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Structural Analysis for

High Performance Services LLC

298.0’ Self-Support Tower (298.0’ AGL)

Site Name: ATA-Sea Trail (478-122) Site ID: 110028-A Site FA: 13087756

Site Address: 736 Seaside Road SW, Sunset Beach, NC 28468

FDH Velocitel Engineering, PLLC Project Number 17PVVN1400

Analysis Results Tower Components 102.4% Sufficient

Foundation 67.6% Sufficient

Prepared By: Reviewed By:

Anne Vago, EI

Project Engineer I Douglas B. McLain Jr., PE

Director of Engineering Investigative Services NC License No. 038662

FDH Velocitel Engineering, PLLC P-1390

FDH Velocitel Engineering, PLLC

6521 Meridien Drive Raleigh, NC, 27616

(919) 755-1012

February 09, 2017

Prepared pursuant to the ANSI/TIA-222-G Structural Standard for Antenna Supporting Structures and Antennas and 2012 North Carolina State Building Code (NCSBC)

STR-RPT-10100 RG-1.3.8

02/09/2017

Reviewed For Code Compliance


Structural Analysis Report High Performance Services LLC

Site ID: 110028-A February 09, 2017

TABLE OF CONTENTS

EXECUTIVE SUMMARY .......................................................................................................................................................... 3 Conclusions ............................................................................................................................................................... 3 Recommendations .................................................................................................................................................... 3

APPURTENANCE LISTING ..................................................................................................................................................... 4 RESULTS ................................................................................................................................................................................. 5 GENERAL COMMENTS ........................................................................................................................................................... 7 LIMITATIONS ........................................................................................................................................................................... 7 APPENDIX ................................................................................................................................................................................ 8

STR-RPT-10100 2




EXECUTIVE SUMMARY At the request of High Performance Services LLC, FDH Velocitel Engineering, PLLC performed a structural analysis of the existing Self-Support Tower located in Sunset Beach, NC to determine whether the tower is structurally adequate to support the antenna configuration in place per Table 1 pursuant to the ANSI/TIA-222-G Structural Standard for Antenna Supporting Structures and Antennas and 2012 North Carolina State Building Code (NCSBC). Information pertaining to the antenna loading, current tower geometry, member sizes, and below grade parameters was obtained from:

Source Document Type Reference Date World Tower Company, Inc. Tower & Foundation Drawings Drawing No. Q09995 December 09, 2009

Tower Engineering Professionals, Inc. Geotechnical Report Project No. 092441.11 November 17, 2009 FDH Engineering, Inc. Modification Drawings Project No. 146FRE1400 October 31, 2014 CLS Engineering PLLC Mount Modification Drawings: AT&T Side ID: 478-122 October 12, 2016

FDH Velocitel Previous Structural Analysis Project No. 16PWTM1400 November 22, 2016 AT&T RFDS Site Name: ATA-Sea Trail Updated: January 21, 2017

High Performance Services, Inc. - - - The basic design wind speed per the ANSI/TIA-222-G standard and 2012 NCSBC is 135 mph without ice and 30 mph with 1/4" radial ice. Ice is considered to increase in thickness with height. Furthermore, this structure was analyzed as a Class II structure in Exposure Category C, topographical factor of 1 with crest height of 0 ft, and Spectral Response Accelerations of SS=0.427 and S1=0.128. Note: Per Section 2.7.3 of the ANSI/TIA-222-G Standard, the seismic/earthquake loading effects can be ignored if the spectral response acceleration at short periods (SS) is less than or equal to 1.00. The tower’s location mandates a design SS of less than 1.00, thus seismic loading was not considered as part of the analysis of this structure. Conclusions With the antenna configuration in place per Table 1 we have determined the tower stress level to be sufficient and the foundation(s) to be sufficient pursuant to the requirements stipulated by ANSI/TIA-222-G Structural Standard for Antenna Supporting Structures and Antennas and 2012 North Carolina State Building Code (NCSBC) provided the Recommendations listed below are satisfied. For a more detailed description of the analysis of the tower, see the Results section of this report. Our structural analysis has been performed assuming all information provided to FDH Velocitel Engineering, PLLC is accurate (i.e., the structure member information, tower layout, existing antenna loading, and proposed antenna loading) and that the tower has been properly erected and maintained per the original design drawings. Recommendations To ensure the requirements of the current analysis standards are met with the antenna configuration in place per Table 1, we have the following recommendations:

1. Feed lines to be installed as shown in Figure 1 in the Appendix. 2. RRU/RRH Stipulation: The equipment may be installed in any arrangement as determined by the client. 3. Modifications outlined in FDH Engineering, Inc. (Project No. 146FRE1400) Modification Drawings for a 298’

Self-Support Tower dated October 31, 2014 must be installed as specified for this analysis to be valid. 4. A foundation mapping should be performed to determine the dimensions of the existing foundations.

STR-RPT-10100 3




APPURTENANCE LISTING The antennas and equipment, with their corresponding feed lines, considered for this analysis are shown in Table 1. If the actual layout determined in the field deviates from the layout, FDH Velocitel Engineering, PLLC should be contacted to perform a revised analysis. Table 1 - Appurtenance Loading Existing Loading:

Antenna Elevation (ft.) Description Feed Lines Carrier

Mount Elevation (ft.) Mount Type

296

(3) Kathrein 741 989 (6) Andrew HBX-6517DS-VTM

(3) Commscope SBNHH-1D65C (3) Ericsson RRUS-11

(2) Raycap DC6-48-60-18-8F

(15) 1-5/8" (4) 7/8” Power (1) 1/2” Fiber (1) 3/8” RET

AT&T 296 (3) 12.5' T-Frames (Kenwood T1684KT12-4114)

280 (3) Kathrein 741 989

(3) Kathrein 800 10309 V01 (3) Ericsson RRUS-11

(1) Raycap DC6-48-60-18-8F

(6) 1-5/8” (2) 1-1/4” Power

(1) 3/4" Fiber (1) 3/8” RET

ATMC 280 (3) 10' T-Frames

200 (1) Antel BCD-87010 (1) 7/8” Brunswick County 200 (1) 6’ Standoff

Proposed Carrier Final Loading: Antenna

Elevation (ft.) Description Feed Lines Carrier Mount

Elevation (ft.) Mount Type

296

(3) Kathrein 741 989 (3) Commscope SBNHH-1D65C

(3) Ericsson RRUS-32 B66 (6) Ericsson RRUS-11

(2) Raycap DC6-48-60-18-8F

(3) 7/8” Power (2) 1/2” Fiber AT&T 296

(3) 12.5' T-Frames w/ Mods (Kenwood T1684KT12-4114)

STR-RPT-10100 4




RESULTS The following material grades for individual members were used for analysis:

Table 2 - Material Grade

Member Type Material Grade Legs A572-50

Bracing A36 Bracing Bolts A325 Anchor Rods A354-BC

Table 3 and Table 4 display the summary of capacities for the analyzed structure and its additional components. Values greater than 100% indicate locations where the maximum force in the member exceeds its capacity. Note: Capacities up to 105% are considered acceptable (except foundation soil interaction, up to 110% is considered acceptable). If the assumptions outlined in this report differ from actual field conditions, FDH Velocitel Engineering, PLLC should be contacted to perform a revised analysis. Furthermore, as no information pertaining to the allowable twist and sway requirements for the appurtenances was provided, deflection and rotation were not taken into consideration when performing this analysis. See the Appendix for detailed modeling information. Table 3 - Structure Member Capacities

Section No. Elevation (ft.) Component Type Size % Capacity Pass / Fail T1 298 - 296.667 Leg 1 3/4 1.0 Pass T2 296.667 - 293.334 Leg 1 3/4 9.5 Pass T3 293.334 - 286.667 Leg 1 3/4 40.3 Pass T4 286.667 - 280 Leg 1 3/4 76.2 Pass

T5 280 - 260 Leg SR2 1/2 + 180 deg 3.5 OD x 0.3 (v4.13) 75.4 Pass

T6 260 - 240 Leg 3 1/4 82.4 Pass T7 240 - 220 Leg 3 3/4 70.7 Pass T8 220 - 200 Leg 4 72.4 Pass T9 200 - 180 Leg 4 1/2 63.3 Pass T10 180 - 160 Leg 4 3/4 64.3 Pass T11 160 - 140 Leg 5 65.0 Pass T12 140 - 120 Leg 5 1/4 65.5 Pass T13 120 - 100 Leg 5 1/2 65.9 Pass T14 100 - 80 Leg 6 59.1 Pass T15 80 - 60 Leg 6 63.8 Pass T16 60 - 40 Leg 6 1/4 62.8 Pass T17 40 - 20 Leg 6 1/2 62.0 Pass T18 20 - 0 Leg 6 1/2 64.6 Pass T1 298 - 296.667 Diagonal 1 1/8 8.3 Pass T2 296.667 - 293.334 Diagonal 1 1/8 73.4 Pass T3 293.334 - 286.667 Diagonal 1 1/8 91.6 Pass T4 286.667 - 280 Diagonal SR1 1/8 + L2 x 2 x 1/4 NT (v4.13) 70.6 Pass T5 280 - 260 Diagonal 1 3/8 74.4 Pass

