Attachment A - KRNE-TV Merriman NE TCI 21 331 001 Analysis Report.pdf

Structural Analysis Report January 25, 2021

Analysis and Report by: Jiantao Yu, P.E. (SC) Checked by: Moses Berry, P.E. (SC)

Reviewed by: Jean Lecordier, P.E. (SC)

TCI Project No. 21.331.001

THIS DOCUMENT CONTAINS CONFIDENTIAL INFORMATION AND IS CONSIDERED AN INTELLECTUAL PROPERTY OF TOWER CONSULTANTS, INC. THE INFORMATION IS DISCLOSED ON A CONFIDENTIAL BASIS AND IS NOT TO BE USED BY THE RECIPIENT FOR ANY OTHER PURPOSE OTHER THAN INTENDED BY TOWER CONSULTANTS, INC. REPRODUCTION, TRANSMISSION, OR DISCLOSURE TO OTHERS, OR OTHER UNAUTHORIZED USE, WITHOUT THE EXPRESS WRITTEN CONSENT OF TOWER CONSULTANTS, INC., IS STRICTLY PROHIBITED.

KRNE-TV

1,022-Foot Guyed Tower

Merriman, Cherry County, Nebraska Nebraska Educational Telecommunications

Structural Analysis of 1,022-Foot Guyed Tower 21.331.001 Merriman, Cherry County, Nebraska January 25, 2021

Tower Consultants Incorporated www.tower-tci.com

East Coast Office 15 Surrey Ct., Columbia, SC 29212 Office (803) 407-8489

1. Authorization/Purpose

As authorized, Tower Consultants, Inc. (TCI) has completed a structural analysis of the existing 1,022-foot guyed tower located in Merriman, Nebraska. The analysis was performed per the request by Mr. Chris Homer of Nebraska Educational Telecommunications to determine the feasibility of the tower to support the required antenna loading as listed in section 3.

2. Tower History

The 1,022-foot three sided guyed tower located in Merriman, Nebraska was originally designed by Dresser in 1968 in accordance with the EIA RS-222-A Standard for a basic wind pressure of 50-psf with no ice.

The current structural analysis was performed on the basis that the information used is accurate. This information may consist of, but not limited to:

Information supplied by the customer, Information supplied by potential tenant and/or tower owner, Information from documents or drawings available to TCI, or

Information acquired during a field inspection mapping by National Tower Controls dated March 10, 2020.

All information used is as depicted in the attached appendices.

TCI did not perform a field inspection and mapping to verify the location and information about the current equipment on the tower. The locations and specifics of all equipment used for the loading of this analysis are based on information and photographs provide to TCI. Any deviation from the information and assumptions made in this analysis would void the results of the analysis.

Tower Consultants Incorporated www.tower-tci.com

3. Conditions Investigated

This analysis was performed to determine the feasibility of the tower to support the following antenna loading:

