TOWER REPAIR REPORT - SV.pdf

FAA Structural Support 8201 S. MacArthur Boulevard

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

By

FAA-AML-2070

FEASIBILITY REPORT

OF

EXISTING STRUCTURE, TECHNOLOGY & OTHER ASSETS

FOR

U.S. Customs and Border Protection

Tower Location

BBT-SIERRA VIEJA

OWNED 80 FT AGL GUYED TOWER

Valentine, Texas

Latitude: 30.579821° Longitude: -104.706604°

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

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STRUCTURAL ANALYSIS – UPDATE

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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

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Revision Summary

No. Description Page

Oklahoma City, OK 73169

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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 Jeff Davis County Texas using a Type III Structure in a Class 5 Topography and Class C Exposure on a 1890 FT crest.

The Structural Analysis Report shows the Tower Rating of 79.9% (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.

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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

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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

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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.

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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 (T7) 79.9% 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.

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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 ground level to 73.33 FT AGL with diagonal bracing.

Existing tower bracing is characterized as a K Brace and needs to be made into X Brace. The existing K Brace is made of 5/8” and 7/8” Solid Round as the tower height varies. X Braces will be made by installing additional solid round bars of the same size and A36 steel at an angle opposite to the existing brace to form a an X Brace. An X Brace will be formed at each diagonal along the height of the tower and on each face. From 73.33 to 80.00 FT AGL all diagonals need to be reinforced with bisected pipe material made from A36 steel to produce the equivalent of a 1 1/8” Solid Round bar. Bisected materials must be fillet welded along bisected joint and plug welded at each end to existing diagonal for both pieces of the bisected pipe. Pipe reinforcements are to be coped and welded at intersection of existing x brace mid joint.

Oklahoma City, OK 73169

Job

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STRUCTURAL ANALYSIS – UPDATE

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Detailed Analysis Graphics

Federal Aviation Administration 8201 S MacAurthur Boulevard

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

FAX: (405)-954-4204

Job: BBT-SIERRA VIEJA Project: STRUCTURAL ANALYSIS - REINFORCED 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\BBT\Sierra Vieja\02. Engineering\SA\PROPOSED\REV REINFORCEMENT 3-15-18\EPT-SIERRA VIEJA.eri

Dwg No. E-1

7/16 EHS LC=101.81 ft IT=10%

R=66.00 ft

7/16 EHS LC=101.81 ft IT=10%

9/16 EHS LC=75.52 ft IT=10%

80.0 ft

73.3 ft

60.0 ft

40.0 ft

20.0 ft

6.7 ft

0.0 ft

34635 lb (Axial) 868 lb-ft (Torque)

1384 lb 17914 lb

15987 lb

24010 lb

ALL REACTIONS ARE FACTORED

S ec tio n

T1 T2

T3 T4

T5 T6

L eg s S

R

/4

L eg

G ra de A

2-

D ia go na ls S

R

/8

S R

/8

S R

/8

D ia go na l G ra de A

T op

G irt s N

.A

L1

/2 x1

/2 x3 /1

N

.A

L1

/2 x1

/2 x3 /1

B ot to m

G irt s N

.A

L1

/2 x1

/2 x3 /1

N

.A

H or iz on ta ls

L1

/2 x1

/2 x3 /1

S ec

. H or iz on ta ls

N .A

S

R

/8

T op

G uy

P ul l-O ffs

L1

/2 x1

/2 x3 /1

N

.A

L1

/2 x1

/2 x3 /1

N

.A

F ac e W id th

(f t)

P an el s

(f t)

.1

.2

.2

.2

.6

W ei gh t ( lb

1.

3.

4.

4.

6.

8.

.4

PLAN

R=66.00 ft R=66.50 ft

R=66.50 ft

R=66.00 ft R=66.50 ft

R=66.50 ft

(2) 1.9'' x 2-ft Pipe 78.67 2.4'' Dia. x 3-ft 78.67 3' Single Element Dipole 78.67 22-ft 4 Element Dipole 78.5 (2) 1.9'' x 2-ft Pipe 78.5 2.4'' Dia. x 3-ft 78.5 22-ft 4 Element Dipole 78.5 (2) 1.9'' x 2-ft Pipe 78.5 2.4'' Dia. x 3-ft 78.5 (2) 1.9'' x 2-ft Pipe 78.5 2.4'' Dia. x 3-ft 78.5 CL-400A 78.5 (2) 1.9'' x 2-ft Pipe 77.08 2.4'' Dia. x 3-ft 77.08 CL-400A 77.08 5-ft Yagi 72.08 5-ft Yagi 69.25 4.5'' dia x 6' 64.5 (2) L3x3x3/8 - 5' long 64.5 P17-A96GF 64.5 2.4'' Dia x 18'' Pipe 52.75 22-ft 4 Element Dipole 52.75 (2) 1.9'' x 18'' Pipe 52.75 5-ft Yagi 35 (2) L3x3x3/8 - 5' long 25.5 4.5'' dia x 6' 25.5 17-A72GP 25.5DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATION

(2) 1.9'' x 2-ft Pipe 78.67 2.4'' Dia. x 3-ft 78.67 3' Single Element Dipole 78.67 22-ft 4 Element Dipole 78.5

(2) 1.9'' x 2-ft Pipe 78.5 2.4'' Dia. x 3-ft 78.5 22-ft 4 Element Dipole 78.5

(2) 1.9'' x 2-ft Pipe 78.5 2.4'' Dia. x 3-ft 78.5

(2) 1.9'' x 2-ft Pipe 78.5 2.4'' Dia. x 3-ft 78.5

CL-400A 78.5

(2) 1.9'' x 2-ft Pipe 77.08 2.4'' Dia. x 3-ft 77.08

CL-400A 77.08

5-ft Yagi 72.08 5-ft Yagi 69.25 4.5'' dia x 6' 64.5

(2) L3x3x3/8 - 5' long 64.5

P17-A96GF 64.5

2.4'' Dia x 18'' Pipe 52.75 22-ft 4 Element Dipole 52.75

(2) 1.9'' x 18'' Pipe 52.75 5-ft Yagi 35

(2) L3x3x3/8 - 5' long 25.5 4.5'' dia x 6' 25.5

17-A72GP 25.5

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 120 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 5 with Crest Height of 1890.00 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: 79.9%

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

FAX: (405)-954-4204

Job: BBT-SIERRA VIEJA Project: STRUCTURAL ANALYSIS - REINFORCED 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\BBT\Sierra Vieja\02. Engineering\SA\PROPOSED\REV REINFORCEMENT 3-15-18\EPT-SIERRA VIEJA.eri

Dwg No. E-3

<- Minimum -0 Maximum ->

<- Minimum -0 Maximum ->

-50000

-50000

-100000

-100000

-150000

-150000

50000

50000

100000

100000

150000

150000

TIA-222-H - 120 mph Exposure C Leg Capacity Leg Compression (lb)