T6 260 - 240 Diagonal L2 1/2x2 1/2x1/4 28.1 58.7 (b) Pass



T9 200 - 180 Diagonal L3 1/2x3 1/2x1/4 44 64.5 (b) Pass

STR-RPT-10100 5




Section No. Elevation (ft.) Component Type Size % Capacity Pass / Fail


T11 160 - 140 Diagonal L4x4x1/4 47.8 76.8 (b) Pass








T3 293.334 - 286.667 Horizontal 1 3.9 Pass T4 286.667 - 280 Horizontal 1 7.4 Pass T5 280 - 260 Horizontal 1 22.6 Pass

T18 20 - 0 Horizontal L5x5x5/16 48.2 52.5 (b) Pass

T9 200 - 180 Secondary Horizontal L3x3x3/16 28.5 58.8 (b) Pass




T13 120 - 100 Secondary Horizontal L3 1/2x3 1/2x1/4 47.6 61.0 (b) Pass

T14 100 - 80 Secondary Horizontal L3 1/2x3 1/2x1/4 65.1 66.7 (b) Pass


T16 60 - 40 Secondary Horizontal L4x4x5/16 62.6 Pass T17 40 - 20 Secondary Horizontal L4x4x3/8 68.3 Pass T1 298 - 296.667 Top Girt 1 6.4 Pass T2 296.667 - 293.334 Top Girt 1 36.6 Pass T3 293.334 - 286.667 Top Girt 1 7.4 Pass T4 286.667 - 280 Top Girt 1 2.3 Pass T5 280 - 260 Top Girt 1 17.4 Pass

T6 260 - 240 Top Girt L2x2x1/8 68.8 102.4 (b) Pass

T18 20 - 0 Redund Horz 1 Bracing L3 1/2x3 1/2x5/16 39.5 Pass T18 20 - 0 Redund Diag 1 Bracing L3 1/2x3 1/2x5/16 39.2 Pass T18 20 - 0 Inner Bracing L3 1/2x3 1/2x1/4 0.4 Pass

Table 4 – Additional Structure Component Capacities

Elevation (ft.) Component % Capacity Pass / Fail Notes 0 Anchor Rods 55.5 Pass - 0 Base Foundation (Soil Interaction) 67.6 Pass - 0 Base Foundation (Structural) 52.2 Pass -

STR-RPT-10100 6




GENERAL COMMENTS This engineering analysis is based upon the theoretical capacity of the structure. It is not a condition assessment of the tower and its foundation. It is the responsibility of High Performance Services LLC to verify that the tower modeled and analyzed is the correct structure (with accurate antenna loading information) modeled. If there are substantial modifications to be made or the assumptions made in this analysis are not accurate, FDH Velocitel Engineering, PLLC should be notified immediately to perform a revised analysis. LIMITATIONS All opinions and conclusions are considered accurate to a reasonable degree of engineering certainty based upon the evidence available at the time of this report. All opinions and conclusions are subject to revision based upon receipt of new or additional/updated information. All services are provided exercising a level of care and diligence equivalent to the standard and care of our profession. No other warranty or guarantee, expressed or implied, is offered. Our services are confidential in nature and we will not release this report to any other party without the client’s consent. The use of this engineering work is limited to the express purpose for which it was commissioned and it may not be reused, copied, or distributed for any other purpose without the written consent of FDH Velocitel Engineering, PLLC.

STR-RPT-10100 7




APPENDIX STR-RPT-10100 8




Figure 1: Assumed Feed Line Layout

STR-RPT-10100 9


Tower Analysis

FDH Velocitel 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616

Phone: (919) 755-1012 FAX: (919) 755-1031

Job: ATA-Sea Trail (478-122), 110028-A Project: 17PVVN1400 Client: High Performance Services LLC Drawn by: AVago App'd: Code: TIA-222-G Date: 02/09/17 Scale: NTS Path:

C:\Users\avago\Desktop\17PVVN1400-STRSOO_AT&T\R.0\Analysis\ReportedTower\478-122 Sea Trail.eri Dwg No. E-1

298.0 ft296.7 ft293.3 ft

286.7 ft

280.0 ft

260.0 ft

240.0 ft

220.0 ft

200.0 ft

180.0 ft

160.0 ft

140.0 ft

120.0 ft

100.0 ft

80.0 ft

60.0 ft

40.0 ft

20.0 ft

0.0 ft

REACTIONS - 135 mph WINDTORQUE 17 kip-ft

136 KSHEAR

19455 kip-ftMOMENT

124 KAXIAL

30 mph WIND - 0.2500 in ICETORQUE 0 kip-ft

6 KSHEAR

827 kip-ftMOMENT

154 KAXIAL

SHEAR: 75 KUPLIFT: -764 K

SHEAR: 89 KDOWN: 905 K

MAX. CORNER REACTIONS AT BASE:

ARE FACTOREDALL REACTIONS

Sec

tion

T1 T2

T3T4

T5T6

T7T8

T9T1

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Lightning Rod 298 Beacon 298 741 989 w/ Mount Pipe 296 741 989 w/ Mount Pipe 296 741 989 w/ Mount Pipe 296 SBNHH-1D65C w/ Mount Pipe 296 SBNHH-1D65C w/ Mount Pipe 296 SBNHH-1D65C w/ Mount Pipe 296 RRUS-32 B66 296 RRUS-32 B66 296 RRUS-32 B66 296 RRUS-11 296 RRUS-11 296 RRUS-11 296 DC6-48-60-18-8F 296 (3) 12.5' T-Frames w/ Mods (Kenwood T1684KT12-4114)

296 RRUS-11 296 RRUS-11 296 RRUS-11 296 DC6-48-60-18-8F 296 741 989 w/ Mount Pipe 280 741 989 w/ Mount Pipe 280 741 989 w/ Mount Pipe 280 800 10309 V01 w/ Mount Pipe 280 800 10309 V01 w/ Mount Pipe 280 800 10309 V01 w/ Mount Pipe 280 RRUS-11 280 RRUS-11 280 RRUS-11 280 DC6-48-60-18-8F 280 (3) 10' T-Frames 280 BCD-87010 200 (1) Standoff 200 Sidemarker 150 Sidemarker 150 Sidemarker 150DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

Lightning Rod 298 Beacon 298 741 989 w/ Mount Pipe 296 741 989 w/ Mount Pipe 296 741 989 w/ Mount Pipe 296 SBNHH-1D65C w/ Mount Pipe 296 SBNHH-1D65C w/ Mount Pipe 296 SBNHH-1D65C w/ Mount Pipe 296 RRUS-32 B66 296 RRUS-32 B66 296 RRUS-32 B66 296 RRUS-11 296 RRUS-11 296 RRUS-11 296 DC6-48-60-18-8F 296 (3) 12.5' T-Frames w/ Mods (Kenwood T1684KT12-4114)

296

RRUS-11 296 RRUS-11 296

RRUS-11 296 DC6-48-60-18-8F 296 741 989 w/ Mount Pipe 280 741 989 w/ Mount Pipe 280 741 989 w/ Mount Pipe 280 800 10309 V01 w/ Mount Pipe 280 800 10309 V01 w/ Mount Pipe 280 800 10309 V01 w/ Mount Pipe 280 RRUS-11 280 RRUS-11 280 RRUS-11 280 DC6-48-60-18-8F 280 (3) 10' T-Frames 280 BCD-87010 200 (1) Standoff 200 Sidemarker 150 Sidemarker 150 Sidemarker 150

SYMBOL LISTMARK MARKSIZE SIZE

A SR2 1/2 + 180 deg 3.5 OD x 0.3 (v4.13)B SR1 1/8 + L2 x 2 x 1/4 NT (v4.13)C N.A.

