STRUCTURAL ANALYSIS REPORT - townofnagshead.net

STRUCTURAL ANALYSIS REPORT

ACGI JOB #11-6405

175’ Monopole Tower Verizon Site – NF126 – Nags Head

5401 S. Croatan Highway Nags Head, NC 27959

For

F.C.I. Towers, Inc. Virginia Beach, VA

9221 Lyndon B. Johnson Freeway, Suite 204, Dallas, TX 75243 Tel: 972-231-8893, Fax: 972-231-8033

www.allprocgi.com

July 14, 2010 November 17, 2011 - Revised for (18) Coaxes

______________________ Approved By: 11/17/2011 Joji George, P.E.

11-6405 - VZW Nags Head

9221 Lyndon B. Johnson Freeway, Suite 204, Dallas, TX 75243 Tel: 972-231-8893, Fax: 888-364-8375 This report is not to be reproduced or copied in whole or in part without the written consent of ACGI. ©

- 2 –

TABLE OF CONTENTS ANALYSIS SUMMARY ................................................................................................... 3 SCOPE & SOURCE OF INFORMATION ........................................................................ 3

SOURCE OF INFORMATION ...................................................................................... 3 ANALYSIS METHODS & DATA .................................................................................... 3

SITE DATA .................................................................................................................... 4 TOWER DATA .............................................................................................................. 4 TOWER HISTORY ........................................................................................................ 4 EXISTING TOWER LOAD DESCRIPTION ................................................................ 5

CONCLUSIONS................................................................................................................. 6 RESULT SUMMARY - TOWER .................................................................................. 6

RECOMMENDATIONS .................................................................................................... 7 DISCLAIMER .................................................................................................................... 8 APPENDIX ......................................................................................................................... 9



- 3 –

1. ANALYSIS SUMMARY The existing 175’ Monopole Tower located in Nags Head, NC was reanalyzed for the existing and proposed antenna loads as authorized by F.C.I. Towers, Inc. Based on the results of the analysis, the existing tower with loading mentioned on page 5 is found to be in compliance with TIA/EIA-222-G, Structural Standards for Steel Antenna Towers and Antenna Supporting Structures for 130 mph (3-sec. wind gust) and 2009 North Carolina State Building Code and IBC2006. 2. SCOPE & SOURCE OF INFORMATION The purpose of this structural reanalysis is to determine whether the existing structure is capable of supporting the proposed and existing loading as noted on page #5 of this report with the T-Mobile coax installed outside the monopole.

SOURCE OF INFORMATION Tower Data: F.C.I. Towers,

Inc. Tower data as per original Structural Design Report by Sabre Towers & Poles, ref job #08-01164, dated 01/29/2008 and Structural Analysis by Allpro Consulting Group, Inc, ACGI #10-1797, dated 07/14/2010.

Foundation Data: F.C.I. Towers, Inc.

Foundation data as per original Structural Design Report by Sabre Towers & Poles, ref job #08-01164, dated 01/29/2008.

Soil Data: F.C.I. Towers, Inc.

Soil Data as per geotechnical report by GET Solutions, Inc., ref job #EC07-192G, dated 06/12/2007.

Loading Data: F.C.I. Towers, Inc.

Existing antenna loads as per Tower Mapping by Tim Miles with F.C.I. Towers, Inc., dated 06/08/2010 and Structural Analysis by Allpro Consulting Group, Inc, ACGI #10-1797, dated 07/14/2010.

Authorization: F.C.I. Towers, Inc.

Jason Hamill

3. ANALYSIS METHODS & DATA The analysis was performed in accordance with Telecommunication Industry Association specification TIA/EIA-222-G. The tower was modeled using RISA Tower, a 3-D finite element program. RISA Tower is a general-purpose modeling, analysis, and design



- 4 –

program created specifically for communication towers using the EIA-222-C, EIA-222-D, or TIA/EIA-222-F standards. The 3-D model included the tower, with existing appurtenances and all proposed loads.

SITE DATA Site Name: Verizon – Nags Head Client Site Number: NF126 City, State: Nags Head, NC County: Dare County, NC Code Wind Load Requirement: TIA -222-G / IBC2006 / 2009 North Carolina State

Building Code – 130 mph 3-Sec gust wind or 30 mph with 0.25” ice. Structure Class II. Exposure Category C. Topographic Category 1.

Owner Wind Load Requirement: N/A Wind Load Used: TIA -222-G / IBC2006 / 2009 North Carolina State

Building Code – 130 mph 3-Sec gust wind or 30 mph with 0.25” ice. Structure Class II. Exposure Category C. Topographic Category 1.

