TOWER REPAIR REPORT-BP.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

STRUCTURAL ANALYSIS REPORT

OF

EXISTING STRUCTURE, TECHNOLOGY & OTHER ASSETS

FOR

U.S. Customs and Border Protection

Tower Location

BLACK PEAK

OWNED 51 FT AGL SELF SUPPORT TOWER

Parker, Arizona

Latitude: 34.124684° Longitude: -114.211318°

Report Date December 12, 2017

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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Table of Contents

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

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Revision Summary

No. Description Page

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Executive Summary

The analyzed tower is approximately 51 foot Self Support Tower supporting existing technology and other assets attached at multiple heights on the tower. Tower has been identified for an update of the tower capacity.

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 Maricopa County Arizona using a Type III Structure in a Class 3 Topography and Class C Exposure on 800 FT crest.

The Structural Analysis Report shows the Tower Rating of 185.6% (TIA-222-G, ASCE-7-10) for the existing physical condition of the tower and load configuration of attached assets and appurtenances. A Tower Rating of more than 100% shows that the tower cannot 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 FAA Tower Mapping 12-2017 & CBP GFI Loading FAA Tower Mapping 12-2017 & CBP GFI 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 SECTIONS –

MULITPLE MEMBERS

185.6% FAIL

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 FAIL

• Tower Service Results Not Checked

• Foundation Capacity Results Not Checked

• Soil Capacity Results Not Checked

Recommendations

The following items are recommended

1.) Replace existing diagonals (L1 ¾” x 1 ¾” x 3/16” & L1 ½”x 1 ½”x 1/8”) from 0 to 20 FT AGL with new equal angle (L2”x2”x1/8”). Lowest diagonal may need to be adjusted to accommodate raising foundation. Raise top of foundation 12” or to bottom of leg splice plate whichever is less.

Existing top of foundation to have surface roughened through chipping with small electrical or hand tools to a depth of no less than 0.25”. Existing foundation will be formed around perimeter to raise top of foundation elevation to specified height and maintain cross sectional geometry. Prior to placement of 3,000 psi concrete, install Grade 60 Black Reinforcement. Reinforcement to be #4 on 12” centers for all faces both directions.

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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: TACCOM - BLACK PEAK Project: STRUCTURAL ANALYSIS UPDATE Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

Code: TIA-222-G Date: 12/13/17 Scale: NTS Path:

\\Arc-mcac-mlvfs2\uis\CBP FOLDERS\CBP RVSS DATA Storage\Site Data by Station\TACCOM\YUM\BLACK PEAK\CURRENT\ORIGINAL 12-12-17\BLACK PEAK STRUCTURAL ANALYSIS.eri

Dwg No. E-1

51.5 ft

41.5 ft

31.5 ft

21.5 ft

11.5 ft

1.5 ft

0.0 ft

REACTIONS - 120 mph WIND TORQUE 4936 lb-ft

8268 lb

SHEAR

207530 lb-ft

MOMENT

2128 lb

AXIAL

SHEAR: 5037 lb UPLIFT: -54944 lb

SHEAR: 4233 lb DOWN: 65422 lb

MAX. CORNER REACTIONS AT BASE:

ARE FACTORED

ALL REACTIONS

S ec tio n

T1 T2

T3 T4

T5 T6

L eg s V

1/

2x

1/ 2x

1/

V 4x

4x 5/

L eg

G ra de A

2-

D ia go na ls L1

/2 x1

/2 x1

/8 L1

/4 x1

/4 x3

/1

N .A

D ia go na l G ra de A

N

.A

T op

G irt s L3 x3 x1

/4 N

.A

F ac e W id th

(f t)

2.

2.

2.

3.

3.

3.

3.

P an el s

(f t)

.9

A

W ei gh t ( lb

3.

8.

2.

2.

3.

