TOWER REPAIR REPORT - AW.pdf

PDF 2 MB Posted Sep 18, 2020

Attached to: The Federal Aviation Administration (FAA) has a requirement for Tower strenghtening and repair in Corrizo Springs, Laredo and Fort Davis Texas.
Solicitation number: 6973GH-20-R-000191
Issued by: Department of Transportation Federal Aviation Administration Franchise Acquisition Services

About this file

Written by GovTribe AI · Dec 27, 2023

This solicitation requests proposals for tower strengthening and repair work at three sites in Texas. The Federal Aviation Administration (FAA) will award a firm-fixed price contract for work to be completed in Corrizo Springs, Laredo, and Fort Davis in accordance with the specifications in the attached request for proposal. Offerors must be registered in the System for Award Management and must submit all required information for their response to be considered by the September 17, 2020 deadline. Questions regarding the project requirements should be directed to the point of contact provided by the specified date.

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Other files

File	Type	Posted
TOWER REPAIR REPORT - SV.pdf	PDF	Sep 18, 2020
GENERAL REPAIR REPORT - LW.pdf	PDF	Sep 18, 2020
GENERAL REPAIR REPORT - SV.pdf	PDF	Sep 18, 2020
TOWER REPAIR REPORT - LW.pdf	PDF	Sep 18, 2020
GENERAL REPAIR REPORT - AW.pdf	PDF	Sep 18, 2020
Attachment J.6 Payment bond.pdf	PDF	Sep 11, 2020
6973GH-20-R-00191.pdf	PDF	Sep 11, 2020
Attachment J.4 Contractor's Release.pdf	PDF	Sep 11, 2020
Attachment J.5 Performance Bond.pdf	PDF	Sep 11, 2020
Attachment J.1 SOW Tower Strengthening 1.0.pdf	PDF	Sep 11, 2020
Attachment J.3 Experience Information Form.pdf	PDF	Sep 11, 2020
Attachment J.2 Wage Determinations.pdf	PDF	Sep 11, 2020
Attachment J.7 BidBond.pdf	PDF	Sep 11, 2020

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FAA Structural Support 8201 S. MacArthur Boulevard

Oklahoma City, OK 73169

Job

LLRRTT--AARRTTEESSIIAA WWEELLLLSS

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

FAA-AML-2070

FEASIBILITY REPORT

EXISTING STRUCTURE, TECHNOLOGY & OTHER ASSETS

FOR

U.S. Customs and Border Protection

Tower Location

LRT-ARTESIA WELLS

OWNED 250 FT AGL GUYED TOWER

Catarina, Texas

Latitude: 28.296944° Longitude: -99.410000°

Report Date May 1, 2018

Analysis and Report by:

Cory Yeager Civil Engineer

FAA Mike Monroney Air Logistics Center Oklahoma City, Oklahoma

Checked by:

Ajesh Kurian

Civil Engineer FAA Mike Monroney Air Logistics Center

Oklahoma City, Oklahoma

Oklahoma City, OK 73169

Job

LLRRTT--AARRTTEESSIIAA WWEELLLLSS

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Table of Contents

Description Page Revision Summary 3 Executive Summary 4 Detailed Analysis Report 5 Detailed Analysis Graphics 11 Appendices 19

Oklahoma City, OK 73169

Job

LLRRTT--AARRTTEESSIIAA WWEELLLLSS

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Revision Summary

No. Description Page

Oklahoma City, OK 73169

Job

LLRRTT--AARRTTEESSIIAA WWEELLLLSS

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Executive Summary

The analyzed tower is approximately 80 foot Guyed Tower supporting existing technology and other assets attached at multiple heights on the tower. Tower was identified for an update of the tower capacity to complete a reinforcement. An assessment has been completed which constitute the basis of the tower model and analysis update.

All information not collected to complete the structural analysis will be derived from past experience, standard industry practice and other available information. Information not provided for incorporation into the structural analysis report will constitute a limiting factor for the operational (or functional) capacity of the tower structure.

Completion of a structural analysis does not constitute a verification of the operational degradation of existing technology, appurtenances and other assets due to potential increases in deflection tilt or twist of the tower structure.

This information was used to determine the tower rating and safe load capacity for the tower in accordance with the provisions contained in ANSI/TIA-222, “Structural Standard for Antenna Supporting Structures and Antennas”. The tower was modeled with the currently recorded existing loading under the site specific environmental loading for Dimmit County Texas using a Type III Structure in a Class 3 Topography and Class C Exposure on a 60 FT crest.

The Structural Analysis Report shows the Tower Rating of 81.8% (TIA-222-H, ASCE-7-16) for the existing physical condition of the tower and load configuration of attached assets and appurtenances. A Tower Rating of less than 100% shows that the tower can accommodate the existing technology and other assets under the 222-G design standards.

Oklahoma City, OK 73169

Job

LLRRTT--AARRTTEESSIIAA WWEELLLLSS

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Detailed Analysis Report

Objective

Determine overall structural system adequacy for the load scenario defined for the tower site.

Study Scope

FAA-AML-Structural Support Branch has completed a tower mapping and review of the current tower structure. The analysis performed represents the estimated tower capacity and utilization to determine an overall Rating and Pass/Fail result for the adequacy of the tower structure. The tower was not analyzed to determine an acceptable level of twist, sway and deflection for microwave emitting dishes attached to the tower structure. Nor was the foundation and soil analyzed to determine safe load carrying capacity and utilization. The report for the tower at the above referenced site utilizes details and information from government furnished or collected information to construct the existing tower structure and site conditions. Government furnished or collected information has been referenced from tower mapping field notes and pictures. All information not provided or collected to complete the structural system analysis was derived from past experience, standard industry practice and other available information used from other comparable DHS-CBP Programs. .

Applicable Codes, Standards and References

Oklahoma City, OK 73169

Job

LLRRTT--AARRTTEESSIIAA WWEELLLLSS

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Basis of Design

The tower’s current condition information and tower data was recorded and photographed during the tower mapping. The location, asset inventory and physical condition were noted and used to create the original structural analysis model.

Data Document(s) Tower DHS-CBP Tower Asbuilts Loading FAA Tower Mapping Soil N/A Foundation N/A

Criteria, Assumptions and Input

Revisions, Updates and Adjustments

The current documentation identifies the following necessary modifications to the structural model;

1. None

Assumptions

The current documents do not identify enough information or data to provide all of the required input to complete the structural analysis of the tower. The following assumptions were required to complete the structural model;

1. Tower Locality Input (Reference Previous Sections)

2. Tower Sections rigidly connected at all connection and joints

3. Tower Coatings modeled through tower weight increases

4. Tower and Foundation were installed according to and within manufacturer specifications

5. Tower and Foundations were maintained in accordance with manufacturers specifications

6. Tower and Foundation are in good working order and condition

7. Appurtenances, mounts and technology installed in accordance with man. specifications

8. Appurtenances, mounts and technology able to withstand proposed loading in current and proposed load scenarios.

9. Elevation reference center of antennas and attachment points for mounts.

10. Weights and surface areas of mounts, hardware, feedlines and other incidental assets are included in the weight and surface areas of the appurtenance and attachment unless otherwise modeled

Limitations

1. Model may not accurately reflect designed tower and foundation due to construction eccentricities from craftsmanship and quality of materials incorporated into construction

Oklahoma City, OK 73169

Job

LLRRTT--AARRTTEESSIIAA WWEELLLLSS

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

2. Model may not accurately reflect designed or constructed tower due to the maintenance and rehabilitation of the tower during the service life

3. Model may not accurately affect actual condition of tower from exposure to non-static loading (i.e. dynamic loads or cyclical loads)

4. Model does not characterize or calculate factored loads on appurtenances, mounts and technology attached to tower for capacity results.

Input

The tower was loaded and modeled under existing loading and geometry noted in tower mapping and photography.