TOWER DATA

Tower Type: 18 sided slip joined Monopole Steel Tower Height: 175’ / 174’ total pole length Cross Section: 18 sided Steel Strength: 65 ksi Type of Foundation: Drilled Pier Tower Owner: -

TOWER HISTORY Tower Manufacturer / Model: Sabre Towers & Poles Date of Manufacture: 2008 Previous Modifications: Unknown Original Design Code Reqts: EIA/TIA-222-G 130 mph / 30 mph + 0.25” ice



- 5 –

PROPOSED VERIZON LOAD CONFIGURATION

ELEV. LOADING TYPE AZ. (deg)

TX. LINE TENANT

161’

Proposed (6) LPA-80063/8-2 Panel Antennas + (3) BXA-185063/12-2 Panel

Antennas + (3) BXA-70063/8-2 Panel Antennas mounted on Existing T-Frame

mounts

- (P) (18) 1 5/8” Coax

Internal

Verizon

EXISTING TOWER LOAD DESCRIPTION

ELEV. LOADING TYPE AZ. (deg)

TX. LINE TENANT

171’±

Existing (6) 5’ Panel Antennas mounted on (3) existing T-Frame mounts

- (12) 1 5/8” Internal

AT&T

151’±

Existing (6) 6’ Panel Antennas mounted on (3) existing T-Frame mounts

- (6) 1 5/8” Internal

nTelos

110’ ±

Existing (1) 4’ Whip antenna mounted on (1) standoff mount

- (1) 1 5/8” Internal

-

Notes:

1. Certain conservative assumptions were taken on the area of the mounts. 2. Shielding on TX lines is taken as to best represent the conditions that were conveyed to ACGI in

the data provided or as per site inspection. 3. ACGI should be notified of any discrepancies found in the data listed in this report.



- 6 –

4. CONCLUSIONS

RESULT SUMMARY - TOWER Monopole MAX. STRESS SUMMARY 174’ – 144.5’ 144.5’ – 94.5’ 94.5’ – 46.25’ 46.25’ – 0’

61.5 % 84.2 % 84.0 % 79.1 %

Pass Pass Pass Pass

Base plate / Anchor bolts

93.3 % - OK, In Code Compliance

Foundation Foundation is in compliance when comparing to original design reactions: Moment (kip-ft) : 6633 < 6968.33 Axial (kips) : 50 < 69.801 Shear (kips) : 58 < 62.044

Pass Pass Pass

As per the results of the analysis, existing tower is capable of withstanding the proposed and existing antenna loads. Maximum tower member stresses are below 100%, making it acceptable under the TIA/EIA-222-G/2009 North Carolina State Building Code/IBC2006 code requirements. Based on review of tower foundation data and comparisons of the original design reactions with the current reactions, the foundation is satisfactory for the new reactions.



- 7 –

5. RECOMMENDATIONS The existing tower is recommended for the proposed additional loads. No additional loads except as mentioned in this report should be added to the tower without further structural analysis.



- 8 –

6. DISCLAIMER Installation procedures and related loading are not within the scope of this analysis. A contractor experienced in similar work should perform all installation work. The engineering services provided by Allpro Consulting Group, Inc. (ACGI) are limited to the computer analysis and calculations of the structure with the proposed and existing loads. This analysis is considered void if the loading mentioned in this report is changed or is different as installed. It is assumed that the existing structure is properly maintained and is in good condition free of any defects. Scope of this analysis does not include existing connections, except as noted in this report. ACGI does not make any warranties, expressed or implied in connection with this engineering analysis report and disclaims any liability arising from deficiencies or any existing conditions of the original structure. ACGI will not be responsible for consequential or incidental damages sustained by any parties as a result of any data or conclusions included in this Report. The maximum liability of ACGI pursuant to this report shall be limited to the consulting fee received for the preparation of the report.



- 9 –

APPENDIX

TOWER ELEVATION PROFILE

Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite 204

Dallas, TX 75243 Phone: (972) 231-8893 FAX: (866) 364-8375

Job: 11- 6405 - 175' Monopole S.A. Project: Nags Head, NC - NF126 Client: F.C.I. Towers, Inc. Drawn by: gshrestha App'd:

Code: TIA-222-G Date: 11/17/11 Scale: NTS Path:

P:\2011\Structural\Tower\11-6405 VZW Nags Head\Tnx Tower\11-6405 # VZW Nags Head.eri Dwg No. E-1

174.0 ft

144.5 ft

94.5 ft

46.3 ft

0.0 ft

REACTIONS - 130 mph WINDTORQUE 10 kip-ft

58 KSHEAR

6633 kip-ftMOMENT

50 KAXIAL

30 mph WIND - 0.2500 in ICETORQUE 0 kip-ft

3 KSHEAR

329 kip-ftMOMENT

58 KAXIAL

ARE FACTOREDALL REACTIONS

Sec

tion

12

34

Len

gth

(ft)

29.5

053

.50

53.5

053

.25

Num

ber o

f Sid

es18

1818

18

Thi

ckne

ss (i

n)0.

1875

0.31

250.

3750

0.43

75

Soc

ket L

engt

h (ft

)3.

505.

257.