.6

.5

BA40-41-DIN 48.5 SIDE ARM MOUNT 48.5 ANT150F2 35 SIDE ARM MOUNT 35 BA40-41-DIN 14.5 SIDE ARM MOUNT 14.5 BA40-41-DIN 14.5 SIDE ARM MOUNT 14.5 2.4" X 5' PIPE 10 69 IN DISH 10DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATION

BA40-41-DIN 48.5

SIDE ARM MOUNT 48.5

ANT150F2 35

SIDE ARM MOUNT 35

BA40-41-DIN 14.5

SIDE ARM MOUNT 14.5

BA40-41-DIN 14.5

SIDE ARM MOUNT 14.5

2.4" X 5' PIPE 10

69 IN DISH 10

SYMBOL LIST

MARK MARKSIZE SIZE

A 3 @ 0.5

MATERIAL STRENGTH

GRADE GRADEFy FyFu Fu

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

TOWER DESIGN NOTES

1. Tower is located in La Paz County, Arizona.

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

3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-G Standard.

4. Deflections are based upon a 60 mph wind.

5. Tower Risk Category III and IV.

6. Topographic Category 3 with Crest Height of 800.00 ft

7. Crest Height ranges from 500 ft to 1200 ft.

8. Crest Height Range covers 6 out of the 8 segments reviewed.

9. Segments are 45 degree sections around tower site.

10. TOWER RATING: 185.6%

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

FAX: (405)-954-4204

Job: TACCOM - BLACK PEAK Project: STRUCTURAL ANALYSIS UPDATE Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

Code: TIA-222-G Date: 12/12/17 Scale: NTS Path:

\\Arc-mcac-mlvfs2\uis\CBP FOLDERS\CBP RVSS DATA Storage\Site Data by Station\TACCOM\YUM\BLACK PEAK\CURRENT\ORIGINAL 12-12-17\BLACK PEAK STRUCTURAL ANALYSIS.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-G - 120 mph Exposure C Leg Capacity Leg Compression (lb)

51.50 51.50

41.50 41.50

31.50 31.50

21.50 21.50

11.50 11.50

1.50 1.50

0.00 0.00

El ev at io n (ft

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

FAX: (405)-954-4204

Job: TACCOM - BLACK PEAK Project: STRUCTURAL ANALYSIS UPDATE Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

Code: TIA-222-G Date: 12/12/17 Scale: NTS Path:

\\Arc-mcac-mlvfs2\uis\CBP FOLDERS\CBP RVSS DATA Storage\Site Data by Station\TACCOM\YUM\BLACK PEAK\CURRENT\ORIGINAL 12-12-17\BLACK PEAK STRUCTURAL ANALYSIS.eri

Dwg No. E-4

10000

10000

Global Mast Shear (lb) 51.50

41.50

31.50

21.50

11.50

1.50

0.00

El ev at io n (ft

50000

50000

100000

100000

150000

150000

200000

200000

Global Mast Moment (lb-ft) 51.50

41.50

31.50

21.50

11.50

1.50

0.00

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

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

FAX: (405)-954-4204

Job: TACCOM - BLACK PEAK Project: STRUCTURAL ANALYSIS UPDATE Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

Code: TIA-222-G Date: 12/12/17 Scale: NTS Path:

\\Arc-mcac-mlvfs2\uis\CBP FOLDERS\CBP RVSS DATA Storage\Site Data by Station\TACCOM\YUM\BLACK PEAK\CURRENT\ORIGINAL 12-12-17\BLACK PEAK STRUCTURAL ANALYSIS.eri

Dwg No. E-5

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

0.5

0.5

1.5

1.5

Deflection (in) 51.50

41.50

31.50

21.50

11.50

1.50

0.00

El ev at io n (ft

0.05

0.05

0.1

0.1

0.15

0.15

Tilt (deg)

0.05

0.05

0.1

0.1

0.15

0.15

0.2

0.2

0.25

0.25

Twist (deg) 51.50

41.50

31.50

21.50

11.50

1.50

0.00

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

FAX: (405)-954-4204

Job: TACCOM - BLACK PEAK Project: STRUCTURAL ANALYSIS UPDATE Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

Code: TIA-222-G Date: 12/12/17 Scale: NTS Path:

\\Arc-mcac-mlvfs2\uis\CBP FOLDERS\CBP RVSS DATA Storage\Site Data by Station\TACCOM\YUM\BLACK PEAK\CURRENT\ORIGINAL 12-12-17\BLACK PEAK STRUCTURAL ANALYSIS.eri

Dwg No. E-7

Feed Line Distribution Chart 0' - 51'6"