Analysis Method and Modeling

A three-dimensional finite element model of the tower in each scenario was created using TnX Tower® Version 7.0 (Tower Numerics Inc.). The model was used based on government furnished and collected information and the proposed loading scenarios requested by DHS-CBP-FM&E. The model was analyzed as a cantilever structure subject to wind and ice loads applied to all attached assets and appurtenances such as antennas, mounts, lightening protection, etc… normalized for site specific conditions. No additional environmental loads or miscellaneous construction eccentric loading was considered.

The tower was analyzed for linear first order effects to determine a failing elements and corresponding load capacities. Load capacities and failing elements are identified after the model is analyzed and calculated for the resulting forces, moments and stresses. Additional analysis is conducted to estimate non-linear and second order effects on the tower. The effect of displacement on the member forces (P-Δ effects) is included to identify potential overstressing or local buckling.

After completion of the linear and non-linear idealization of the model a comparison is made of the calculated member stresses with the allowable values set forth in the design standard. All elements and members that exceed the allowable stresses are identified as failing elements. The highest utilized member load capacity governed the overall rating for the tower.

Oklahoma City, OK 73169

Job

LLRRTT--AARRTTEESSIIAA WWEELLLLSS

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Results

The structural tower analysis yielded the following results:

Tower Strength Capacity Results Load Scenario Controlling Section &

Member Tower Rating

PASS / FAIL

Existing Multiple Members 81.8% PASS

Tower Service Results Load Scenario Tilt - (DEG) Twist - (DEG) PASS / FAIL

ACTUAL ALLOWED ACTUAL ALLOWED

Existing NOT CHECKED. COMMUNICATION FREQUENCY NOT PROVIDED.

Foundation Capacity Results Load Scenario Bending (KFT) Shear (K) PASS / FAIL

ACTUAL ALLOWED ACTUAL ALLOWED

Existing NOT CHECKED. FOUNDATION DESIGN NOT PROVIDED.

Soil Capacity Results Load Scenario Overturning (KFT) Bearing (KSF) PASS / FAIL

ACTUAL ALLOWED ACTUAL ALLOWED

Existing NOT CHECKED. GEOTECHNICAL INVESTIAGATION NOT PROVIDED.

Oklahoma City, OK 73169

Job

LLRRTT--AARRTTEESSIIAA WWEELLLLSS

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Conclusions

The structural system analysis produced the following conclusions:

• Tower Strength Capacity Results PASS

• Tower Service Results Not Checked

• Foundation Capacity Results Not Checked

• Soil Capacity Results Not Checked

Recommendations

The following items are recommended

1. Tower needs to be reinforced from 0 to 40 FT AGL on each leg. Reinforcement can be to scab on additional material or to replace existing leg members with new materials. Scabbed or replaced leg must be the equivalent of a Bent Angle 4”x4”x ¼”. Existing tower has Bent Angle 3”x3”x3/16” for each leg along the tower height specified. For both the replaced and the scabbed reinforcement option the tower hardware must be replaced for all diagonals and tower leg connections. The tower hardware for diagonal bolts and leg connections have been modeled as A325N 0.5” Diameter Bolts. Dimensions and type of bolts will need to be field verified.

Oklahoma City, OK 73169

Job

LLRRTT--AARRTTEESSIIAA WWEELLLLSS

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Detailed Analysis Graphics

Federal Aviation Administration 8201 S MacAurthur Boulevard

Oklahoma City, OK 73169 Phone: (405)-954-1235

FAX: (405)-954-4204

Job: LRT-ARTESIA WELLS Project: STRUCTURAL ANALYSIS - FEASIBILITY Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

Code: TIA-222-H Date: 05/01/18 Scale: NTS Path:

X:\01. Programs\02. TACCOM\01. Site by Sector\LRT\Artesia Wells\02. Engineering\SA\PROPOSED\REINFORCEMENT 3-13-18\LRT-Artesia Wells - Scabbed Leg Sections.eri

Dwg No. E-1

1/2 EHS LC=307.44 ft IT=10%

R=190.00 ft

5/8 EHS LC=268.14 ft IT=10%

7/16 EHS LC=237.52 ft IT=10%

1/2 EHS LC=208.81 ft IT=10%

1/2 EHS LC=192.67 ft IT=10%

250.0 ft

240.0 ft

230.0 ft

220.0 ft

214.0 ft

200.0 ft

180.0 ft

160.0 ft

140.0 ft

152.0 ft152.0 ft152.0 ft152.0 ft152.0 ft152.0 ft

120.0 ft

112.0 ft

100.0 ft

88.0 ft

80.0 ft

60.0 ft

40.0 ft

50.0 ft50.0 ft50.0 ft

20.0 ft

12.0 ft

0.0 ft

33427 lb

24288 lb

41319 lb

ALL REACTIONS ARE FACTORED

REACTIONS - 115 mph WIND TORQUE 4805 lb-ft

5321 lb

SHEAR

141182 lb-ft

MOMENT

60498 lb

AXIAL

SHEAR: 2459 lb UPLIFT: -17064 lb

SHEAR: 3680 lb DOWN: 60921 lb

MAX. CORNER REACTIONS AT BASE:

ARE FACTORED

ALL REACTIONS

S ec tio n

T1 T2

T3 T4

T5 T6

T7 T8

T9 T1

L eg s V

3x 3x

V 4x

4x 1/

L eg

G ra de A

D ia go na ls L1

/2 x1

/2 x3

1/ 2x

/2 x1

/2 x3 /1

1/ 2x

/2 x1

/2 x3

/2 x1

/2 x1 /4

D ia go na l G ra de A

T op

G irt s L1

/2 x1

/2 x3

N .A

T op

G uy

P ul l-O ffs

N .A

L3 x2 x3

N .A

F ac e W id th

(f t)

P an el s

(f t)

W ei gh t ( lb

PLAN

R=196.00 ft (8.6) R=198.25 ft (1.3)

R=190.00 ft (6.5)

R=196.00 ft (8.6) R=198.25 ft (1.3)

R=190.00 ft (6.5)

R=196.00 ft (8.6) R=198.25 ft (1.3)

R=190.00 ft (6.5)

R=196.00 ft (8.6) R=198.25 ft (1.3)

R=190.00 ft (6.5)

R=196.00 ft (8.6) R=198.25 ft (1.3)

R=190.00 ft (6.5)

Mounting Pipe - 4" x 6' 240.25 Mounting Stab Arm - 2" x 6' 240.25 72 IN DISH 240.25 Mounting Pipe - 4" x 6' 207.5 72 IN DISH 207.5 Mount - Standoff Large 3" x 4' x 6' 179.167 Mounting Stab Arm - 2" x 10' 179.167 18' 4-Bay Dipole 179.167 Mount - T-Arm 2" x 2' x 1' 154 Antenna - 5 Foot - 6 Elements Yagi 154 Mount - T-Arm 2" x 2' x 1' 154 72 IN DISH 55.34 Mounting Pipe - 4" x 6' 55.34 Mounting Stab Arm - 2" x 6' 55.34DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATION

Mounting Pipe - 4" x 6' 240.25 Mounting Stab Arm - 2" x 6' 240.25

72 IN DISH 240.25

Mounting Pipe - 4" x 6' 207.5

72 IN DISH 207.5

Mount - Standoff Large 3" x 4' x 6' 179.167 Mounting Stab Arm - 2" x 10' 179.167

18' 4-Bay Dipole 179.167 Mount - T-Arm 2" x 2' x 1' 154 Antenna - 5 Foot - 6 Elements Yagi 154 Mount - T-Arm 2" x 2' x 1' 154

