SOW - USFS Schnebly Hill Lead Paint Abatement (updated 06-10-2026) COR1.pdf

STATEMENT OF WORK (SOW)

Lead-Based Paint Remediation and Recoating of 70-Foot Self-Supporting

Lattice Communications Tower

For

U.S. Forest Service (USFS)

PREPARATION DATE: 06/04/2026

AJW-L531 / United States Forest Service

Statement of Work Power Installation

• 1. Introduction and Overview

This Statement of Work (SOW) supports the mission of the United States Forest Service (USFS) to sustain the health, diversity, and productivity of the nation’s forests and grasslands for the benefit of current and future generations. This initiative addresses systemic maintenance and critical infrastructure issues affecting the USFS tower inventory, with a focus on ensuring these structures continue to support mission-critical operations.

The contracted entity shall operate independently to provide technical and logistical services, in coordination with the Federal Aviation Administration (FAA), to perform lead-based paint remediation and recoating activities as outlined in this Statement of Work.

• 2. Scope of Work

The Contractor shall furnish all labor, supervision, materials, equipment, tools, transportation, permits, testing, environmental controls, waste disposal services, and incidentals necessary to perform lead-based paint remediation and recoating of an existing 70-foot steel lattice communications tower.

All work shall adhere to applicable industry standards, environmental regulations, and best practices for communications tower maintenance and lead abatement activities.

The scope of this SOW does not include the provision of on-site logistics by the Government.

The Contractor shall be solely responsible for all pre-work logistics, including obtaining permits, coordinating access requirements, mobilization, and establishing a safe work zone before beginning field operations.

• 2.1 System Type and Tower Information

Parameter Description Tower Height 70 feet Number of Sections 7 Tower Status Active Current Use Land Mobile Radio (LMR) Tower Type Self-Supported Steel Lattice Tower System Owner Government Cross Section Square Face Width 154 inches

• Foundation Information

Parameter Description Foundation Type Individual Pier Foundation Dimensions 46” × 46”

• Climbing Ladder Information

Parameter Description Ladder Width 12 inches Rung Spacing 14 inches Rung Type Steel Tube Rung Size 1 inch

• Structural Configuration

The structure is an active self-supporting square lattice communications tower utilized for Land Mobile Radio (LMR) communications in support of Government operations.

The tower includes:

• Integral climbing ladder

• Safety climb system

• Feedline ladder

• Feedlines

• Platform and antenna support structures

• Communications antennas and associated mounting hardware

Structural member sizes, tower geometry, appurtenances, and loading information are documented in the attached FAA Structural Analysis Report and shall be used by the Contractor for planning purposes.

The Contractor shall field verify all dimensions and existing conditions prior to mobilization and shall immediately notify the Government of any discrepancies that could affect the execution of lead-based paint remediation, containment, surface preparation, coating application, or worker safety.

The Contractor shall inspect all ladder components, bolted connections, bracing members, and structural steel surfaces during the pre-work inspection and document any observed corrosion, coating failure, or structural deficiencies that could impact safe access or remediation activities.

Note: A Structural Analysis Report for the Schnebly Hill Communications Tower will be provided as an attachment to this Statement of Work. The report is provided for reference and planning purposes only. The Contractor remains responsible for verifying all field conditions and determining the means and methods necessary to safely perform the work.

• 2.2 Facility Type

Sole-Use Facility: A stand-alone tower with an associated communications shelter or equipment enclosure that is not physically connected to any other facility, even if located on the same land unit.

• 2.3 Site-Specific Requirements

The Contractor shall:

• Conduct a pre-work site inspection.

• Verify and document the presence of lead-containing coatings through existing reports, sampling, or field testing.

• Develop and implement a site-specific Lead Management and Remediation Plan.

• Establish containment systems sufficient to prevent the release of lead-contaminated debris, dust, or wastewater.

• Remove deteriorated lead-based paint, rust, scale, and corrosion from all accessible tower steel surfaces.

• Properly collect, characterize, transport, and dispose of all lead-contaminated waste in accordance with applicable federal, state, and local regulations.

• Prepare steel surfaces for recoating in accordance with SSPC/NACE surface preparation standards.

• Apply the specified coating system.

• Perform final cleanup and environmental clearance activities.

• Restore disturbed work areas to pre-existing conditions.

• Protect all antennas, feedlines, climbing facilities, safety systems, platforms, mounts, shelters, and communication equipment from damage or contamination during remediation activities.

• Coordinate any required equipment protection measures or temporary outages with the Government prior to execution.

• Maintain operational integrity of the active communications facility except during approved outages.

• 2.4 Surface Preparation and Coating Requirements

Surface preparation shall include removal of loose paint, corrosion, mill scale, contaminants, and deteriorated coatings.

Approved methods may include:

• Vacuum-assisted power tool cleaning

• Wet abrasive blasting

• Other lead-safe preparation methods approved by the Government

Dry open-air abrasive blasting is prohibited unless specifically approved by the Government and fully contained.

Minimum preparation standards:

• SSPC-SP 3 Power Tool Cleaning

• SSPC-SP 11 Power Tool Cleaning to Bare Metal at corroded areas

• Coating System

Following surface preparation, the Contractor shall apply:

• Primer

• Zinc-rich epoxy primer

• Intermediate Coat

• High-build epoxy coating

• Finish Coat

• Aliphatic polyurethane finish coat

Total dry film thickness (DFT) shall meet coating manufacturer recommendations.

Color shall be galvanized gray. The Contractor shall provide coating manufacturer color information and samples for Government approval prior to application. The finished coating system shall provide a uniform appearance consistent with newly galvanized structural steel.

• 3. Location of Work

Region Forest Forest Name Site Name Latitude Longitude 03 04 Coconino National Forest Schnebly Hill 34°53’9.68"N 111°40’47.01"W

Planning and preparation activities may occur at the Contractor’s office or at USFS facilities, subject to approval by local facility management.

• 4. Schedule

The Contractor shall submit a preliminary project schedule within ten (10) calendar days following contract award for Government review and approval.

A final project schedule and remediation plan shall be submitted no later than fourteen (14) calendar days prior to commencement of field work.