D L3 1/2x3 1/2x5/16E 1 @ 1.333F 1 @ 3.333

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi

A500-46 46 ksi 62 ksi

TOWER DESIGN NOTES1. Tower is located in Brunswick County, North Carolina.2. Tower designed for Exposure C to the TIA-222-G Standard.3. Tower designed for a 135 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 RATING: 102.4%


ttnnxxTToowweerr Job ATA-Sea Trail (478-122), 110028-A Page

1 of 32

FDH Velocitel 6521 Meridien Drive, Suite 107

Project 17PVVN1400

Date 13:35:27 02/09/17

Raleigh, North Carolina 27616 Phone: (919) 755-1012 FAX: (919) 755-1031

Client High Performance Services LLC

Designed by AVago

Tower Input Data The main tower is a 3x free standing tower with an overall height of 298.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 4.00 ft at the top and 26.00 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply:

• Tower is located in Brunswick County, North Carolina. • Basic wind speed of 135 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. • A non-linear (P-delta) analysis was used. • Pressures are calculated at each section. • Stress ratio used in tower member design is 1. • 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-G Bracing Resist. Exemption √ Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G 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



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Date 13:35:27 02/09/17



Designed by AVago

Leg B Leg C

Leg A

Face

A Face B

Face C

Triangular Tower

Wind Normal

Wind 90

Wind 180

Z

X

Tower Section Geometry

Tower Section

Tower Elevation

ft

Assembly Database

Description Section Width

ft

Number of

Sections

Section Length

ft

T1 298.00-296.67 4.00 1 1.33 T2 296.67-293.33 4.00 1 3.33 T3 293.33-286.67 4.00 1 6.67 T4 286.67-280.00 4.00 1 6.67 T5 280.00-260.00 4.00 1 20.00 T6 260.00-240.00 4.00 1 20.00 T7 240.00-220.00 5.50 1 20.00 T8 220.00-200.00 7.00 1 20.00 T9 200.00-180.00 8.50 1 20.00

T10 180.00-160.00 10.00 1 20.00 T11 160.00-140.00 11.50 1 20.00 T12 140.00-120.00 13.00 1 20.00 T13 120.00-100.00 14.50 1 20.00 T14 100.00-80.00 16.00 1 20.00 T15 80.00-60.00 18.00 1 20.00 T16 60.00-40.00 20.00 1 20.00 T17 40.00-20.00 22.00 1 20.00 T18 20.00-0.00 24.00 1 20.00

Tower Section Geometry (cont’d)



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Designed by AVago

Tower Section

Tower Elevation

ft

Diagonal Spacing

ft

Bracing Type

Has K Brace

End Panels

Has Horizontals

Top Girt Offset

in

Bottom Girt Offset

in

T1 298.00-296.67 1.33 Diag Down No Yes 0.0000 0.0000 T2 296.67-293.33 3.33 Diag Up No Yes 0.0000 0.0000 T3 293.33-286.67 3.33 K Brace Left No Yes 0.0000 0.0000 T4 286.67-280.00 3.33 K Brace Left No Yes 0.0000 0.0000 T5 280.00-260.00 3.33 K Brace Left No Yes 0.0000 0.0000 T6 260.00-240.00 5.00 X Brace No No 0.0000 0.0000 T7 240.00-220.00 5.00 X Brace No No 0.0000 0.0000 T8 220.00-200.00 5.00 X Brace No No 0.0000 0.0000 T9 200.00-180.00 10.00 X Brace No Yes 0.0000 0.0000

T10 180.00-160.00 10.00 X Brace No Yes 0.0000 0.0000 T11 160.00-140.00 10.00 X Brace No Yes 0.0000 0.0000 T12 140.00-120.00 10.00 X Brace No Yes 0.0000 0.0000 T13 120.00-100.00 10.00 X Brace No Yes 0.0000 0.0000 T14 100.00-80.00 10.00 X Brace No Yes 0.0000 0.0000 T15 80.00-60.00 10.00 X Brace No Yes 0.0000 0.0000 T16 60.00-40.00 10.00 X Brace No Yes 0.0000 0.0000 T17 40.00-20.00 10.00 X Brace No Yes 0.0000 0.0000 T18 20.00-0.00 10.00 Double K1 No Yes 0.0000 0.0000


Tower Elevation

ft

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade

T1 298.00-296.67 Solid Round 1 3/4 A572-50 (50 ksi)

Solid Round 1 1/8 A36 (36 ksi)






Arbitrary Shape

SR1 1/8 + L2 x 2 x 1/4 NT (v4.13)

A36 (36 ksi)

T5 280.00-260.00 Arbitrary Shape SR2 1/2 + 180 deg 3.5 OD x 0.3 (v4.13)

A500-46 (46 ksi)



Equal Angle L2 1/2x2 1/2x1/4 A36 (36 ksi)



T8 220.00-200.00 Solid Round 4 A572-50 (50 ksi)




T10 180.00-160.00

Solid Round 4 3/4 A572-50 (50 ksi)


T11 160.00-140.00

Solid Round 5 A572-50 (50 ksi)

Equal Angle L4x4x1/4 A36 (36 ksi)

T12 140.00-120.00



T13 120.00-100.00









T17 40.00-20.00 Solid Round 6 1/2 A572-50 Equal Angle L5x5x5/16 A36



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Project 17PVVN1400

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Designed by AVago

Tower Elevation

ft

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade

(50 ksi) (36 ksi) T18 20.00-0.00 Solid Round 6 1/2 A572-50

(50 ksi) Equal Angle L5x5x3/8 A36

(36 ksi)


Tower Elevation

ft

Top Girt Type

Top Girt Size

Top Girt Grade

Bottom Girt Type

Bottom Girt Size

Bottom Girt Grade

T1 298.00-296.67 Solid Round 1 A36 (36 ksi)

Solid Round A36 (36 ksi)









T6 260.00-240.00 Equal Angle L2x2x1/8 A36 (36 ksi)



Tower Elevation

ft

No. of

Mid Girts

Mid Girt Type

Mid Girt Size

Mid Girt Grade

Horizontal Type

Horizontal Size

Horizontal Grade

T1 298.00-296.67 None Flat Bar A36 (36 ksi)

Solid Round 1 A36 (36 ksi)












Tower Elevation

ft

Secondary Horizontal Type

Secondary Horizontal Size

Secondary Horizontal

Grade

Inner Bracing Type

Inner Bracing Size

Inner Bracing Grade



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Designed by AVago

Tower Elevation

ft

Secondary Horizontal Type

Secondary Horizontal Size


Grade

Inner Bracing Type

Inner Bracing Size

Inner Bracing Grade


Solid Round A572-50 (50 ksi)

T10 180.00-160.00



T11 160.00-140.00



T12 140.00-120.00



T13 120.00-100.00



T14 100.00-80.00 Equal Angle L3 1/2x3 1/2x1/4 A36 (36 ksi)








T18 20.00-0.00 Equal Angle A36 (36 ksi)



Tower Elevation

ft

Redundant Bracing Grade

Redundant Type

Redundant Size

K Factor

T18 20.00-0.00

A36 (36 ksi)

Horizontal (1) Diagonal (1)

Equal Angle Equal Angle

L3 1/2x3 1/2x5/16 L3 1/2x3 1/2x5/16

1 1


Tower Elevation

ft

Gusset Area

(per face)

ft2

Gusset Thickness

in

Gusset Grade Adjust. Factor Af

Adjust. Factor

Ar

Weight Mult.

Double Angle Stitch Bolt Spacing

Diagonals in


Horizontals in


Redundants in

T1 298.00-296.67

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T2 296.67-293.33

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T3 293.33-286.67

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T4 286.67-280.00

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T5 280.00-260.00

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T6 260.00-240.00

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T7 240.00-220.00

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T8 0.00 0.0000 A36 1 1 1 36.0000 36.0000 36.0000 Reviewed For Code Compliance


6 of 32


Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

Tower Elevation

ft

Gusset Area

(per face)

ft2

Gusset Thickness

in

Gusset Grade Adjust. Factor Af

Adjust. Factor

Ar

Weight Mult.


Diagonals in


Horizontals in


Redundants in

220.00-200.00 (36 ksi) T9

200.00-180.00 0.00 0.0000 A36

(36 ksi) 1 1 1 36.0000 36.0000 36.0000

T10 180.00-160.00

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T11 160.00-140.00

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T12 140.00-120.00

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T13 120.00-100.00

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T14 100.00-80.00

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T15 80.00-60.00

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T16 60.00-40.00

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T17 40.00-20.00

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T18 20.00-0.00 0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000


K Factors1

Tower Elevation

ft

Calc K

Single Angles

Calc K

Solid Rounds

Legs X Brace Diags

X Y

K Brace Diags

X Y

Single Diags

X Y

Girts

X Y

Horiz.

X Y

Sec. Horiz.

X Y

Inner Brace

X Y

T1 298.00-296.67

No Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T2 296.67-293.33

No Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T3 293.33-286.67

No Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T4 286.67-280.00

Yes Yes 1 1 1

1.066 1.066

1 1

1 1

1 1

1 1

1 1

T5 280.00-260.00

Yes Yes 1.18 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T6 260.00-240.00

Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T7 240.00-220.00

Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T8 220.00-200.00

Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T9 200.00-180.00

No Yes 1 1 1

1 1

1 1

1 1

1 1

1 0.5

1 1

T10 180.00-160.00

No Yes 1 1 1

1 1

1 1

1 1

1 1

1 0.5

1 1

T11 160.00-140.00

No Yes 1 1 1

1 1

1 1

1 1

1 1

1 0.5

1 1

T12 140.00-120.00

No Yes 1 1 1

1 1

1 1

1 1

1 1

1 0.5

1 1

T13 No Yes 1 1 1 1 1 1 1 1



7 of 32


Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

K Factors1

Tower Elevation

ft

Calc K

Single Angles

Calc K

Solid Rounds

Legs X Brace Diags

X Y

K Brace Diags

X Y

Single Diags

X Y

Girts

X Y

Horiz.

X Y

Sec. Horiz.