Elevation (ft.) Equipment Tx Line

952 – 1,022 (1) Dielectric TW-12B12-R

(1) 4-1/16” rigid

(1) 1” deicer conduit

913.5 (1) Platform (SE face) --

885 (3) OBS lights (1) 1” conduit*

878 (1) 12-bay FM antenna (S leg)** (1) 3-1/8” rigid

735 (3) OBS lights (1) 1” conduit*

585 (1) Beacon (1) 1” conduit*

508 (1) 4-bay FM antenna (S leg) (1) 7/8” flex

485 (1) Ice shield (S leg) --

475 (4) Yagi antennas (S leg) (1) 7/8” flex

442 (1) Ice shield (NE leg) --

440 (3) OBS lights (1) 1” conduit*

438 (1) 3’ HP dish (NE leg) (1) 1/2” flex

414 (1) Dipole antenna (NW leg) (1) 7/8” flex

413 (1) Dipole antenna (NE leg) (1) 7/8” flex

364 (1) Dipole antenna (NE leg) (1) 7/8” flex

357 (1) Ice shield (NW leg) --

353 (1) 3’ HP dish (NW leg) (1) 1/2” flex

290 (1) Beacon (1) 1” conduit*

254 (1) Dipole antenna (NE leg) (1) 7/8” flex

237 (1) Dipole antenna (NE leg) (1) 7/8” flex

185 (1) Ice shield (SE face) --

185 (1) Ice shield (W face) --

178 (1) 10’ HP dish (SE face) (1) 1/2” flex

178 (1) 10’ HP dish (W face) (1) 1/2” flex

145 (3) OBS lights (1) 1” conduit*

0 - 413 -- (1) 1” conduit

0 - top Climbing ladder with safety device --

* Shared conduit

** Equipment to be removed and replaced with:

Load Case 1: New (1) DCRM12CR at 878’ with new (1) 3-1/8” rigid

Load Case 2: New (1) DCRM10CR at 878’ with new (1) 3-1/8” rigid

Tower Consultants Incorporated www.tower-tci.com

4. Loads and Stresses

An analysis was conducted in order to assess the structural performance of the tower per the current design standard ANSI/TIA-222-H, “Structural Standards for Antenna Supporting Structures, Antennas and Small Wind Turbine Support Structures”. Member stresses, required strength and design strength used to evaluate the adequacy of the structure were in accordance with this standard.

5. Method of Analysis

A three-dimensional computer model was created using the TNXTower Version 8.0.7.4 analysis program (Tower Numerics, Inc., 2020). TNXTower is a general-purpose modeling, analysis and design program created specifically for communication towers. The program generates nodes and elements for a finite element analysis (FEA) and determines the pressure coefficients, wind pressures, ice loads and resulting forces on the tower for standard framing types including self-supporting towers, guyed towers and poles.

6. Results

Associated with each loading condition are the tower elevations, member sizes and member stress percentages. The member stress percentage is the ratio of required strength to the nominal strength expressed as a percentage. A stress ratio greater than 100% denotes an overstress.

The following member stresses were calculated with a basic wind speed of 112-mph with no ice and seismic loading using SS=0.194 in accordance with ANSI/TIA-222-H Standard with the required antenna loading:

Maximum Member Stresses

Element Elevation (ft.)

Maximum % Load Case 1

Maximum % Load Case 2

Guy 950.5 81.7 81.1

Leg 28.5 – 33.5 106.6** 106.4** Diagonal 6.75 – 13.5 90.0 90.0

Horizontal 173.5 51.3 51.1 Base Foundation -- 88.1 88.1 Guy Inner Anchor -- 97.7 97.7 Guy Outer Anchor -- 117.7** 116.4**

** Member has unacceptable overstress.

Tower Consultants Incorporated www.tower-tci.com

7. Conclusions and Recommendations

The tower is overstressed for Load Case 1 & Load Case 2 with the required antenna loading when subjected to a basic wind speed of 112-mph with no ice and seismic loading using SS=0.194 in accordance with the ANSI/TIA-222-H Standard.

In order to meet the requirements of ANSI/TIA-222-H Standard for a 112-mph wind with no ice and seismic loading using SS=0.194 for Load Case 1 & Load Case 2, we recommend that the following upgrades be performed on the tower prior to installing the proposed equipment:

1. Reinforce outer guy anchors by adding overburden.

2. Adjust the guy wire tensions to the values listed on the following chart:

Guy Level Guy Anchor Existing Guy Tension Proposed Guy Tension

% of Ultimate Tension % of Ultimate Tension

6th (top) Outer

Anchor

10.0% 14.0%

5th 10.0% 12.0%

4th 10.0% 10.0%

3rd Inner

Anchor

10.0% 10.0%

2nd 10.0% 10.0%

1st (bot) 10.0% 14.0%

Note: Values shown above are valid at 60 degree Fahrenheit; a P&T chart with temperature correction will be required for field adjustments. It is also assumed that adequate adjustment is available on guy hairpins to achieve the recommended tensions.

The following member stresses were calculated with a basic wind speed of 112-mph with no ice and seismic loading using SS=0.194 in accordance with ANSI/TIA-222-H Standard with the required antenna loading after the upgrades mentioned above have been implemented:

Maximum Member Stresses

Element Elevation (ft.)