80.00 80.00

73.33 73.33

60.00 60.00

40.00 40.00

20.00 20.00

6.67 6.67

0.00 0.00

El ev at io n (ft

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

FAX: (405)-954-4204

Job: BBT-SIERRA VIEJA Project: STRUCTURAL ANALYSIS - REINFORCED 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\BBT\Sierra Vieja\02. Engineering\SA\PROPOSED\REV REINFORCEMENT 3-15-18\EPT-SIERRA VIEJA.eri

Dwg No. E-4

10000

10000

Global Mast Shear (lb) 80.00

73.33

60.00

40.00

20.00

6.67

0.00

El ev at io n (ft

50000

50000

Global Mast Moment (lb-ft) 80.00

73.33

60.00

40.00

20.00

6.67

0.00

TIA-222-H - 120 mph Exposure C Maximum Values Vx Vz Mx Mz

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

FAX: (405)-954-4204

Job: BBT-SIERRA VIEJA Project: STRUCTURAL ANALYSIS - REINFORCED 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\BBT\Sierra Vieja\02. Engineering\SA\PROPOSED\REV REINFORCEMENT 3-15-18\EPT-SIERRA VIEJA.eri

Dwg No. E-5

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

0.5

0.5

Deflection (in) 80.00

73.33

60.00

40.00

20.00

6.67

0.00

El ev at io n (ft

0.05

0.05

0.1

0.1

Tilt (deg)

0.5

0.5

Twist (deg) 80.00

73.33

60.00

40.00

20.00

6.67

0.00

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

FAX: (405)-954-4204

Job: BBT-SIERRA VIEJA Project: STRUCTURAL ANALYSIS - REINFORCED 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\BBT\Sierra Vieja\02. Engineering\SA\PROPOSED\REV REINFORCEMENT 3-15-18\EPT-SIERRA VIEJA.eri

Dwg No. E-6

80.0 ft

73.3 ft

60.0 ft

40.0 ft

20.0 ft

6.7 ft

0.0 ft

34635 lb (Axial) 868 lb-ft (Torque)

1384 lb

17914 lb

ELEVATION

15987 lb42 deg

17914 lb

407 lb

PLAN

24010 lb

79'8"

39'8"

7/16 EHS, SF = 1.65, Tm ax = 7583.75 lb, Lc = 101.81 ft, Lu = 101.72 ft, Ls = 102.04 ft

R=66.00 ft

9/16 EHS, SF = 1.87, Tmax = 11255.37 lb, Lc = 75.52 ft, Lu = 75.46 ft, Ls = 75.67 ft

Guy Tensions and Tower Reactions TIA-222-H - 120 mph Exposure C

Maximum Values Anchor 'C'@66 ft Azimuth 240 deg Elev 0 ft

Plane through centroid of tower

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

FAX: (405)-954-4204

Job: BBT-SIERRA VIEJA Project: STRUCTURAL ANALYSIS - REINFORCED 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\BBT\Sierra Vieja\02. Engineering\SA\PROPOSED\REV REINFORCEMENT 3-15-18\EPT-SIERRA VIEJA.eri

Dwg No. E-7

Feed Line Distribution Chart 6'8-1/32" - 80'

Round Flat App In Face App Out Face Truss Leg

Face A

73.33

60.00

40.00

20.00

6.67

80.00

El ev at io n (ft

La dd er R un g

S af et y

Li ne

R un g

(7 ) L

D F5

-5 0A

(6 ) L

D F5

-5 0A

(5 ) L

D F5

-5 0A

(4 ) L

D F5

-5 0A

(3 ) L

D F5

-5 0A

(2 ) L

D F5

-5 0A

LD

F5

-5 0A

(2 ) 3

/8 '' C oa x

3/ 8'

' C oa x

Face B

10.0010.0010.00

25.5025.50

56.6756.67

64.5064.50

69.2569.25

77.0877.08 77.5877.58

79.58

10.00

35.0035.00

78.67

Face C

73.33

60.00

40.00

20.00

6.67

80.00

10.0010.0010.00

25.5025.50

56.6756.67

64.5064.50

69.2569.25

77.0877.08 77.5877.58

79.58

10.00

35.0035.00

78.67

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

FAX: (405)-954-4204

Job: BBT-SIERRA VIEJA Project: STRUCTURAL ANALYSIS - REINFORCED 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\BBT\Sierra Vieja\02. Engineering\SA\PROPOSED\REV REINFORCEMENT 3-15-18\EPT-SIERRA VIEJA.eri

Dwg No. E-8

Stress Distribution Chart 0' - 80'

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

Face A Face B Face C

73.33

60.00

40.00

20.00

6.67

0.00

80.00

El ev at io n (ft

73.33

60.00

40.00

20.00

6.67

80.00

Oklahoma City, OK 73169

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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 80.00 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 3.00 ft at the top and tapered 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: 5775.00 ft.

2. Basic wind speed of 120 mph.

3. Risk Category III.

4. Exposure Category C.

5. Crest Height 1890.00 ft.

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

7. Topographic Feature: Flat Topped Ridge.

8. Slope Distance L: 4400.00 ft.

9. Distance from Crest x: 0.00 ft.

10. Horizontal Distance Downwind: No.

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

12. Weld together tower sections have flange connections..

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

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

15. Pressures are calculated at each section.

16. Safety factor used in guy design is 1.

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

18. 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

Z

Tower Section Geometry

Tower Section

Elevation ft

Assembly Database

Description Section Width

Number of

Sections

Length

T1 80.00-73.33 3.00 1 6.67 T2 73.33-60.00 3.00 1 13.33 T3 60.00-40.00 3.00 1 20.00 T4 40.00-20.00 3.00 1 20.00 T5 20.00-6.67 3.00 1 13.33 T6 6.67-0.00 3.00 1 6.67

Tower Section Geometry (cont’d)

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

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DHS- CBP –FM&E

Diagonal Spacing

Bracing Type

Has K Brace

End Panels

Has Horizontals

Top Girt Offset in

Bottom Girt Offset

T1 80.00-73.33 3.17 X Brace No Yes+Steps 4.0000 0.0000 T2 73.33-60.00 3.25 X Brace No Yes+Steps 0.0000 4.0000 T3 60.00-40.00 3.22 X Brace No Yes+Steps 4.0000 4.0000 T4 40.00-20.00 3.22 X Brace No Yes+Steps 4.0000 4.0000 T5 20.00-6.67 3.25 X Brace No Yes+Steps 4.0000 0.0000 T6 6.67-0.00 1.67 K Brace Left No Yes+Steps 0.0000 0.0000 ft

Leg Type

Size

Grade

T1 80.00-73.33 Solid Round 1 3/4 A572-50 (50 ksi)