X Y

Inner Brace

X Y

120.00-100.00 1 1 1 1 1 0.5 1 T14

100.00-80.00 No Yes 1 1

1 1 1

1 1

1 1

1 1

1 0.5

1 1

T15 80.00-60.00

No Yes 1 1 1

1 1

1 1

1 1

1 1

1 0.5

1 1

T16 60.00-40.00

No Yes 1 1 1

1 1

1 1

1 1

1 1

1 0.5

1 1

T17 40.00-20.00

No Yes 1 1 1

1 1

1 1

1 1

1 1

1 0.5

1 1

T18 20.00-0.00

No Yes 1 1 1

1 1

1 1

1 1

1 1

1 0.5

1 1

1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length.


Tower Elevation

ft

Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal

Net Width Deduct

in

U

Net Width Deduct

in

U

Net Width Deduct

in

U

Net Width

Deduct in

U

Net Width

Deduct in

U

Net Width

Deduct in

U

Net Width

Deduct in

U

T1 298.00-296.67

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T2 296.67-293.33

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T3 293.33-286.67

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T4 286.67-280.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T5 280.00-260.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T6 260.00-240.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T7 240.00-220.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T8 220.00-200.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T9 200.00-180.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T10 180.00-160.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T11 160.00-140.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T12 140.00-120.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T13 120.00-100.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T14 100.00-80.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T15 80.00-60.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 Reviewed For Code Compliance


8 of 32


Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

Tower Elevation

ft


Net Width Deduct

in

U

Net Width Deduct

in

U

Net Width Deduct

in

U

Net Width

Deduct in

U

Net Width

Deduct in

U

Net Width

Deduct in

U

Net Width

Deduct in

U

T16 60.00-40.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T17 40.00-20.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T18 20.00-0.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75


Tower Elevation

ft

Leg Connection

Type


Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No.

T1 298.00-296.67

Flange 0.0000 A325N

0 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.0000 A325N

0 0.0000 A325N

0

T2 296.67-293.33

Flange 0.0000 A325N

0 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.0000 A325N

0 0.0000 A325N

0

T3 293.33-286.67

Flange 0.0000 A325N

0 0.0000 A325N

0 0.6250 A325N

0 0.0000 A325N

0 0.6250 A325N

0 0.0000 A325N

0 0.0000 A325N

0

T4 286.67-280.00

Flange 0.7500 A325N

4 0.0000 A325N

0 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.0000 A325N

0 0.0000 A325N

0

T5 280.00-260.00

Flange 1.0000 A325N

4 0.0000 A325N

0 0.6250 A325N

0 0.0000 A325N

0 0.6250 A325N

0 0.0000 A325N

0 0.0000 A325N

0

T6 260.00-240.00

Flange 1.0000 A325N

6 0.6250 A325N

1 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.0000 A325N

0

T7 240.00-220.00

Flange 1.2500 A325N>1''

6 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.0000 A325N

0 0.0000 A325N

0

T8 220.00-200.00

Flange 1.2500 A325N>1''

6 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.0000 A325N

0 0.0000 A325N

0

T9 200.00-180.00

Flange 1.5000 A325N>1''

6 0.8750 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.0000 A325N

0 0.8750 A325N

1

T10 180.00-160.00

Flange 1.5000 A325N>1''

6 0.8750 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.0000 A325N

0 0.8750 A325N

1

T11 160.00-140.00

Flange 1.7500 A325N>1''

6 1.0000 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.0000 A325N

0 1.0000 A325N

1

T12 140.00-120.00

Flange 1.7500 A325N>1''

6 1.0000 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.0000 A325N

0 1.0000 A325N

1

T13 120.00-100.00

Flange 2.0000 A325N>1''

6 1.0000 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.0000 A325N

0 1.0000 A325N

1

T14 100.00-80.00

Flange 2.0000 A325N>1''

6 1.0000 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.0000 A325N

0 1.0000 A325N

1

T15 80.00-60.00

Flange 2.0000 A325N>1''

6 1.0000 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.0000 A325N

0 1.0000 A325N

1

T16 60.00-40.00

Flange 2.0000 A325N>1''

6 1.0000 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.0000 A325N

0 1.0000 A325N

1

T17 40.00-20.00

Flange 2.2500 A325N>1''

6 1.0000 A325N

1 0.6250 A325N

0 0.0000 A325N

0 0.6250 A325N

0 0.0000 A325N

0 1.0000 A325N

1

T18 20.00-0.00 Flange 2.2500 A354-BC

0 1.1250 A325N

>1''

1 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

0 1.1250 A325N>1''

1 0.0000 A325N

0



9 of 32


Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

Feed Line/Linear Appurtenances - Entered As Round Or Flat

Description Face or

Leg

Allow Shield

Component Type

Placement

ft

Face Offset

in

Lateral Offset

(Frac FW)

# # Per Row

Clear Spacing

in

Width or Diameter

in

Perimeter

in

Weight

plf Safety Line

3/8 B No Ar (CaAa) 298.00 - 0.00 0.0000 0 1 1 0.0000 0.3750 0.22

Climbing Ladder

B No Af (CaAa) 298.00 - 0.00 0.0000 0 1 1 2.5000 2.5000 7.90

*** Feedline

Ladder (Af) 2'' A No Af (CaAa) 296.00 - 5.00 0.0000 0 1 1 2.0000 2.0000 6.30

*** LDF4-50A(1/

2'') A No Ar (CaAa) 296.00 - 5.00 0.0000 0.05 2 2 0.5000 0.6300 0.15

LDF5-50A(7/8'')

A No Ar (CaAa) 296.00 - 5.00 0.0000 0.035 3 3 0.5000 1.0900 0.33

*** Feedline

Ladder (Af) 2'' C No Af (CaAa) 280.00 - 5.00 0.0000 0 1 1 2.0000 2.0000 6.30

LDF7-50A(1-5/8'')

C No Ar (CaAa) 280.00 - 5.00 0.0000 -0.025 6 3 0.5000 1.9800 0.82

LDF6-50A(1-1/4'')

C No Ar (CaAa) 280.00 - 5.00 0.0000 0 2 1 0.5000 1.5500 0.66

LDF2-50A(3/8'')

C No Ar (CaAa) 280.00 - 5.00 1.0000 0.01 1 1 0.0000 0.4400 0.08

RLSS 8AWG DC(3/4'')

C No Ar (CaAa) 280.00 - 5.00 0.0000 0.01 1 1 0.5000 0.7350 0.49

*** ***

AL5-50(7/8'') C No Ar (CaAa) 200.00 - 5.00 0.0000 0.03 1 1 0.5000 1.1000 0.26 ***