72 IN DISH 55.34

Mounting Pipe - 4" x 6' 55.34 Mounting Stab Arm - 2" x 6' 55.34

SYMBOL LIST

MARK MARKSIZE SIZE

A L1 1/2x1 1/2x3/16 B 3 @ 1.97222

MATERIAL STRENGTH

GRADE GRADEFy FyFu Fu

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

TOWER DESIGN NOTES

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

2. Tower designed for a 115 mph basic wind in accordance with the TIA-222-H Standard.

3. Deflections are based upon a 60 mph wind.

4. Tower Risk Category III and IV.

5. Topographic Category 3 with Crest Height of 60.00 ft

6. Weld together tower sections have flange connections.

7. Connections use galvanized A325 bolts, nuts and locking devices.

8. Installation per TIA/EIA-222 and AISC Specifications.

9. TOWER RATING: 81.8%

Oklahoma City, OK 73169 Phone: (405)-954-1235

FAX: (405)-954-4204

Job: LRT-ARTESIA WELLS Project: STRUCTURAL ANALYSIS - FEASIBILITY Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

Code: TIA-222-H Date: 05/01/18 Scale: NTS Path:

X:\01. Programs\02. TACCOM\01. Site by Sector\LRT\Artesia Wells\02. Engineering\SA\PROPOSED\REINFORCEMENT 3-13-18\LRT-Artesia Wells - Scabbed Leg Sections.eri

Dwg No. E-3

<- Minimum -0 Maximum ->

-50000

-100000

50000

100000

TIA-222-H - 115 mph Exposure C Leg Capacity Leg Compression (lb)

250.00 250.00

240.00 240.00

230.00 230.00

220.00 220.00

214.00 214.00

200.00 200.00

180.00 180.00

160.00 160.00

140.00 140.00

152.00 152.00152.00 152.00152.00 152.00152.00 152.00152.00 152.00152.00 152.00

120.00 120.00

112.00 112.00

100.00 100.00

88.00 88.00

80.00 80.00

60.00 60.00

40.00 40.00

50.00 50.0050.00 50.0050.00 50.00

20.00 20.00

12.00 12.00

0.00 0.00

El ev at io n (ft

Oklahoma City, OK 73169 Phone: (405)-954-1235

FAX: (405)-954-4204

Job: LRT-ARTESIA WELLS Project: STRUCTURAL ANALYSIS - FEASIBILITY Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

Code: TIA-222-H Date: 05/01/18 Scale: NTS Path:

X:\01. Programs\02. TACCOM\01. Site by Sector\LRT\Artesia Wells\02. Engineering\SA\PROPOSED\REINFORCEMENT 3-13-18\LRT-Artesia Wells - Scabbed Leg Sections.eri

Dwg No. E-4

10000

Global Mast Shear (lb) 250.00

240.00

230.00

220.00

214.00

200.00

180.00

160.00

140.00

152.00152.00152.00152.00152.00152.00

120.00

112.00

100.00

88.00

80.00

60.00

40.00

50.0050.0050.00

20.00

12.00

0.00

El ev at io n (ft

50000

100000

150000

Global Mast Moment (lb-ft) 250.00

240.00

230.00

220.00

214.00

200.00

180.00

160.00

140.00

152.00152.00152.00152.00152.00152.00

120.00

112.00

100.00

88.00

80.00

60.00

40.00

50.0050.0050.00

20.00

12.00

0.00

TIA-222-H - 115 mph Exposure C Maximum Values Vx Vz Mx Mz

Oklahoma City, OK 73169 Phone: (405)-954-1235

FAX: (405)-954-4204

Job: LRT-ARTESIA WELLS Project: STRUCTURAL ANALYSIS - FEASIBILITY Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

Code: TIA-222-H Date: 05/01/18 Scale: NTS Path:

X:\01. Programs\02. TACCOM\01. Site by Sector\LRT\Artesia Wells\02. Engineering\SA\PROPOSED\REINFORCEMENT 3-13-18\LRT-Artesia Wells - Scabbed Leg Sections.eri

Dwg No. E-5

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

0.5

1.5

Deflection (in) 250.00

240.00

230.00

220.00

214.00

200.00

180.00

160.00

140.00

152.00152.00152.00152.00152.00152.00

120.00

112.00

100.00

88.00

80.00

60.00

40.00

50.0050.0050.00

20.00

12.00

0.00

El ev at io n (ft

0.05

0.1

Tilt (deg)

0.5

Twist (deg) 250.00

240.00

230.00

220.00

214.00

200.00

180.00

160.00

140.00

152.00152.00152.00152.00152.00152.00

120.00

112.00

100.00

88.00

80.00

60.00

40.00

50.0050.0050.00

20.00

12.00

0.00

Oklahoma City, OK 73169 Phone: (405)-954-1235

FAX: (405)-954-4204

Job: LRT-ARTESIA WELLS Project: STRUCTURAL ANALYSIS - FEASIBILITY Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

Code: TIA-222-H Date: 05/01/18 Scale: NTS Path:

X:\01. Programs\02. TACCOM\01. Site by Sector\LRT\Artesia Wells\02. Engineering\SA\PROPOSED\REINFORCEMENT 3-13-18\LRT-Artesia Wells - Scabbed Leg Sections.eri

Dwg No. E-6

250.0 ft

240.0 ft

230.0 ft

220.0 ft

214.0 ft

200.0 ft

180.0 ft

160.0 ft

140.0 ft

152.0 ft152.0 ft152.0 ft152.0 ft152.0 ft152.0 ft

120.0 ft

112.0 ft

100.0 ft

88.0 ft

80.0 ft

60.0 ft

40.0 ft

50.0 ft50.0 ft50.0 ft

20.0 ft

12.0 ft

0.0 ft

60498 lb (Axial) 141182 lb-ft (Moment)

4805 lb-ft (Torque)

5321 lb 33711 lb

ELEVATION

23474 lb35 deg

33711 lb

1233 lb

PLAN

41079 lb

250'

198'

152'

98'

50'

1/2 EHS, SF = 2.30, Tm ax = 7009.56 lb, Lc = 309.50 ft, Lu = 309.25 ft, Ls = 309.93 ft

R=196.00 ft

5/8 EHS, SF = 2.21, Tmax = 11496.83 lb, Lc = 270.90 ft, Lu = 270.68 ft, Ls = 271.31 ft 7/16 EHS, SF = 2.12, Tmax = 5898.22 lb, Lc = 241.03 ft, Lu = 240.83 ft, Ls = 241.42 ft

1/2 EHS, SF = 2.22, Tmax = 7267.54 lb, Lc = 213.33 ft, Lu = 213.16 ft, Ls = 213.65 ft

1/2 EHS, SF = 2.97, Tmax = 5436.59 lb, Lc = 198.07 ft, Lu = 197.91 ft, Ls = 198.25 ft

Guy Tensions and Tower Reactions TIA-222-H - 115 mph Exposure C

Maximum Values Anchor 'C'@196 ft Azimuth 240 deg Elev 8.6 ft

Plane through centroid of tower

Oklahoma City, OK 73169 Phone: (405)-954-1235

FAX: (405)-954-4204

Job: LRT-ARTESIA WELLS Project: STRUCTURAL ANALYSIS - FEASIBILITY Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

Code: TIA-222-H Date: 05/01/18 Scale: NTS Path:

X:\01. Programs\02. TACCOM\01. Site by Sector\LRT\Artesia Wells\02. Engineering\SA\PROPOSED\REINFORCEMENT 3-13-18\LRT-Artesia Wells - Scabbed Leg Sections.eri

Dwg No. E-7

Feed Line Distribution Chart 0' - 250'

Round Flat App In Face App Out Face Truss Leg

Face A

240.00

230.00

220.00

214.00

200.00

180.00

160.00

140.00

152.00152.00152.00152.00152.00152.00

120.00

112.00

100.00

88.00

80.00

60.00

40.00

50.0050.0050.00

20.00

12.00

0.00

250.00

El ev at io n (ft

Face B

9.00

153.50

9.00

154.00

9.009.00

247.50

9.00

170.17

9.00

55.33

9.00

240.25

9.00

207.50

C lim bi ng

L ad de r (

S ta nd ar d)

