10.31 3.77 0.012%8 7.55 -13.75 0.00 -7.54 13.75 0.00 0.011%9 7.55 -10.31 0.00 -7.54 10.31 0.00 0.012%10 6.54 -13.75 3.77 -6.53 13.75 -3.77 0.011%11 6.54 -10.31 3.77 -6.53 10.31 -3.77 0.012%12 3.77 -13.75 6.54 -3.77 13.75 -6.53 0.011%13 3.77 -10.31 6.54 -3.77 10.31 -6.53 0.012%14 0.00 -13.75 7.55 0.00 13.75 -7.54 0.011%15 0.00 -10.31 7.55 0.00 10.31 -7.54 0.012%16 -3.77 -13.75 6.54 3.77 13.75 -6.53 0.011%17 -3.77 -10.31 6.54 3.77 10.31 -6.53 0.012%18 -6.54 -13.75 3.77 6.53 13.75 -3.77 0.011%19 -6.54 -10.31 3.77 6.53 10.31 -3.77 0.012%20 -7.55 -13.75 0.00 7.54 13.75 0.00 0.011%21 -7.55 -10.31 0.00 7.54 10.31 0.00 0.012%22 -6.54 -13.75 -3.77 6.53 13.75 3.77 0.011%23 -6.54 -10.31 -3.77 6.53 10.31 3.77 0.012%24 -3.77 -13.75 -6.54 3.77 13.75 6.53 0.011%25 -3.77 -10.31 -6.54 3.77 10.31 6.53 0.012%26 0.00 -23.04 0.00 0.00 23.04 0.00 0.000%27 0.00 -23.04 -2.09 0.00 23.04 2.09 0.002%28 1.05 -23.04 -1.81 -1.05 23.04 1.81 0.002%29 1.81 -23.04 -1.05 -1.81 23.04 1.05 0.002%30 2.09 -23.04 0.00 -2.09 23.04 0.00 0.002%31 1.81 -23.04 1.05 -1.81 23.04 -1.05 0.002%32 1.05 -23.04 1.81 -1.05 23.04 -1.81 0.002%33 0.00 -23.04 2.09 0.00 23.04 -2.09 0.002%34 -1.05 -23.04 1.81 1.05 23.04 -1.81 0.002%35 -1.81 -23.04 1.05 1.81 23.04 -1.05 0.002%36 -2.09 -23.04 0.00 2.09 23.04 0.00 0.002%37 -1.81 -23.04 -1.05 1.81 23.04 1.05 0.002%38 -1.05 -23.04 -1.81 1.05 23.04 1.81 0.002%39 0.00 -11.46 -1.56 0.00 11.46 1.56 0.003%40 0.78 -11.46 -1.35 -0.78 11.46 1.35 0.003%41 1.35 -11.46 -0.78 -1.35 11.46 0.78 0.003%42 1.56 -11.46 0.00 -1.56 11.46 0.00 0.003%43 1.35 -11.46 0.78 -1.35 11.46 -0.78 0.003%44 0.78 -11.46 1.35 -0.78 11.46 -1.35 0.003%45 0.00 -11.46 1.56 0.00 11.46 -1.56 0.003%46 -0.78 -11.46 1.35 0.78 11.46 -1.35 0.003%47 -1.35 -11.46 0.78 1.35 11.46 -0.78 0.003%48 -1.56 -11.46 0.00 1.56 11.46 0.00 0.003%49 -1.35 -11.46 -0.78 1.35 11.46 0.78 0.003%50 -0.78 -11.46 -1.35 0.78 11.46 1.35 0.003%

Non-Linear Convergence Results

LoadCombination

Converged? Number of Cycles

DisplacementTolerance

ForceTolerance

1 Yes 6 0.00000001 0.000000012 Yes 27 0.00013953 0.000059383 Yes 26 0.00012297 0.000064684 Yes 27 0.00013835 0.000087115 Yes 26 0.00012187 0.000090756 Yes 27 0.00013835 0.000087117 Yes 26 0.00012187 0.000090758 Yes 27 0.00013953 0.000059389 Yes 26 0.00012297 0.0000646810 Yes 27 0.00013835 0.0000871111 Yes 26 0.00012187 0.00009075