Maximum % Load Case 1

Maximum % Load Case 2

Guy 950.5 84.6 84.0

Leg 28.5 – 33.5 96.5 96.4 Diagonal 358.5 – 363.5 92.1 92.1

Horizontal 173.5 51.4 51.4 Base Foundation -- 88.1 88.1 Guy Inner Anchor -- 100.8* 100.8* Guy Outer Anchor -- 89.3 89.3

* Member has acceptable overstress.

Tower Consultants Incorporated www.tower-tci.com

Tower member detail drawings were not available. Therefore, an analysis was not performed on the member connections. However, it is common practice to design the member connections to a factor of safety that exceeds the capacity of the member. With the existing and the proposed loading, the tower member stresses are still within the allowable limits. Therefore, it may be concluded that the member connections appeared to be adequately sized for the existing and the proposed loading.

The following table summarizes the maximum foundation reactions after the upgrades mentioned above have been implemented:

Maximum Foundation Reactions

Foundation Reactions

Load Case 1

ANSI/TIA-222-H

112-mph with no ice Seismic SS=0.194

Load Case 2

ANSI/TIA-222-H

112-mph with no ice Seismic SS=0.194

Tower Base:

Moment Bearing Force Shear Force

996 ft.-kips

483 kips 9 kips

995 ft.-kips

482 kips 9 kips

Inner Anchor:

Uplift Force

69 kips 98 kips

69 kips 98 kips

Outer Anchor:

Uplift Force

96 kips 91 kips

96 kips 90 kips

After the upgrades mentioned above are implemented, the guyed tower and foundations will be adequate for the required antenna loading.

8. Provisions of Analysis

The analysis performed and the conclusions contained herein are based on the assumption that the tower has been properly installed and maintained, including, but not limited to the following:

1. Proper alignment and plumbness.

2. Correct guy tensions.

3. Correct bolt tightness.

4. No significant deterioration or damage to any component.

5. All equipment, T/l’s, antennas, etc, is properly secured to the tower per manufacturer’s recommendation.

6. All mounts, if applicable, are considered adequate to support the loading.

Furthermore, the information and conclusions contained in this Report were determined by application of the current "state-of-the-art" engineering and analysis procedures and formulae.

Tower Consultants Incorporated www.tower-tci.com

Tower Consultants Incorporated assumes no obligation to revise any of the information or conclusions contained in this Report in the event that such engineering and analysis procedures and formulae are hereafter modified or revised. In addition, under no circumstances will Tower Consultants Incorporated have any obligation or responsibility whatsoever for or on account of consequential or incidental damages sustained by any person, firm or organization as a result of any information or conclusions contained in the Report, and the maximum liability of Tower Consultants Incorporated if any, pursuant to this Report shall be limited to the total funds actually received by Tower Consultants Incorporated for preparation of this Report.

Customer has requested Tower Consultants Incorporated to prepare and submit to Customer an engineering analysis with respect to the Subject Tower and has further requested Tower Consultants Incorporated to make appropriate recommendations regarding suggested structural modifications and changes to the Subject Tower. In making such request of Tower Consultants Incorporated, Customer has informed Tower Consultants Incorporated that Customer will make a determination as to whether or not to implement any of the changes or modifications which may be suggested by Tower Consultants Incorporated and that Customer will have any such changes or modifications made by riggers, erectors and other subcontractors of Customer's choice.

Tower Consultants Incorporated shall have the right to rely upon the accuracy of the information supplied by the customer and shall not be held responsible for the Customer's misrepresentation or omission of relevant fact whether intentional or otherwise.

Customer hereby agrees and acknowledges that Tower Consultants Incorporated shall have no liability whatsoever to Customer or to others for any work or services performed by any persons other than Tower Consultants Incorporated in connection with the implementation of services including but not limited to any services rendered for Customer or for others by riggers, erectors or other subcontractors. Customer acknowledges and agrees that any riggers, erectors or subcontractors retained or employed by Customer shall be solely responsible to Customer and to others for the quality of work performed by them and that Tower Consultants Incorporated shall have no liability or responsibility whatsoever as a result of any negligence or breach of contract by any such rigger, erector or subcontractor and that Customer and rigger, erector, or subcontractor will provide Tower Consultants Incorporated with a Certificate of Insurance naming Tower Consultants Incorporated as additionally insured.