Round Flat App In Face App Out Face Truss Leg

Face A

41.50

31.50

21.50

11.50

1.50

0.00

51.50

El ev at io n (ft

Face B

9.50 10.0010.00

19.0019.00

37.5037.50

(5 ) 1

/2

(4 ) 1

/2

(2 ) 1

/2

1/

Face C

41.50

31.50

21.50

11.50

1.50

0.00

51.50

9.50 10.0010.00

19.0019.00

37.5037.50

S af et y

Li ne

/8

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

FAX: (405)-954-4204

Job: TACCOM - BLACK PEAK Project: STRUCTURAL ANALYSIS UPDATE Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

Code: TIA-222-G Date: 12/12/17 Scale: NTS Path:

\\Arc-mcac-mlvfs2\uis\CBP FOLDERS\CBP RVSS DATA Storage\Site Data by Station\TACCOM\YUM\BLACK PEAK\CURRENT\ORIGINAL 12-12-17\BLACK PEAK STRUCTURAL ANALYSIS.eri

Dwg No. E-8

Stress Distribution Chart 0' - 51'6"

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

Face A Face B Face C

41.50

31.50

21.50

11.50

1.50

0.00

51.50

El ev at io n (ft

41.50

31.50

21.50

11.50

1.50

51.50

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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 free standing tower with an overall height of 51.50 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 2.53 ft at the top and 3.70 ft at the base.

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

The following design criteria apply:

1. Tower is located in La Paz County, Arizona.

2. ASCE 7-10 Wind Data is used.

3. Basic wind speed of 120 mph.

4. Risk Category III and IV.

5. Exposure Category C.

6. Topographic Category 3.

7. Crest Height 800.00 ft.

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

9. Crest Height ranges from 500 ft to 1200 ft..

10. Crest Height Range covers 6 out of the 8 segments reviewed..

11. Segments are 45 degree sections around tower site..

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

13. Pressures are calculated at each section.

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

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

Options

Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned √ Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area √ SR Leg Bolts Resist Compression √ Use Code Stress Ratios √ Use Clear Spans For KL/r √ All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients √ Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption √ Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption √ Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles √ Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric

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Leg B Leg C

Leg A

Fa ce

A Face B

Face C

Triangular Tower

Wind Normal

Wind 90

Wind 180

Z

X

Tower Section Geometry

Tower Section

Elevation ft

Assembly Database

Description Section Width

Number of

Sections

Length

T1 51.50-41.50 2.53 1 10.00 T2 41.50-31.50 2.76 1 10.00 T3 31.50-21.50 2.99 1 10.00 T4 21.50-11.50 3.21 1 10.00 T5 11.50-1.50 3.44 1 10.00 T6 1.50-0.00 3.67 1 1.50

Tower Section Geometry (cont’d)

Diagonal Spacing

Bracing Type

Has K Brace

End Panels

Has Horizontals

Top Girt Offset in

Bottom Girt Offset

T1 51.50-41.50 1.90 K Brace Left No No 6.0000 0.0000 T2 41.50-31.50 2.00 K Brace Right No No 0.0000 0.0000 T3 31.50-21.50 2.00 K Brace Left No No 0.0000 0.0000 T4 21.50-11.50 2.00 K Brace Right No No 0.0000 0.0000 T5 11.50-1.50 2.00 K Brace Left No Yes 0.0000 0.0000 T6 1.50-0.00 0.50 K Brace Left No Yes 0.0000 0.0000

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ft

Leg Type

Size

Grade

Grade

T1 51.50-41.50 60 Angle V3 1/2x3 1/2x1/4 A572-50 (50 ksi)

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

T2 41.50-31.50 60 Angle V3 1/2x3 1/2x1/4 A572-50 (50 ksi)

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

T3 31.50-21.50 60 Angle V3 1/2x3 1/2x1/4 A572-50 (50 ksi)

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

T4 21.50-11.50 60 Angle V4x4x5/16 A572-50 (50 ksi)

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

T5 11.50-1.50 60 Angle V4x4x5/16 A572-50 (50 ksi)

Equal Angle L1 3/4x1 3/4x3/16 A36 (36 ksi)

T6 1.50-0.00 60 Angle V4x4x5/16 A572-50 (50 ksi)