Face C

240.00

230.00

220.00

214.00

200.00

180.00

160.00

140.00

152.00152.00152.00152.00152.00152.00

120.00

112.00

100.00

88.00

80.00

60.00

40.00

50.0050.0050.00

20.00

12.00

0.00

250.00

9.00

153.50

9.00

154.00

9.009.00

247.50

9.00

170.17

9.00

55.33

9.00

240.25

9.00

207.50

Oklahoma City, OK 73169 Phone: (405)-954-1235

FAX: (405)-954-4204

Job: LRT-ARTESIA WELLS Project: STRUCTURAL ANALYSIS - FEASIBILITY Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

Code: TIA-222-H Date: 05/01/18 Scale: NTS Path:

X:\01. Programs\02. TACCOM\01. Site by Sector\LRT\Artesia Wells\02. Engineering\SA\PROPOSED\REINFORCEMENT 3-13-18\LRT-Artesia Wells - Scabbed Leg Sections.eri

Dwg No. E-8

Stress Distribution Chart 0' - 250'

> 100% 90%-100% 75%-90% 50%-75% < 50% Overstress

Face A Face B Face C

240.00

230.00

220.00

214.00

200.00

180.00

160.00

140.00

152.00152.00152.00152.00152.00152.00

120.00

112.00

100.00

88.00

80.00

60.00

40.00

50.0050.0050.00

20.00

12.00

0.00

250.00

El ev at io n (ft

240.00

230.00

220.00

214.00

200.00

180.00

160.00

140.00

152.00152.00152.00152.00152.00152.00

120.00

112.00

100.00

88.00

80.00

60.00

40.00

50.0050.0050.00

20.00

12.00

250.00

Oklahoma City, OK 73169

Job

LLRRTT--AARRTTEESSIIAA WWEELLLLSS

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Disclaimer

The information supplied in this report is provided as a service to our customer and in good faith. Care has been taken in the preparation of the contents of this report and FAA-AML-2070 should be consulted when the information from the report is used for more than planning purposes. The preparation of the information in this report uses rational design theory, analysis, knowledge of local conditions and sound engineering practices based on the information provided by the customer and collected through any data reconnaissance performed by

FAA-AML-2070.

FAA-AML-2070 provides no warranties, nor does it assume any legal liability or responsibility for the accuracy, completeness or usefulness of any of the information supplied in this report.

The information supplied in this report is dependent on the information provided by the customer and collected on the existing physical condition of the facilities. Any use of the information in this report is done so understanding the limitations of that information and the user assumes the responsibility for the use of the information. These disclaimers and exclusions shall be governed by and construed in accordance with the law. If any provision of these disclaimers and exclusions shall be unlawful, void or for any reason unenforceable then that provision shall be deemed severable and shall not affect the validity and enforceability of the remaining provisions.

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Appendices

Appendix A – TNX OUTPUT REPORT

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Tower Input Data

The main tower is a 3x guyed tower with an overall height of 250.00 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 4.00 ft at the base.

This tower is designed using the TIA-222-H standard.

The following design criteria apply:

1. Tower base elevation above sea level: 616.00 ft.

2. Basic wind speed of 115 mph.

3. Risk Category III.

4. Exposure Category C.

5. Simplified Topographic Factor Procedure for wind speed-up calculations is used.

6. Topographic Category: 3.

7. Crest Height 60.00 ft.

8. Deflections calculated using a wind speed of 60 mph.

9. Weld together tower sections have flange connections..

10. Connections use galvanized A325 bolts, nuts and locking devices..

11. Installation per TIA/EIA-222 and AISC Specifications..

12. Pressures are calculated at each section.

13. Safety factor used in guy design is 1.

14. Stress ratio used in tower member design is 1.

15. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered.

Options

Consider Moments - Legs √ Distribute Leg Loads As Uniform √ Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned √ Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression √ Use Code Stress Ratios √ Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients √ Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption √ Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption √ Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles √ Secondary Horizontal Braces Leg Sort Capacity Reports By Component Include Shear-Torsion Interaction √ Use Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are

Known

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Leg B

Guy B

Leg C

Guy C

Leg A G uy A

Fa ce

A Face B

Face C

Corner & Starmount Guyed Tower

Wind 0

Wind 90

Wind 180

Z X

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Leg B

Guy B

Leg C

Guy C

Leg A

Gu y A

Fa ce

A Face B

Face C

Face Guyed

Wind 0

Wind 90

Wind 180

Tower Section Geometry

Tower Section

Elevation ft

Assembly Database

Description Section Width

Number of

Sections

Length

T1 250.00-240.00 4.00 1 10.00 T2 240.00-230.00 4.00 1 10.00 T3 230.00-220.00 4.00 1 10.00 T4 220.00-214.00 4.00 1 6.00 T5 214.00-200.00 4.00 1 14.00 T6 200.00-180.00 4.00 1 20.00 T7 180.00-160.00 4.00 1 20.00 T8 160.00-140.00 4.00 1 20.00 T9 140.00-120.00 4.00 1 20.00

T10 120.00-112.00 4.00 1 8.00 T11 112.00-100.00 4.00 1 12.00 T12 100.00-88.00 4.00 1 12.00 T13 88.00-80.00 4.00 1 8.00 T14 80.00-60.00 4.00 1 20.00 T15 60.00-40.00 4.00 1 20.00

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Assembly Database

Description Section of

Sections

Length

T16 40.00-20.00 4.00 1 20.00 T17 20.00-12.00 4.00 1 8.00 T18 12.00-0.00 4.00 1 12.00

Tower Section Geometry (cont’d)

Diagonal Spacing

Bracing Type

Has K Brace

End Panels

Has Horizontals

Top Girt Offset in

Bottom Girt Offset

T1 250.00-240.00 2.00 X Brace No No 0.0000 0.0000 T2 240.00-230.00 1.98 K Brace Left No No 0.0000 1.0000 T3 230.00-220.00 1.98 K Brace Left No No 1.0000 0.0000 T4 220.00-214.00 1.97 K Brace Left No No 0.0000 1.0000 T5 214.00-200.00 1.99 X Brace No No 1.0000 0.0000 T6 200.00-180.00 2.00 X Brace No No 0.0000 0.0000 T7 180.00-160.00 2.00 X Brace No No 0.0000 0.0000 T8 160.00-140.00 2.00 X Brace No No 0.0000 0.0000 T9 140.00-120.00 2.00 K Brace Left No No 0.0000 0.0000

T10 120.00-112.00 2.00 K Brace Left No No 0.0000 0.0000 T11 112.00-100.00 2.00 X Brace No No 0.0000 0.0000 T12 100.00-88.00 2.00 X Brace No No 0.0000 0.0000 T13 88.00-80.00 2.00 K Brace Left No No 0.0000 0.0000 T14 80.00-60.00 2.00 K Brace Left No No 0.0000 0.0000 T15 60.00-40.00 2.00 X Brace No No 0.0000 0.0000 T16 40.00-20.00 2.00 K Brace Left No No 0.0000 0.0000 T17 20.00-12.00 2.00 K Brace Left No No 0.0000 0.0000 T18 12.00-0.00 2.00 X Brace No No 0.0000 0.0000 ft

Leg Type

Size

Grade

T1 250.00-240.00 60 Angle V3x3x3/16 A572-50 (50 ksi)

Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi)

T2 240.00-230.00 60 Angle V3x3x3/16 A572-50 (50 ksi)

Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi)

T3 230.00-220.00 60 Angle V3x3x3/16 A572-50 (50 ksi)

Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi)

T4 220.00-214.00 60 Angle V3x3x3/16 A572-50 (50 ksi)

Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi)

T5 214.00-200.00 60 Angle V3x3x3/16 A572-50 (50 ksi)

Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi)

T6 200.00-180.00 60 Angle V3x3x3/16 A572-50 (50 ksi)

Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi)

T7 180.00-160.00 60 Angle V3x3x3/16 A572-50 (50 ksi)

Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi)

T8 160.00-140.00 60 Angle V3x3x3/16 A572-50 (50 ksi)

Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi)

T9 140.00-120.00 60 Angle V3x3x3/16 A572-50 Equal Angle L1 1/2x1 1/2x3/16 A36

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(50 ksi) (36 ksi) T10

120.00-112.00 60 Angle V3x3x3/16 A572-50

(50 ksi) Equal Angle L 1 1/2x1 1/2x 7/32 A36

(36 ksi) T11

112.00-100.00 60 Angle V3x3x3/16 A572-50

(50 ksi) Equal Angle L 1 1/2x1 1/2x 7/32 A36

(36 ksi) T12 100.00-88.00 60 Angle V3x3x3/16 A572-50

(50 ksi) Equal Angle L1 1/2x1 1/2x3/16 A36

(36 ksi) T13 88.00-80.00 60 Angle V3x3x3/16 A572-50

(50 ksi) Equal Angle L1 1/2x1 1/2x3/16 A36

(36 ksi) T14 80.00-60.00 60 Angle V3x3x3/16 A572-50

(50 ksi) Equal Angle L 1 1/2x1 1/2x 7/32 A36

(36 ksi) T15 60.00-40.00 60 Angle V3x3x3/16 A572-50

(50 ksi) Equal Angle L1 1/2x1 1/2x3/16 A36

(36 ksi) T16 40.00-20.00 60 Angle V4x4x1/4 A572-50

(50 ksi) Equal Angle L1 1/2x1 1/2x3/16 A36

(36 ksi) T17 20.00-12.00 60 Angle V4x4x1/4 A572-50

(50 ksi) Equal Angle L1 1/2x1 1/2x1/4 A36

(36 ksi) T18 12.00-0.00 60 Angle V4x4x1/4 A572-50

(50 ksi) Equal Angle L1 1/2x1 1/2x1/4 A36 ft

T1 250.00-240.00 Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi)

Equal Angle A36 (36 ksi)

T2 240.00-230.00 Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi)

Equal Angle A36 (36 ksi)

T3 230.00-220.00 Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi)

Equal Angle A36 (36 ksi)

T5 214.00-200.00 Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi)

Equal Angle A36

Gusset Area

(per face) ft2

Thickness

Gusset Grade Adjust. Factor Af

Adjust.

Factor

Weight Mult.

Double Angle Stitch Bolt Spacing

Diagonals in

Double Angle Stitch Bolt Spacing

Horizontals in

Double Angle Stitch Bolt Spacing

Redundants in

T1 250.00-240.00

0.00 0.0000 A36 (36 ksi)

1 1 1.05 0.0000 0.0000 0.0000

T2 240.00-230.00

0.00 0.0000 A36 (36 ksi)

1 1 1.05 0.0000 0.0000 0.0000

T3 230.00-220.00

0.00 0.0000 A36 (36 ksi)

1 1 1.05 0.0000 0.0000 0.0000

T4 220.00-214.00

0.00 0.0000 A36 (36 ksi)

1 1 1.05 0.0000 0.0000 0.0000

T5 0.00 0.0000 A36 1 1 1.05 0.0000 0.0000 0.0000

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(per face)

Thickness

Gusset Grade Adjust. Factor Af

Adjust.

Factor

Weight Mult.

Double Angle Stitch Bolt Spacing

Diagonals in

Double Angle Stitch Bolt Spacing

Horizontals in

Double Angle Stitch Bolt Spacing

Redundants in

214.00-200.00 (36 ksi) T6

200.00-180.00

0.00 0.0000 A36

(36 ksi) 1 1 1.05 0.0000 0.0000 0.0000

T7 180.00-160.00

0.00 0.0000 A36 (36 ksi)

1 1 1.05 0.0000 0.0000 0.0000

T8 160.00-140.00

0.00 0.0000 A36 (36 ksi)

1 1 1.05 0.0000 0.0000 0.0000

T9 140.00-120.00

0.00 0.0000 A36 (36 ksi)

1 1 1.05 0.0000 0.0000 0.0000

T10 120.00-112.00

0.00 0.0000 A36 (36 ksi)

1 1 1.05 0.0000 0.0000 0.0000

T11 112.00-100.00

0.00 0.0000 A36 (36 ksi)

1 1 1.05 0.0000 0.0000 0.0000

T12 100.00-88.00

0.00 0.0000 A36 (36 ksi)

1 1 1.05 0.0000 0.0000 0.0000

T13 88.00-80.00

0.00 0.0000 A36 (36 ksi)

1 1 1.05 0.0000 0.0000 0.0000

T14 80.00-60.00

0.00 0.0000 A36 (36 ksi)

1 1 1.05 0.0000 0.0000 0.0000

T15 60.00-40.00

0.00 0.0000 A36 (36 ksi)

1 1 1.05 0.0000 0.0000 0.0000

T16 40.00-20.00

0.00 0.0000 A36 (36 ksi)

1 1 1.05 0.0000 0.0000 0.0000

T17 20.00-12.00

0.00 0.0000 A36 (36 ksi)

1 1 1.05 0.0000 0.0000 0.0000

T18 12.00-0.00 0.00 0.0000 A36

1 1 1.05 0.0000 0.0000 0.0000

K Factors1

Calc K

Single Angles

Calc K

Solid Rounds

Legs X Brace Diags

X Y

K Brace Diags

X Y

Single Diags

Girts

Horiz.

Sec.

Inner Brace

T1 250.00-240.00

Yes Yes 1 1

T2 240.00-230.00

Yes Yes 1 1

T3 230.00-220.00

Yes Yes 1 1

T4 220.00-214.00

Yes Yes 1 1

T5 214.00-200.00

Yes Yes 1 1

0.5

T6 200.00-180.00

Yes Yes 1 1

0.5

T7 180.00-160.00

Yes Yes 1 1

0.5

T8 160.00-140.00

Yes Yes 1 1

0.5

T9 140.00-120.00

Yes Yes 1 1

0.5

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K Factors1

Calc K

Single Angles

Calc K

Solid Rounds

Legs X Brace Diags

X Y

K Brace Diags

X Y

Single Diags

Girts

Sec.

Inner Brace

T10 120.00-112.00

Yes Yes 1 1

0.5

T11 112.00-100.00

Yes Yes 1 1

0.5

T12 100.00-88.00

Yes Yes 1 1

0.5

T13 88.00-80.00

Yes Yes 1 1

0.5

T14 80.00-60.00

Yes Yes 1 1

0.5

T15 60.00-40.00

Yes Yes 1 1

0.5

T16 40.00-20.00

Yes Yes 1 1

0.5

T17 20.00-12.00

Yes Yes 1 1

0.5

T18 12.00-0.00

Yes Yes 1 1

0.5

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.

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

Net Width Deduct

Net

Deduct

T1 250.00-240.00

0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T2 240.00-230.00

0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T3 230.00-220.00

0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T4 220.00-214.00

0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T5 214.00-200.00

0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T6 200.00-180.00

0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T7 180.00-160.00

0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T8 160.00-140.00

0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T9 140.00-120.00

0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T10 120.00-112.00

0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T11 112.00-100.00

0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

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

Net Width Deduct

Deduct

T12 100.00-88.00

0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T13 88.00-80.00

0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T14 80.00-60.00

0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T15 60.00-40.00

0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T16 40.00-20.00

0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T17 20.00-12.00

0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T18 12.00-0.00 0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 ft

Leg Connection

Type

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

Bolt Size in

No. Bolt Size in

No.