Appendix E-1

Tower Elevation

Consulting Engineers

Tower Consultants, Inc.

15 Surrey Court

Columbia, SC, 29212 Phone: (803) 407-8489

FAX:

Job: 21.331.001 Merriman, NE Project: 1022-ft, G-6, H-Code, 112-mph with no ice, Proposed 1, Mod Client: KRNE-TV Drawn by: Jiantao Yu App'd:

Code: TIA-222-H Date: 01/21/21 Scale: NTS Path:

C:\My Documents\TCI\Merriman, NE\21.331.001 Merriman, NE (KRNE-TV)\Analysis\21.331.001 KRNE Proposed 1 Mod.eri

Dwg No. E-1

7/8 BS LC

=1230'5-25/32" IT=14%

R=738'1-7/16"

15/16 BS LC

=1125'5-7/16" IT=12%

7/8 BS LC=1021'8-29/32" IT=10%

15/16 BS LC=748'5-13/16" IT=10%

R=511'9-3/8"

1 1/16 BS LC=628'4-3/8" IT=10%

7/8 BS LC=544'2-21/32" IT=14%

952.0 ft951.0 ft

939.5 ft

928.5 ft

913.5 ft

898.5 ft

883.5 ft

868.5 ft

853.5 ft

838.5 ft

823.5 ft

808.5 ft

793.5 ft

778.5 ft

763.5 ft

748.5 ft

733.5 ft

718.5 ft

703.5 ft

688.5 ft

673.5 ft

658.5 ft

643.5 ft

628.5 ft

613.5 ft

598.5 ft

583.5 ft

568.5 ft

553.5 ft

538.5 ft

528.5 ft

518.5 ft

508.5 ft

498.5 ft

488.5 ft

478.5 ft

468.5 ft

458.5 ft

448.5 ft

438.5 ft

428.5 ft

418.5 ft

408.5 ft

398.5 ft

388.5 ft

378.5 ft

368.5 ft

358.5 ft

348.5 ft

338.5 ft

328.5 ft

318.5 ft

308.5 ft

298.5 ft

288.5 ft

278.5 ft

268.5 ft

258.5 ft

248.5 ft

238.5 ft

228.5 ft

218.5 ft

208.5 ft

198.5 ft

188.5 ft

178.5 ft

168.5 ft

158.5 ft

148.5 ft

138.5 ft

128.5 ft

118.5 ft

108.5 ft

98.5 ft

88.5 ft

78.5 ft

68.5 ft

58.5 ft

48.5 ft

38.5 ft

28.5 ft

18.5 ft

6.8 ft

0.0 ft

1022.0 ft

98 K

69 K

120 K 91 K

96 K

132 K

ALL REACTIONS ARE FACTORED

REACTIONS - 112 mph WIND TORQUE 5 kip-ft

9 K

SHEAR

996 kip-ft

MOMENT

483 K

AXIAL

SEISMIC

0 K

SHEAR

4 kip-ft

MOMENT

346 K

AXIAL

SHEAR: 5 K

UPLIFT: -14 K

SHEAR: 5 K

DOWN: 349 K

MAX. CORNER REACTIONS AT BASE:

ARE FACTORED

ALL REACTIONS

S e ct io n

L1 T1 T2 T3 T4

T

T

T

T

T

T10 T11 T12 T13 T14 T15 T16 T17 T18 T19 T20 T21 T22 T23 T24 T25 T26 T27 T28 T29 T30 T31 T32 T33 T34 T35 T36 T37 T38 T39 T40 T41 T42 T43 T44 T45 T46 T47 T48 T49 T50 T51 T52 T53 T54 T55 T56 T57 T58 T59 T60 T61 T62 T63 T64 T65 T66 T67 T68 T69 T70 T71 T72 T73 T74 T75 T76 T77 T78 T79 T80 T81 T82 T83 T84 T85 T86 T87 T88 T89 T90 T91 T92 T93 T94 T95 T96 T97 T98 T99