Equal Angle A36 (36 ksi)

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 51.50-41.50 0.00 0.2500 A36 (36 ksi)

1 1 1.05 36.0000 36.0000 36.0000

T2 41.50-31.50 0.00 0.2500 A36 (36 ksi)

1 1 1.05 36.0000 36.0000 36.0000

T3 31.50-21.50 0.00 0.2500 A36 (36 ksi)

1 1 1.05 36.0000 36.0000 36.0000

T4 21.50-11.50 0.00 0.3130 A36 (36 ksi)

1 1 1.05 36.0000 36.0000 36.0000

T5 11.50-1.50 0.00 0.3130 A36 (36 ksi)

1 1 1.05 36.0000 36.0000 36.0000

T6 1.50-0.00 0.00 0.3130 A36 (36 ksi)

1 1 1.05 36.0000 36.0000 36.0000

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.

Inner Brace

T1 51.50-41.50

Yes Yes 1 1

T2 41.50-31.50

Yes Yes 1 1

T3 31.50-21.50

Yes Yes 1 1

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K Factors1

Calc K

Single Angles

Calc K

Solid Rounds

Legs X Brace Diags

X Y

K Brace Diags

X Y

Single Diags

Girts

Sec.

Inner Brace

T4 21.50-11.50

Yes Yes 1 1

T5 11.50-1.50 Yes Yes 1 1

T6 1.50-0.00 Yes Yes 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.

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 51.50-41.50 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 41.50-31.50 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 31.50-21.50 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 21.50-11.50 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 11.50-1.50 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 1.50-0.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 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 51.50-41.50 Flange 0.0000 A325N

1 0.0000 A572-50

1 0.0000 A325N

1 0.0000 A325N

1 0.6250 A325N

0 0.0000 A325N

1 0.5000 A325N

T2 41.50-31.50 Flange 0.0000 A325N

1 0.0000 A572-50

1 0.0000 A325N

1 0.0000 A325N

1 0.6250 A325N

0 0.0000 A325N

1 0.5000 A325N

T3 31.50-21.50 Flange 0.0000 A325N

1 0.0000 A572-50

1 0.0000 A325N

1 0.0000 A325N

1 0.6250 A325N

0 0.0000 A325N

1 0.5000 A325N

T4 21.50-11.50 Flange 0.0000 A325N

1 0.0000 A572-50

1 0.0000 A325N

1 0.0000 A325N

1 0.6250 A325N

0 0.0000 A325N

1 0.5000 A325N

T5 11.50-1.50 Flange 0.0000 A325N

1 0.0000 A572-50

1 0.0000 A325N

1 0.0000 A325N

1 0.6250 A325N

0 0.0000 A325N

1 0.5000 A325N

T6 1.50-0.00 Flange 0.0000 A325N

1 0.0000 A572-50

1 0.0000 A325N

1 0.0000 A325N

1 0.6250 A325N

0 0.0000 A325N

1 0.5000 A325N

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

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DHS- CBP –FM&E

Feed Line/Linear Appurtenances - Entered As Round Or Flat

Description Face or

Leg

Allow Shield

Component

Placement

Total Number

Number Per Row

Clear Spacing in

Width or Diameter

Perimeter

Weight plf Safety Line 3/8 C No Ar (CaAa) 51.50 - 0.00 1 1 0.3750 0.3750 0.22

1/2 B No Ar (CaAa) 9.50 - 10.00 5 5 0.5800 0.5800 0.25 1/2 B No Ar (CaAa) 10.00 - 19.00 4 4 0.5800 0.5800 0.25 1/2 B No Ar (CaAa) 19.00 - 37.50 2 2 0.5800 0.5800 0.25 1/2 B No Ar (CaAa) 37.50 - 51.50 1 1 0.5800 0.5800 0.25