00

Top

Dia

(in)

18.5

000

25.8

633

39.5

931

52.6

774

Bot

Dia

(in)

27.2

800

41.7

800

55.5

100

68.5

200

Gra

deA

572-

65

Wei

ght (

K)

1.4

6.1

10.2

15.1

32.8

(E) Lightning Rod 174(E) T-Frame w/ handrails (ATT) 171(E) T-Frame w/ handrails (ATT) 171(E) T-Frame w/ handrails (ATT) 171(2) (E) 5' Panel Antennas (ATT) 171(2) (E) 5' Panel Antennas (ATT) 171(2) (E) 5' Panel Antennas (ATT) 171(E) T-Frame w/ handrails (Verizon) 161(E) T-Frame w/ handrails (Verizon) 161(E) T-Frame w/ handrails (Verizon) 161(2) (P) LPA-80063/8-2 (Verizon) 161(P) BXA-185063/12-2 (Verizon) 161(P) BXA-70063/8-2 (Verizon) 161(2) (P) LPA-80063/8-2 (Verizon) 161(P) BXA-185063/12-2 (Verizon) 161(P) BXA-70063/8-2 (Verizon) 161(2) (P) LPA-80063/8-2 (Verizon) 161(P) BXA-185063/12-2 (Verizon) 161(P) BXA-70063/8-2 (Verizon) 161(E) T-Frame w/ handrails (nTelos) 149(E) T-Frame w/ handrails (nTelos) 149(2) (E) 6' Panel Antennas (nTelos) 149(2) (E) 6' Panel Antennas (nTelos) 149(2) (E) 6' Panel Antennas (nTelos) 149(E) T-Frame w/ handrails (nTelos) 149(E) Whip Mount 110(E) 4' Whip Antenna 110DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

(E) Lightning Rod 174(E) T-Frame w/ handrails (ATT) 171(E) T-Frame w/ handrails (ATT) 171(E) T-Frame w/ handrails (ATT) 171(2) (E) 5' Panel Antennas (ATT) 171(2) (E) 5' Panel Antennas (ATT) 171(2) (E) 5' Panel Antennas (ATT) 171(E) T-Frame w/ handrails (Verizon) 161(E) T-Frame w/ handrails (Verizon) 161(E) T-Frame w/ handrails (Verizon) 161(2) (P) LPA-80063/8-2 (Verizon) 161(P) BXA-185063/12-2 (Verizon) 161(P) BXA-70063/8-2 (Verizon) 161(2) (P) LPA-80063/8-2 (Verizon) 161

(P) BXA-185063/12-2 (Verizon) 161(P) BXA-70063/8-2 (Verizon) 161(2) (P) LPA-80063/8-2 (Verizon) 161(P) BXA-185063/12-2 (Verizon) 161(P) BXA-70063/8-2 (Verizon) 161(E) T-Frame w/ handrails (nTelos) 149(E) T-Frame w/ handrails (nTelos) 149(2) (E) 6' Panel Antennas (nTelos) 149(2) (E) 6' Panel Antennas (nTelos) 149(2) (E) 6' Panel Antennas (nTelos) 149(E) T-Frame w/ handrails (nTelos) 149(E) Whip Mount 110(E) 4' Whip Antenna 110

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A572-65 65 ksi 80 ksi

TOWER DESIGN NOTES1. Tower is located in Dare County, North Carolina.2. Tower designed for Exposure C to the TIA-222-G Standard.3. Tower designed for a 130 mph basic wind in accordance with the TIA-222-G Standard.4. Tower is also designed for a 30 mph basic wind with 0.25 in ice. Ice is considered to increase

in thickness with height.5. Deflections are based upon a 60 mph wind.6. Tower Structure Class II.7. Topographic Category 1 with Crest Height of 0.00 ft8. Tower in code compliance with IBC 2006 and 2009 North Carolina State Building Code.9. TOWER RATING: 93.3%



- 10 –

MISCELLANEOUS PLOTS






<- Minimum -0 Maximum ->

<- Minimum -0 Maximum ->

-5000

-5000

-10000

-10000

5000

5000

10000

10000

TIA-222-G - 130 mph/30 mph 0.2500 in Ice Exposure CLeg Capacity Leg Compression (K)

174.00 174.00

144.50 144.50

94.50 94.50

46.25 46.25

0.00 0.00

Elev

atio

n (ft

)






0

0

50

50

100

100

Global Mast Shear (K)174.00

144.50

94.50

46.25

0.00

Elev

atio

n (ft

)

0

0

5000

5000

10000

10000

Global Mast Moment (kip-ft)174.00

144.50

94.50

46.25

0.00

TIA-222-G - 130 mph/30 mph 0.2500 in Ice Exposure C Maximum ValuesVx Vz Mx Mz






TIA-222-G - Service - 60 mph Maximum Values

0

0

5

5

10

10

15

15

20

20

Deflection (in)174.00

144.50

94.50

46.25

0.00

Elev

atio

n (ft

)

0

0

0.5

0.5

1

1

Tilt (deg)0

0

0.05

0.05

0.1

0.1

Twist (deg)174.00

144.50

94.50

46.25

0.00






Feedline Distribution Chart0' - 174'

Round Flat App In Face App Out Face Truss Leg

Face A

144.50

94.50

46.25

0.00

174.00

Elev

atio

n (ft

)

Face B171.00

151.00

110.00

161.00

Face C

144.50

94.50

46.25

0.00

174.00

171.00

151.00

110.00

161.00

(12)

(E) 1

5/8

" Coa

x (A

T&T)

(6) (

E) 1

5/8

" Coa

x (n

Telo

s)

(E) 1

5/8

" Coa

x

(18)

(P) 1

5/8

" Coa

x (V

eriz

on)





P:\2011\Structural\Tower\11-6405 VZW Nags Head\Tnx Tower\11-6405 # VZW Nags Head.eri Dwg No. F-1

73.3

800

in

54.7

500

in

2.00

00 in

75.3750 in

84.0

000

in

FOUNDATION NOTES1. Plate thickness is 3.0000 in.2. Plate grade is A633-60.3. Anchor bolt grade is A615-75.4. f'c is 3 ksi.