Feed Line/Linear Appurtenances - Entered As Area

Description Face or

Leg

Allow Shield

Component Type

Placement

ft

Total Number

CAAA

ft2/ft

Weight

plf *** ***

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 T1 298.00-296.67 A

B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.605 0.000

0.000 0.000 0.000

0.00 0.01 0.00

T2 296.67-293.33 A B C

0.000 0.000 0.000

0.000 0.000 0.000

2.096 1.514 0.000

0.000 0.000 0.000

0.02 0.03 0.00

T3 293.33-286.67 A B

0.000 0.000

0.000 0.000

5.242 3.028

0.000 0.000

0.05 0.05



10 of 32


Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

Tower Section

Tower Elevation

ft

Face AR

ft2

AF

ft2

CAAA In Face

ft2

CAAA Out Face

ft2

Weight

K C 0.000 0.000 0.000 0.000 0.00

T4 286.67-280.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

5.242 3.028 0.000

0.000 0.000 0.000

0.05 0.05 0.00

T5 280.00-260.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

15.727 9.083

38.977

0.000 0.000 0.000

0.15 0.16 0.26

T6 260.00-240.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

15.727 9.083

38.977

0.000 0.000 0.000

0.15 0.16 0.26

T7 240.00-220.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

15.727 9.083

38.977

0.000 0.000 0.000

0.15 0.16 0.26

T8 220.00-200.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

15.727 9.083

38.977

0.000 0.000 0.000

0.15 0.16 0.26

T9 200.00-180.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

15.727 9.083

41.177

0.000 0.000 0.000

0.15 0.16 0.27

T10 180.00-160.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

15.727 9.083

41.177

0.000 0.000 0.000

0.15 0.16 0.27

T11 160.00-140.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

15.727 9.083

41.177

0.000 0.000 0.000

0.15 0.16 0.27

T12 140.00-120.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

15.727 9.083

41.177

0.000 0.000 0.000

0.15 0.16 0.27

T13 120.00-100.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

15.727 9.083

41.177

0.000 0.000 0.000

0.15 0.16 0.27

T14 100.00-80.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

15.727 9.083

41.177

0.000 0.000 0.000

0.15 0.16 0.27

T15 80.00-60.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

15.727 9.083

41.177

0.000 0.000 0.000

0.15 0.16 0.27

T16 60.00-40.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

15.727 9.083

41.177

0.000 0.000 0.000

0.15 0.16 0.27

T17 40.00-20.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

15.727 9.083

41.177

0.000 0.000 0.000

0.15 0.16 0.27

T18 20.00-0.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

11.795 9.083

30.883

0.000 0.000 0.000

0.11 0.16 0.20

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 T1 298.00-296.67 A

B C

0.623 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.938 0.000

0.000 0.000 0.000

0.00 0.02 0.00

T2 296.67-293.33 A B C

0.622 0.000 0.000 0.000

0.000 0.000 0.000

4.397 2.344 0.000

0.000 0.000 0.000

0.04 0.04 0.00



11 of 32


Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

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 T3 293.33-286.67 A

B C

0.621 0.000 0.000 0.000

0.000 0.000 0.000

10.989 4.685 0.000

0.000 0.000 0.000

0.10 0.08 0.00

T4 286.67-280.00 A B C

0.620 0.000 0.000 0.000

0.000 0.000 0.000

10.980 4.681 0.000

0.000 0.000 0.000

0.10 0.08 0.00

T5 280.00-260.00 A B C

0.617 0.000 0.000 0.000

0.000 0.000 0.000

32.887 14.019 55.270

0.000 0.000 0.000

0.30 0.24 0.61

T6 260.00-240.00 A B C

0.612 0.000 0.000 0.000

0.000 0.000 0.000

32.805 13.981 55.148

0.000 0.000 0.000

0.30 0.24 0.61

T7 240.00-220.00 A B C

0.607 0.000 0.000 0.000

0.000 0.000 0.000

32.716 13.940 55.017

0.000 0.000 0.000

0.30 0.24 0.61

T8 220.00-200.00 A B C

0.602 0.000 0.000 0.000

0.000 0.000 0.000

32.620 13.896 54.875

0.000 0.000 0.000

0.30 0.23 0.61

T9 200.00-180.00 A B C

0.596 0.000 0.000 0.000

0.000 0.000 0.000

32.516 13.849 59.303

0.000 0.000 0.000

0.30 0.23 0.63

T10 180.00-160.00 A B C

0.589 0.000 0.000 0.000

0.000 0.000 0.000

32.401 13.796 59.107

0.000 0.000 0.000

0.30 0.23 0.63

T11 160.00-140.00 A B C

0.582 0.000 0.000 0.000

0.000 0.000 0.000

32.274 13.737 58.889

0.000 0.000 0.000

0.29 0.23 0.63

T12 140.00-120.00 A B C

0.573 0.000 0.000 0.000

0.000 0.000 0.000

32.130 13.671 58.643

0.000 0.000 0.000

0.29 0.23 0.62

T13 120.00-100.00 A B C

0.564 0.000 0.000 0.000

0.000 0.000 0.000

31.964 13.595 58.360

0.000 0.000 0.000

0.29 0.23 0.62

T14 100.00-80.00 A B C

0.553 0.000 0.000 0.000

0.000 0.000 0.000

31.770 13.505 58.026

0.000 0.000 0.000

0.29 0.23 0.61

T15 80.00-60.00 A B C

0.539 0.000 0.000 0.000

0.000 0.000 0.000

31.531 13.396 57.618

0.000 0.000 0.000

0.28 0.22 0.60

T16 60.00-40.00 A B C

0.521 0.000 0.000 0.000

0.000 0.000 0.000

31.221 13.253 57.087

0.000 0.000 0.000

0.28 0.22 0.59

T17 40.00-20.00 A B C

0.495 0.000 0.000 0.000

0.000 0.000 0.000

30.771 13.045 56.315

0.000 0.000 0.000

0.27 0.22 0.58

T18 20.00-0.00 A B C

0.444 0.000 0.000 0.000

0.000 0.000 0.000

22.409 12.633 41.087

0.000 0.000 0.000

0.19 0.21 0.41

Feed Line Center of Pressure

Section Elevation

ft

CPX

in

CPZ

in

CPX Ice in

CPZ Ice in

T1 298.00-296.67 0.9998 -0.5772 1.2491 -0.7212 T2 296.67-293.33 -0.2410 -1.2293 0.0759 -1.2763 T3 293.33-286.67 -0.4706 -1.2976 -0.1603 -1.3144



12 of 32


Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

Section Elevation

ft

CPX

in

CPZ

in

CPX Ice in

CPZ Ice in

T4 286.67-280.00 -0.4127 -1.1378 -0.1519 -1.2427 T5 280.00-260.00 -0.1569 1.0495 -0.0628 0.7177 T6 260.00-240.00 -0.1715 1.1212 -0.0720 0.7876 T7 240.00-220.00 -0.2162 1.3718 -0.0940 0.9751 T8 220.00-200.00 -0.2577 1.6039 -0.1147 1.1467 T9 200.00-180.00 -0.2939 1.8699 -0.1523 1.4804

T10 180.00-160.00 -0.3303 2.0829 -0.1743 1.6574 T11 160.00-140.00 -0.3540 2.2170 -0.1919 1.7873 T12 140.00-120.00 -0.3840 2.3924 -0.2120 1.9362 T13 120.00-100.00 -0.4068 2.5235 -0.2298 2.0562 T14 100.00-80.00 -0.4332 2.6766 -0.2507 2.1921 T15 80.00-60.00 -0.4340 2.6713 -0.2622 2.2329 T16 60.00-40.00 -0.4593 2.8186 -0.2858 2.3577 T17 40.00-20.00 -0.4824 2.9530 -0.3122 2.4646 T18 20.00-0.00 -0.1214 2.4917 0.2223 1.9115

Shielding Factor Ka

Tower Section

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T1 1 Safety Line 3/8 296.67 - 298.00