Solid Round 1 1/8 A36 (36 ksi)

T2 73.33-60.00 Solid Round 1 3/4 A572-50 (50 ksi)

Solid Round 7/8 A36 (36 ksi)

T3 60.00-40.00 Solid Round 1 3/4 A572-50 (50 ksi)

Solid Round 7/8 A36 (36 ksi)

T4 40.00-20.00 Solid Round 1 3/4 A572-50 (50 ksi)

Solid Round 7/8 A36 (36 ksi)

T5 20.00-6.67 Solid Round 1 3/4 A572-50 (50 ksi)

Solid Round 7/8 A36 (36 ksi)

T6 6.67-0.00 Solid Round 1 3/4 A572-50 (50 ksi)

Solid Round 5/8 A36 (36 ksi) ft

T1 80.00-73.33 Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi)

Equal Angle A36 (36 ksi)

T2 73.33-60.00 Equal Angle A36 (36 ksi)

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

T3 60.00-40.00 Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi)

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

T4 40.00-20.00 Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi)

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

T5 20.00-6.67 Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi)

Equal Angle A36 (36 ksi)

T6 6.67-0.00 Equal Angle L1 1/2x1 1/2x3/16 A36 (36 ksi)

Equal Angle A36

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

No.

of

Mid Girts

Mid Girt

Horizontal

T1 80.00-73.33 None Flat Bar A36 (36 ksi)

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

T2 73.33-60.00 None Flat Bar A36 (36 ksi)

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

T3 60.00-40.00 None Flat Bar A36 (36 ksi)

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

T4 40.00-20.00 None Flat Bar A36 (36 ksi)

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

T5 20.00-6.67 None Flat Bar A36 (36 ksi)

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

T6 6.67-0.00 None Flat Bar A36 (36 ksi)

Equal Angle L1 1/2x1 1/2x3/16 A36

Secondary Horizontal Type

Secondary Horizontal

Secondary

Grade

Inner Bracing

Inner Bracing Size

Inner Bracing

T2 73.33-60.00 Solid Round 5/8 A36 (36 ksi)

Single Angle A36 (36 ksi)

T3 60.00-40.00 Solid Round 5/8 A36 (36 ksi)

Single Angle A36 (36 ksi)

T4 40.00-20.00 Solid Round 5/8 A36 (36 ksi)

Single Angle A36 (36 ksi)

T5 20.00-6.67 Solid Round 5/8 A36 (36 ksi)

Single Angle A36 (36 ksi)

T6 6.67-0.00 Solid Round 5/8 A36 (36 ksi)

Single Angle A36

Gusset Area

(per face) ft2

Gusset Thickness

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 80.00-73.33 0.00 0.0000 A36 (36 ksi)

1 1 1.05 36.0000 36.0000 36.0000

T2 73.33-60.00 0.00 0.0000 A36 (36 ksi)

1 1 1.05 36.0000 36.0000 36.0000

T3 60.00-40.00 0.00 0.0000 A36 (36 ksi)

1 1 1.05 36.0000 36.0000 36.0000

T4 40.00-20.00 0.00 0.0000 A36 (36 ksi)

1 1 1.05 36.0000 36.0000 36.0000

T5 20.00-6.67 0.00 0.0000 A36 (36 ksi)

1 1 1.05 36.0000 36.0000 36.0000

T6 6.67-0.00 0.00 0.0000 A36

1 1 1.05 36.0000 36.0000 36.0000

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

K Factors1

Calc K

Single Angles

Calc K

Solid Rounds

Legs X Brace Diags

X Y

K Brace Diags

X Y

Single Diags

Y

Girts

Horiz.

Sec.

Horiz.

Inner Brace

T1 80.00-73.33

Yes Yes 1 1

T2 73.33-60.00

Yes Yes 1 1

T3 60.00-40.00

Yes Yes 1 1

T4 40.00-20.00

Yes Yes 1 1

T5 20.00-6.67 Yes Yes 1 1

0.5

T6 6.67-0.00 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.

ft

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

Net Width Deduct

U

Net Width Deduct

Net Width Deduct

Net

Deduct

Deduct

Deduct

Deduct

T1 80.00-73.33 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 73.33-60.00 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 T3 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 T4 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 T5 20.00-6.67 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 6.67-0.00 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. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No.

T1 80.00-73.33 Flange 0.7500 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

T2 73.33-60.00 Flange 0.7500 A325N

0 0.6250 A325N

0 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

Oklahoma City, OK 73169

Job

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

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.

T3 60.00-40.00 Flange 0.7500 A325N

3 0.6250 A325N

0 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

T4 40.00-20.00 Flange 0.7500 A325N

3 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

T5 20.00-6.67 Flange 0.7500 A325N

3 0.7500 A325N

0 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

0 0.7500 A325N

T6 6.67-0.00 Flange 0.7500 A325N

0 0.7500 A325N

0 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

0 0.7500

Guy Data

Guy

Grade

Initial Tension lb

Modulus ksi

Weight plf

Lu

Anchor Radius

Azimuth

Adj.

End Fitting

Efficiency

79.6667 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

102.03 102.03 101.72

66.50 66.50 66.00

0.0000 0.0000 0.0000

0.00 0.00 0.00

100% 100% 100%

39.6667 EHS A

B C

9/16 9/16 9/16

3500.00 3500.00 3500.00

10% 10% 10%

21000 21000 21000

0.671 0.671 0.671

75.88 75.88 75.46

66.50 66.50 66.00

0.0000 0.0000 0.0000

0.00 0.00 0.00

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

79.6667 Torque Arm 9.67 30.0000 Bat Ear A36

(36 ksi)

Equal Angle L3x3x3/8

39.6667 Corner

Guy Data (cont’d) ft

Diagonal Grade

Diagonal Type

Upper Diagonal Size

Lower Diagonal Size

Is Strap.