All work described in this Statement of Work shall be completed within thirty (30) calendar days following issuance of the Notice to Proceed (NTP).

The project schedule shall be at a minimum:

• Contract Award

• Post-Award Conference

• Deployment Readiness Review

• Mobilization

• Site Inspection

• Lead Testing Verification

• Containment Installation

• Surface Preparation

• Coating Application

• Environmental Testing/Clearance

• Field Work Completion

• Cleanup and Site Restoration

• Final Documentation Submittal

• 4.1 Site Access

The Contractor shall provide a staging, mobilization, and material delivery schedule.

Site access shall be coordinated through the FAA and USFS.

For each site visit, the Contractor shall notify the assigned USFS radio technician of the proposed date, time, and meeting location.

The USFS representative will provide guidance regarding vehicle requirements, road conditions, and site accessibility.

• 4.2 Limitations of Authority

Questions concerning the scope of work, technical requirements, performance issues, or contract administration shall be directed to the designated Primary and Secondary Project Points of Contact (POCs).

Local U.S. Forest Service (USFS) personnel do not have the authority to modify the scope of work, direct changes to contract performance, authorize additional work, or incur additional costs on behalf of the Government.

• If a site-specific POC is not identified, the Contractor shall coordinate through the Primary USFS POC.

• All correspondence with local site contacts shall include both the Primary and Secondary POCs to ensure proper communication and coordination.

Only the FAA Contracting Officer (CO) has the authority to execute contract modifications or otherwise alter the terms and conditions of the contract.

The Contractor shall not comply with any order, direction, instruction, or request that would result in a change to the contract scope, schedule, price, or other contractual requirements unless such change is authorized in writing by the FAA Contracting Officer. The Contractor acknowledges that neither the Contracting Officer's Representative (COR), Project POCs, local site personnel, nor any other Government representative possesses the authority to modify the contract without prior written approval from the FAA Contracting Officer.

The Contractor shall coordinate with the assigned COR and designated POCs regarding any anticipated issues, concerns, or requests that may affect contract performance, schedule, cost, or scope. Prior to submitting any request for changes, equitable adjustments, or modifications to the contract, the Contractor shall notify and consult with the COR or designated POCs to facilitate Government review and coordination.

• 5. Government Equipment Security

The Contractor shall safeguard all Government-furnished property during performance of this contract.

At the conclusion of each workday, all facilities, equipment, and materials shall be secured against unauthorized access.

• Key Control

The Contractor shall establish and maintain a key management system preventing loss, misuse, duplication, or unauthorized use of Government-issued keys, access cards, or access credentials.

• 6. Applicable Standards and Regulatory Compliance

All work shall comply with:

• OSHA 29 CFR 1910 and 1926

• OSHA 29 CFR 1926.62 – Lead in Construction

• EPA regulations governing lead-based paint activities

• Resource Conservation and Recovery Act (RCRA)

• Applicable state and local environmental regulations

• ANSI/TIA tower safety standards

• SSPC/NACE surface preparation standards

• Coating manufacturer application requirements

The Contractor shall provide all required personal protective equipment (PPE), fall protection systems, respiratory protection, environmental controls, and worker training required for lead remediation activities.

• 7. Deliverables and Schedule of Delivery

The Contractor shall provide:

• a. Remediation Plan

Submitted with the final project schedule no later than fourteen (14) calendar days prior to field work.

• b. Final Report

Including:

• Summary of completed activities

• Lead remediation documentation

• Surface preparation records

• Coating application records

• Waste disposal manifests

• Environmental clearance documentation

• Final inspection documentation

• c. Detailed Project Schedule

Including all pre-work, mobilization, field work, and closeout activities.

• d. Photographic Documentation

Photographs shall document:

• Existing conditions

• Containment installation

• Surface preparation activities

• Coating application activities

• Completed work

• e. Site Documentation Package

All field reports, photographs, site assessments, testing data, inspection reports, and environmental documentation shall be submitted to the Primary Project POC within thirty (30) calendar days following site completion.

• f. Electronic Deliverables

All final documents shall be submitted in searchable PDF format.

• 8. Completion Criteria

Project completion shall be determined by:

1. Submission and formal acceptance of all required documentation by USFS and FAA.

2. Completion and acceptance of all technical requirements identified in this Statement of

Work.

3. Successful completion of lead remediation activities, waste disposal, site restoration, and final environmental clearance.

4. Acceptance of the completed coating system and associated quality control inspections.

5. Resolution of all punch-list items identified by the Government.

6.

• 9. Warranty

The Contractor shall provide a minimum two-year warranty covering workmanship, coating adhesion, coating failure, and defects associated with remediation and recoating activities.

• 10. Attachments

The following documents are incorporated by reference and provided as attachments to this Statement of Work:

1. FAA Structural Analysis Report – Schnebly Hill Communications Tower

2. Site Photographs

3. Site Access Information

4. Existing Lead Paint Testing Reports

FAA Structural Support 8201 S. MacArthur Boulevard

Oklahoma City, OK 73169

Schnebly Hill Tower Page

Project

STRUCTURAL ANALYSISS

For

USFS

By

FAA-AJW-L500

Structural Analysis Report | REV 1.1

FEASIBILITY STRUCTURAL ANALYSIS REPORT

OF

EXISTING STRUCTURE, TECHNOLOGY & OTHER ASSETS

FOR

U.S Forest Service

Tower Location

Region 03, Forest 04 Arizona – Schnebly Hill

Coconino County, Arizona Latitude: 34°53'9.68"N, Longitude: 111°40'47.01"W

Report Date

Jun-2026

Analysis and Report by:

Shawn Allred Civil Engineer

FAA Mike Moroney Air Logistics Center Oklahoma City, Oklahoma

Report Checked by:

Eric Trujillo Civil Engineer

FAA Mike Moroney Air Logistics Center Oklahoma City, Oklahoma

Oklahoma City, OK 73169

Schnebly Hill Tower Page

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Structural Analysis Report | REV 1.1

Table of Contents Table of Contents Executive Summary Detailed Analysis Report Results Appendix A - Detailed Analysis Graphics Appendix B – TNX Output Report

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STRUCTURAL ANALYSISS

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Structural Analysis Report | REV 1.1

Tower Utilization with Current Configuration of Equipment/Structure PASS 95.3%

Summary:

o This structure is recognized as a Self-Support Tower.

o Schnebly Hill Tower has a pass rating for the structure with the equipment currently installed.

o Plumb and twist data collection was unable to be performed due to the inaccessibility of all tower legs.

o 95.3% capacity rating on the diagonal components located in the fourth section of the tower, as listed in the Tower Summary Information (p. 46).