- 11 –

CALCULATION PRINTOUT

ttnnxxTToowweerr Job 11- 6405 - 175' Monopole S.A.

Page 1 of 10

Allpro Consulting Group, Inc 9221 Lyndon B Johnson Freeway, Suite

204

Project Nags Head, NC - NF126

Date 13:51:17 11/17/11


Client F.C.I. Towers, Inc.

Designed by gshrestha

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 Dare County, North Carolina. Basic wind speed of 130 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.2500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50 °F. Deflections calculated using a wind speed of 60 mph. Tower in code compliance with IBC 2006 and 2009 North Carolina State Building Code.. 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, feedline supports, and appurtenance mounts are not considered.

Options

Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments - Diagonals Assume Rigid Index Plate √ Calculate Redundant Bracing Forces Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA √ Use Code Stress Ratios √ Use Clear Spans For KL/r SR Leg Bolts Resist Compression √ Use Code Safety Factors - Guys √ Retension Guys To Initial Tension √ All Leg Panels Have Same Allowable Escalate Ice √ Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz √ Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile √ Project Wind Area of Appurt. Include Angle Block Shear Check √ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles √ Leg Bolts Are At Top Of Section √ SR Members Have Cut Ends Include Shear-Torsion Interaction √ Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC .6D+W Combination

Tapered Pole Section Geometry Section Elevation

ft

Section Length

ft

Splice Length

ft

Numberof

Sides

Top Diameter

in

Bottom Diameter

in

Wall Thickness

in

Bend Radius

in

Pole Grade

L1 174.00-144.50 29.50 3.50 18 18.5000 27.2800 0.1875 0.7500 A572-65 (65 ksi)

L2 144.50-94.50 53.50 5.25 18 25.8633 41.7800 0.3125 1.2500 A572-65 (65 ksi)


Page 2 of 10


204


Date 13:51:17 11/17/11




Section Elevation

ft

Section Length

ft

Splice Length

ft

Numberof

Sides

Top Diameter

in

Bottom Diameter

in

Wall Thickness

in

Bend Radius

in

Pole Grade

L3 94.50-46.25 53.50 7.00 18 39.5931 55.5100 0.3750 1.5000 A572-65 (65 ksi)

L4 46.25-0.00 53.25 18 52.6774 68.5200 0.4375 1.7500 A572-65 (65 ksi)

Tapered Pole Properties Section Tip Dia.

in Area in2

I in4

r in

C in

I/C in3

J in4

It/Q in2

w in

w/t

L1 18.7854 10.8982 461.7305 6.5009 9.3980 49.1307 924.0685 5.4501 2.9260 15.605 27.7008 16.1234 1495.1780 9.6178 13.8582 107.8909 2992.3233 8.0632 4.4713 23.847

L2 27.3196 25.3432 2090.2978 9.0705 13.1386 159.0964 4183.3460 12.6740 4.0019 12.806 42.4245 41.1306 8935.4814 14.7210 21.2242 421.0036 17882.7203 20.5692 6.8033 21.77

L3 41.7899 46.6793 9070.5716 13.9224 20.1133 450.9741 18153.0786 23.3441 6.3084 16.822 56.3663 65.6244 25203.3214 19.5729 28.1991 893.7640 50439.8059 32.8185 9.1098 24.293

L4 55.6048 72.5416 25010.9256 18.5452 26.7601 934.6341 50054.7613 36.2777 8.5012 19.431 69.5770 94.5411 55364.1854 24.1693 34.8082 1590.5519 110801.220

4 47.2795 11.2895 25.805

Tower

Elevation

ft

Gusset Area

(per face)

ft2

Gusset Thickness

in

Gusset Grade Adjust. FactorAf

Adjust. Factor

Ar

Weight Mult.

Double Angle Stitch Bolt Spacing

Diagonals in

Double Angle Stitch Bolt Spacing

Horizontals in

L1 174.00-144.50

1 1 1

L2 144.50-94.50

1 1 1

L3 94.50-46.25 1 1 1 L4 46.25-0.00 1 1 1

Monopole Base Plate Data

Base Plate Data Base plate is square √ Base plate is grouted Anchor bolt grade A615-75 Anchor bolt size 2.2500 in Number of bolts 20 Embedment length 84.0000 in f'c 3 ksi Grout space 2.0000 in Base plate grade A633-60 Base plate thickness 3.0000 in Bolt circle diameter 75.3750 in Outer diameter 73.3800 in Inner diameter 54.7500 in Corner clippled 15.0000 in Base plate type Plain Plate