Pull-Off Grade

Pull-Off Type Pull-Off Size

79.67 A572-50

(50 ksi)

Solid Round No A572-50 (50 ksi)

Equal Angle L1 1/2x1 1/2x3/16

39.67 A572-50

Solid Round No A572-50

Equal Angle L1 1/2x1 1/2x3/16

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

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

79.6667 40.71 40.71 40.59 0.99

1.7 sec/pulse

0.99

1.7 sec/pulse

0.99

1.7 sec/pulse

39.6667 50.92 50.92 50.63 0.55

1.3 sec/pulse

0.55

1.3 sec/pulse

0.54

1.3 sec/pulse

Torque Arm Pull Off Diagonal

Elevation ft

Calc K

Single Angles

Calc K

Solid Rounds

Kx Ky Kx Ky Kx Ky

79.6667 No No 1 1 1 1 1 1

39.6667 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

Number Net Width Deduct

79.6667 0.7500

2 0.0000 0.75 0.6250 A325N

0 0.0000 0.75 0.6250 A325N

0 0.0000 1

39.6667 0.6250 A325N

0 0.0000 0.75 0.6250 A325N

0 0.0000 0.75 0.6250

0 0.0000 1

Guy Pressures ft

Guy Location z qz psf

Ice psf

Ice Thickness in

79.6667 A

B C

39.83 39.83 39.83

39.6667 A

B C

19.83 19.83 19.83

Guy-Tensioning Information

Temperature At Time Of Tensioning

Oklahoma City, OK 73169

Job

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

0 F

20 F

40 F

60 F

80 F

100 F

120 F

Elevation

H

V

Tension

Intercept

Tension

Tension

Tension

Tension

Tension

Tension

79.6667 A

B C

63.89 63.89 63.39

79.67 79.67 79.67

0.84 0.84 0.84

0.89 0.89 0.88

0.94 0.94 0.93

0.99 0.99 0.99

1.05 1.05 1.05

1.12 1.12 1.11

1.20 1.20 1.19

39.6667 A

B C

64.77 64.77 64.27

39.67 39.67 39.67

0.41 0.41 0.41

0.45 0.45 0.45

0.50 0.50 0.49

0.55 0.55 0.54

0.62 0.62 0.61

0.70 0.70 0.69

0.81 0.81 0.80

Feed Line/Linear Appurtenances - Entered As Round Or Flat

Description Face or

Leg

Allow Shield

Component

Placement

Face Offset in

Lateral Offset

(Frac FW)

Per Row

Clear Spacing in

Width or Diameter

Perimeter

Ladder Rung A No Ar (CaAa) 0.00 - 80.00 0.0000 0 1 1 0.2920

0.0000

0.2920 0.49

Safety Line A No Ar (CaAa) 10.00 - 80.00 0.0000 0 1 1 0.3750 0.0000

0.3750 0.22

Rung A No Ar (CaAa) 10.00 - 80.00 0.0000 0 1 1 1.9490 0.0000

1.9490 1.66

LDF5-50A A No Ar (CaAa) 10.00 - 25.50 0.0000 0 7 7 0.5000 0.0000

1.0900 0.33

LDF5-50A A No Ar (CaAa) 25.50 - 56.67 0.0000 0 6 6 0.5000 0.0000

1.0900 0.33

LDF5-50A A No Ar (CaAa) 56.67 - 64.50 0.0000 0 5 5 0.5000 0.0000

1.0900 0.33

LDF5-50A A No Ar (CaAa) 64.50 - 69.25 0.0000 0 4 4 0.5000 0.0000

1.0900 0.33

LDF5-50A A No Ar (CaAa) 69.25 - 77.08 0.0000 0 3 3 0.5000 0.0000

1.0900 0.33

LDF5-50A A No Ar (CaAa) 77.08 - 77.58 0.0000 0 2 2 0.5000 0.0000

1.0900 0.33

LDF5-50A A No Ar (CaAa) 77.58 - 79.58 0.0000 0 1 1 0.5000 0.0000

1.0900 0.33

3/8'' Coax A No Ar (CaAa) 10.00 - 35.00 1.5000 0 2 2 0.5000 0.0000

0.3750 0.07

3/8'' Coax A No Ar (CaAa) 35.00 - 78.67 1.5000 0 1 1 0.5000 0.0000

0.3750 0.07

Feed Line/Linear Appurtenances Section Areas

Section

Tower Elevation

Face AR

AF

CAAA

In Face ft2

CAAA

Out Face

T1 80.00-73.33 A

B C

0.000 0.000 0.000

0.000 0.000 0.000

3.486 0.000 0.000

0.000 0.000 0.000

20.88 0.00 0.00

T2 73.33-60.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

9.845 0.000 0.000

0.000 0.000 0.000

50.26 0.00 0.00

T3 60.00-40.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

18.699 0.000 0.000

0.000 0.000 0.000

87.30 0.00

T4 40.00-20.00 A 0.000 0.000 20.224 0.000 91.27

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Job

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Tower Elevation

Face AR

In Face ft2

CAAA

Out Face

B C

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.00 0.00

T5 20.00-6.67 A B C

0.000 0.000 0.000

0.000 0.000 0.000

11.093 0.000 0.000

0.000 0.000 0.000

49.83 0.00 0.00

T6 6.67-0.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.195 0.000 0.000

0.000 0.000 0.000

3.27

Feed Line Center of Pressure

Section Elevation

CPX

CPZ

CPX

Ice in

CPZ

Ice in

T1 80.00-73.33 -9.6260 -5.5576 -9.6278 -5.5586 T2 73.33-60.00 -9.5910 -5.5374 -9.5910 -5.5374 T3 60.00-40.00 -9.5660 -5.5229 -9.5660 -5.5229 T4 40.00-20.00 -9.5864 -5.5347 -9.5864 -5.5347 T5 20.00-6.67 -9.5816 -5.5320 -9.5816 -5.5320 T6 6.67-0.00 -9.1264 -5.2692 -9.1264 -5.2692

Shielding Factor Ka

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T1 1 Ladder Rung 73.33 - 80.00 1.0000 1.0000 T1 2 Safety Line 73.33 - 80.00 1.0000 1.0000 T1 3 Rung 73.33 - 80.00 1.0000 1.0000

T1 8 LDF5-50A 73.33 - 77.08 1.0000 1.0000

T1 9 LDF5-50A 77.08 - 77.58 1.0000 1.0000

T1 10 LDF5-50A 77.58 - 79.58 1.0000 1.0000

T1 12 3/8'' Coax 73.33 - 78.67 1.0000 1.0000 T2 1 Ladder Rung 60.00 - 73.33 1.0000 1.0000 T2 2 Safety Line 60.00 - 73.33 1.0000 1.0000 T2 3 Rung 60.00 - 73.33 1.0000 1.0000

T2 6 LDF5-50A 60.00 - 64.50 1.0000 1.0000

T2 7 LDF5-50A 64.50 - 69.25 1.0000 1.0000

T2 8 LDF5-50A 69.25 - 73.33 1.0000 1.0000

T2 12 3/8'' Coax 60.00 - 73.33 1.0000 1.0000 T3 1 Ladder Rung 40.00 - 60.00 1.0000 1.0000 T3 2 Safety Line 40.00 - 60.00 1.0000 1.0000 T3 3 Rung 40.00 - 60.00 1.0000 1.0000

T3 5 LDF5-50A 40.00 - 56.67 1.0000 1.0000

T3 6 LDF5-50A 56.67 - 60.00 1.0000 1.0000

T3 12 3/8'' Coax 40.00 - 60.00 1.0000 1.0000 T4 1 Ladder Rung 20.00 - 40.00 1.0000 1.0000 T4 2 Safety Line 20.00 - 40.00 1.0000 1.0000 T4 3 Rung 20.00 - 40.00 1.0000 1.0000