Notes:

o All other tower members are at or below the currently identified member with the highest utilization.

Modifications to the tower can both change the member with the highest utilization and greatly increase the percentage of utilization.

o See section capacity table on (page 46) for specific member information.

o Structural analysis results are generated on an assumed tower structural integrity of 100% of perfect condition with no known damage.

Tower Utilization with Updated Configuration of Equipment/Structure FAIL

Summary:

o Schnebly Hill Tower has failed the rating that allows it to handle two additional antennas.

Notes:

o Upon US Forest Service request, an additional structural analysis was run with two added antennas, (TeleWave ANT150F2) located at the highest available position. Results should be utilized to inform on the addition of new equipment to the tower, but not as justification to move forward with additions or modifications to the existing tower configuration. All additions or modifications should still receive a structural analysis to confirm the towers’ ability to accept the proposed modifications and/or equipment.

o Structural analysis results are generated on an assumed tower structural integrity of 100% of perfect condition with no known damage.

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Schnebly Hill Tower Page

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STRUCTURAL ANALYSISS

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Structural Analysis Report | REV 1.1

Executive Summary

The analyzed tower is approximately 70.1667 feet Self-Support Tower is constructed of 6 sections supporting existing technology and other assets attached at multiple heights on the tower. The tower is located near Coconino County, Arizona and supports operational and functional capacity of the sector. Tower has been identified, and a structural analysis including two additional proposed antennas wouldn’t be accepted. As a result, the current load rating in the latest update of the tower capacity does not include the two proposed antennas. A full tower assessment has not been completed, only the tower mapping and equipment inventory have been analyzed with current field notes which constitute the basis of the tower model and analysis.

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 Coconino County, Arizona using a Type II Structure in a Class 2 Topography and Class B Exposure on a 6559.1667 FT elevation and 1 FT crest.

The Structural Analysis Report shows the Tower Rating of 95.3% (TIA-222-H, ASCE-7-22) for the existing physical condition of the tower and existing load configuration of attached assets and appurtenances. A tower rating exceeding 100% shows that a tower cannot accommodate the existing technology and other assets under the 222-H design standards.

For all future tower modifications, it is recommended that the tower regardless of rating receive an updated analysis to determine possible effects of the modification on the structure and existing equipment. This should be completed prior to modifications to include the addition or removal of equipment and/or structural components.

Oklahoma City, OK 73169

Schnebly Hill Tower Page

Project

STRUCTURAL ANALYSISS

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USFS

By

FAA-AJW-L500

Structural Analysis Report | REV 1.1

Detailed Analysis Report

Objective

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

Study Scope

FAA-AJW-L500 Structural Support Branch has completed a tower mapping and review of the current tower structure to do discrepancies with tower geometry among USFS service providers.

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’s structure has not been assessed for acceptable levels of twist, sway and deflection with the existing antennas and mounts attached. Nor have the foundation and soil been analyzed to determine their ability to 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 USFS Programs.

Applicable Codes, Standards and References

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STRUCTURAL ANALYSISS

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USFS

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FAA-AJW-L500

Structural Analysis Report | REV 1.1

Basis of Design

The tower is a Self-Support type structure made up of 6 sections up to the top of the structure. Each section is made of an Equal Angle leg section. The tower’s current condition information and tower data were formally recorded through onsite photography and field notes collected during the tower mapping, which were subsequently input into the data sheets either in the field or upon the technicians' return to their base of operations. The location, asset inventory and physical condition were noted and used to create the original structural analysis mode.

Data Document(s) Tower FAA Tower Mapping 2026 Loading FAA Tower Mapping 2026 Soil N/A Foundation N/A

Criteria, Assumptions, and Input

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 manufacturer specifications.

8. Appurtenances, mounts, and technology able to withstand loading.

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.

Oklahoma City, OK 73169

Schnebly Hill Tower Page

Project

STRUCTURAL ANALYSISS

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USFS

By

FAA-AJW-L500

Structural Analysis Report | REV 1.1

Limitations

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

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 from 2026.

Analysis Method and Modeling

A three-dimensional finite element model of the tower in each scenario was created using TNX Tower® Version 8.2.4.3 (Tower Numeric Inc.). The model was used based on government furnished and collected information and the loading scenarios requested by USFS. 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 element 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-

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

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Project

STRUCTURAL ANALYSISS

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USFS

By

FAA-AJW-L500

Structural Analysis Report | REV 1.1

Results

The structural tower analysis yielded the following results:

Tower Strength Capacity Results Load Scenario Controlling Section &

Member Tower Rating

PASS / FAIL

Existing Diagonal (T3) 95.3% PASS

Tower Service Results Load Scenario

Tilt - (DEG) Twist - (DEG) Tilt

PASS /

FAIL

Twist PASS /

FAIL ACTUAL ALLOWED ACTUAL ALLOWED

Existing NOT CHECKED. TILT AND TWIST DATA 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

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Project

STRUCTURAL ANALYSISS

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USFS

By

FAA-AJW-L500

Structural Analysis Report | REV 1.1

Conclusions

The structural system analysis produced the following conclusions:

Tower Strength Capacity Results Pass Tower Service Results N/A Foundation Capacity Results Not Checked Soil Capacity Results Not Checked

Recommendations

The following items are recommended:

1.) Verify the functional and operational performance of appurtenances and attachments.

2.) Recheck the Plumb and Twist during the next tower site inspection.

3.) Plumb and twist data collection was unable to be performed due to the inaccessibility of all tower legs. Continue to monitor the status of both the tilt & twist of the tower over the span of once every 5 years.