12 Yes 27 0.00013835 0.0000871113 Yes 26 0.00012187 0.0000907514 Yes 27 0.00013953 0.0000593815 Yes 26 0.00012297 0.0000646816 Yes 27 0.00013835 0.0000871117 Yes 26 0.00012187 0.0000907518 Yes 27 0.00013835 0.0000871119 Yes 26 0.00012187 0.0000907520 Yes 27 0.00013953 0.0000593821 Yes 26 0.00012297 0.0000646822 Yes 27 0.00013835 0.0000871123 Yes 26 0.00012187 0.0000907524 Yes 27 0.00013835 0.0000871125 Yes 26 0.00012187 0.0000907526 Yes 6 0.00000001 0.0000000127 Yes 31 0.00000001 0.0000000128 Yes 31 0.00000001 0.0000000129 Yes 31 0.00000001 0.0000000130 Yes 31 0.00000001 0.0000000131 Yes 31 0.00000001 0.0000000132 Yes 31 0.00000001 0.0000000133 Yes 31 0.00000001 0.0000000134 Yes 31 0.00000001 0.0000000135 Yes 31 0.00000001 0.0000000136 Yes 31 0.00000001 0.0000000137 Yes 31 0.00000001 0.0000000138 Yes 31 0.00000001 0.0000000139 Yes 26 0.00000001 0.0000167640 Yes 26 0.00000001 0.0000159841 Yes 26 0.00000001 0.0000159842 Yes 26 0.00000001 0.0000167643 Yes 26 0.00000001 0.0000159844 Yes 26 0.00000001 0.0000159845 Yes 26 0.00000001 0.0000167646 Yes 26 0.00000001 0.0000159847 Yes 26 0.00000001 0.0000159848 Yes 26 0.00000001 0.0000167649 Yes 26 0.00000001 0.0000159850 Yes 26 0.00000001 0.00001598

Maximum Tower Deflections - Service Wind

SectionNo.

Elevation

ft

Horz.Deflection

in

Gov.Load

Comb.

Tilt

°

Twist

°L1 120 - 110 12.254 39 1.0939 0.0000L2 110 - 100 10.027 39 1.0019 0.0000L3 100 - 90 8.081 39 0.8221 0.0000L4 90 - 45.17 6.552 39 0.6139 0.0000L5 48.83 - 0 2.095 39 0.3811 0.0000

Critical Deflections and Radius of Curvature - Service Wind

Elevation

ft

Appurtenance Gov.Load

Comb.

Deflection

in

Tilt

°

Twist

°

Radius of Curvature

ft120.000 Canister Load1 39 12.254 1.0939 0.0000 8208115.000 DHHTT65B-3XR 39 11.122 1.0555 0.0000 8208110.000 Canister Load2 39 10.027 1.0019 0.0000 4183105.000 800 10504 39 9.003 0.9220 0.0000 2958100.000 Canister Load3 39 8.081 0.8221 0.0000 256495.000 APX18-206517-CT2 39 7.276 0.7138 0.0000 366890.000 Canister Load4 39 6.552 0.6139 0.0000 7123



Maximum Tower Deflections - Design Wind

SectionNo.

Elevation

ft

Horz.Deflection

in

Gov.Load

Comb.

Tilt

°

Twist

°L1 120 - 110 60.446 8 5.4107 0.0000L2 110 - 100 49.440 8 4.9596 0.0000L3 100 - 90 39.817 8 4.0680 0.0000L4 90 - 45.17 32.263 8 3.0310 0.0000L5 48.83 - 0 10.292 8 1.8751 0.0000

Critical Deflections and Radius of Curvature - Design Wind

Elevation

ft

Appurtenance Gov.Load

Comb.