T4 4 LDF5-50A 20.00 - 25.50 1.0000 1.0000

T4 5 LDF5-50A 25.50 - 40.00 1.0000 1.0000

T4 11 3/8'' Coax 20.00 - 35.00 1.0000 1.0000

Oklahoma City, OK 73169

Job

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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

T4 12 3/8'' Coax 35.00 - 40.00 1.0000 1.0000 T5 1 Ladder Rung 6.67 - 20.00 1.0000 1.0000 T5 2 Safety Line 10.00 - 20.00 1.0000 1.0000 T5 3 Rung 10.00 - 20.00 1.0000 1.0000

T5 4 LDF5-50A 10.00 - 20.00 1.0000 1.0000

T5 11 3/8'' Coax 10.00 - 20.00 1.0000 1.0000 T6 1 Ladder Rung 0.00 - 6.67 1.0000 1.0000

Discrete Tower Loads

Leg

Offset Type

Offsets:

Horz

Lateral Vert ft ft ft

Azimuth Adjustment

Front

Side

22-ft 4 Element Dipole A From Leg 2.00 0.00 0.00

0.0000 78.50 No Ice 5.50 5.50 60.00

(2) 1.9'' x 2-ft Pipe A From Leg 0.75 0.00 11.00

0.0000 78.50 No Ice 0.00 0.29 5.44

2.4'' Dia. x 3-ft A From Leg 2.00 0.00 0.00

0.0000 78.50 No Ice 0.58 0.58 10.98

22-ft 4 Element Dipole B From Leg 2.00 0.00 11.00

0.0000 78.50 No Ice 5.50 5.50 60.00

(2) 1.9'' x 2-ft Pipe B From Leg 0.75 0.00 0.00

0.0000 78.50 No Ice 0.00 0.29 5.40

2.4'' Dia. x 3-ft B From Leg 2.00 0.00 0.00

0.0000 78.50 No Ice 0.58 0.58 10.98

(2) 1.9'' x 2-ft Pipe C From Leg 1.00 0.00 0.00

0.0000 78.67 No Ice 0.00 0.29 5.44

2.4'' Dia. x 3-ft C From Leg 2.00 0.00 0.00

0.0000 78.67 No Ice 0.58 0.58 10.98

3' Single Element Dipole C From Leg 2.00 0.00 0.00

0.0000 78.67 No Ice 0.60 0.60 10.00

(2) 1.9'' x 2-ft Pipe C From Leg 1.00 0.00 0.00

0.0000 78.50 No Ice 0.00 0.29 5.44

2.4'' Dia. x 3-ft C From Leg 2.00 0.00 0.00

0.0000 78.50 No Ice 0.58 0.58 10.98

CL-400A C From Leg 2.00 0.00 0.00

0.0000 78.50 No Ice 4.79 1.98 22.00

(2) 1.9'' x 2-ft Pipe A From Leg 1.00 0.0000 77.08 No Ice 0.00 0.29 5.44

Oklahoma City, OK 73169

Job

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Leg

Offset Type

Offsets:

Horz

Lateral Vert ft ft ft

Front

Side

0.00

2.4'' Dia. x 3-ft A From Leg 2.00 0.00 0.00

0.0000 77.08 No Ice 0.58 0.58 10.98

CL-400A A From Leg 2.00 0.00 0.00

0.0000 77.08 No Ice 4.79 1.98 22.00

5-ft Yagi A From Leg 2.25 0.00 0.00

0.0000 72.08 No Ice 0.70 0.63 50.00

5-ft Yagi C From Leg 2.25 0.00 0.00

0.0000 69.25 No Ice 0.70 0.63 50.00

4.5'' dia x 6' A From Leg 1.33 0.00 0.00

0.0000 64.50 No Ice 2.25 2.25 64.80

(2) L3x3x3/8 - 5' long A From Leg 1.33 0.00 0.00

0.0000 64.50 No Ice 2.29 2.29 36.00

(2) 1.9'' x 18'' Pipe C From Leg 0.75 0.00 0.00

0.0000 52.75 No Ice 0.00 0.20 5.00

2.4'' Dia x 18'' Pipe C From Leg 1.50 0.00 0.00

0.0000 52.75 No Ice 0.24 0.24 5.50

22-ft 4 Element Dipole C From Leg 1.50 0.00 11.00

0.0000 52.75 No Ice 5.50 5.50 60.00

5-ft Yagi A From Leg 2.50 0.00 0.00

0.0000 35.00 No Ice 0.70 0.63 50.00

4.5'' dia x 6' A From Leg 1.33 0.00 0.00

0.0000 25.50 No Ice 2.25 2.25 64.80

(2) L3x3x3/8 - 5' long A From Leg 1.33 0.00

0.0000 25.50 No Ice 2.29 2.29 36.00

Dishes

Leg

Dish Type

Offset Type

Offsets:

Horz

Lateral Vert ft

3 dB Beam

Outside Diameter

Aperture

P17-A96GF A Grid From

Leg 1.33 0.00 0.00

65.0000 64.50 8.00 No Ice 50.27 50.00

17-A72GP A Grid From 1.33 75.0000 25.50 6.00 No Ice 28.27 40.00

Oklahoma City, OK 73169

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Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Leg

Dish Type

Offset Type

Offsets:

Horz

Lateral Vert ft

3 dB Beam

Outside Diameter

Aperture

Leg 0.00

Tower Pressures - No Ice

GH = 0.850

KZ

AG

F a c e

AR

Aleg

In

Face ft2

CAAA

Out

Face ft2

T1 80.00-73.33 76.67 1.197 77 20.983 A B C

0.714 0.714 0.714

3.502 3.502 3.502

1.945 46.15 46.15 46.15

3.486 0.000 0.000

0.000 0.000 0.000

T2 73.33-60.00 66.67 1.162 75 41.934 A B C

1.784 1.784 1.784

6.342 6.342 6.640

3.888 47.85 47.85 46.16

9.845 0.000 0.000

0.000 0.000 0.000

T3 60.00-40.00 50.00 1.094 72 62.917 A B C

2.497 2.497 2.497

9.498 9.498 9.944

5.833 48.63 48.63 46.89

18.699 0.000 0.000

0.000 0.000 0.000

T4 40.00-20.00 30.00 0.982 65 62.917 A B C

2.497 2.497 2.497

9.498 9.498 9.944

5.833 48.63 48.63 46.89

20.224 0.000 0.000

0.000 0.000 0.000

T5 20.00-6.67 13.34 0.85 57 41.934 A B C

1.427 1.427 1.427

6.342 6.342 6.640

3.888 50.04 50.04 48.20

11.093 0.000 0.000

0.000 0.000 0.000

T6 6.67-0.00 3.34 0.85 57 11.002 A B C

0.865 0.865 0.865

2.376 2.376 2.505

2.010 62.02 62.02 59.65

0.195 0.000 0.000

0.000 0.000

Tower Pressure - Service

GH = 0.850

a c

Face ft2

CAAA

Out

Face ft2

T1 80.00-73.33 76.67 1.197 19 20.983 A B C

0.714 0.714 0.714

3.502 3.502 3.502

1.945 46.15 46.15 46.15

3.486 0.000 0.000

0.000 0.000 0.000

T2 73.33-60.00 66.67 1.162 19 41.934 A B C

1.784 1.784 1.784

6.342 6.342 6.640

3.888 47.85 47.85 46.16

9.845 0.000 0.000

0.000 0.000 0.000

T3 60.00-40.00 50.00 1.094 18 62.917 A B C

2.497 2.497 2.497

9.498 9.498 9.944

5.833 48.63 48.63 46.89

18.699 0.000 0.000

0.000 0.000 0.000

T4 40.00-20.00 30.00 0.982 16 62.917 A B C

2.497 2.497 2.497

9.498 9.498 9.944

5.833 48.63 48.63 46.89

20.224 0.000 0.000

0.000 0.000

T5 20.00-6.67 13.34 0.85 14 41.934 A 1.427 6.342 3.888 50.04 11.093 0.000

Oklahoma City, OK 73169

Job

BBBBTT--SSIIEERRRRAA VVIIEEJJAA

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

a c

Face ft2

CAAA

Out

Face ft2

B C

1.427 1.427

6.342 6.640

50.04 48.20

0.000 0.000

0.000 0.000

T6 6.67-0.00 3.34 0.85 14 11.002 A B C

0.865 0.865 0.865

2.376 2.376 2.505

2.010 62.02 62.02 59.65

0.195 0.000 0.000

0.000

Tower Forces - No Ice - Wind Normal To Face

Add

Self a c e CF

DF

DR

AE

w

Ctrl.