Oklahoma City, OK 73169

Schnebly Hill Tower Page

Project

STRUCTURAL ANALYSISS

For

USFS

By

FAA-AJW-L500

Structural Analysis Report | REV 1.1

Appendix A - Detailed Analysis Graphics

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FAA-AJW-L500

Structural Analysis Report | REV 1.1

Appendix B – TNX Output Report

Tower Input Data

The main tower is a 4x free standing tower with an overall height of 70.17 ft above the ground line.

The base of the tower is set at an elevation of 0.17 ft above the ground line.

The face width of the tower is 1.00 ft at the top and 12.75 ft at the base.

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

The following design criteria apply:

1. Tower is located in Coconino County, Arizona.

2. Tower base elevation above sea level: 6559.17 ft.

3. Basic wind speed of 108 mph.

4. Risk Category II.

5. Exposure Category B.

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

7. Topographic Category: 2.

8. Crest Height: 1.00 ft.

9. Nominal ice thickness of 0.2500 in.

10. Ice thickness is considered to increase with height.

11. Ice density of 56 pcf.

12. A wind speed of 36 mph is used in combination with ice.

13. Temperature drop of 50 °F.

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

15. A non-linear (P-delta) analysis was used.

16. Pressures are calculated at each section.

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

18. Tower analysis based on target reliabilities in accordance with Annex S.

19. Load Modification Factors used: Kes(Fw) = 0.95, Kes(ti) = 0.85.

20. Maximum demand-capacity ratio is: 1.

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

Options Consider Moments - Legs Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments - Horizontals Assume Rigid Index Plate Ignore Redundant Members in FEA Consider Moments - Diagonals Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Moment Magnification Use Clear Spans For KL/r All Leg Panels Have Same Allowable Use Code Stress Ratios Retention Guys To Initial Tension Offset Girt At Foundation Use Code Safety Factors - Guys Bypass Mast Stability Checks Consider Feed Line Torque Escalate Ice Use Azimuth Dish Coefficients Include Angle Block Shear Check Always Use Max Kz Project Wind Area of Appurtenances Use TIA-222-H Bracing Resist. Exemption Use Special Wind Profile Alternative Appurt. EPA Calculation Use TIA-222-H Tension Splice Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Pole Without Linear Attachments SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole With Shroud Or No Appurtenances Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Outside and Inside Corner Radii Are Known

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Structural Analysis Report | REV 1.1

Leg CLeg D

Fa ce

A

Face B

Face D

Square Tower

Face C

Wind 0

Wind 90

Wind

Leg A Leg B

Z

X

Tower Section Geometry Tower

Section Tower

Elevation ft

Assembly Database

Description Section Width ft

Number of

Sections

Section Length ft T1 70.17-54.67 1.00 1 15.50 T2 54.67-44.17 3.60 1 10.50 T3 44.17-33.67 5.36 1 10.50 T4 33.67-23.17 7.13 1 10.50 T5 23.17-12.67 8.89 1 10.50 T6 12.67-0.17 10.65 1 12.50

Tower Section Geometry (cont’d)

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 70.17-54.67 5.17 X Brace No Yes 0.0000 0.0000 T2 54.67-44.17 10.42 X Brace No Yes 1.0000 0.0000 T3 44.17-33.67 10.42 X Brace No Yes 1.0000 0.0000 T4 33.67-23.17 10.42 X Brace No Yes 1.0000 0.0000 T5 23.17-12.67 10.42 X Brace No Yes 1.0000 0.0000 T6 12.67-0.17 12.42 X Brace No Yes 1.0000 0.0000

Oklahoma City, OK 73169

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FAA-AJW-L500

Structural Analysis Report | REV 1.1

Tower Section Geometry (cont’d)

Tower Elevation ft

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade

T1 70.17-54.67 Equal Angle L2x2x1/4 A572-50 (50 ksi)

Equal Angle L1x1x1/8 A36 (36 ksi)

T2 54.67-44.17 Equal Angle L2 1/2x2 1/2x1/4 A572-50 (50 ksi)

Equal Angle L1 1/4'' x 1 1/4'' x 1/8'' A36 (36 ksi)

T3 44.17-33.67 Equal Angle L2 1/2x2 1/2x1/4 A572-50 (50 ksi)

Equal Angle L1 1/4'' x 1 1/4'' x 1/8'' A36 (36 ksi)

T4 33.67-23.17 Equal Angle L2 1/2x2 1/2x1/4 A572-50 (50 ksi)

Equal Angle L1 1/2x1 1/2x1/8 A36 (36 ksi)

T5 23.17-12.67 Equal Angle L3x3x1/4 A572-50 (50 ksi)

Equal Angle L2x2x3/16 A36 (36 ksi)

T6 12.67-0.17 Equal Angle L3x3x1/4 A572-50 (50 ksi)

Equal Angle L2x2x3/16 A36 (36 ksi)

Tower Section Geometry (cont’d)

Tower Elevation ft

Top Girt Type

Top Girt Size

Top Girt Grade

Bottom Girt Type

Bottom Girt Size

Bottom Girt Grade

T1 70.17-54.67 Equal Angle L1x1x1/8 A36 (36 ksi)

Equal Angle A36 (36 ksi)

T2 54.67-44.17 Equal Angle L1x1x1/8 A36 (36 ksi)

Equal Angle A36 (36 ksi)

T3 44.17-33.67 Equal Angle L1 1/4'' x 1 1/4'' x 1/8'' A36 (36 ksi)

Equal Angle A36 (36 ksi)

T4 33.67-23.17 Equal Angle L1 1/2x1 1/2x1/8 A36 (36 ksi)

Equal Angle A36 (36 ksi)

T5 23.17-12.67 Equal Angle L2x2x3/16 A36 (36 ksi)

Equal Angle A36 (36 ksi)

T6 12.67-0.17 Equal Angle L2x2x3/16 A36 (36 ksi)

Equal Angle A36 (36 ksi)

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Structural Analysis Report | REV 1.1

Tower Section Geometry (cont’d)

Tower Elevation ft

No.

of

Mid Girts

Mid Girt Type

Mid Girt Size

Mid Girt Grade

Horizontal Type

Horizontal Size

Horizontal Grade

T1 70.17-54.67 None Solid Round A36 (36 ksi)

Equal Angle L1x1x1/8 A36 (36 ksi)

T2 54.67-44.17 None Solid Round A36 (36 ksi)