0.6000 0.6000

T1 2 Climbing Ladder 296.67 - 298.00

0.6000 0.6000

T2 1 Safety Line 3/8 293.33 - 296.67

0.6000 0.6000


0.6000 0.6000

T2 4 Feedline Ladder (Af) 2" 293.33 - 296.00

0.6000 0.6000

T2 7 LDF4-50A(1/2") 293.33 - 296.00

0.6000 0.6000

T2 8 LDF5-50A(7/8") 293.33 - 296.00

0.6000 0.6000

T3 1 Safety Line 3/8 286.67 - 293.33

0.6000 0.6000


0.6000 0.6000


0.6000 0.6000

T3 7 LDF4-50A(1/2") 286.67 - 293.33

0.6000 0.6000

T3 8 LDF5-50A(7/8") 286.67 - 293.33

0.6000 0.6000

T4 1 Safety Line 3/8 280.00 - 286.67

0.6000 0.6000


0.6000 0.6000


0.6000 0.6000

T4 7 LDF4-50A(1/2") 280.00 - 286.67

0.6000 0.6000

T4 8 LDF5-50A(7/8") 280.00 - 286.67

0.6000 0.6000

T5 1 Safety Line 3/8 260.00 - 0.6000 0.6000



13 of 32


Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

Tower Section



Ka No Ice

Ka Ice

280.00 T5 2 Climbing Ladder 260.00 -

280.00 0.6000 0.6000


0.6000 0.6000

T5 7 LDF4-50A(1/2") 260.00 - 280.00

0.6000 0.6000

T5 8 LDF5-50A(7/8") 260.00 - 280.00

0.6000 0.6000


0.6000 0.6000

T5 11 LDF7-50A(1-5/8") 260.00 - 280.00

0.6000 0.6000

T5 12 LDF6-50A(1-1/4") 260.00 - 280.00

0.6000 0.6000

T5 13 LDF2-50A(3/8") 260.00 - 280.00

0.6000 0.6000

T5 14 RLSS 8AWG DC(3/4") 260.00 - 280.00

0.6000 0.6000

T6 1 Safety Line 3/8 240.00 - 260.00

0.6000 0.6000


0.6000 0.6000


0.6000 0.6000

T6 7 LDF4-50A(1/2") 240.00 - 260.00

0.6000 0.6000

T6 8 LDF5-50A(7/8") 240.00 - 260.00

0.6000 0.6000


0.6000 0.6000

T6 11 LDF7-50A(1-5/8") 240.00 - 260.00

0.6000 0.6000

T6 12 LDF6-50A(1-1/4") 240.00 - 260.00

0.6000 0.6000

T6 13 LDF2-50A(3/8") 240.00 - 260.00

0.6000 0.6000

T6 14 RLSS 8AWG DC(3/4") 240.00 - 260.00

0.6000 0.6000

T7 1 Safety Line 3/8 220.00 - 240.00

0.6000 0.6000


0.6000 0.6000


0.6000 0.6000

T7 7 LDF4-50A(1/2") 220.00 - 240.00

0.6000 0.6000

T7 8 LDF5-50A(7/8") 220.00 - 240.00

0.6000 0.6000


0.6000 0.6000

T7 11 LDF7-50A(1-5/8") 220.00 - 240.00

0.6000 0.6000

T7 12 LDF6-50A(1-1/4") 220.00 - 240.00

0.6000 0.6000

T7 13 LDF2-50A(3/8") 220.00 - 240.00

0.6000 0.6000

T7 14 RLSS 8AWG DC(3/4") 220.00 - 240.00

0.6000 0.6000

T8 1 Safety Line 3/8 200.00 - 220.00

0.6000 0.6000

T8 2 Climbing Ladder 200.00 - 0.6000 0.6000



14 of 32


Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

Tower Section



Ka No Ice

Ka Ice

220.00 T8 4 Feedline Ladder (Af) 2" 200.00 -

220.00 0.6000 0.6000

T8 7 LDF4-50A(1/2") 200.00 - 220.00

0.6000 0.6000

T8 8 LDF5-50A(7/8") 200.00 - 220.00

0.6000 0.6000


0.6000 0.6000

T8 11 LDF7-50A(1-5/8") 200.00 - 220.00

0.6000 0.6000

T8 12 LDF6-50A(1-1/4") 200.00 - 220.00

0.6000 0.6000

T8 13 LDF2-50A(3/8") 200.00 - 220.00

0.6000 0.6000

T8 14 RLSS 8AWG DC(3/4") 200.00 - 220.00

0.6000 0.6000

T9 1 Safety Line 3/8 180.00 - 200.00

0.6000 0.6000


0.6000 0.6000


0.6000 0.6000

T9 7 LDF4-50A(1/2") 180.00 - 200.00

0.6000 0.6000

T9 8 LDF5-50A(7/8") 180.00 - 200.00

0.6000 0.6000


0.6000 0.6000

T9 11 LDF7-50A(1-5/8") 180.00 - 200.00

0.6000 0.6000

T9 12 LDF6-50A(1-1/4") 180.00 - 200.00

0.6000 0.6000

T9 13 LDF2-50A(3/8") 180.00 - 200.00

0.6000 0.6000

T9 14 RLSS 8AWG DC(3/4") 180.00 - 200.00

0.6000 0.6000

T9 17 AL5-50(7/8") 180.00 - 200.00

0.6000 0.6000

T10 1 Safety Line 3/8 160.00 - 180.00

0.6000 0.6000


0.6000 0.6000


0.6000 0.6000

T10 7 LDF4-50A(1/2") 160.00 - 180.00

0.6000 0.6000

T10 8 LDF5-50A(7/8") 160.00 - 180.00

0.6000 0.6000


0.6000 0.6000

T10 11 LDF7-50A(1-5/8") 160.00 - 180.00

0.6000 0.6000

T10 12 LDF6-50A(1-1/4") 160.00 - 180.00

0.6000 0.6000

T10 13 LDF2-50A(3/8") 160.00 - 180.00

0.6000 0.6000

T10 14 RLSS 8AWG DC(3/4") 160.00 - 180.00

0.6000 0.6000

T10 17 AL5-50(7/8") 160.00 - 180.00

0.6000 0.6000

T11 1 Safety Line 3/8 140.00 - 0.6000 0.6000



15 of 32


Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

Tower Section



Ka No Ice

Ka Ice

160.00 T11 2 Climbing Ladder 140.00 -

160.00 0.6000 0.6000


0.6000 0.6000

T11 7 LDF4-50A(1/2") 140.00 - 160.00

0.6000 0.6000

T11 8 LDF5-50A(7/8") 140.00 - 160.00

0.6000 0.6000


0.6000 0.6000

T11 11 LDF7-50A(1-5/8") 140.00 - 160.00

0.6000 0.6000

T11 12 LDF6-50A(1-1/4") 140.00 - 160.00

0.6000 0.6000

T11 13 LDF2-50A(3/8") 140.00 - 160.00

0.6000 0.6000

T11 14 RLSS 8AWG DC(3/4") 140.00 - 160.00

0.6000 0.6000

T11 17 AL5-50(7/8") 140.00 - 160.00

0.6000 0.6000

T12 1 Safety Line 3/8 120.00 - 140.00

0.6000 0.6000


0.6000 0.6000


0.6000 0.6000

T12 7 LDF4-50A(1/2") 120.00 - 140.00

0.6000 0.6000

T12 8 LDF5-50A(7/8") 120.00 - 140.00

0.6000 0.6000


0.6000 0.6000

T12 11 LDF7-50A(1-5/8") 120.00 - 140.00

0.6000 0.6000

T12 12 LDF6-50A(1-1/4") 120.00 - 140.00

0.6000 0.6000

T12 13 LDF2-50A(3/8") 120.00 - 140.00

0.6000 0.6000

T12 14 RLSS 8AWG DC(3/4") 120.00 - 140.00

0.6000 0.6000

T12 17 AL5-50(7/8") 120.00 - 140.00

0.6000 0.6000

T13 1 Safety Line 3/8 100.00 - 120.00

0.6000 0.6000


0.6000 0.6000


0.6000 0.6000

T13 7 LDF4-50A(1/2") 100.00 - 120.00

0.6000 0.6000

T13 8 LDF5-50A(7/8") 100.00 - 120.00

0.6000 0.6000


0.6000 0.6000

T13 11 LDF7-50A(1-5/8") 100.00 - 120.00

0.6000 0.6000

T13 12 LDF6-50A(1-1/4") 100.00 - 120.00

0.6000 0.6000

T13 13 LDF2-50A(3/8") 100.00 - 120.00

0.6000 0.6000

T13 14 RLSS 8AWG DC(3/4") 100.00 - 0.6000 0.6000



16 of 32


Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

Tower Section



Ka No Ice

Ka Ice

120.00 T13 17 AL5-50(7/8") 100.00 -

120.00 0.6000 0.6000

T14 1 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 T14 2 Climbing Ladder 80.00 - 100.00 0.6000 0.6000 T14 4 Feedline Ladder (Af) 2" 80.00 - 100.00 0.6000 0.6000 T14 7 LDF4-50A(1/2") 80.00 - 100.00 0.6000 0.6000 T14 8 LDF5-50A(7/8") 80.00 - 100.00 0.6000 0.6000 T14 10 Feedline Ladder (Af) 2" 80.00 - 100.00 0.6000 0.6000 T14 11 LDF7-50A(1-5/8") 80.00 - 100.00 0.6000 0.6000 T14 12 LDF6-50A(1-1/4") 80.00 - 100.00 0.6000 0.6000 T14 13 LDF2-50A(3/8") 80.00 - 100.00 0.6000 0.6000 T14 14 RLSS 8AWG DC(3/4") 80.00 - 100.00 0.6000 0.6000 T14 17 AL5-50(7/8") 80.00 - 100.00 0.6000 0.6000 T15 1 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T15 2 Climbing Ladder 60.00 - 80.00 0.6000 0.6000 T15 4 Feedline Ladder (Af) 2" 60.00 - 80.00 0.6000 0.6000 T15 7 LDF4-50A(1/2") 60.00 - 80.00 0.6000 0.6000 T15 8 LDF5-50A(7/8") 60.00 - 80.00 0.6000 0.6000 T15 10 Feedline Ladder (Af) 2" 60.00 - 80.00 0.6000 0.6000 T15 11 LDF7-50A(1-5/8") 60.00 - 80.00 0.6000 0.6000 T15 12 LDF6-50A(1-1/4") 60.00 - 80.00 0.6000 0.6000 T15 13 LDF2-50A(3/8") 60.00 - 80.00 0.6000 0.6000 T15 14 RLSS 8AWG DC(3/4") 60.00 - 80.00 0.6000 0.6000 T15 17 AL5-50(7/8") 60.00 - 80.00 0.6000 0.6000 T16 1 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 T16 2 Climbing Ladder 40.00 - 60.00 0.6000 0.6000 T16 4 Feedline Ladder (Af) 2" 40.00 - 60.00 0.6000 0.6000 T16 7 LDF4-50A(1/2") 40.00 - 60.00 0.6000 0.6000 T16 8 LDF5-50A(7/8") 40.00 - 60.00 0.6000 0.6000 T16 10 Feedline Ladder (Af) 2" 40.00 - 60.00 0.6000 0.6000 T16 11 LDF7-50A(1-5/8") 40.00 - 60.00 0.6000 0.6000 T16 12 LDF6-50A(1-1/4") 40.00 - 60.00 0.6000 0.6000 T16 13 LDF2-50A(3/8") 40.00 - 60.00 0.6000 0.6000 T16 14 RLSS 8AWG DC(3/4") 40.00 - 60.00 0.6000 0.6000 T16 17 AL5-50(7/8") 40.00 - 60.00 0.6000 0.6000 T17 1 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 T17 2 Climbing Ladder 20.00 - 40.00 0.6000 0.6000 T17 4 Feedline Ladder (Af) 2" 20.00 - 40.00 0.6000 0.6000 T17 7 LDF4-50A(1/2") 20.00 - 40.00 0.6000 0.6000 T17 8 LDF5-50A(7/8") 20.00 - 40.00 0.6000 0.6000 T17 10 Feedline Ladder (Af) 2" 20.00 - 40.00 0.6000 0.6000 T17 11 LDF7-50A(1-5/8") 20.00 - 40.00 0.6000 0.6000 T17 12 LDF6-50A(1-1/4") 20.00 - 40.00 0.6000 0.6000 T17 13 LDF2-50A(3/8") 20.00 - 40.00 0.6000 0.6000 T17 14 RLSS 8AWG DC(3/4") 20.00 - 40.00 0.6000 0.6000 T17 17 AL5-50(7/8") 20.00 - 40.00 0.6000 0.6000 T18 1 Safety Line 3/8 0.00 - 20.00 0.6000 0.6000 T18 2 Climbing Ladder 0.00 - 20.00 0.6000 0.6000 T18 4 Feedline Ladder (Af) 2" 5.00 - 20.00 0.6000 0.6000 T18 7 LDF4-50A(1/2") 5.00 - 20.00 0.6000 0.6000 T18 8 LDF5-50A(7/8") 5.00 - 20.00 0.6000 0.6000 T18 10 Feedline Ladder (Af) 2" 5.00 - 20.00 0.6000 0.6000 T18 11 LDF7-50A(1-5/8") 5.00 - 20.00 0.6000 0.6000 T18 12 LDF6-50A(1-1/4") 5.00 - 20.00 0.6000 0.6000 T18 13 LDF2-50A(3/8") 5.00 - 20.00 0.6000 0.6000 T18 14 RLSS 8AWG DC(3/4") 5.00 - 20.00 0.6000 0.6000 T18 17 AL5-50(7/8") 5.00 - 20.00 0.6000 0.6000