Deflection

in

Tilt

°

Twist

°

Radius of Curvature

ft120.000 Canister Load1 8 60.446 5.4107 0.0000 1698115.000 DHHTT65B-3XR 8 54.854 5.2234 0.0000 1698110.000 Canister Load2 8 49.440 4.9596 0.0000 862105.000 800 10504 8 44.378 4.5643 0.0000 605100.000 Canister Load3 8 39.817 4.0680 0.0000 52195.000 APX18-206517-CT2 8 35.837 3.5290 0.0000 74290.000 Canister Load4 8 32.263 3.0310 0.0000 1435

Compression Checks

Pole Design Data

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

L1 120 - 110 (1) TP4x4x2 10.000 0.000 0.0 12.5664

-0.81 395.84 0.002

L2 110 - 100 (2) TP5x5x2.5 10.000 0.000 0.0 19.6350

-2.67 618.50 0.004

L3 100 - 90 (3) TP6x6x3 10.000 0.000 0.0 28.2743

-5.01 890.64 0.006

L4 90 - 45.17 (4) TP25.076x20.403x0.1875 44.830 0.000 0.0 14.5847

-8.55 853.21 0.010

L5 45.17 - 0 (5) TP31.25x24.3195x0.25 48.830 0.000 0.0 24.5985

-13.75 1439.01 0.010

Pole Bending Design Data Section

No.Elevation

ft

Size Mux

kip-ft

Mnx

kip-ft

RatioMux

Mnx

Muy

kip-ft

Mny

kip-ft

RatioMuy

Mny

L1 120 - 110 (1) TP4x4x2 4.10 28.00 0.147 0.00 28.00 0.000L2 110 - 100 (2) TP5x5x2.5 15.19 54.69 0.278 0.00 54.69 0.000L3 100 - 90 (3) TP6x6x3 31.18 94.50 0.330 0.00 94.50 0.000L4 90 - 45.17 (4) TP25.076x20.403x0.1875 162.96 497.36 0.328 0.00 497.36 0.000L5 45.17 - 0 (5) TP31.25x24.3195x0.25 461.40 1080.23 0.427 0.00 1080.23 0.000



Pole Shear Design Data

SectionNo.

Elevation

ft

Size ActualVu

K

Vn

K

RatioVu

Vn

ActualTu

kip-ft

Tn

kip-ft

RatioTu

Tn

L1 120 - 110 (1) TP4x4x2 0.44 118.75 0.004 0.00 20.88 0.000L2 110 - 100 (2) TP5x5x2.5 1.13 185.55 0.006 0.00 40.78 0.000L3 100 - 90 (3) TP6x6x3 1.60 267.19 0.006 0.00 70.47 0.000L4 90 - 45.17 (4) TP25.076x20.403x0.1875 4.58 255.96 0.018 0.00 549.35 0.000L5 45.17 - 0 (5) TP31.25x24.3195x0.25 7.56 431.70 0.018 0.00 1172.00 0.000

Pole Interaction Design Data Section

No.Elevation

ft

RatioPu

Pn

RatioMux

Mnx

RatioMuy

Mny

RatioVu

Vn

RatioTu

Tn

Comb.Stress Ratio

Allow.Stress Ratio

Criteria

L1 120 - 110 (1) 0.002 0.147 0.000 0.004 0.000 0.149 1.050 4.8.2 L2 110 - 100 (2) 0.004 0.278 0.000 0.006 0.000 0.282 1.050 4.8.2 L3 100 - 90 (3) 0.006 0.330 0.000 0.006 0.000 0.336 1.050 4.8.2 L4 90 - 45.17 (4) 0.010 0.328 0.000 0.018 0.000 0.338 1.050 4.8.2 L5 45.17 - 0 (5) 0.010 0.427 0.000 0.018 0.000 0.437 1.050 4.8.2

Section Capacity TableSection

No.Elevation

ftComponent

TypeSize Critical

ElementPK

øPallow

K%

CapacityPassFail

L1 120 - 110 Pole TP4x4x2 1 -0.81 415.63 14.2 PassL2 110 - 100 Pole TP5x5x2.5 2 -2.67 649.43 26.9 PassL3 100 - 90 Pole TP6x6x3 3 -5.01 935.17 32.0 PassL4 90 - 45.17 Pole TP25.076x20.403x0.1875 4 -8.55 895.87 32.2 PassL5 45.17 - 0 Pole TP31.25x24.3195x0.25 5 -13.75 1510.96 41.6 Pass

Summary Pole (L5) 41.6 Pass

RATING = 41.6 Pass



APPENDIX B

BASE LEVEL DRAWING



APPENDIX C

ADDITIONAL CALCULATIONS

X

BU#:

Site Name:

Order #:

TIA-222-H

1.7 in

125 mph

Ice Wind Speed (V): 50 mph

C

Topographic Feature: N/A

II

120 ft

90 ft 30

30 ft

3

Canister Section

Number *:

Canister

Assembly

Length (ft):

Canister

Assembly

Diameter (in):

Number of Sides

Canister Section

Plate

Type:

Mating

Flange

Plate

Thickness

(in)**:

Mating

Flange

Plate

Diameter

(in):

Solidity

Ratio

Plate

Weight

(Kip):

Canister

Weight

(Kip)

1 10 36 Round 2 1.50 36 0.75 0.649 0.188

2 10 20 Round 2 1.75 36 0.75 0.758 0.105

3 10 20 Round 2 1.75 36 0.75 0.758 0.105

No

No

37519-1916.001.7805.eri (last saved 05/06 3:39 pm)

Pole Height Above

Base (ft)

Section

Length (ft)

Lap Splice

Length (ft) Number of Sides

Top

Diameter

(in)

Bottom

Diameter

(in)

Wall

Thickness

(in)

Bend

Radius (in)

Pole

Material Delete

120 10 0 0 4 4 2 n/a A53-B-35 [x]

110 10 0 0 5 5 2.5 n/a A53-B-35 [x]

100 10 0 0 6 6 3 n/a A53-B-35 [x]

90 44.83 3.66 18 20.403 25.076 0.1875 0.75 A572-65 [x]

48.83 48.83 0 18 24.319488 31.25 0.25 1 A572-65 [x]

Canister Loading

Apply CFAF at

Elevation(z)

(ft)

CFAF

No Ice (ft2)

CFAF

1/2" Ice (ft2)

CFAF

1" Ice (ft2)

CFAF

2" Ice (ft2)

CFAF

4" Ice (ft2)

Canister

Assembly

Weight No

Ice (Kip)

Canister

Assembly

Weight

1/2" Ice

(Kip)

Canister Load 1 120 6.750 6.938 7.125 7.500 8.250 0.094 0.206

Canister Load 2 110 10.500 10.875 11.250 12.000 13.500 0.796 0.970

Canister Load 3 100 7.500 7.875 8.250 9.000 10.500 0.862 0.988

Canister Load 4 90 3.750 3.938 4.125 4.500 5.250 0.810 0.873

Yes

Actual

Deflection

***(inches)5.702

*** Relative deflection under service level wind speed

Tower Information

Base Tower Height:

Total Canister Length:

CCI Flagpole Tool

Code

Site Data

875094

PINE HAVEN CEMETERY

Code:

Windspeed (V):

Exposure Category:

Risk Category:

Ice Thickness:

Flag on Tower:

Total Tower Height:

Number of Canister Assembly

Sections:

Discrete Loads : CFAF for Canister Assembly

* Sections are numbered from the top of the tower down ** Mating Flange Plate Thickness at the bottom of canister section

Allowable (3%) Horizontal Spine

Deflection (inches)

10.800

3% Spine Deflection Check

Sufficient/ Insufficient

Sufficient

Deflection Check Required:

Truck Ball on Tower:

Geometry : Base Tower + Spine

Import Deflection Results

Page 1 of 2 CCIFlagpole Tool (2.1.0)

37519-1916.001.7825(BU 875094)

90’-7” Flange FEA

5/8/2019

Columbus Orlando

250 E Broad St, Suite 600 1801 Lee Rd, Suite 230

Columbus, OH 43215 Winter Park, FL 32789

Phone 614.221.6679 Phone 407.898.9039

Founded in 1965 www.PaulJFord.com 100% Employee Owned

Concealment FEA Results & Discussion Analysis Software Information: ANSYS, Inc. Products Release 19.1

RESULTS SUMMARY 90’-7” CONCEALMENT FLANGE CONNECTION

ELEMENT MATERIAL DESIGNATION

Concealment Flange Plate Gr. 36 Sufficient

Base Pole Flange Plate Gr. 36 Sufficient

Stiffeners Gr. 36 Sufficient

CONNECTIONS

COMPONENT SIZING DESIGNATION

Bolts – Concealment Flange to Base Pole Flange

3/4”Ø Bolts Sufficient

Welds – Stiffeners to Concealment Spine and

Flange 5/16” Fillet Sufficient

ANALYSIS APPROACH

Finite Element Analysis This analysis has been completed by means of computer based finite element analysis (FEA). To establish the basic behavior of the connection, a finite element model (FEM) was developed with elastic material properties. If results of the elastic analysis prove to be unsatisfactory, the connection will be further analyzed with plastic (non-linear) material properties to allow for stress redistribution.