Face

T1 80.00-73.33

20.88 391.84

TA 489.72

A B C

0.201 0.201 0.201

2.593 2.593 2.593

77 1

2.726 2.726 2.726

692.52 103.83 C

T2 73.33-60.00

50.26 663.06 A B C

0.194 0.194 0.201

2.617 2.617 2.593

75 1

5.421 5.421 5.599

1561.43 117.14 C

T3 60.00-40.00

87.30 984.72 A B C

0.191 0.191 0.198

2.627 2.627 2.604

72 1

7.939 7.939 8.206

2440.91 122.05 C

T4 40.00-20.00

91.27 984.72 A B C

0.191 0.191 0.198

2.627 2.627 2.604

65 1

7.939 7.939 8.206

2303.01 115.15 C

T5 20.00-6.67 49.83 646.11 A B C

0.185 0.185 0.192

2.646 2.646 2.622

57 1

5.055 5.055 5.233

1201.05 90.10 C

T6 6.67-0.00 3.27 248.19 A B C

0.295 0.295 0.306

2.311 2.311 2.279

57 1

2.284 2.284 2.370

272.57 40.86 C

Sum Weight: 302.81 4408.36 8471.48

Tower Forces - No Ice - Wind 60 To Face a c

Face

T1 80.00-73.33

20.88 391.84

TA 489.72

A B C

0.201 0.201 0.201

2.593 2.593 2.593

77 0.8 0.8 0.8

2.583 2.583 2.583

668.24 100.19 C

T2 73.33-60.00

50.26 663.06 A B C

0.194 0.194 0.201

2.617 2.617 2.593

75 0.8 0.8 0.8

5.064 5.064 5.242

1502.14 112.69 C

T3 60.00-40.00

87.30 984.72 A B C

0.191 0.191 0.198

2.627 2.627 2.604

72 0.8 0.8 0.8

7.440 7.440 7.707

2361.68 118.08 C

T4 40.00-20.00

91.27 984.72 A B C

0.191 0.191 0.198

2.627 2.627 2.604

65 0.8 0.8 0.8

7.440 7.440 7.707

2231.00 111.55 C

Oklahoma City, OK 73169

Job

BBBBTT--SSIIEERRRRAA VVIIEEJJAA

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

a c

Face

T5 20.00-6.67 49.83 646.11 A B C

0.185 0.185 0.192

2.646 2.646 2.622

57 0.8 0.8 0.8

4.770 4.770 4.947

1164.83 87.38 C

T6 6.67-0.00 3.27 248.19 A B C

0.295 0.295 0.306

2.311 2.311 2.279

57 0.8 0.8 0.8

2.111 2.111 2.197

253.37 37.99 C

Sum Weight: 302.81 4408.36 8181.26

Tower Forces - No Ice - Wind 90 To Face a c

Face

T1 80.00-73.33

20.88 391.84

TA 489.72

A B C

0.201 0.201 0.201

2.593 2.593 2.593

77 0.85 0.85 0.85

2.619 2.619 2.619

674.31 101.10 C

T2 73.33-60.00

50.26 663.06 A B C

0.194 0.194 0.201

2.617 2.617 2.593

75 0.85 0.85 0.85

5.153 5.153 5.332

1516.96 113.80 C

T3 60.00-40.00

87.30 984.72 A B C

0.191 0.191 0.198

2.627 2.627 2.604

72 0.85 0.85 0.85

7.564 7.564 7.832

2381.49 119.07 C

T4 40.00-20.00

91.27 984.72 A B C

0.191 0.191 0.198

2.627 2.627 2.604

65 0.85 0.85 0.85

7.564 7.564 7.832

2249.00 112.45 C

T5 20.00-6.67 49.83 646.11 A B C

0.185 0.185 0.192

2.646 2.646 2.622

57 0.85 0.85 0.85

4.841 4.841 5.019

1173.89 88.06 C

T6 6.67-0.00 3.27 248.19 A B C

0.295 0.295 0.306

2.311 2.311 2.279

57 0.85 0.85 0.85

2.154 2.154 2.240

258.17 38.71 C

Sum Weight: 302.81 4408.36 8253.81

Tower Forces - Service - Wind Normal To Face a c

Face

T1 80.00-73.33

20.88 391.84

TA 489.72

A B C

0.201 0.201 0.201

2.593 2.593 2.593

19 1

2.726 2.726 2.726

173.13 25.96 C

T2 73.33-60.00

50.26 663.06 A B C

0.194 0.194 0.201

2.617 2.617 2.593

19 1

5.421 5.421 5.599

390.36 29.28 C

T3 60.00-40.00

87.30 984.72 A B

0.191 0.191

2.627 2.627

18 1

7.939 7.939

610.23 30.51 C

Oklahoma City, OK 73169

Job

BBBBTT--SSIIEERRRRAA VVIIEEJJAA

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

a c

Face

C 0.198 2.604 1 1 8.206 T4

40.00-20.00

91.27 984.72 A

B C

0.191 0.191 0.198

2.627 2.627 2.604

16 1

7.939 7.939 8.206

575.75 28.79 C

T5 20.00-6.67 49.83 646.11 A B C

0.185 0.185 0.192

2.646 2.646 2.622

14 1

5.055 5.055 5.233

300.26 22.53 C

T6 6.67-0.00 3.27 248.19 A B C

0.295 0.295 0.306

2.311 2.311 2.279

14 1

2.284 2.284 2.370

68.14 10.22 C

Sum Weight: 302.81 4408.36 2117.87

Tower Forces - Service - Wind 60 To Face a c

Face

T1 80.00-73.33

20.88 391.84

TA 489.72

A B C

0.201 0.201 0.201

2.593 2.593 2.593

19 0.8 0.8 0.8

2.583 2.583 2.583

167.06 25.05 C

T2 73.33-60.00

50.26 663.06 A B C

0.194 0.194 0.201

2.617 2.617 2.593

19 0.8 0.8 0.8

5.064 5.064 5.242

375.53 28.17 C

T3 60.00-40.00

87.30 984.72 A B C

0.191 0.191 0.198

2.627 2.627 2.604

18 0.8 0.8 0.8

7.440 7.440 7.707

590.42 29.52 C

T4 40.00-20.00

91.27 984.72 A B C

0.191 0.191 0.198

2.627 2.627 2.604

16 0.8 0.8 0.8

7.440 7.440 7.707

557.75 27.89 C

T5 20.00-6.67 49.83 646.11 A B C

0.185 0.185 0.192

2.646 2.646 2.622

14 0.8 0.8 0.8

4.770 4.770 4.947

291.21 21.85 C

T6 6.67-0.00 3.27 248.19 A B C

0.295 0.295 0.306

2.311 2.311 2.279

14 0.8 0.8 0.8

2.111 2.111 2.197

63.34 9.50 C

Sum Weight: 302.81 4408.36 2045.31

Tower Forces - Service - Wind 90 To Face a c

Face

T1 80.00-73.33

20.88 391.84

TA 489.72

A B C

0.201 0.201 0.201

2.593 2.593 2.593

19 0.85 0.85 0.85

2.619 2.619 2.619

168.58 25.27 C

T2 50.26 663.06 A 0.194 2.617 19 0.85 1 5.153 379.24 28.45 C

Oklahoma City, OK 73169

Job

BBBBTT--SSIIEERRRRAA VVIIEEJJAA

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

a c

Face

73.33-60.00 B C

0.194 0.201

2.617 2.593

0.85 0.85

5.153 5.332

T3 60.00-40.00

87.30 984.72 A B C

0.191 0.191 0.198

2.627 2.627 2.604

18 0.85 0.85 0.85

7.564 7.564 7.832

595.37 29.77 C

T4 40.00-20.00

91.27 984.72 A B C

0.191 0.191 0.198

2.627 2.627 2.604

16 0.85 0.85 0.85

7.564 7.564 7.832

562.25 28.11 C

T5 20.00-6.67 49.83 646.11 A B C

0.185 0.185 0.192

2.646 2.646 2.622

14 0.85 0.85 0.85

4.841 4.841 5.019

293.47 22.02 C

T6 6.67-0.00 3.27 248.19 A B C

0.295 0.295 0.306

2.311 2.311 2.279

14 0.85 0.85 0.85

2.154 2.154 2.240

64.54 9.68 C

Sum Weight: 302.81 4408.36 2063.45

Discrete Appurtenance Pressures - No Ice GH = 0.850

Description Aiming

Offsetx

Offsetz

Kz qz

CAAC

Front ft2

CAAC

Side ft2

Torque Arm Face C 180.0000 0.00 0.00 3.22 78.77 1.204 78 3.88 9.70 Torque Arm Face B 60.0000 0.00 2.79 -1.61 78.77 1.204 78 3.88 9.70 Torque Arm Face A 300.0000 0.00 -2.79 -1.61 78.77 1.204 78 3.88 9.70 22-ft 4 Element Dipole 0.0000 60.00 0.00 -3.73 78.50 1.203 77 5.50 5.50

(2) 1.9'' x 2-ft Pipe 0.0000 5.44 0.00 -2.48 89.50 1.236 79 0.00 0.29 2.4'' Dia. x 3-ft 0.0000 10.98 0.00 -3.73 78.50 1.203 77 0.58 0.58 22-ft 4 Element Dipole 120.0000 60.00 3.23 1.87 89.50 1.236 79 5.50 5.50

(2) 1.9'' x 2-ft Pipe 120.0000 5.40 2.15 1.24 78.50 1.203 77 0.00 0.29 2.4'' Dia. x 3-ft 120.0000 10.98 3.23 1.87 78.50 1.203 77 0.58 0.58

(2) 1.9'' x 2-ft Pipe 240.0000 5.44 -2.37 1.37 78.67 1.203 78 0.00 0.29 2.4'' Dia. x 3-ft 240.0000 10.98 -3.23 1.87 78.67 1.203 78 0.58 0.58 3' Single Element Dipole 240.0000 10.00 -3.23 1.87 78.67 1.203 78 0.60 0.60

(2) 1.9'' x 2-ft Pipe 240.0000 5.44 -2.37 1.37 78.50 1.203 77 0.00 0.29 2.4'' Dia. x 3-ft 240.0000 10.98 -3.23 1.87 78.50 1.203 77 0.58 0.58

CL-400A 240.0000 22.00 -3.23 1.87 78.50 1.203 77 4.79 1.98

(2) 1.9'' x 2-ft Pipe 0.0000 5.44 0.00 -2.73 77.08 1.198 77 0.00 0.29 2.4'' Dia. x 3-ft 0.0000 10.98 0.00 -3.73 77.08 1.198 77 0.58 0.58

CL-400A 0.0000 22.00 0.00 -3.73 77.08 1.198 77 4.79 1.98

5-ft Yagi 0.0000 50.00 0.00 -3.98 72.08 1.181 76 0.70 0.63 5-ft Yagi 240.0000 50.00 -3.45 1.99 69.25 1.171 76 0.70 0.63 4.5'' dia x 6' 0.0000 64.80 0.00 -3.06 64.50 1.154 75 2.25 2.25