Page 3 of 10


204


Date 13:51:17 11/17/11




Feed Line/Linear Appurtenances - Entered As Area

Description Face or

Leg

Allow Shield

Component Type

Placement

ft

Total Number

CAAA

ft2/ft

Weight

klf (E) 1 5/8'' Coax

(AT&T) C No Inside Pole 171.00 - 0.00 12 No Ice

1/2'' Ice 0.00 0.00

0.00 0.00

(E) 1 5/8'' Coax (nTelos)

C No Inside Pole 151.00 - 0.00 6 No Ice 1/2'' Ice

0.00 0.00

0.00 0.00

(E) 1 5/8'' Coax C No Inside Pole 110.00 - 0.00 1 No Ice 1/2'' Ice

0.00 0.00

0.00 0.00

*** (P) 1 5/8'' Coax

(Verizon) C No Inside Pole 161.00 - 0.00 18 No Ice

1/2'' Ice 0.00 0.00

0.00 0.00

Feed Line/Linear Appurtenances Section Areas Tower Section

Tower Elevation

ft

Face AR

ft2

AF

ft2

CAAA In Face

ft2

CAAA Out Face

ft2

Weight

K L1 174.00-144.50 A

B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.00 0.00 0.68

L2 144.50-94.50 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.00 0.00 1.89

L3 94.50-46.25 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.00 0.00 1.86

L4 46.25-0.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.00 0.00 1.78

Feed Line/Linear Appurtenances Section Areas - With Ice Tower Section

Tower Elevation

ft

Face or

Leg

Ice Thickness

in

AR

ft2

AF

ft2

CAAA

In Face ft2

CAAA

Out Face ft2

Weight

K L1 174.00-144.50 A

B C

0.585 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.00 0.00 0.68

L2 144.50-94.50 A B C

0.568 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.00 0.00 1.89

L3 94.50-46.25 A B C

0.539 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.00 0.00 1.86

L4 46.25-0.00 A B C

0.483 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.00 0.00 1.78

Shielding Factor Ka


Page 4 of 10


204


Date 13:51:17 11/17/11




Tower Section

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

Discrete Tower Loads

Description Face

or Leg

Offset Type

Offsets: Horz

Lateral Vert

ft ft ft

Azimuth Adjustment

°

Placement

ft

CAAA Front

ft2

CAAA Side

ft2

Weight

K

(E) Lightning Rod C From Leg 0.00 5.00 0.00

0.0000 174.00 No Ice 1/2'' Ice

1.00 2.02

1.00 2.02

0.04 0.05

* (E) T-Frame w/ handrails

(AT&T) A None 0.0000 171.00 No Ice

1/2'' Ice7.30 10.00

7.30 10.00

0.25 0.34

(E) T-Frame w/ handrails (AT&T)

B None 0.0000 171.00 No Ice 1/2'' Ice

7.30 10.00

7.30 10.00

0.25 0.34

(E) T-Frame w/ handrails (AT&T)

C None 0.0000 171.00 No Ice 1/2'' Ice

7.30 10.00

7.30 10.00

0.25 0.34

(2) (E) 5' Panel Antennas (AT&T)

A From Leg 3.00 0.00 0.00

0.0000 171.00 No Ice 1/2'' Ice

4.67 5.00

3.50 3.80

0.03 0.05


B From Leg 3.00 0.00 0.00

0.0000 171.00 No Ice 1/2'' Ice

4.67 5.00

3.50 3.80

0.03 0.05


C From Leg 3.00 0.00 0.00

0.0000 171.00 No Ice 1/2'' Ice

4.67 5.00

3.50 3.80

0.03 0.05

** (E) T-Frame w/ handrails

(Verizon) A None 0.0000 161.00 No Ice

1/2'' Ice7.30 10.00

7.30 10.00

0.25 0.34

(E) T-Frame w/ handrails (Verizon)

B None 0.0000 161.00 No Ice 1/2'' Ice

7.30 10.00

7.30 10.00

0.25 0.34

(E) T-Frame w/ handrails (Verizon)

C None 0.0000 161.00 No Ice 1/2'' Ice

7.30 10.00

7.30 10.00

0.25 0.34

*** (E) T-Frame w/ handrails

(nTelos) A None 0.0000 149.00 No Ice

1/2'' Ice7.30 10.00

7.30 10.00

0.25 0.34

(E) T-Frame w/ handrails (nTelos)

B None 0.0000 149.00 No Ice 1/2'' Ice

7.30 10.00

7.30 10.00

0.25 0.34

(E) T-Frame w/ handrails (nTelos)

C None 0.0000 149.00 No Ice 1/2'' Ice

7.30 10.00

7.30 10.00

0.25 0.34

(2) (E) 6' Panel Antennas (nTelos)