Equal Angle L1x1x1/8 A36 (36 ksi)

T3 44.17-33.67 None Solid Round A36 (36 ksi)

Equal Angle L1 1/4'' x 1 1/4'' x 1/8'' A36 (36 ksi)

T4 33.67-23.17 None Solid Round A36 (36 ksi)

Equal Angle L1 1/2x1 1/2x1/8 A36 (36 ksi)

T5 23.17-12.67 None Solid Round A36 (36 ksi)

Equal Angle L2x2x3/16 A36 (36 ksi)

T6 12.67-0.17 None Solid Round A36 (36 ksi)

Equal Angle L2x2x3/16 A36 (36 ksi)

Tower Section Geometry (cont’d)

Tower Elevation ft

Secondary Horizontal Type

Secondary Horizontal Size

Secondary Horizontal

Grade

Inner Bracing Type

Inner Bracing Size Inner Bracing Grade

T1 70.17-54.67 Equal Angle L1x1x1/8 A36 (36 ksi)

Solid Round A36 (36 ksi)

T2 54.67-44.17 Equal Angle L1x1x1/8 A36 (36 ksi)

Solid Round A36 (36 ksi)

T3 44.17-33.67 Equal Angle L1 1/4'' x 1 1/4'' x 1/8'' A36 (36 ksi)

Solid Round A36 (36 ksi)

T4 33.67-23.17 Equal Angle L1 1/2x1 1/2x1/8 A36 (36 ksi)

Solid Round A36 (36 ksi)

T5 23.17-12.67 Equal Angle L2x2x3/16 A36 (36 ksi)

Solid Round A36 (36 ksi)

T6 12.67-0.17 Equal Angle L2x2x3/16 A36 (36 ksi)

Solid Round A36 (36 ksi)

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Tower Section Geometry (cont’d)

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

Double Angle Stitch Bolt Spacing

Horizontals in

Double Angle Stitch Bolt Spacing

Redundants in

T1 70.17-54.67 0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T2 54.67-44.17 0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T3 44.17-33.67 0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T4 33.67-23.17 0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T5 23.17-12.67 0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T6 12.67-0.17 0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

Tower Section Geometry (cont’d)

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 70.17- 54.67

No No 1 1

T2 54.67- 44.17

No No 1 1

T3 44.17- 33.67

No No 1 1

T4 33.67- 23.17

No No 1 1

T5 23.17- 12.67

No No 1 1

T6 12.67-0.17 No No 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.

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Tower Section Geometry (cont’d)

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 70.17-54.67 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 54.67-44.17 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 44.17-33.67 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 33.67-23.17 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 23.17-12.67 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 T6 12.67-0.17 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

Redundant Horizontal

Redundant Diagonal

Redundant Sub- Diagonal

Redundant Sub- Horizontal

Redundant Vertical Redundant Hip Redundant Hip Diagonal

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 70.17-54.67 0.0000 0.75 (1) 0.0000 0.75 (1)

0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 (1) 0.0000 0.75 (1)

0.0000 0.75 (2) 0.0000 0.75 (2)

0.0000 0.75 (2) 0.0000 0.75 (2)

0.0000 0.75 (3) 0.0000 0.75 (3)

0.0000 0.75 (3) 0.0000 0.75 (3)

0.0000 0.75 (4) 0.0000 0.75 (4)

0.0000 0.75 (4) 0.0000 0.75 (4)

T2 54.67-44.17 0.0000 0.75 (1) 0.0000 0.75 (1)

0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 (1) 0.0000 0.75 (1)

0.0000 0.75 (2) 0.0000 0.75 (2)

0.0000 0.75 (2) 0.0000 0.75 (2)

0.0000 0.75 (3) 0.0000 0.75 (3)

0.0000 0.75 (3) 0.0000 0.75 (3)

0.0000 0.75 (4) 0.0000 0.75 (4)

0.0000 0.75 (4) 0.0000 0.75 (4)

T3 44.17-33.67 0.0000 0.75 (1) 0.0000 0.75 (1)

0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 (1) 0.0000 0.75 (1)

0.0000 0.75 (2) 0.0000 0.75 (2)

0.0000 0.75 (2) 0.0000 0.75 (2)

0.0000 0.75 (3) 0.0000 0.75 (3)

0.0000 0.75 (3) 0.0000 0.75 (3)

0.0000 0.75 (4) 0.0000 0.75 (4)

0.0000 0.75 (4) 0.0000 0.75 (4)

T4 33.67-23.17 0.0000 0.75 (1) 0.0000 0.75 (1)

0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 (1) 0.0000 0.75 (1)

0.0000 0.75 (2) 0.0000 0.75 (2)

0.0000 0.75 (2) 0.0000 0.75 (2)

0.0000 0.75 (3) 0.0000 0.75 (3)

0.0000 0.75 (3) 0.0000 0.75 (3)

0.0000 0.75 (4) 0.0000 0.75 (4)

0.0000 0.75 (4) 0.0000 0.75 (4)

T5 23.17-12.67 0.0000 0.75 (1) 0.0000 0.75 (1)

0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 (1) 0.0000 0.75 (1)

0.0000 0.75 (2) 0.0000 0.75 (2)

0.0000 0.75 (2) 0.0000 0.75 (2)

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Tower Elevation ft

Redundant Horizontal

Redundant Diagonal

Redundant Sub- Diagonal

Redundant Sub- Horizontal

Redundant Vertical Redundant Hip Redundant Hip Diagonal

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

0.0000 0.75 (3) 0.0000 0.75 (3)

0.0000 0.75 (3) 0.0000 0.75 (3)

0.0000 0.75 (4) 0.0000 0.75 (4)

0.0000 0.75 (4) 0.0000 0.75 (4)

T6 12.67-0.17 0.0000 0.75 (1) 0.0000 0.75 (1)

0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 (1) 0.0000 0.75 (1)

0.0000 0.75 (2) 0.0000 0.75 (2)

0.0000 0.75 (2) 0.0000 0.75 (2)

0.0000 0.75 (3) 0.0000 0.75 (3)

0.0000 0.75 (3) 0.0000 0.75 (3)

0.0000 0.75 (4) 0.0000 0.75 (4)