17 of 32


Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

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

Lightning Rod C From Leg 0.00 0.00 2.00

0.0000 298.00 No Ice 1/2'' Ice

0.25 0.66

0.25 0.66

0.01 0.01

Beacon A From Leg 0.00 0.00 0.00

0.0000 298.00 No Ice 1/2'' Ice

2.00 2.50

2.00 2.50

0.02 0.03

Sidemarker A From Leg 0.50 0.00 0.00

0.0000 150.00 No Ice 1/2'' Ice

0.38 0.63

0.38 0.63

0.01 0.02

Sidemarker B From Leg 0.50 0.00 0.00

0.0000 150.00 No Ice 1/2'' Ice

0.38 0.63

0.38 0.63

0.01 0.02

Sidemarker C From Leg 0.50 0.00 0.00

0.0000 150.00 No Ice 1/2'' Ice

0.38 0.63

0.38 0.63

0.01 0.02

*** 741 989 w/ Mount Pipe A From Leg 4.00

0.00 0.00

0.0000 296.00 No Ice 1/2'' Ice

3.37 3.78

2.92 3.65

0.04 0.07

741 989 w/ Mount Pipe B From Leg 4.00 0.00 0.00

0.0000 296.00 No Ice 1/2'' Ice

3.37 3.78

2.92 3.65

0.04 0.07

741 989 w/ Mount Pipe C From Leg 4.00 0.00 0.00

0.0000 296.00 No Ice 1/2'' Ice

3.37 3.78

2.92 3.65

0.04 0.07

SBNHH-1D65C w/ Mount Pipe

A From Leg 4.00 0.00 0.00

0.0000 296.00 No Ice 1/2'' Ice

11.61 12.35

9.69 11.31

0.08 0.17


B From Leg 4.00 0.00 0.00

0.0000 296.00 No Ice 1/2'' Ice

11.61 12.35

9.69 11.31

0.08 0.17


C From Leg 4.00 0.00 0.00

0.0000 296.00 No Ice 1/2'' Ice

11.61 12.35

9.69 11.31

0.08 0.17

RRUS-32 B66 A From Leg 4.00 0.00 0.00

0.0000 296.00 No Ice 1/2'' Ice

2.74 2.96

1.67 1.86

0.05 0.07

RRUS-32 B66 B From Leg 4.00 0.00 0.00

0.0000 296.00 No Ice 1/2'' Ice

2.74 2.96

1.67 1.86

0.05 0.07

RRUS-32 B66 C From Leg 4.00 0.00 0.00

0.0000 296.00 No Ice 1/2'' Ice

2.74 2.96

1.67 1.86

0.05 0.07

RRUS-11 A From Leg 4.00 0.00 0.00

0.0000 296.00 No Ice 1/2'' Ice

2.52 2.72

1.07 1.21

0.05 0.07

RRUS-11 B From Leg 4.00 0.00 0.00

0.0000 296.00 No Ice 1/2'' Ice

2.52 2.72

1.07 1.21

0.05 0.07

RRUS-11 C From Leg 4.00 0.00

0.0000 296.00 No Ice 1/2'' Ice

2.52 2.72

1.07 1.21

0.05 0.07



18 of 32


Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

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

0.00 DC6-48-60-18-8F A From Leg 4.00

0.00 0.00

0.0000 296.00 No Ice 1/2'' Ice

0.85 1.36

0.85 1.36

0.03 0.05

(3) 12.5' T-Frames w/ Mods (Kenwood T1684KT12-4114)

C None 0.0000 296.00 No Ice 1/2'' Ice

49.30 52.20

49.30 52.20

2.29 2.68

*** RRUS-11 A From Leg 4.00

0.00 0.00

0.0000 296.00 No Ice 1/2'' Ice

2.52 2.72

1.07 1.21

0.05 0.07

RRUS-11 B From Leg 4.00 0.00 0.00

0.0000 296.00 No Ice 1/2'' Ice

2.52 2.72

1.07 1.21

0.05 0.07

RRUS-11 C From Leg 4.00 0.00 0.00

0.0000 296.00 No Ice 1/2'' Ice

2.52 2.72

1.07 1.21

0.05 0.07

DC6-48-60-18-8F A From Leg 4.00 0.00 0.00

0.0000 296.00 No Ice 1/2'' Ice

0.85 1.36

0.85 1.36

0.03 0.05

*** 741 989 w/ Mount Pipe A From Leg 4.00

0.00 0.00

0.0000 280.00 No Ice 1/2'' Ice

3.37 3.78

2.93 3.65

0.04 0.07

741 989 w/ Mount Pipe B From Leg 4.00 0.00 0.00

0.0000 280.00 No Ice 1/2'' Ice

3.37 3.78

2.93 3.65

0.04 0.07

741 989 w/ Mount Pipe C From Leg 4.00 0.00 0.00

0.0000 280.00 No Ice 1/2'' Ice

3.37 3.78

2.93 3.65

0.04 0.07

800 10309 V01 w/ Mount Pipe

A From Leg 4.00 0.00 0.00

0.0000 280.00 No Ice 1/2'' Ice

8.01 8.69

5.56 6.93

0.05 0.11


B From Leg 4.00 0.00 0.00

0.0000 280.00 No Ice 1/2'' Ice

8.01 8.69

5.56 6.93

0.05 0.11


C From Leg 4.00 0.00 0.00

0.0000 280.00 No Ice 1/2'' Ice

8.01 8.69

5.56 6.93

0.05 0.11

RRUS-11 A From Leg 4.00 0.00 0.00

0.0000 280.00 No Ice 1/2'' Ice

2.52 2.72

1.07 1.21

0.05 0.07

RRUS-11 B From Leg 4.00 0.00 0.00

0.0000 280.00 No Ice 1/2'' Ice

2.52 2.72

1.07 1.21

0.05 0.07

RRUS-11 C From Leg 4.00 0.00 0.00

0.0000 280.00 No Ice 1/2'' Ice

2.52 2.72

1.07 1.21

0.05 0.07

DC6-48-60-18-8F C From Leg 4.00 0.00 0.00

0.0000 280.00 No Ice 1/2'' Ice

0.85 1.36

0.85 1.36

0.03 0.05

(3) 10' T-Frames C None 0.0000 280.00 No Ice 1/2'' Ice

18.73 27.19

18.73 27.19

0.86 1.26

*** BCD-87010 A From Leg 6.00

0.00 0.00

0.0000 200.00 No Ice 1/2'' Ice

2.62 4.05

2.62 4.05

0.03 0.05

(1) Standoff A From Leg 3.00 0.0000 200.00 No Ice 0.98 3.03 0.05



19 of 32


Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

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

0.00 0.00

1/2'' Ice 1.70 5.22 0.08

*** *** ***

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 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice

10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service



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Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

Comb. No.

Description

42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service

Maximum Tower Deflections - Service Wind

Section No.

Elevation

ft

Horz. Deflection

in

Gov. Load

Comb.

Tilt °

Twist °

T1 298 - 296.667 6.471 43 0.2661 0.0090 T2 296.667 - 293.334 6.398 43 0.2661 0.0090 T3 293.334 - 286.667 6.211 43 0.2655 0.0066 T4 286.667 - 280 5.839 43 0.2602 0.0053 T5 280 - 260 5.477 43 0.2488 0.0043 T6 260 - 240 4.469 43 0.2163 0.0021 T7 240 - 220 3.633 43 0.1781 0.0020 T8 220 - 200 2.936 43 0.1500 0.0018 T9 200 - 180 2.346 43 0.1256 0.0014

T10 180 - 160 1.847 43 0.1066 0.0017 T11 160 - 140 1.422 43 0.0896 0.0017 T12 140 - 120 1.065 43 0.0741 0.0016 T13 120 - 100 0.772 43 0.0599 0.0014 T14 100 - 80 0.533 43 0.0469 0.0012 T15 80 - 60 0.346 43 0.0362 0.0009 T16 60 - 40 0.204 43 0.0258 0.0007 T17 40 - 20 0.100 43 0.0165 0.0004 T18 20 - 0 0.029 47 0.0082 0.0002

Critical Deflections and Radius of Curvature - Service Wind

Elevation

ft

Appurtenance Gov. Load

Comb.