A From Leg 3.00 0.00 0.00

0.0000 149.00 No Ice 1/2'' Ice

5.60 5.99

4.00 4.30

0.03 0.06


A From Leg 3.00 0.00 0.00

0.0000 149.00 No Ice 1/2'' Ice

5.60 5.99

4.00 4.30

0.03 0.06


A From Leg 3.00 0.00 0.00

0.0000 149.00 No Ice 1/2'' Ice

5.60 5.99

4.00 4.30

0.03 0.06

**** (E) 4' Whip Antenna C From Leg 3.00

0.00 2.00

0.0000 110.00 No Ice 1/2'' Ice

1.40 2.00

1.40 2.00

0.05 0.07

(E) Whip Mount C None 0.0000 110.00 No Ice 1/2'' Ice

1.50 2.50

1.50 2.50

0.05 0.07

*****


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Description Face or

Leg

Offset Type

Offsets: Horz

Lateral Vert

ft ft ft

Azimuth Adjustment

°

Placement

ft

CAAA Front

ft2

CAAA Side

ft2

Weight

K

(2) (P) LPA-80063/8-2 (Verizon)

A From Leg 3.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

13.97 14.50

12.13 12.65

0.04 0.06

(P) BXA-185063/12-2 (Verizon)

A From Leg 3.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

4.29 4.68

2.89 3.26

0.01 0.03

(P) BXA-70063/8-2 (Verizon)

A From Leg 3.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

10.30 10.82

4.69 5.18

0.02 0.05

(2) (P) LPA-80063/8-2 (Verizon)

B From Leg 3.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

13.97 14.50

12.13 12.65

0.04 0.06

(P) BXA-185063/12-2 (Verizon)

B From Leg 3.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

4.29 4.68

2.89 3.26

0.01 0.03


B From Leg 3.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

10.30 10.82

4.69 5.18

0.02 0.05

(2) (P) LPA-80063/8-2 (Verizon)

C From Leg 3.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

13.97 14.50

12.13 12.65

0.04 0.06

(P) BXA-185063/12-2 (Verizon)

C From Leg 3.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

4.29 4.68

2.89 3.26

0.01 0.03


C From Leg 3.00 0.00 0.00

0.0000 161.00 No Ice 1/2'' Ice

10.30 10.82

4.69 5.18

0.02 0.05

Load Combinations Comb.

No. Description

1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 90 deg - No Ice 5 0.9 Dead+1.6 Wind 90 deg - No Ice 6 1.2 Dead+1.6 Wind 180 deg - No Ice 7 0.9 Dead+1.6 Wind 180 deg - No Ice 8 1.2 Dead+1.0 Ice+1.0 Temp 9 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 10 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 11 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 12 Dead+Wind 0 deg - Service 13 Dead+Wind 90 deg - Service 14 Dead+Wind 180 deg - Service

Maximum Member Forces


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Section

No. Elevation

ft Component

Type Condition Gov.

Load Comb.

Axial

K

Major Axis Moment

kip-ft

Minor Axis Moment

kip-ft L1 174 - 144.5 Pole Max Tension 3 0.14 0.07 73.32

Max. Compression 8 -7.77 0.19 1.84 Max. Mx 4 -2.35 -338.05 0.09 Max. My 2 -2.15 0.13 340.20 Max. Vy 4 26.67 -338.05 0.09 Max. Vx 2 -27.62 0.13 340.20 Max. Torque 4 10.08

L2 144.5 - 94.5 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 8 -17.94 0.54 1.65 Max. Mx 4 -11.93 -1831.73 0.64 Max. My 2 -11.79 0.38 1880.51 Max. Vy 4 35.78 -1831.73 0.64 Max. Vx 2 -36.75 0.38 1880.51 Max. Torque 4 10.07

L3 94.5 - 46.25 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 8 -33.01 0.54 1.64 Max. Mx 4 -26.45 -3729.15 0.84 Max. My 2 -26.38 0.40 3823.27 Max. Vy 4 45.94 -3729.15 0.84 Max. Vx 2 -46.92 0.40 3823.27 Max. Torque 5 9.70

L4 46.25 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 8 -57.67 0.54 1.62 Max. Mx 4 -50.40 -6487.43 0.85 Max. My 2 -50.40 0.40 6632.98 Max. Vy 4 57.27 -6487.43 0.85 Max. Vx 2 -58.23 0.40 6632.98 Max. Torque 5 9.66

Maximum Reactions

Location Condition Gov. Load

Comb.

Vertical K

Horizontal, X K

Horizontal, Z K

Pole Max. Vert 8 57.67 -0.00 -0.00 Max. Hx 6 50.44 0.00 -58.19 Max. Hz 3 37.83 0.00 58.19 Max. Mx 2 6632.98 0.00 58.19 Max. Mz 4 6487.43 -57.24 0.00 Max. Torsion 5 9.66 -57.24 0.00 Min. Vert 3 37.83 0.00 58.19 Min. Hx 4 50.44 -57.24 0.00 Min. Hz 7 37.83 0.00 -58.19 Min. Mx 6 -6631.18 0.00 -58.19 Min. Mz 11 -0.56 -0.00 -3.10 Min. Torsion 6 -0.86 0.00 -58.19

Tower Mast Reaction Summary

Load Combination

Vertical

K

Shearx

K

Shearz

K

Overturning Moment, Mx

kip-ft

Overturning Moment, Mz

kip-ft

Torque

kip-ft


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Load Combination

Vertical

K

Shearx

K

Shearz

K

Overturning Moment, Mx

kip-ft

Overturning Moment, Mz

kip-ft

Torque

kip-ft Dead Only 42.03 -0.00 -0.00 -0.73 0.32 0.001.2 Dead+1.6 Wind 0 deg - No Ice