Loading The loading applied to the connection has been done by means of three applied loads: Axial, Shear, and Moment. All loads are calculated through tnxTower. The value of the moment has been adjusted to account for the moment induced by the shear component. The applied loads within the model are a set distance from the interface of the two flange plates. Loading has been applied in a direction that results in the highest stresses in the connection. The applied moment has been increased by a factor of 1.11 to consider a Phi equal to 0.9.

Loading Direction: Two loading directions were considered in this analysis: D1) load directly into a stiffener, and D2) load directly between two stiffeners.

Modeling Notes

• All welded surfaces have been modeling using bonded contact definitions.

• All non-welded surfaces in contact have been conservatively modeled with frictionless contact definitions.

• The bolts have been modeled using deformable ANSYS one-dimensional beam elements as recommended by the software developers.

• All other structural members are modeled as ANSYS two-dimensional shell elements or three dimensional solid elements.

• Both linear and quadratic elements are utilized in this analysis

• The base pole is constrained in all degrees of freedom at its base. The length of the base pole which is modeled is chosen so as not to introduce any false rigidity to the model.

• The load is applied at the top of the spine. The length of the spine modeled is chosen to allow for proper flexural behavior of the connection.

Job Number:

Engineer:

Site Name:

Site Number:(c) Copyright 2018 by Paul J. Ford and Company, all rights reserved.

Distance from Applied Loads To Flange Connection [in]: 48.00

Moment

Axial

Shear

Moment

Axial

Shear

Resultant Force due to Shear & Axial:

Load TypeElevation

5,010

1,600

338,933

5,010

1,600

5,259

1.60

34.64

5.01

1.60

37519-1916.001.7825

875094

DMJ

PINE HAVEN CEMETERY

LOAD CONVERSIONS FOR INPUT INTO ANSYS

91.58

91.58(11%)

Loads from tnx in Kips or

Kip*ft

Loads for Input into Ansys

(lb or lb*in)297,36031.18

5.01

Monopole Base Plate Connection

*TIA-222-H Section 15.5 Applied

#VALUE!

Anchor Rod Data Anchor Rod Summary (units of kips, kip-in)

(8) 1-3/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 40" BC Pu_c = 70.88 φPn_c = 142.5 Stress Rating

Vu = 0.94 φVn = 42.75 50.5%

Base Plate Data Mu = 1.38 φMn = 42.33 Pass

46" OD x 1.5" Plate (A572-60; Fy=60 ksi, Fu=75 ksi)

Base Plate Summary

Stiffener Data Max Stress (ksi): 26.65 (Flexural)

N/A Allowable Stress (ksi): 54

Stress Rating: 47.0% Pass

Pole Data

31.25" x 0.25" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi)

13.75

7.56

Adjusted Pole Reactions

BU # 875094

Applied Loads

Site Name PINE HAVEN CEMETERY

Order #

Analysis Considerations

Site Info

TIA-222 Revision H

Grout Considered: No

Analysis ResultsConnection Properties

Iar (in) 2.25

Moment (kip-ft) 461.40

Axial Force (kips) 13.75

Shear Force (kips) 7.56

Moment (kip-ft)

Axial Force (kips)

Shear Force (kips)

0.00

Show image?

Plate Dia.

Shaft Dia.