T100 T101 T102 T103 T104 T105 T106 T107 T108 T109 T110 T111 T112 T113 T114 T115 T116 T117 T118 T119 T120 T121 T122 T123 T124 T125 T126 T127 T128 T129 T130 T131 T132 T133 T134 T135 T136 T137 T138 T139 T140 T141 T142 T143 T144 T145 T146 T147 T148 T149 T150 T151 T152 T153 T154 T155 T156 T157 T158 T159 T160 T161 T162 T163

PLAN

R=752'7-7/16" (-52.2995) R=740'1-7/16" (-38.401)

R=738'1-7/16" (-36.599)

R=752'7-7/16" (-52.2995) R=740'1-7/16" (-38.401)

R=738'1-7/16" (-36.599)

R=752'7-7/16" (-52.2995) R=740'1-7/16" (-38.401)

R=738'1-7/16" (-36.599)

R=541'9-3/8" (-47.2005) R=517'9-3/8" (-29.401)

R=511'9-3/8" (-25.901)

R=541'9-3/8" (-47.2005) R=517'9-3/8" (-29.401)

R=511'9-3/8" (-25.901)

R=541'9-3/8" (-47.2005) R=517'9-3/8" (-29.401)

R=511'9-3/8" (-25.901)

TW-12B12-R (#1) 952 L1 951.5 T1-T4 939.75 DCRM12CR (Proposed 1) (P1) 937.099 - 818.901 Mounts for DCRM12CR (Proposed 1) (P2)

937.099 - 818.901 Platform (#4) 913.5 T5-T8 913.5 (3) OBS lights (#33) 885 T9-T12 883.5 T13-T16 853.5 T17-T20 823.5 T21-T24 793.5 T25-T28 763.5 (3) OBS lights (#33) 735 T29-T32 733.5 T33-T36 703.5 T37-T40 673.5 T41-T44 643.5 T45-T48 613.5 Beacon (#34) 585 T49-T52 583.5 T53-T56 553.5 T57-T62 523.5 Mounts for 4-bay FM (#6) 523 - 493 4-bay FM (#5) 523 - 493 T63-T68 493.5 Ice shield (#7) 485 (4) Yagi (#8) 480 - 470 T69-T74 463.5 Ice shield (#9) 442 (3) OBS lights (#33) 440 3' HP dish (#10) 438 Pipe mount (#12) 436 T75-T80 433.5 Small equipment (#11) 433 Dipole (#13) 414 Mounts for dipole (#14) 414 Dipole (#15) 413 Mounts for dipole (#16) 413 T81-T86 403.5 T87-T92 373.5 Dipole (#17) 364 Mounts for dipole (#18) 364 Ice shield (#19) 357 3' HP dish (#20) 353 Pipe mount (#22) 351 Small equipment (#21) 348 T93-T98 343.5 T99-T104 313.5 Beacon (#34) 290 T105-T110 283.5 Mounts for dipole (#24) 254 Dipole (#23) 254 T111-T116 253.5 Dipole (#25) 237 Mounts for dipole (#26) 237 T117-T122 223.5 T123-T128 193.5 Ice shield (#27) 185 Ice shield (#30) 185 10' HP dish (#31) 178 Dish mount (#32) 178 Dish mount (#29) 178 10' HP dish (#28) 178 T129-T134 163.5 (3) OBS lights (#33) 145 T135-T140 133.5 T141-T146 103.5 T147-T152 73.5 T153-T158 43.5 T159-T163 14.25DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATION

TW-12B12-R (#1) 952

L1 951.5

T1-T4 939.75

DCRM12CR (Proposed 1) (P1) 937.099 - 818.901

Mounts for DCRM12CR (Proposed 1) (P2)