50.44 -0.00 -58.19 -6632.98 0.40 -0.86

0.9 Dead+1.6 Wind 0 deg - No Ice

37.83 -0.00 -58.19 -6597.12 0.30 -0.85


50.44 57.24 -0.00 -0.85 -6487.43 -9.65


37.83 57.24 -0.00 -0.63 -6452.48 -9.66


50.44 -0.00 58.19 6631.18 0.40 0.86


37.83 -0.00 58.19 6595.79 0.30 0.85

1.2 Dead+1.0 Ice+1.0 Temp 57.67 0.00 0.00 -1.62 0.54 -0.001.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp

57.67 0.00 -3.10 -329.35 0.56 -0.05

1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp

57.67 3.06 0.00 -1.72 -321.86 -0.37

1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp

57.67 0.00 3.10 325.90 0.56 0.05

Dead+Wind 0 deg - Service 42.03 0.00 -6.93 -789.57 0.33 -0.10Dead+Wind 90 deg - Service 42.03 6.82 0.00 -0.76 -771.18 -1.17Dead+Wind 180 deg - Service 42.03 0.00 6.93 788.05 0.33 0.10

Solution Summary

Load Comb.

Sum of Applied Forces Sum of Reactions % Error PX

K PY K

PZ K

PX K

PY K

PZ K

1 0.00 -42.03 0.00 0.00 42.03 0.00 0.000% 2 0.00 -50.44 -58.19 0.00 50.44 58.19 0.005% 3 0.00 -37.83 -58.19 0.00 37.83 58.19 0.004% 4 57.24 -50.44 0.00 -57.24 50.44 0.00 0.001% 5 57.24 -37.83 0.00 -57.24 37.83 0.00 0.001% 6 0.00 -50.44 58.19 0.00 50.44 -58.19 0.005% 7 0.00 -37.83 58.19 0.00 37.83 -58.19 0.004% 8 0.00 -57.67 0.00 -0.00 57.67 -0.00 0.000% 9 0.00 -57.67 -3.10 -0.00 57.67 3.10 0.001% 10 3.06 -57.67 0.00 -3.06 57.67 -0.00 0.001% 11 0.00 -57.67 3.10 -0.00 57.67 -3.10 0.001% 12 0.00 -42.03 -6.93 -0.00 42.03 6.93 0.002% 13 6.82 -42.03 0.00 -6.82 42.03 -0.00 0.002% 14 0.00 -42.03 6.93 -0.00 42.03 -6.93 0.002%

Non-Linear Convergence Results

Load Combination

Converged? Number of Cycles

Displacement Tolerance

Force Tolerance

1 Yes 6 0.00000001 0.00000001 2 Yes 13 0.00005718 0.00010400 3 Yes 13 0.00003983 0.00008021 4 Yes 15 0.00000001 0.00007859 5 Yes 14 0.00000001 0.00014162


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6 Yes 13 0.00005721 0.00010395 7 Yes 13 0.00003984 0.00008019 8 Yes 6 0.00000001 0.00000503 9 Yes 12 0.00000001 0.00004832 10 Yes 12 0.00000001 0.00004670 11 Yes 12 0.00000001 0.00004690 12 Yes 12 0.00000001 0.00005516 13 Yes 12 0.00000001 0.00005873 14 Yes 12 0.00000001 0.00005488

Maximum Tower Deflections - Service Wind

Section No.

Elevation

ft

Horz. Deflection

in

Gov. Load

Comb.

Tilt °

Twist °

L1 174 - 144.5 17.154 12 0.9702 0.0009 L2 148 - 94.5 12.014 12 0.8762 0.0004 L3 99.75 - 46.25 4.904 12 0.5086 0.0002 L4 53.25 - 0 1.295 12 0.2273 0.0001

Critical Deflections and Radius of Curvature - Service Wind

Elevation

ft

Appurtenance Gov. Load

Comb.

Deflection

in

Tilt °

Twist °

Radius of Curvature

ft 174.00 (E) Lightning Rod 12 17.154 0.9702 0.0079 40418 171.00 (E) T-Frame w/ handrails 12 16.541 0.9618 0.0078 40418 161.00 (E) T-Frame w/ handrails 12 14.519 0.9313 0.0076 15545 149.00 (E) T-Frame w/ handrails 12 12.199 0.8814 0.0070 8225 110.00 (E) 4' Whip Antenna 12 6.118 0.5913 0.0029 7921

Maximum Tower Deflections - Design Wind

Section No.

Elevation

ft

Horz. Deflection

in

Gov. Load

Comb.

Tilt °

Twist °

L1 174 - 144.5 143.400 2 8.1001 0.0072 L2 148 - 94.5 100.587 2 7.3256 0.0031 L3 99.75 - 46.25 41.152 2 4.2670 0.0014 L4 53.25 - 0 10.873 2 1.9093 0.0004

Critical Deflections and Radius of Curvature - Design Wind

Elevation

ft


Comb.

Deflection

in

Tilt °

Twist °

Radius of Curvature

ft 174.00 (E) Lightning Rod 2 143.400 8.1001 0.0653 5072


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Elevation

ft


Comb.