0.0000 0.75 (4) 0.0000 0.75 (4)

Tower Section Geometry (cont’d)

Tower Elevation ft

Leg Connection

Type

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

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 70.17-54.67 Sleeve SS 0.5000 A325N

6 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.5000 A325N

1 0.5000 A325N

T2 54.67-44.17 Sleeve SS 0.5000 A325N

6 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.5000 A325N

1 0.5000 A325N

T3 44.17-33.67 Sleeve SS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.5000 A325N

1 0.5000 A325N

T4 33.67-23.17 Sleeve SS 0.5000 A325N

8 0.5000 A325N

1 0.5000 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.5000 A325N

1 0.5000 A325N

T5 23.17-12.67 Sleeve SS 0.6250 A325N

8 0.6250 A325N

1 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

T6 12.67-0.17 Sleeve SS 0.6250 A325N

8 0.6250 A325N

1 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

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Feed Line/Linear Appurtenances - Entered as Round or Flat Description Face or Leg

Allow Shield

Exclude From

Torque Calculation

Component Type

Placement ft

Face Offset in

Lateral Offset

(Frac FW)

Per

Row

Clear Spacing in

Width or Diameter in

Perimeter in

Weight plf

5/8 A No No Ar (CaAa) 70.17 - 6.67 0.5000 0 6 4 0.8800 0.8800 0.40

Safety Line 3/8

D No No Ar (CaAa) 70.17 - 0.17 7.5000 0 1 1 0.3750 0.3750 0.22

Feedline Ladder (Af)

A No No Af (CaAa) 70.17 - 6.67 0.5000 0 1 1 3.0000 3.0000 8.40

Climbing Ladder

(Standard)

D No No Af (CaAa) 70.17 - 0.17 7.0000 0 1 1 0.2500 2.2500 3.99

Feed Line/Linear Appurtenances Section Areas Tower Section

Tower Elevation ft

Face AR ft2

AF

CAAA

In Face ft2

CAAA

Out Face ft2

Weight lb T1 70.17-54.67 A

B C D

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

15.934 0.000 0.000 6.394

0.000 0.000 0.000 0.000

167.40 0.00 0.00 65.25

T2 54.67-44.17 A B C D

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

10.794 0.000 0.000 4.331

0.000 0.000 0.000 0.000

113.40 0.00 0.00 44.20

T3 44.17-33.67 A B C D

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

10.794 0.000 0.000 4.331

0.000 0.000 0.000 0.000

113.40 0.00 0.00 44.20

T4 33.67-23.17 A B C D

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

10.794 0.000 0.000 4.331

0.000 0.000 0.000 0.000

113.40 0.00 0.00 44.20

T5 23.17-12.67 A B C D

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

10.794 0.000 0.000 4.331

0.000 0.000 0.000 0.000

113.40 0.00 0.00 44.20

T6 12.67-0.17 A B C D

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

6.168 0.000 0.000 5.156

0.000 0.000 0.000 0.000

64.80 0.00 0.00 52.62

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

Tower Elevation ft

Face or

Leg

Ice Thickness in

AR

AF

CAAA

In Face ft2

CAAA

Out Face ft2

Weight lb T1 70.17-54.67 A

B C D

0.226 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

20.849 0.000 0.000 7.798

0.000 0.000 0.000 0.000

213.43 0.00 0.00 75.83

T2 54.67-44.17 A B C D

0.221 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

14.046 0.000 0.000 5.261

0.000 0.000 0.000 0.000

143.75 0.00 0.00 51.17

T3 44.17-33.67 A B C D

0.216 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

13.970 0.000 0.000 5.239

0.000 0.000 0.000 0.000

142.93 0.00 0.00 50.98

T4 33.67-23.17 A B C D

0.209 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

13.871 0.000 0.000 5.211

0.000 0.000 0.000 0.000

141.89 0.00 0.00 50.73

T5 23.17-12.67 A B C D

0.200 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

13.733 0.000 0.000 5.171

0.000 0.000 0.000 0.000

140.43 0.00 0.00 50.38

T6 12.67-0.17 A B C D

0.180 0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

7.683 0.000 0.000 6.058

0.000 0.000 0.000 0.000

78.55 0.00 0.00 59.14

Feed Line Center of Pressure Section Elevation ft

CPX

in

CPZ

in

CPX

Ice in

CPZ

Ice in

T1 70.17-54.67 -5.3084 2.8443 -5.8975 2.9540 T2 54.67-44.17 -8.0819 3.8361 -9.0565 4.0189 T3 44.17-33.67 -10.1268 4.6072 -11.3186 4.8183 T4 33.67-23.17 -11.4246 5.0678 -12.8309 5.3332 T5 23.17-12.67 -11.2204 4.8942 -12.8269 5.2543 T6 12.67-0.17 -6.5896 6.1923 -7.5349 6.6825

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Shielding Factor Ka Tower Section

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T1 4 5/8 54.67 - 70.17 1.0000 1.0000 T1 5 Safety Line 3/8 54.67 - 70.17 1.0000 1.0000 T1 6 Feedline Ladder (Af) 54.67 - 70.17 1.0000 1.0000 T1 7 Climbing Ladder (Standard) 54.67 - 70.17 1.0000 1.0000 T2 4 5/8 44.17 - 54.67 1.0000 1.0000 T2 5 Safety Line 3/8 44.17 - 54.67 1.0000 1.0000 T2 6 Feedline Ladder (Af) 44.17 - 54.67 1.0000 1.0000 T2 7 Climbing Ladder (Standard) 44.17 - 54.67 1.0000 1.0000 T3 4 5/8 33.67 - 44.17 1.0000 1.0000 T3 5 Safety Line 3/8 33.67 - 44.17 1.0000 1.0000 T3 6 Feedline Ladder (Af) 33.67 - 44.17 1.0000 1.0000 T3 7 Climbing Ladder (Standard) 33.67 - 44.17 1.0000 1.0000 T4 4 5/8 23.17 - 33.67 1.0000 1.0000 T4 5 Safety Line 3/8 23.17 - 33.67 1.0000 1.0000 T4 6 Feedline Ladder (Af) 23.17 - 33.67 1.0000 1.0000 T4 7 Climbing Ladder (Standard) 23.17 - 33.67 1.0000 1.0000 T5 4 5/8 12.67 - 23.17 1.0000 1.0000 T5 5 Safety Line 3/8 12.67 - 23.17 1.0000 1.0000 T5 6 Feedline Ladder (Af) 12.67 - 23.17 1.0000 1.0000 T5 7 Climbing Ladder (Standard) 12.67 - 23.17 1.0000 1.0000 T6 4 5/8 6.67 - 12.67 1.0000 1.0000 T6 5 Safety Line 3/8 0.17 - 12.67 1.0000 1.0000 T6 6 Feedline Ladder (Af) 6.67 - 12.67 1.0000 1.0000 T6 7 Climbing Ladder (Standard) 0.17 - 12.67 1.0000 1.0000