T1 250.00-240.00

Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.6250 A325N

T2 240.00-230.00

Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.6250 A325N

T3 230.00-220.00

Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.6250 A325N

T4 220.00-214.00

Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.6250 A325N

T5 214.00-200.00

Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.7500 A325N

T6 200.00-180.00

Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.7500 A325N

T7 180.00-160.00

Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.7500 A325N

T8 160.00-140.00

Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.7500 A325N

T9 140.00-120.00

Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.7500 A325N

T10 120.00-112.00

Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.7500 A325N

T11 112.00-100.00

Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.7500 A325N

T12 100.00-88.00

Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.7500 A325N

T13 88.00-80.00

Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.7500 A325N

T14 80.00-60.00

Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.7500 A325N

T15 60.00-40.00

Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.7500 A325N

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Leg Connection

Type

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

Bolt Size in

No. Bolt Size in

No.

T16 40.00-20.00

Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.7500 A325N

T17 20.00-12.00

Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.7500 A325N

T18 12.00-0.00 Sleeve DS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.7500

Guy Data

Guy

Grade

Initial Tension lb

Modulus ksi

Weight plf

Anchor Radius

Azimuth

Adj.

End Fitting

Efficiency

250 EHS A

B C

1/2 1/2 1/2

2690.00 2690.00 2690.00

10% 10% 10%

21000 21000 21000

0.517 0.517 0.517

307.19 316.35 309.25

190.00 198.25 196.00

0.0000 0.0000 0.0000

6.50 1.30 8.60

100% 100% 100%

198 EHS A

B C

5/8 5/8 5/8

4240.00 4240.00 4240.00

10% 10% 10%

21000 21000 21000

0.813 0.813 0.813

267.92 277.41 270.68

190.00 198.25 196.00

0.0000 0.0000 0.0000

6.50 1.30 8.60

100% 100% 100%

152 EHS A

B C

7/16 7/16 7/16

2080.00 2080.00 2080.00

10% 10% 10%

21000 21000 21000

0.399 0.399 0.399

237.32 247.02 240.83

190.00 198.25 196.00

0.0000 0.0000 0.0000

6.50 1.30 8.60

100% 100% 100%

98 EHS A

B C

1/2 1/2 1/2

2690.00 2690.00 2690.00

10% 10% 10%

21000 21000 21000

0.517 0.517 0.517

208.64 218.33 213.16

190.00 198.25 196.00

0.0000 0.0000 0.0000

6.50 1.30 8.60

100% 100% 100%

50 EHS A

B C

1/2 1/2 1/2

2690.00 2690.00 2690.00

10% 10% 10%

21000 21000 21000

0.517 0.517 0.517

192.51 201.74 197.91

190.00 198.25 196.00

0.0000 0.0000 0.0000

6.50 1.30 8.60

100% 100% 100%

Guy Data(cont’d) ft

Mount Type

Torque-Arm Spread

Leg Angle

Style

Torque-Arm Grade

Torque-Arm Type

Torque-Arm Size

250 Corner 198 Corner 152 Torque Arm 8.00 0.0000 Channel A36

(36 ksi) Channel C8x18.75

98 Corner 50 Corner

Guy Data (cont’d)

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Diagonal Grade

Diagonal Type

Upper Diagonal Size

Lower Diagonal Size

Is Strap.

Pull-Off Grade

Pull-Off Type Pull-Off Size

250.00 A572-50

(50 ksi)

Solid Round A572-50 (50 ksi)

Equal Angle

198.00 A572-50

(50 ksi)

Solid Round A572-50 (50 ksi)

Equal Angle

152.00 A572-50

(50 ksi)

Solid Round No A572-50 (50 ksi)

Single Angle L3x2x3/16

98.00 A572-50

Solid Round A572-50 (50 ksi)

Solid Round

50.00 A572-50

(50 ksi)

Solid Round A572-50

Solid Round

Cable Weight

A lb

Cable Weight

B lb

Cable Weight

C lb

Cable Weight

D lb

Tower Intercept

A ft

Tower Intercept

B ft

Tower Intercept

C ft

Tower Intercept

D ft

250 158.82 163.56 159.88 8.87

5.1 sec/pulse

9.40

5.3 sec/pulse

8.99

5.2 sec/pulse

198 217.82 225.54 220.06 6.76

4.5 sec/pulse

7.25

4.6 sec/pulse

6.91

4.5 sec/pulse

152 94.69 98.56 96.09 5.33

4.0 sec/pulse

5.78

4.1 sec/pulse

5.49

4.0 sec/pulse

98 107.87 112.88 110.20 4.15

3.5 sec/pulse

4.54

3.7 sec/pulse

4.33

3.6 sec/pulse

50 99.53 104.30 102.32 3.55

3.3 sec/pulse

3.90

3.4 sec/pulse

3.75

3.3 sec/pulse

Torque Arm Pull Off Diagonal

Elevation ft

Calc K

Single Angles

Calc K

Solid Rounds

Kx Ky Kx Ky Kx Ky

250 No No 1 1 1 1 198 No No 1 1 1 1 152 No No 1 1 1 1 1 1 98 No No 1 1 1 1 50 No No 1 1 1 1

Torque-Arm Pull Off Diagonal

Elevation ft

Bolt Size in

Number Net Width Deduct

Bolt Size

Number Net Width Deduct

250 0.7500

2 0.0000 0.75 0.5000 A325N

2 0.0000 1 0.6250

0 0.0000 1

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Torque-Arm Pull Off Diagonal

Elevation ft

Bolt Size in

Number Net Width Deduct

198 0.6250

0 0.0000 0.75 0.5000 A325N

2 0.0000 1 0.6250 A325N

0 0.0000 1

152 0.6250 A325N

3 0.0000 1 0.0000 A325N

0 0.0000 1 0.0000 A325N

0 0.0000 1

98 0.6250 A325N

0 0.0000 0.75 0.5000 A325N

2 0.0000 1 0.0000 A325N

0 0.0000 1

50 0.6250 A325N

0 0.0000 0.75 0.5000 A325N

2 0.0000 1 0.0000

0 0.0000 1

Guy Pressures ft

Guy Location z qz psf

Ice psf

Ice Thickness in 250 A

B C

128.25 125.65 129.30

198 A B C

102.25 99.65

103.30

152 A

79.25 76.65 80.30

98 A

52.25 49.65 53.30

50 A

28.25 25.65 29.30

Guy-Tensioning Information

Temperature At Time Of Tensioning

0 F

20 F

40 F

60 F

80 F

100 F

120 F

Elevation

Tension

Intercept

Tension

250 A

B C

187.69 195.94 193.69

243.50 248.70 241.40

7.70 8.14 7.76

8.06 8.53 8.13

8.45 8.95 8.54

8.87 9.40 8.99

9.33 9.90 9.48

9.83 10.44 10.01

10.37 11.02 10.59

198 A B C

187.69 195.94 193.69

191.50 196.70 189.40

5.63 6.02 5.71

5.97 6.39 6.07

6.34 6.79 6.46

6.76 7.25 6.91

7.23 7.75 7.40

7.76 8.32 7.97

8.34 8.94 8.59

152 A B C

187.73 195.98 193.73

145.50 150.70 143.40

4.24 4.59 4.34

4.55 4.93 4.67

4.92 5.33 5.05

5.33 5.78 5.49

5.81 6.29 6.00

6.36 6.88 6.58

6.99 7.56 7.25

98 A B C

187.69 195.94 193.69

91.50 96.70 89.40

3.10 3.40 3.22

3.39 3.72 3.53

3.74 4.10 3.90

4.15 4.54 4.33

4.64 5.07 4.86

5.24 5.71 5.48

5.94 6.45 6.22

50 A B C

187.69 195.94 193.69

43.50 48.70 41.40

2.53 2.79 2.68

2.81 3.09 2.97

3.14 3.45 3.32

3.55 3.90 3.75

4.06 4.44 4.29

4.68 5.11 4.94

5.44 5.90 5.74

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Feed Line/Linear Appurtenances - Entered As Round Or Flat