(2) L3x3x3/8 - 5' long 0.0000 36.00 0.00 -3.06 64.50 1.154 75 2.29 2.29

(2) 1.9'' x 18'' Pipe 240.0000 5.00 -2.15 1.24 52.75 1.106 72 0.00 0.20 2.4'' Dia x 18'' Pipe 240.0000 5.50 -2.80 1.62 52.75 1.106 72 0.24 0.24 22-ft 4 Element Dipole 240.0000 60.00 -2.80 1.62 63.75 1.151 75 5.50 5.50 5-ft Yagi 0.0000 50.00 0.00 -4.23 35.00 1.015 67 0.70 0.63 4.5'' dia x 6' 0.0000 64.80 0.00 -3.06 25.50 0.949 63 2.25 2.25

(2) L3x3x3/8 - 5' long 0.0000 36.00 0.00 -3.06 25.50 0.949 63 2.29 2.29 Sum

Weight:

678.16

Oklahoma City, OK 73169

Job

BBBBTT--SSIIEERRRRAA VVIIEEJJAA

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Discrete Appurtenance Pressures - Service GH = 0.850

Description Aiming

Offsetx

Offsetz

Kz qz

CAAC

Front ft2

CAAC

Side ft2

Torque Arm Face C 180.0000 0.00 0.00 3.22 78.77 1.204 19 3.88 9.70 Torque Arm Face B 60.0000 0.00 2.79 -1.61 78.77 1.204 19 3.88 9.70 Torque Arm Face A 300.0000 0.00 -2.79 -1.61 78.77 1.204 19 3.88 9.70 22-ft 4 Element Dipole 0.0000 60.00 0.00 -3.73 78.50 1.203 19 5.50 5.50

(2) 1.9'' x 2-ft Pipe 0.0000 5.44 0.00 -2.48 89.50 1.236 20 0.00 0.29 2.4'' Dia. x 3-ft 0.0000 10.98 0.00 -3.73 78.50 1.203 19 0.58 0.58 22-ft 4 Element Dipole 120.0000 60.00 3.23 1.87 89.50 1.236 20 5.50 5.50

(2) 1.9'' x 2-ft Pipe 120.0000 5.40 2.15 1.24 78.50 1.203 19 0.00 0.29 2.4'' Dia. x 3-ft 120.0000 10.98 3.23 1.87 78.50 1.203 19 0.58 0.58

(2) 1.9'' x 2-ft Pipe 240.0000 5.44 -2.37 1.37 78.67 1.203 19 0.00 0.29 2.4'' Dia. x 3-ft 240.0000 10.98 -3.23 1.87 78.67 1.203 19 0.58 0.58 3' Single Element Dipole 240.0000 10.00 -3.23 1.87 78.67 1.203 19 0.60 0.60

(2) 1.9'' x 2-ft Pipe 240.0000 5.44 -2.37 1.37 78.50 1.203 19 0.00 0.29 2.4'' Dia. x 3-ft 240.0000 10.98 -3.23 1.87 78.50 1.203 19 0.58 0.58

CL-400A 240.0000 22.00 -3.23 1.87 78.50 1.203 19 4.79 1.98

(2) 1.9'' x 2-ft Pipe 0.0000 5.44 0.00 -2.73 77.08 1.198 19 0.00 0.29 2.4'' Dia. x 3-ft 0.0000 10.98 0.00 -3.73 77.08 1.198 19 0.58 0.58

CL-400A 0.0000 22.00 0.00 -3.73 77.08 1.198 19 4.79 1.98

5-ft Yagi 0.0000 50.00 0.00 -3.98 72.08 1.181 19 0.70 0.63 5-ft Yagi 240.0000 50.00 -3.45 1.99 69.25 1.171 19 0.70 0.63 4.5'' dia x 6' 0.0000 64.80 0.00 -3.06 64.50 1.154 19 2.25 2.25

(2) L3x3x3/8 - 5' long 0.0000 36.00 0.00 -3.06 64.50 1.154 19 2.29 2.29

(2) 1.9'' x 18'' Pipe 240.0000 5.00 -2.15 1.24 52.75 1.106 18 0.00 0.20 2.4'' Dia x 18'' Pipe 240.0000 5.50 -2.80 1.62 52.75 1.106 18 0.24 0.24 22-ft 4 Element Dipole 240.0000 60.00 -2.80 1.62 63.75 1.151 19 5.50 5.50 5-ft Yagi 0.0000 50.00 0.00 -4.23 35.00 1.015 17 0.70 0.63 4.5'' dia x 6' 0.0000 64.80 0.00 -3.06 25.50 0.949 16 2.25 2.25

(2) L3x3x3/8 - 5' long 0.0000 36.00 0.00 -3.06 25.50 0.949 16 2.29 2.29 Sum

678.16

Dish Pressures - No Ice

Dish Description

Aiming Azimuth

Weight lb

Offsetx ft

Offsetz

Kz

AA

qz psf

64.50 P17-A96GF 65.0000 50.00 0.00 -3.06 1.154 50.27 75

25.50 17-A72GP 75.0000 40.00 0.00 -3.06 0.949 28.27 63

Sum

90.00

Dish Vectors - No Ice

P17-A96GF - Elevation 64.5 - From Leg A Wind

Azimuth

CA

CS

CM

FA

FS

FM

lb-ft

Vx

Vz

OTMx

OTMz

Torque

0 -0.000580 0.000720 0.000130 -725.80 900.99 1301.43 277.02 -1123.31 -72606.44 -17867.83 453.18

30 -0.001130 0.000560 0.000105 -1414.05 700.77 1046.15 985.41 -1232.72 -79663.29 -63558.82 -1971.22 60 -0.001510 0.000110 0.000019 -1889.57 137.65 190.21 1654.36 -923.32 -59707.39 -106706.28 -4875.53 90 -0.001310 -0.000460 -0.000083 -1639.30 -575.63 -825.91 1728.98 -171.10 -11188.93 -111519.29 -6120.13

120 -0.000770 -0.000690 -0.000129 -963.56 -863.45 -1291.42 1238.19 375.33 24055.82 -79863.12 -5082.81

Oklahoma City, OK 73169

Job

BBBBTT--SSIIEERRRRAA VVIIEEJJAA

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Azimuth

150 -0.000215 -0.000660 -0.000116 -269.05 -825.91 -1156.27 592.88 634.82 40792.90 -38240.81 -2971.70 180 0.000465 -0.000710 -0.000139 581.89 -888.47 -1386.52 -151.88 1051.15 67645.96 9796.54 -921.44 210 0.001110 -0.000630 -0.000106 1389.02 -788.36 -1066.17 -925.71 1301.53 83795.46 59708.02 1768.39 240 0.001355 -0.000130 -0.000022 1695.61 -162.68 -215.24 -1467.99 864.03 55577.00 94685.60 4279.84 270 0.001240 0.000525 0.000086 1551.70 656.97 860.94 -1683.97 60.36 3740.12 108615.92 6017.34 300 0.000740 0.000710 0.000131 926.02 888.47 1311.44 -1214.74 -413.88 -26848.38 78350.80 5031.04 330 -0.000015 0.000630 0.000119…