937.099 - 818.901

Platform (#4) 913.5

T5-T8 913.5

(3) OBS lights (#33) 885

T9-T12 883.5

T13-T16 853.5

T17-T20 823.5

T21-T24 793.5

T25-T28 763.5

(3) OBS lights (#33) 735

T29-T32 733.5

T33-T36 703.5

T37-T40 673.5

T41-T44 643.5

T45-T48 613.5

Beacon (#34) 585

T49-T52 583.5

T53-T56 553.5

T57-T62 523.5

Mounts for 4-bay FM (#6) 523 - 493

4-bay FM (#5) 523 - 493

T63-T68 493.5

Ice shield (#7) 485

(4) Yagi (#8) 480 - 470

T69-T74 463.5

Ice shield (#9) 442

(3) OBS lights (#33) 440

3' HP dish (#10) 438

Pipe mount (#12) 436

T75-T80 433.5

Small equipment (#11) 433

Dipole (#13) 414

Mounts for dipole (#14) 414

Dipole (#15) 413

Mounts for dipole (#16) 413

T81-T86 403.5

T87-T92 373.5

Dipole (#17) 364

Mounts for dipole (#18) 364

Ice shield (#19) 357

3' HP dish (#20) 353

Pipe mount (#22) 351

Small equipment (#21) 348

T93-T98 343.5

T99-T104 313.5

Beacon (#34) 290

T105-T110 283.5

Mounts for dipole (#24) 254

Dipole (#23) 254

T111-T116 253.5

Dipole (#25) 237

Mounts for dipole (#26) 237

T117-T122 223.5

T123-T128 193.5

Ice shield (#27) 185

Ice shield (#30) 185

10' HP dish (#31) 178

Dish mount (#32) 178

Dish mount (#29) 178

10' HP dish (#28) 178

T129-T134 163.5

(3) OBS lights (#33) 145

T135-T140 133.5

T141-T146 103.5

T147-T152 73.5

T153-T158 43.5

T159-T163 14.25

TOWER DESIGN NOTES

1. Tower is located in Cherry County, Nebraska.

2. Tower designed for Exposure C to the TIA-222-H Standard.

3. Tower designed for a 112 mph basic wind in accordance with the TIA-222-H Standard.

4. Deflections are based upon a 60 mph wind.

5. Tower Risk Category II.

6. Topographic Category 1 with Crest Height of 0'

7. 67'7-3/16" TW-12B12-R (#1) is included for load transfer only.

8. TOWER RATING: 96.5%

Consulting Engineers

Tower Consultants, Inc.

15 Surrey Court

Columbia, SC, 29212 Phone: (803) 407-8489

FAX:

Job: 21.331.001 Merriman, NE Project: 1022-ft, G-6, H-Code, 112-mph with no ice, Proposed 2, Mod Client: KRNE-TV Drawn by: Jiantao Yu App'd:

Code: TIA-222-H Date: 01/21/21 Scale: NTS Path:

C:\My Documents\TCI\Merriman, NE\21.331.001 Merriman, NE (KRNE-TV)\Analysis\21.331.001 KRNE Proposed 2 Mod.eri

Dwg No. E-1

7/8 BS LC

=1230'5-25/32" IT=14%

R=738'1-7/16"

15/16 BS LC

=1125'5-7/16" IT=12%

7/8 BS LC=1021'8-29/32" IT=10%

15/16 BS LC=748'5-13/16" IT=10%

R=511'9-3/8"