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Discrete Tower Loads

Description Face or

Leg

Offset Type

Offsets:

Horiz

Lateral Vert ft ft ft

Azimuth Adjustment

Placement ft

CAAA

Front ft2

CAAA

Side ft2

Weight lb

Enclosure/Box - 28''x40''x8'' D From Face 0.33

0.00 0.00

0.0000 2.17 No Ice 1/2'' Ice

9.33 9.71

1.94 2.13

80.00 136.42

4.5' Yagi Antenna C From Leg 2.00 0.00 0.00

0.0000 20.42 No Ice 1/2'' Ice

3.05 3.94

1.33 1.90

30.00 57.79

20' Dipole B From Face 0.20 0.00 9.00

0.0000 46.00 No Ice 1/2'' Ice

2.00 3.00

2.00 3.00

22.00 50.00

Platform - 6' x 6' x 3.5' B From Centroid-

Face

0.00 0.00 1.80

0.0000 70.17 No Ice 1/2'' Ice

13.80 14.50

13.80 14.50

1271.80 1585.90

3'' Dia 6' Omni A From Leg 3.00 0.00 5.25

0.0000 70.17 No Ice 1/2'' Ice

1.77 2.13

1.77 2.13

7.00 20.24

3'' Dia 6' Omni C From Leg 3.00 0.00 5.25

0.0000 70.17 No Ice 1/2'' Ice

1.77 2.13

1.77 2.13

7.00 20.24

3'' Dia 20' Omni B From Centroid-

Face

0.00 0.00 10.00

0.0000 70.17 No Ice 1/2'' Ice

4.00 6.00

4.00 6.00

55.00 100.00

Mounting Pipe - 2'' x 10' B From Centroid-

Face

0.00 0.00 0.00

0.0000 70.17 No Ice 1/2'' Ice

2.00 3.02

2.00 3.02

36.50 52.00

AT - 4' Rod B From Leg 3.00 0.00 5.50

0.0000 70.17 No Ice 1/2'' Ice

0.15 0.56

0.15 0.56

0.82 3.01

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Tower Pressures - No Ice

GH = 0.850

Section Elevation ft z ft

KZ qz psf

AG

ft2

F a c e

AF

ft2

AR

ft2

Aleg ft2

Leg

CAAA

In Face ft2

CAAA

Out Face ft2

T1 70.17-54.67 62.42 0.864 16 37.196 A B C D

8.774 8.774 8.774 8.774

0.000 0.000 0.000 0.000

5.203 59.30 59.30 59.30 59.30

15.934 0.000 0.000 6.394

0.000 0.000 0.000 0.000

T2 54.67-44.17 49.42 0.808 15 48.329 A B C D

7.295 7.295 7.295 7.295

0.000 0.000 0.000 0.000

4.406 60.40 60.40 60.40 60.40

10.794 0.000 0.000 4.331

0.000 0.000 0.000 0.000

T3 44.17-33.67 38.92 0.755 14 66.835 A B C D

8.015 8.015 8.015 8.015

0.000 0.000 0.000 0.000

4.406 54.97 54.97 54.97 54.97

10.794 0.000 0.000 4.331

0.000 0.000 0.000 0.000

T4 33.67-23.17 28.42 0.7 13 85.341 A B C D

9.444 9.444 9.444 9.444

0.000 0.000 0.000 0.000

4.406 46.65 46.65 46.65 46.65

10.794 0.000 0.000 4.331

0.000 0.000 0.000 0.000

T5 23.17-12.67 17.92 0.7 13 104.085 A B C D

12.954 12.954 12.954 12.954

0.000 0.000 0.000 0.000

5.287 40.81 40.81 40.81 40.81

10.794 0.000 0.000 4.331

0.000 0.000 0.000 0.000

T6 12.67-0.17 6.42 0.7 13 148.040 A B C D

15.502 15.502 15.502 15.502

0.000 0.000 0.000 0.000

6.294 40.60 40.60 40.60 40.60

6.168 0.000 0.000 5.156

0.000 0.000 0.000

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Tower Pressure - With Ice

GH = 0.850

Section Elevation ft z ft

KZ qz psf tZ in

AG

ft2

F a c e

AF

ft2

AR

ft2

Aleg ft2

Leg

CAAA

In Face ft2

CAAA

Out Face ft2

T1 70.17-54.67 62.42 0.864 2 0.2265 37.783 A B C D

8.774 8.774 8.774 8.774

2.796 2.796 2.796 2.796

6.381 55.16 55.16 55.16 55.16

20.849 0.000 0.000 7.798

0.000 0.000 0.000 0.000

T2 54.67-44.17 49.42 0.808 2 0.2213 48.717 A B C D

7.295 7.295 7.295 7.295

1.858 1.858 1.858 1.858

5.186 56.66 56.66 56.66 56.66

14.046 0.000 0.000 5.261

0.000 0.000 0.000 0.000

T3 44.17-33.67 38.92 0.755 2 0.2160 67.214 A B C D

8.015 8.015 8.015 8.015

2.009 2.009 2.009 2.009

5.167 51.55 51.55 51.55 51.55

13.970 0.000 0.000 5.239

0.000 0.000 0.000 0.000

T4 33.67-23.17 28.42 0.7 1 0.2093 85.709 A B C D

9.444 9.444 9.444 9.444

2.144 2.144 2.144 2.144

5.144 44.39 44.39 44.39 44.39

13.871 0.000 0.000 5.211

0.000 0.000 0.000 0.000

T5 23.17-12.67 17.92 0.7 1 0.1999 104.436 A B C D

12.954 12.954 12.954 12.954

2.237 2.237 2.237 2.237

5.991 39.44 39.44 39.44 39.44

13.733 0.000 0.000 5.171

0.000 0.000 0.000 0.000