Deflection

in

Tilt °

Twist °

Radius of Curvature

ft 298.00 Lightning Rod 43 6.471 0.2661 0.0090 484523 296.00 741 989 w/ Mount Pipe 43 6.361 0.2661 0.0087 484523 280.00 741 989 w/ Mount Pipe 43 5.477 0.2488 0.0043 50964 200.00 BCD-87010 43 2.346 0.1256 0.0014 51889 150.00 Sidemarker 43 1.235 0.0816 0.0016 72391

Maximum Tower Deflections - Design Wind

Section No.

Elevation

ft

Horz. Deflection

in

Gov. Load

Comb.

Tilt °

Twist °

T1 298 - 296.667 52.470 10 2.1503 0.0567



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Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

Section No.

Elevation

ft

Horz. Deflection

in

Gov. Load

Comb.

Tilt °

Twist °

T2 296.667 - 293.334 51.877 10 2.1505 0.0564 T3 293.334 - 286.667 50.354 10 2.1464 0.0498 T4 286.667 - 280 47.331 10 2.1054 0.0393 T5 280 - 260 44.396 10 2.0164 0.0321 T6 260 - 240 36.217 10 1.7538 0.0178 T7 240 - 220 29.441 10 1.4443 0.0165 T8 220 - 200 23.788 10 1.2156 0.0149 T9 200 - 180 19.005 10 1.0180 0.0116

T10 180 - 160 14.962 10 0.8639 0.0137 T11 160 - 140 11.519 10 0.7258 0.0137 T12 140 - 120 8.629 10 0.6004 0.0127 T13 120 - 100 6.250 10 0.4854 0.0113 T14 100 - 80 4.319 10 0.3799 0.0095 T15 80 - 60 2.806 10 0.2928 0.0074 T16 60 - 40 1.655 10 0.2087 0.0055 T17 40 - 20 0.813 10 0.1337 0.0036 T18 20 - 0 0.234 18 0.0661 0.0015

Critical Deflections and Radius of Curvature - Design Wind

Elevation

ft

Appurtenance Gov. Load

Comb.

Deflection

in

Tilt °

Twist °

Radius of Curvature

ft 298.00 Lightning Rod 10 52.470 2.1503 0.0567 85522 296.00 741 989 w/ Mount Pipe 10 51.576 2.1502 0.0557 85522 280.00 741 989 w/ Mount Pipe 10 44.396 2.0164 0.0321 6454 200.00 BCD-87010 10 19.005 1.0180 0.0116 6405 150.00 Sidemarker 10 10.007 0.6615 0.0132 8934

Bolt Design Data

Section No.

Elevation

ft

Component Type

Bolt Grade

Bolt Size

in

Number Of

Bolts

Maximum Load per

Bolt K

Allowable Load

K

Ratio Load

Allowable

Allowable Ratio

Criteria

T4 286.667 Leg A325N 0.7500 4 10.49 29.82 0.352 1 Bolt Tension

T5 280 Leg A325N 1.0000 4 34.95 53.01 0.659 1 Bolt Tension

T6 260 Leg A325N 1.0000 6 32.82 53.01 0.619 1 Bolt Tension

Diagonal A325N 0.6250 1 7.29 12.43 0.587 1 Bolt Shear

Top Girt A325N 0.6250 1 5.12 5.00 1.024 1 Member Block Shear

T7 240 Leg A325N>1''

1.2500 6 41.01 72.48 0.566 1 Bolt Tension


T8 220 Leg A325N>1''

1.2500 6 48.99 72.48 0.676 1 Bolt Tension


T9 200 Leg A325N>1''

1.5000 6 55.80 104.37 0.535 1 Bolt Tension



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Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

Section No.

Elevation

ft

Component Type

Bolt Grade

Bolt Size

in

Number Of

Bolts

Maximum Load per

Bolt K

Allowable Load

K

Ratio Load

Allowable

Allowable Ratio

Criteria

Diagonal A325N 0.8750 1 10.93 16.95 0.645 1 Member Block Shear Secondary

Horizontal A325N 0.8750 1 6.27 10.67 0.588 1 Member Block Shear

T10 180 Leg A325N>1''

1.5000 6 64.04 104.37 0.614 1 Bolt Tension



T11 160 Leg A325N>1''

1.7500 6 72.51 142.06 0.510 1 Bolt Tension



T12 140 Leg A325N>1''

1.7500 6 81.24 142.06 0.572 1 Bolt Tension



T13 120 Leg A325N>1''

2.0000 6 90.19 185.55 0.486 1 Bolt Tension



T14 100 Leg A325N>1''

2.0000 6 97.41 185.55 0.525 1 Bolt Tension



T15 80 Leg A325N>1''

2.0000 6 104.01 185.55 0.561 1 Bolt Tension

Diagonal A325N 1.0000 1 15.08 25.56 0.590 1 Member Bearing


A325N 1.0000 1 12.44 17.28 0.720 1 Member Block Shear T16 60 Leg A325N>1'

' 2.0000 6 111.04 185.55 0.598 1 Bolt Tension



A325N 1.0000 1 13.42 21.60 0.621 1 Member Block Shear T17 40 Leg A325N>1'

' 2.2500 6 118.40 234.84 0.504 1 Bolt Tension



A325N 1.0000 1 14.45 25.92 0.558 1 Member Block Shear T18 20 Diagonal A325N

>1'' 1.1250 1 28.49 31.31 0.910 1 Bolt Shear

Horizontal A325N>1''

1.1250 1 15.13 28.82 0.525 1 Member Block Shear



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Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

Compression Checks

Leg Design Data (Compression) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

φPn

K

Ratio Pu

φPn T1 298 - 296.667 1 3/4 1.33 1.33 36.6

K=1.00 2.4053 -0.42 98.16 0.004 1

T2 296.667 -

293.334 1 3/4 3.33 3.33 91.4

K=1.00 2.4053 -5.57 58.75 0.095 1

T3 293.334 -

286.667 1 3/4 6.67 3.33 91.4

K=1.00 2.4053 -23.66 58.74 0.403 1

T4 286.667 - 280 1 3/4 6.67 3.33 91.4

K=1.00 2.4053 -44.78 58.74 0.762 1

T5 280 - 260 SR2 1/2 + 180 deg 3.5 OD x

0.3 (v4.13) 20.00 3.33 68.2

K=1.18 6.4167 -146.41 194.20 0.754 1

T6 260 - 240 3 1/4 20.02 5.00 73.9

K=1.00 8.2958 -206.29 250.37 0.824 1

T7 240 - 220 3 3/4 20.02 5.00 64.1

K=1.00 11.0447 -260.40 368.18 0.707 1

T8 220 - 200 4 20.02 5.00 60.1

K=1.00 12.5664 -314.35 434.40 0.724 1

T9 200 - 180 4 1/2 20.02 5.20 55.5

K=1.00 15.9043 -361.82 571.54 0.633 1

T10 180 - 160 4 3/4 20.02 5.17 52.3

K=1.00 17.7205 -419.58 652.99 0.643 1

T11 160 - 140 5 20.02 5.15 49.5

K=1.00 19.6350 -479.85 738.79 0.650 1

T12 140 - 120 5 1/4 20.02 5.14 47.0

K=1.00 21.6475 -542.94 829.01 0.655 1

T13 120 - 100 5 1/2 20.02 5.12 44.7

K=1.00 23.7583 -608.41 923.65 0.659 1

T14 100 - 80 6 20.03 5.15 41.2

K=1.00 28.2743 -664.34 1123.76 0.591 1

T15 80 - 60 6 20.03 5.14 41.1

K=1.00 28.2743 -717.04 1124.56 0.638 1

T16 60 - 40 6 1/4 20.03 5.12 39.4

K=1.00 30.6796 -773.58 1232.74 0.628 1

T17 40 - 20 6 1/2 20.03 5.11 37.8

K=1.00 33.1831 -833.50 1345.32 0.620 1

T18 20 - 0 6 1/2 20.03 5.01 37.0

K=1.00 33.1831 -872.44 1351.12 0.646 1

1 P u / φPn controls

Diagonal Design Data (Compression)



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Project 17PVVN1400

Date 13:35:27 02/09/17



Designed by AVago

Section No.

Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

φPn

K

Ratio Pu

φPn T1 298 - 296.667 1 1/8 4.22 4.06 121.3

K=0.70 0.9940 -1.23 14.84 0.083 1

structural analysis for high performance services llc › bcms › 0 › edoc...fdh engineering,...

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