1 1/16 BS LC=628'4-3/8" IT=10%

7/8 BS LC=544'2-21/32" IT=14%

952.0 ft951.0 ft

939.5 ft

928.5 ft

913.5 ft

898.5 ft

883.5 ft

868.5 ft

853.5 ft

838.5 ft

823.5 ft

808.5 ft

793.5 ft

778.5 ft

763.5 ft

748.5 ft

733.5 ft

718.5 ft

703.5 ft

688.5 ft

673.5 ft

658.5 ft

643.5 ft

628.5 ft

613.5 ft

598.5 ft

583.5 ft

568.5 ft

553.5 ft

538.5 ft

528.5 ft

518.5 ft

508.5 ft

498.5 ft

488.5 ft

478.5 ft

468.5 ft

458.5 ft

448.5 ft

438.5 ft

428.5 ft

418.5 ft

408.5 ft

398.5 ft

388.5 ft

378.5 ft

368.5 ft

358.5 ft

348.5 ft

338.5 ft

328.5 ft

318.5 ft

308.5 ft

298.5 ft

288.5 ft

278.5 ft

268.5 ft

258.5 ft

248.5 ft

238.5 ft

228.5 ft

218.5 ft

208.5 ft

198.5 ft

188.5 ft

178.5 ft

168.5 ft

158.5 ft

148.5 ft

138.5 ft

128.5 ft

118.5 ft

108.5 ft

98.5 ft

88.5 ft

78.5 ft

68.5 ft

58.5 ft

48.5 ft

38.5 ft

28.5 ft

18.5 ft

6.8 ft

0.0 ft

1022.0 ft

98 K

69 K

120 K 90 K

96 K

131 K

ALL REACTIONS ARE FACTORED

REACTIONS - 112 mph WIND TORQUE 5 kip-ft

9 K

SHEAR

995 kip-ft

MOMENT

482 K

AXIAL

SEISMIC

0 K

SHEAR

4 kip-ft

MOMENT

346 K

AXIAL

SHEAR: 5 K

UPLIFT: -14 K

SHEAR: 5 K

DOWN: 348 K

MAX. CORNER REACTIONS AT BASE:

ARE FACTORED

ALL REACTIONS

S e ct io n

L1 T1 T2 T3 T4

T

T

T

T

T

T10 T11 T12 T13 T14 T15 T16 T17 T18 T19 T20 T21 T22 T23 T24 T25 T26 T27 T28 T29 T30 T31 T32 T33 T34 T35 T36 T37 T38 T39 T40 T41 T42 T43 T44 T45 T46 T47 T48 T49 T50 T51 T52 T53 T54 T55 T56 T57 T58 T59 T60 T61 T62 T63 T64 T65 T66 T67 T68 T69 T70 T71 T72 T73 T74 T75 T76 T77 T78 T79 T80 T81 T82 T83 T84 T85 T86 T87 T88 T89 T90 T91 T92 T93 T94 T95 T96 T97 T98 T99

T100 T101 T102 T103 T104 T105 T106 T107 T108 T109 T110 T111 T112 T113 T114 T115 T116 T117 T118 T119 T120 T121 T122 T123 T124 T125 T126 T127 T128 T129 T130 T131 T132 T133 T134 T135 T136 T137 T138 T139 T140 T141 T142 T143 T144 T145 T146 T147 T148 T149 T150 T151 T152 T153 T154 T155 T156 T157 T158 T159 T160 T161 T162 T163

PLAN

R=752'7-7/16" (-52.2995) R=740'1-7/16" (-38.401)

R=738'1-7/16" (-36.599)

R=752'7-7/16" (-52.2995) R=740'1-7/16" (-38.401)

R=738'1-7/16" (-36.599)

R=752'7-7/16" (-52.2995) R=740'1-7/16" (-38.401)

R=738'1-7/16" (-36.599)

R=541'9-3/8" (-47.2005) R=517'9-3/8" (-29.401)

R=511'9-3/8" (-25.901)

R=541'9-3/8" (-47.2005) R=517'9-3/8" (-29.401)

R=511'9-3/8" (-25.901)

R=541'9-3/8" (-47.2005) R=517'9-3/8" (-29.401)

R=511'9-3/8" (-25.901)

TW-12B12-R (#1) 952 L1 951.5 T1-T4 939.75 DCRM10CR (Proposed 2) (P1) 926.401 - 829.701 Mounts for DCRM10CR (Proposed 2) (P2)