Pole Shape

Plate Type:

Plate Geometry:

Plate Quantity

Plate Dia. 2

Shaft Dia. 2

CCIplate - version 3.6.0 Analysis Date: 5/7/2019

TIA-222 Revison: Check Pier Capacity only at location of Max Moment? No

Tower Type:

Soil Lateral Capacity Compression UpliftComp. Uplift 7.54 -

461 6.64 -

14 514.66 -

8 19.1% -

Soil Vertical Capacity Compression Uplift

89.89 -

4 ksi 88.36 -

60 ksi 56.01 -

178.25 -

70.01 -

24 ft 37.4% -

1 ft Reinforced Concrete Capacity Compression Uplift

7.50 -

514.65 -

5 ft 2084.46 -

12 23.5% -

11

4 in

5

*Rating per TIA-222-H Section 15.5

2 ft # of Layers 4

FALSE 1 0 2 2 120 150 0 0 0.000 0.000 0.00 0.00

FALSE 2 2 4 2 57.6 87.6 0 0 0.000 0.000 0.00 0.00

FALSE 3 4 15 11 57.6 87.6 0 32 0.000 0.000 0.26 0.22

FALSE 4 15 24 9 62.6 87.6 0 30 0.000 0.000 0.53 0.44 6

Check Limitation

Apply TIA-222-H Section 15.5:

Pier Diameter

Rebar Quantity

Rebar Strength, Fy:

End Bearing (kips)

Total Capacity (kips)Axial (kips)

Depth

Ext. Above Grade

Critical Depth (ft from TOC)Critical Moment (kip-ft)

Critical Moment CapacityRating*

Pier Section 1

From 1' above grade to 24' below grade

Rebar Size

Clear Cover to Ties

Tie Size

Rating*

Ultimate Skin

Friction Uplift

Override (ksf)

Groundwater Depth

Soil Profile

Soil TypeSPT Blow

Count

Ult. Gross

Bearing

Capacity

(ksf)

γsoil

(pcf)

γconcrete

(pcf)

Cohesion

(ksf)

Angle of

Friction

(degrees)

Calculated

Ultimate Skin

Friction Uplift

(ksf)

Calculated

Ultimate Skin

Friction Comp

(ksf)

LayerTop

(ft)

Bottom

(ft)

Thickness

(ft)

Ultimate Skin

Friction Comp

Override

(ksf)

Analysis Results

Drilled Pier Foundation

BU # :

Site Name:

Order Number:

Monopole

Applied Loads

Material Properties

Pier Design Data

H

875094

PINE HAVEN CEMETERY

Moment (kip-ft)

Axial Force (kips)

Shear Force (kips)

Concrete Strength, f'c:

Dv=0 (ft from TOC)

Soil Safety FactorMax Moment (kip-ft)

Rating*

Skin Friction (kips)

Weight of Concrete (kips)

Cohesionless

37.4%

23.5%

Soil Interaction Rating*Structural Foundation Rating*

N/A

Cohesionless

Cohesionless

Cohesionless

Version 2.1.1

ASCE 7 Hazards ReportAddress:84 Bedford StBurlington, Massachusetts01803

Standard: ASCE/SEI 7-10

Risk Category: II

Soil Class: D - Stiff Soil

Elevation: 176.97 ft (NAVD 88)

Latitude:Longitude:

42.505418

-71.215229

Wind

Results:

Data Source:

Date Accessed:

Wind Speed: 125 Vmph

10-year MRI 78 Vmph

25-year MRI 88 Vmph

50-year MRI 95 Vmph

100-year MRI 102 Vmph

ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1–CC-4, incorporating errata of March 12, 2014

Mon May 06 2019

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years).

Site is in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. Glazed openings need not be protected against wind-borne debris.

Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions.

Page 1 of 3https://asce7hazardtool.online/ Mon May 06 2019

SS : 0.226

S1 : 0.072

Fa : 1.6

Fv : 2.4

SMS : 0.362

SM1 : 0.172

SDS : 0.241

SD1 : 0.115

TL : 6

PGA : 0.122

PGA M : 0.19

FPGA : 1.556

Ie : 1

Design Response Spectrum

S (g) vs T(s)a

MCE Response SpectrumR

S (g) vs T(s)a

Seismic

Site Soil Class:

Results:

Seismic Design Category

D - Stiff Soil

B

Data Accessed:

Date Source:

Mon May 06 2019USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS.


Ice

Results:

Data Source:

Date Accessed:

Ice Thickness: 1.00 in.

Concurrent Temperature: 5 F

Gust Speed: 50 mph

Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8

Mon May 06 2019

Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values.

Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values.

The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool.