Description Face or

Leg

Allow Shield

Component

Placement

Total Number

Number Per Row

Clear Spacing in

Width or Diameter

Perimeter

7/8 C No Ar (CaAa) 153.50 - 9.00 1 1 1.1100 1.1100 0.54 5/8 C No Ar (CaAa) 154.00 - 9.00 1 1 0.8800 0.8800 0.40 5/8 C No Ar (CaAa) 250.00 - 9.00 1 1 0.8800 0.8800 0.40 7/8 C No Ar (CaAa) 247.50 - 9.00 1 1 1.1100 1.1100 0.54 7/8 C No Ar (CaAa) 170.17 - 9.00 1 1 1.1100 1.1100 0.54 7/8 C No Ar (CaAa) 55.33 - 9.00 1 1 1.1100 1.1100 0.54

1 5/8 C No Ar (CaAa) 240.25 - 9.00 1 1 1.9800 1.9800 1.04 1 5/8 C No Ar (CaAa) 207.50 - 9.00 1 1 1.9800 1.9800 1.04

Feed Line/Linear Appurtenances - Entered As Area

Leg

Allow Shield

Component

Total

CAAA

ft2/ft

Climbing Ladder

(Standard) B No CaAa (In Face) 250.00 - 0.00 1 No Ice 0.08 3.99

Feed Line/Linear Appurtenances Section Areas

Section

Tower Elevation

Face AR

In Face ft2

CAAA

Out Face

T1 250.00-240.00 A

B C

0.000 0.000 0.000

0.000 0.790 1.762

0.000 0.000 0.000

0.00 39.90 8.31

T2 240.00-230.00 A B C

0.000 0.000 0.000

0.000 0.790 3.970

0.000 0.000 0.000

0.00 39.90 19.80

T3 230.00-220.00 A B C

0.000 0.000 0.000

0.000 0.790 3.970

0.000 0.000 0.000

0.00 39.90 19.80

T4 220.00-214.00 A B C

0.000 0.000 0.000

0.000 0.474 2.382

0.000 0.000 0.000

0.00 23.94 11.88

T5 214.00-200.00 A B C

0.000 0.000 0.000

0.000 1.106 7.043

0.000 0.000 0.000

0.00 55.86 35.52

T6 200.00-180.00 A B C

0.000 0.000 0.000

0.000 1.580

11.900

0.000 0.000 0.000

0.00 79.80 60.40

T7 180.00-160.00 A B C

0.000 0.000 0.000

0.000 1.580

13.029

0.000 0.000 0.000

0.00 79.80 65.89

T8 160.00-140.00 A B C

0.000 0.000 0.000

0.000 1.580

16.851

0.000 0.000 0.000

0.00 79.80 84.09

T9 140.00-120.00 A B C

0.000 0.000 0.000

0.000 1.580

18.100

0.000 0.000 0.000

0.00 79.80 90.00

T10 120.00-112.00 A 0.000 0.000 0.000 0.000 0.00

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

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DHS- CBP –FM&E

Tower Elevation

Face AR

In Face ft2

CAAA

Out Face

0.000 0.000

0.632 7.240

0.000 0.000

31.92 36.00

T11 112.00-100.00 A B C

0.000 0.000 0.000

0.000 0.948

10.860

0.000 0.000 0.000

0.00 47.88 54.00

T12 100.00-88.00 A B C

0.000 0.000 0.000

0.000 0.948

10.860

0.000 0.000 0.000

0.00 47.88 54.00

T13 88.00-80.00 A B C

0.000 0.000 0.000

0.000 0.632 7.240

0.000 0.000 0.000

0.00 31.92 36.00

T14 80.00-60.00 A B C

0.000 0.000 0.000

0.000 1.580

18.100

0.000 0.000 0.000

0.00 79.80 90.00

T15 60.00-40.00 A B C

0.000 0.000 0.000

0.000 1.580

19.802

0.000 0.000 0.000

0.00 79.80 98.28

T16 40.00-20.00 A B C

0.000 0.000 0.000

0.000 1.580

20.320

0.000 0.000 0.000

0.00 79.80

100.80 T17 20.00-12.00 A

B C

0.000 0.000 0.000

0.000 0.632 8.128

0.000 0.000 0.000

0.00 31.92 40.32

T18 12.00-0.00 A B C

0.000 0.000 0.000

0.000 0.948 3.048

0.000 0.000 0.000

0.00 47.88 15.12

Feed Line Center of Pressure

Section Elevation

CPX

CPZ

CPX

Ice in

CPZ

Ice in

T1 250.00-240.00 3.7147 7.7743 3.7147 7.7743 T2 240.00-230.00 1.9916 11.0294 1.9916 11.0294 T3 230.00-220.00 1.9916 11.0294 1.9916 11.0294 T4 220.00-214.00 1.9916 11.0294 1.9916 11.0294 T5 214.00-200.00 1.6287 11.7250 1.6287 11.7250 T6 200.00-180.00 1.4065 12.1507 1.4065 12.1507 T7 180.00-160.00 1.2979 12.3254 1.2979 12.3254 T8 160.00-140.00 1.0287 12.7503 1.0287 12.7503 T9 140.00-120.00 0.9634 12.8527 0.9634 12.8527

T10 120.00-112.00 0.9634 12.8527 0.9634 12.8527 T11 112.00-100.00 0.9634 12.8527 0.9634 12.8527 T12 100.00-88.00 0.9634 12.8527 0.9634 12.8527 T13 88.00-80.00 0.9634 12.8527 0.9634 12.8527 T14 80.00-60.00 0.9634 12.8527 0.9634 12.8527 T15 60.00-40.00 0.8867 12.9767 0.8867 12.9767 T16 40.00-20.00 0.8658 13.0107 0.8658 13.0107 T17 20.00-12.00 0.8658 13.0107 0.8658 13.0107 T18 12.00-0.00 2.8468 9.4630 2.8468 9.4630