926.401 - 829.701 Platform (#4) 913.5 T5-T8 913.5 (3) OBS lights (#33) 885 T9-T12 883.5 T13-T16 853.5 T17-T20 823.5 T21-T24 793.5 T25-T28 763.5 (3) OBS lights (#33) 735 T29-T32 733.5 T33-T36 703.5 T37-T40 673.5 T41-T44 643.5 T45-T48 613.5 Beacon (#34) 585 T49-T52 583.5 T53-T56 553.5 T57-T62 523.5 Mounts for 4-bay FM (#6) 523 - 493 4-bay FM (#5) 523 - 493 T63-T68 493.5 Ice shield (#7) 485 (4) Yagi (#8) 480 - 470 T69-T74 463.5 Ice shield (#9) 442 (3) OBS lights (#33) 440 3' HP dish (#10) 438 Pipe mount (#12) 436 T75-T80 433.5 Small equipment (#11) 433 Dipole (#13) 414 Mounts for dipole (#14) 414 Dipole (#15) 413 Mounts for dipole (#16) 413 T81-T86 403.5 T87-T92 373.5 Dipole (#17) 364 Mounts for dipole (#18) 364 Ice shield (#19) 357 3' HP dish (#20) 353 Pipe mount (#22) 351 Small equipment (#21) 348 T93-T98 343.5 T99-T104 313.5 Beacon (#34) 290 T105-T110 283.5 Mounts for dipole (#24) 254 Dipole (#23) 254 T111-T116 253.5 Dipole (#25) 237 Mounts for dipole (#26) 237 T117-T122 223.5 T123-T128 193.5 Ice shield (#27) 185 Ice shield (#30) 185 10' HP dish (#31) 178 Dish mount (#32) 178 Dish mount (#29) 178 10' HP dish (#28) 178 T129-T134 163.5 (3) OBS lights (#33) 145 T135-T140 133.5 T141-T146 103.5 T147-T152 73.5 T153-T158 43.5 T159-T163 14.25DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATION

TW-12B12-R (#1) 952

L1 951.5

T1-T4 939.75

DCRM10CR (Proposed 2) (P1) 926.401 - 829.701

Mounts for DCRM10CR (Proposed 2) (P2)

926.401 - 829.701

Platform (#4) 913.5

T5-T8 913.5

(3) OBS lights (#33) 885

T9-T12 883.5

T13-T16 853.5

T17-T20 823.5

T21-T24 793.5

T25-T28 763.5

(3) OBS lights (#33) 735

T29-T32 733.5

T33-T36 703.5

T37-T40 673.5

T41-T44 643.5

T45-T48 613.5

Beacon (#34) 585

T49-T52 583.5

T53-T56 553.5

T57-T62 523.5

Mounts for 4-bay FM (#6) 523 - 493

4-bay FM (#5) 523 - 493

T63-T68 493.5

Ice shield (#7) 485

(4) Yagi (#8) 480 - 470

T69-T74 463.5

Ice shield (#9) 442

(3) OBS lights (#33) 440

3' HP dish (#10) 438

Pipe mount (#12) 436

T75-T80 433.5

Small equipment (#11) 433

Dipole (#13) 414

Mounts for dipole (#14) 414

Dipole (#15) 413

Mounts for dipole (#16) 413

T81-T86 403.5

T87-T92 373.5

Dipole (#17) 364

Mounts for dipole (#18) 364

Ice shield (#19) 357

3' HP dish (#20) 353

Pipe mount (#22) 351

Small equipment (#21) 348

T93-T98 343.5

T99-T104 313.5

Beacon (#34) 290

T105-T110 283.5

Mounts for dipole (#24) 254

Dipole (#23) 254

T111-T116 253.5

Dipole (#25) 237

Mounts for dipole (#26) 237

T117-T122 223.5

T123-T128 193.5

Ice shield (#27) 185

Ice shield (#30) 185

10' HP dish (#31) 178

Dish mount (#32) 178

Dish mount (#29) 178

10' HP dish (#28) 178

T129-T134 163.5

(3) OBS lights (#33) 145

T135-T140 133.5

T141-T146 103.5

T147-T152 73.5

T153-T158 43.5

T159-T163 14.25

TOWER DESIGN NOTES

1. Tower is located in Cherry County, Nebraska.

2. Tower designed for Exposure C to the TIA-222-H Standard.

3. Tower designed for a 112 mph basic wind in accordance with the TIA-222-H Standard.

4. Deflections are based upon a 60 mph wind.

5. Tower Risk Category II.

6. Topographic Category 1 with Crest Height of 0'

7. 67'7-3/16" TW-12B12-R (#1) is included for load transfer only.

8. TOWER RATING: 96.4%

Appendix E-2

Cross Section