Deflection

in

Tilt °

Twist °

Radius of Curvature

ft 171.00 (E) T-Frame w/ handrails 2 138.297 8.0312 0.0648 5072 161.00 (E) T-Frame w/ handrails 2 121.458 7.7804 0.0628 1948 149.00 (E) T-Frame w/ handrails 2 102.130 7.3685 0.0582 1027 110.00 (E) 4' Whip Antenna 2 51.321 4.9565 0.0236 964

Base Plate Design Data

Plate Thickness

in

Number of Anchor

Bolts

Anchor Bolt Size

in

Actual Allowable

Ratio Bolt

Tension K

Actual Allowable

Ratio Bolt

CompressionK

Actual Allowable

Ratio Plate Stress

ksi

Actual Allowable

Ratio Stiffener Stress

ksi

ControllingCondition

Ratio

3.0000 20 2.2500 208.68 223.65

0.93

213.72 371.27

0.58

30.248 54.000

0.56

Bolt T 0.93

Compression Checks

Pole Design Data Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

φPn

K

Ratio Pu

φPn L1 174 - 144.5 (1) TP27.28x18.5x0.1875 29.50 0.00 0.0 15.5035 -2.15 1039.55 0.002 L2 144.5 - 94.5 (2) TP41.78x25.8633x0.3125 53.50 0.00 0.0 39.5813 -11.79 2736.91 0.004 L3 94.5 - 46.25 (3) TP55.51x39.5931x0.375 53.50 0.00 0.0 63.1456 -26.38 4204.24 0.006 L4 46.25 - 0 (4) TP68.52x52.6774x0.4375 53.25 0.00 0.0 94.5411 -50.40 6045.43 0.008

Pole Bending Design Data Section

No. Elevation

ft

Size

Mux

kip-ft

φMnx

kip-ft

Ratio Mux

φMnx

Muy

kip-ft

φMny

kip-ft

Ratio Muy

φMny L1 174 - 144.5 (1) TP27.28x18.5x0.1875 340.20 557.24 0.611 0.00 557.24 0.000 L2 144.5 - 94.5 (2) TP41.78x25.8633x0.3125 1880.52 2245.94 0.837 0.00 2245.94 0.000 L3 94.5 - 46.25 (3) TP55.51x39.5931x0.375 3823.27 4590.14 0.833 0.00 4590.14 0.000 L4 46.25 - 0 (4) TP68.52x52.6774x0.4375 6632.97 8475.67 0.783 0.00 8475.67 0.000

Pole Shear Design Data


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Section No.

Elevation

ft

Size

Actual Vu

K

φVn

K

Ratio Vu

φVn

Actual Tu

kip-ft

φTn

kip-ft

Ratio Tu

φTn L1 174 - 144.5 (1) TP27.28x18.5x0.1875 27.62 519.77 0.053 0.34 1115.84 0.000 L2 144.5 - 94.5 (2) TP41.78x25.8633x0.3125 36.75 1368.45 0.027 0.86 4497.38 0.000 L3 94.5 - 46.25 (3) TP55.51x39.5931x0.375 46.92 2102.12 0.022 0.86 9191.50 0.000 L4 46.25 - 0 (4) TP68.52x52.6774x0.4375 58.23 3022.71 0.019 0.86 16972.00 0.000

Pole Interaction Design Data Section

No. Elevation

ft

Ratio Pu

φPn

Ratio Mux

φMnx

Ratio Muy

φMny

Ratio Vu

φVn

Ratio Tu

φTn

Comb. Stress Ratio

Allow. Stress Ratio

Criteria

L1 174 - 144.5 (1) 0.002 0.611 0.000 0.053 0.000 0.615 1.000 4.8.2

L2 144.5 - 94.5 (2) 0.004 0.837 0.000 0.027 0.000 0.842 1.000 4.8.2

L3 94.5 - 46.25 (3) 0.006 0.833 0.000 0.022 0.000 0.840 1.000 4.8.2

L4 46.25 - 0 (4) 0.008 0.783 0.000 0.019 0.000 0.791 1.000 4.8.2

Section Capacity Table Section

No. Elevation

ft Component

Type Size Critical

Element P K

øPallow K

% Capacity

Pass Fail

L1 174 - 144.5 Pole TP27.28x18.5x0.1875 1 -2.15 1039.55 61.5 Pass L2 144.5 - 94.5 Pole TP41.78x25.8633x0.3125 2 -11.79 2736.91 84.2 Pass L3 94.5 - 46.25 Pole TP55.51x39.5931x0.375 3 -26.38 4204.24 84.0 Pass L4 46.25 - 0 Pole TP68.52x52.6774x0.4375 4 -50.40 6045.43 79.1 Pass

Summary Pole (L2) 84.2 Pass Base Plate 93.3 Pass RATING = 93.3 Pass

Program Version 6.0.0.8 - 9/7/2011 File:P:/2011/Structural/Tower/11-6405 VZW Nags Head/Tnx Tower/11-6405 # VZW Nags Head.eri

STRUCTURAL ANALYSIS REPORT - townofnagshead.net

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