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Shielding Factor Ka

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T1 3 5/8 240.00 - 250.00

1.0000 1.0000

T1 4 7/8 240.00 - 247.50

1.0000 1.0000

T1 7 1 5/8 240.00 - 240.25

1.0000 1.0000

T1 9 Climbing Ladder (Standard) 240.00 - 250.00

1.0000 1.0000

T2 3 5/8 230.00 - 240.00

1.0000 1.0000

T2 4 7/8 230.00 - 240.00

1.0000 1.0000

T2 7 1 5/8 230.00 - 240.00

1.0000 1.0000

T2 9 Climbing Ladder (Standard) 230.00 - 240.00

1.0000 1.0000

T3 3 5/8 220.00 - 230.00

1.0000 1.0000

T3 4 7/8 220.00 - 230.00

1.0000 1.0000

T3 7 1 5/8 220.00 - 230.00

1.0000 1.0000

T3 9 Climbing Ladder (Standard) 220.00 - 230.00

1.0000 1.0000

T4 3 5/8 214.00 - 220.00

1.0000 1.0000

T4 4 7/8 214.00 - 220.00

1.0000 1.0000

T4 7 1 5/8 214.00 - 220.00

1.0000 1.0000

T4 9 Climbing Ladder (Standard) 214.00 - 220.00

1.0000 1.0000

T5 3 5/8 200.00 - 214.00

1.0000 1.0000

T5 4 7/8 200.00 - 214.00

1.0000 1.0000

T5 7 1 5/8 200.00 - 214.00

1.0000 1.0000

T5 8 1 5/8 200.00 - 207.50

1.0000 1.0000

T5 9 Climbing Ladder (Standard) 200.00 - 214.00

1.0000 1.0000

T6 3 5/8 180.00 - 200.00

1.0000 1.0000

T6 4 7/8 180.00 - 200.00

1.0000 1.0000

T6 7 1 5/8 180.00 - 200.00

1.0000 1.0000

T6 8 1 5/8 180.00 - 200.00

1.0000 1.0000

T6 9 Climbing Ladder (Standard) 180.00 - 200.00

1.0000 1.0000

T7 3 5/8 160.00 - 180.00

1.0000 1.0000

T7 4 7/8 160.00 - 180.00

1.0000 1.0000

T7 5 7/8 160.00 - 170.17

1.0000 1.0000

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T7 7 1 5/8 160.00 - 180.00

1.0000 1.0000

T7 8 1 5/8 160.00 - 180.00

1.0000 1.0000

T7 9 Climbing Ladder (Standard) 160.00 - 180.00

1.0000 1.0000

T8 1 7/8 140.00 - 153.50

1.0000 1.0000

T8 2 5/8 140.00 - 154.00

1.0000 1.0000

T8 3 5/8 140.00 - 160.00

1.0000 1.0000

T8 4 7/8 140.00 - 160.00

1.0000 1.0000

T8 5 7/8 140.00 - 160.00

1.0000 1.0000

T8 7 1 5/8 140.00 - 160.00

1.0000 1.0000

T8 8 1 5/8 140.00 - 160.00

1.0000 1.0000

T8 9 Climbing Ladder (Standard) 140.00 - 160.00

1.0000 1.0000

T9 1 7/8 120.00 - 140.00

1.0000 1.0000

T9 2 5/8 120.00 - 140.00

1.0000 1.0000

T9 3 5/8 120.00 - 140.00

1.0000 1.0000

T9 4 7/8 120.00 - 140.00

1.0000 1.0000

T9 5 7/8 120.00 - 140.00

1.0000 1.0000

T9 7 1 5/8 120.00 - 140.00

1.0000 1.0000

T9 8 1 5/8 120.00 - 140.00

1.0000 1.0000

T9 9 Climbing Ladder (Standard) 120.00 - 140.00

1.0000 1.0000

T10 1 7/8 112.00 - 120.00

1.0000 1.0000

T10 2 5/8 112.00 - 120.00

1.0000 1.0000

T10 3 5/8 112.00 - 120.00

1.0000 1.0000

T10 4 7/8 112.00 - 120.00

1.0000 1.0000

T10 5 7/8 112.00 - 120.00

1.0000 1.0000

T10 7 1 5/8 112.00 - 120.00

1.0000 1.0000

T10 8 1 5/8 112.00 - 120.00

1.0000 1.0000

T10 9 Climbing Ladder (Standard) 112.00 - 120.00

1.0000 1.0000

T11 1 7/8 100.00 - 112.00

1.0000 1.0000

T11 2 5/8 100.00 - 112.00

1.0000 1.0000

T11 3 5/8 100.00 - 112.00

1.0000 1.0000

T11 4 7/8 100.00 - 1.0000 1.0000

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

112.00 T11 5 7/8 100.00 -

112.00

1.0000 1.0000

T11 7 1 5/8 100.00 - 112.00

1.0000 1.0000

T11 8 1 5/8 100.00 - 112.00

1.0000 1.0000

T11 9 Climbing Ladder (Standard) 100.00 - 112.00

1.0000 1.0000

T12 1 7/8 88.00 - 100.00 1.0000 1.0000 T12 2 5/8 88.00 - 100.00 1.0000 1.0000 T12 3 5/8 88.00 - 100.00 1.0000 1.0000 T12 4 7/8 88.00 - 100.00 1.0000 1.0000 T12 5 7/8 88.00 - 100.00 1.0000 1.0000 T12 7 1 5/8 88.00 - 100.00 1.0000 1.0000 T12 8 1 5/8 88.00 - 100.00 1.0000 1.0000 T12 9 Climbing Ladder (Standard) 88.00 - 100.00 1.0000 1.0000 T13 1 7/8 80.00 - 88.00 1.0000 1.0000 T13 2 5/8 80.00 - 88.00 1.0000 1.0000 T13 3 5/8 80.00 - 88.00 1.0000 1.0000 T13 4 7/8 80.00 - 88.00 1.0000 1.0000 T13 5 7/8 80.00 - 88.00 1.0000 1.0000 T13 7 1 5/8 80.00 - 88.00 1.0000 1.0000 T13 8 1 5/8 80.00 - 88.00 1.0000 1.0000 T13 9 Climbing Ladder (Standard) 80.00 - 88.00 1.0000 1.0000 T14 1 7/8 60.00 - 80.00 1.0000 1.0000 T14 2 5/8 60.00 - 80.00 1.0000 1.0000 T14 3 5/8 60.00 - 80.00 1.0000 1.0000 T14 4 7/8 60.00 - 80.00 1.0000 1.0000 T14 5 7/8 60.00 - 80.00 1.0000 1.0000 T14 7 1 5/8 60.00 - 80.00 1.0000 1.0000 T14 8 1 5/8 60.00 - 80.00 1.0000 1.0000 T14 9 Climbing Ladder (Standard) 60.00 - 80.00 1.0000 1.0000 T15 1 7/8 40.00 - 60.00 1.0000 1.0000 T15 2 5/8 40.00 - 60.00 1.0000 1.0000 T15 3 5/8 40.00 - 60.00 1.0000 1.0000 T15 4 7/8 40.00 - 60.00 1.0000 1.0000 T15 5 7/8 40.00 - 60.00 1.0000 1.0000 T15 6 7/8 40.00 - 55.33 1.0000 1.0000 T15 7 1 5/8 40.00 - 60.00 1.0000 1.0000 T15 8 1 5/8 40.00 - 60.00 1.0000 1.0000 T15 9 Climbing Ladder (Standard) 40.00 - 60.00 1.0000 1.0000 T16 1 7/8 20.00 - 40.00 1.0000 1.0000 T16 2 5/8 20.00 - 40.00 1.0000 1.0000 T16 3 5/8 20.00 - 40.00 1.0000 1.0000 T16 4 7/8 20.00 - 40.00 1.0000 1.0000 T16 5 7/8 20.00 - 40.00 1.0000 1.0000 T16 6 7/8 20.00 - 40.00 1.0000 1.0000 T16 7 1 5/8 20.00 - 40.00 1.0000 1.0000 T16 8 1 5/8 20.00 - 40.00 1.0000 1.0000 T16 9 Climbing Ladder (Standard) 20.00 - 40.00 1.0000 1.0000 T17 1 7/8 12.00 - 20.00 1.0000 1.0000 T17 2 5/8 12.00 - 20.00 1.0000 1.0000 T17 3 5/8 12.00 - 20.00 1.0000 1.0000 T17 4 7/8 12.00 - 20.00 1.0000 1.0000 T17 5 7/8 12.00 - 20.00 1.0000 1.0000 T17 6 7/8 12.00 - 20.00 1.0000 1.0000 T17 7 1 5/8 12.00 - 20.00 1.0000 1.0000 T17 8 1 5/8 12.00 - 20.00 1.0000 1.0000 T17 9 Climbing Ladder (Standard) 12.00 - 20.00 1.0000 1.0000 T18 1 7/8 9.00 - 12.00 1.0000 1.0000

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T18 2 5/8 9.00 - 12.00 1.0000 1.0000 T18 3 5/8 9.00 - 12.00 1.0000 1.0000 T18 4 7/8 9.00 - 12.00 1.0000 1.0000 T18 5 7/8 9.00 - 12.00 1.0000 1.0000 T18 6 7/8 9.00 - 12.00 1.0000 1.0000 T18 7 1 5/8 9.00 - 12.00 1.0000 1.0000 T18 8 1 5/8 9.00 - 12.00 1.0000 1.0000 T18 9 Climbing Ladder (Standard) 0.00 - 12.00 1.0000 1.0000

Discrete Tower Loads

Leg

Offset Type

Offsets:

Horz

Lateral Vert ft ft ft

Azimuth Adjustment

Front

Side

Mounting Pipe - 4'' x 6' A From Leg 1.00 0.00 0.00

0.0000 55.34 No…

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File details come from the government source that posted it. Updated Sep 18, 2020.