T6 12.67-0.17 6.42 0.7 1 0.1804 148.417 A B C D

15.502 15.502 15.502 15.502

2.418 2.418 2.418 2.418

7.051 39.35 39.35 39.35 39.35

7.683 0.000 0.000 6.058

0.000 0.000

Oklahoma City, OK 73169

Schnebly Hill Tower Page

Project

STRUCTURAL ANALYSISS

For

USFS

By

FAA-AJW-L500

Structural Analysis Report | REV 1.1

Tower Pressure - Service

GH = 0.850

Section Elevation ft z ft

KZ qz psf

AG

ft2

F a c e

AF

ft2

AR

ft2

Aleg ft2

Leg

CAAA

In Face ft2

CAAA

Out Face ft2

T1 70.17-54.67 62.42 0.864 5 37.196 A B C D

8.774 8.774 8.774 8.774

0.000 0.000 0.000 0.000

5.203 59.30 59.30 59.30 59.30

15.934 0.000 0.000 6.394

0.000 0.000 0.000 0.000

T2 54.67-44.17 49.42 0.808 5 48.329 A B C D

7.295 7.295 7.295 7.295

0.000 0.000 0.000 0.000

4.406 60.40 60.40 60.40 60.40

10.794 0.000 0.000 4.331

0.000 0.000 0.000 0.000

T3 44.17-33.67 38.92 0.755 5 66.835 A B C D

8.015 8.015 8.015 8.015

0.000 0.000 0.000 0.000

4.406 54.97 54.97 54.97 54.97

10.794 0.000 0.000 4.331

0.000 0.000 0.000 0.000

T4 33.67-23.17 28.42 0.7 4 85.341 A B C D

9.444 9.444 9.444 9.444

0.000 0.000 0.000 0.000

4.406 46.65 46.65 46.65 46.65

10.794 0.000 0.000 4.331

0.000 0.000 0.000 0.000

T5 23.17-12.67 17.92 0.7 4 104.085 A B C D

12.954 12.954 12.954 12.954

0.000 0.000 0.000 0.000

5.287 40.81 40.81 40.81 40.81

10.794 0.000 0.000 4.331

0.000 0.000 0.000 0.000

T6 12.67-0.17 6.42 0.7 4 148.040 A B C D

15.502 15.502 15.502 15.502

0.000 0.000 0.000 0.000

6.294 40.60 40.60 40.60 40.60

6.168 0.000 0.000 5.156

0.000 0.000

Oklahoma City, OK 73169

Schnebly Hill Tower Page

Project

STRUCTURAL ANALYSISS

For

USFS

By

FAA-AJW-L500

Structural Analysis Report | REV 1.1

Tower Forces - No Ice - Wind Normal to Face Section

Elevation ft

Add Weight lb

Self Weight lb

F a c e e CF qz psf

DF DR AE

ft2

F lb w plf

Ctrl.

Face

T1 70.17- 54.67

232.66 347.58 A B C D

0.236 0.236 0.236 0.236

2.831 2.831 2.831 2.831

16 1

8.774 8.774 8.774 8.774

658.46 42.48 D

T2 54.67- 44.17

157.60 288.52 A B C D

0.151 0.151 0.151 0.151

3.201 3.201 3.201 3.201

15 1

7.295 7.295 7.295 7.295

502.43 47.85 D

T3 44.17- 33.67

157.60 316.21 A B C D

0.12 0.12 0.12 0.12

3.35 3.35 3.35 3.35

14 1

8.015 8.015 8.015 8.015

512.01 48.76 D

T4 33.67- 23.17

157.60 373.80 A B C D

0.111 0.111 0.111 0.111

3.396 3.396 3.396 3.396

13 1

9.444 9.444 9.444 9.444

534.02 50.86 D

T5 23.17- 12.67

157.60 666.88 A B C D

0.124 0.124 0.124 0.124

3.328 3.328 3.328 3.328

13 1

12.954 12.954 12.954 12.954

658.84 62.75 D

T6 12.67-0.17 117.42 796.35 A B C D

0.105 0.105 0.105 0.105

3.426 3.426 3.426 3.426

13 1

15.502 15.502 15.502 15.502

729.04 58.32 D

Sum Weight: 980.50 2789.34 OTM 116910.81 lb-ft

3594.80

Oklahoma City, OK 73169

Schnebly Hill Tower Page

Project

STRUCTURAL ANALYSISS

For

USFS

By

FAA-AJW-L500

Structural Analysis Report | REV 1.1

Tower Forces - No Ice - Wind 45 to Face Section

Elevation ft

Add Weight lb

Self Weight lb

F a c e e CF qz psf

DF DR AE

ft2

F lb w plf

Ctrl.

Face

T1 70.17- 54.67

232.66 347.58 A B C D

0.236 0.236 0.236 0.236

2.831 2.831 2.831 2.831

16 1.177 1.177 1.177 1.177

1.177 1.177 1.177 1.177

10.326 10.326 10.326 10.326

719.80 46.44 D

T2 54.67- 44.17

157.60 288.52 A B C D

0.151 0.151 0.151 0.151

3.201 3.201 3.201 3.201

15 1.113 1.113 1.113 1.113

1.113 1.113 1.113 1.113

8.120 8.120 8.120 8.120

536.94 51.14 D

T3 44.17- 33.67

157.60 316.21 A B C D

0.12 0.12 0.12 0.12

3.35 3.35 3.35 3.35

14 1.09 1.09 1.09 1.09

1.09 1.09 1.09 1.09

8.736 8.736 8.736 8.736

541.47 51.57 D

T4 33.67- 23.17

157.60 373.80 A B C D

0.111 0.111 0.111 0.111

3.396 3.396 3.396 3.396

13 1.083 1.083 1.083 1.083

1.083 1.083 1.083 1.083

10.228 10.228 10.228 10.228

564.14 53.73 D

T5…