Feed Line/Linear Appurtenances Section Areas

Section

Tower Elevation

Face AR

AF

CAAA

In Face ft2

CAAA

Out Face lb T1 51.50-41.50 A

B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.580 0.375

0.000 0.000 0.000

0.00 2.50 2.20

T2 41.50-31.50 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.928 0.375

0.000 0.000 0.000

0.00 4.00 2.20

T3 31.50-21.50 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 1.160 0.375

0.000 0.000 0.000

0.00 5.00 2.20

T4 21.50-11.50 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 2.030 0.375

0.000 0.000 0.000

0.00 8.75 2.20

T5 11.50-1.50 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.454 0.375

0.000 0.000 0.000

0.00 2.13 2.20

T6 1.50-0.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.056

0.000 0.000 0.000

0.00

0.33

Feed Line Center of Pressure

Section Elevation

CPX

CPZ

CPX

Ice in

CPZ

Ice in

T1 51.50-41.50 0.1669 0.0269 0.1669 0.0269 T2 41.50-31.50 0.2893 -0.0342 0.2893 -0.0342 T3 31.50-21.50 0.3704 -0.0769 0.3704 -0.0769 T4 21.50-11.50 0.5762 -0.2113 0.5762 -0.2113 T5 11.50-1.50 0.1537 0.0605 0.1537 0.0605 T6 1.50-0.00 0.0000 0.2260 0.0000 0.2260

Shielding Factor Ka

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

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DHS- CBP –FM&E

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T1 1 Safety Line 3/8 41.50 - 51.50 1.0000 1.0000 T1 5 1/2 41.50 - 51.50 1.0000 1.0000 T2 1 Safety Line 3/8 31.50 - 41.50 1.0000 1.0000 T2 4 1/2 31.50 - 37.50 1.0000 1.0000 T2 5 1/2 37.50 - 41.50 1.0000 1.0000 T3 1 Safety Line 3/8 21.50 - 31.50 1.0000 1.0000 T3 4 1/2 21.50 - 31.50 1.0000 1.0000 T4 1 Safety Line 3/8 11.50 - 21.50 1.0000 1.0000 T4 3 1/2 11.50 - 19.00 1.0000 1.0000 T4 4 1/2 19.00 - 21.50 1.0000 1.0000 T5 1 Safety Line 3/8 1.50 - 11.50 1.0000 1.0000 T5 2 1/2 9.50 - 10.00 1.0000 1.0000 T5 3 1/2 10.00 - 11.50 1.0000 1.0000 T6 1 Safety Line 3/8 0.00 - 1.50 1.0000 1.0000

Discrete Tower Loads

Leg

Offset Type

Offsets:

Horz

Lateral Vert ft ft ft

Azimuth Adjustment

Placement

Front

Side

BA40-41-DIN A From Leg 3.00 0.00 4.50

0.0000 48.50 No Ice 4.60 4.60 0.00

SIDE ARM MOUNT A From Leg 1.50 0.00 0.00

0.0000 48.50 No Ice 0.94 1.41 0.00

ANT150F2 B From Leg 3.00 0.00 2.50

0.0000 35.00 No Ice 1.05 1.05 0.00

SIDE ARM MOUNT B From Leg 1.50 0.00 0.00

0.0000 35.00 No Ice 0.94 1.41 0.00

BA40-41-DIN B From Leg 3.00 0.00 4.50

0.0000 14.50 No Ice 4.60 4.60 0.00

SIDE ARM MOUNT B From Leg 1.50 0.00 0.00

0.0000 14.50 No Ice 0.94 1.41 0.00

BA40-41-DIN A From Leg 3.00 0.00 4.50

0.0000 14.50 No Ice 4.60 4.60 0.00

SIDE ARM MOUNT A From Leg 1.50 0.00 0.00

0.0000 14.50 No Ice 0.94 1.41 0.00

2.4'' X 5' PIPE A From Leg 0.63 0.00

0.0000 10.00 No Ice 1.14 1.14 0.00

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STRUCTURAL ANALYSIS – UPDATE

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Dishes

Leg

Dish Type

Offset Type

Offsets:

Horz

Lateral Vert ft

Azimuth Adjustment

3 dB Beam

Outside Diameter

Aperture Area

69 IN DISH A Grid From

Leg 1.00 0.00

-60.0000 10.00 5.75 No Ice 25.97 192.00

Tower Pressures - No Ice

GH = 0.850

z

KZ

qz psf

AG

F a c e

AR

Aleg

In

Face ft2

CAAA

Out

Face ft2

T1 51.50-41.50 46.50 1.077 73 29.688 A B C

8.211 8.211 8.211

0.000 0.000 0.000

5.834 71.05 71.05 71.05

0.000 0.580 0.375

0.000 0.000 0.000

T2 41.50-31.50 36.50 1.024 71 31.964 A B C

7.799 7.799 7.799

0.000 0.000 0.000

5.834 74.80 74.80 74.80

0.000 0.928 0.375

0.000 0.000 0.000

T3 31.50-21.50 26.50 0.957 67 34.240 A B C

7.923 7.923 7.923

0.000 0.000 0.000

5.834 73.63 73.63 73.63

0.000 1.160 0.375

0.000 0.000 0.000

T4 21.50-11.50 16.50 0.866 62 36.954 A B C

8.854 8.854 8.854

0.000 0.000 0.000

6.667 75.30 75.30 75.30

0.000 2.030 0.375

0.000 0.000 0.000

T5 11.50-1.50 6.50 0.85 62 39.229 A B C

9.363 9.363 9.363

0.000 0.000 0.000

6.667 71.21 71.21 71.21

0.000 0.454 0.375

0.000 0.000 0.000

T6 1.50-0.00 0.75 0.85 62 6.081 A B C

1.000 1.000 1.000

0.000 0.000 0.000

1.000 100.00 100.00 100.00

0.000 0.000 0.056

0.000 0.000

Tower Pressure - Service

GH = 0.850

a c

Face ft2

CAAA

Out

Face ft2

T1 51.50-41.50 46.50 1.077 18 29.688 A B C

8.211 8.211 8.211

0.000 0.000 0.000

5.834 71.05 71.05 71.05

0.000 0.580 0.375

0.000 0.000 0.000

T2 41.50-31.50 36.50 1.024 18 31.964 A B C

7.799 7.799 7.799

0.000 0.000 0.000

5.834 74.80 74.80 74.80

0.000 0.928 0.375

0.000

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

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a c

Face ft2

CAAA

Out

Face ft2

T3 31.50-21.50 26.50 0.957 17 34.240 A B C

7.923 7.923 7.923

0.000 0.000 0.000

5.834 73.63 73.63 73.63

0.000 1.160 0.375

0.000 0.000 0.000

T4 21.50-11.50 16.50 0.866 15 36.954 A B C

8.854 8.854 8.854

0.000 0.000 0.000

6.667 75.30 75.30 75.30

0.000 2.030 0.375

0.000 0.000 0.000

T5 11.50-1.50 6.50 0.85 15 39.229 A B C

9.363 9.363 9.363

0.000 0.000 0.000

6.667 71.21 71.21 71.21

0.000 0.454 0.375

0.000 0.000 0.000

T6 1.50-0.00 0.75 0.85 16 6.081 A B C

1.000 1.000 1.000

0.000 0.000 0.000

1.000 100.00 100.00 100.00

0.000 0.000 0.056

0.000

Tower Forces - No Ice - Wind Normal To Face

Add

Self a c e CF

DF

DR

AE

w

Ctrl.

Face

T1 51.50-41.50

4.70 282.95 A B C

0.277 0.277 0.277

2.36 2.36 2.36

73 1

8.211 8.211 8.211

1263.76 126.38 C

T2 41.50-31.50

6.20 248.31 A B C

0.244 0.244 0.244

2.456 2.456 2.456

71 1

7.799 7.799 7.799

1227.82 122.78 C

T3 31.50-21.50

7.20 251.95 A B C

0.231 0.231 0.231

2.495 2.495 2.495

67 1

7.923 7.923 7.923

1214.90 121.49 C

T4 21.50-11.50

10.95 332.30 A B C

0.24 0.24 0.24

2.469 2.469 2.469

62 1

8.854 8.854 8.854

1273.90 127.39 C

T5 11.50-1.50 4.33 393.31 A B C

0.239 0.239 0.239

2.472 2.472 2.472

62 1

9.363 9.363 9.363

1256.31 125.63 C

T6 1.50-0.00 0.33 38.63 A B C

0.164 0.164 0.164

2.719 2.719 2.719

62 1

1.000 1.000 1.000

146.90 97.93 C

Sum Weight: 33.70 1547.45 OTM 165070.93 lb-ft

6383.59

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

Face

T1 51.50-41.50

4.70 282.95 A B C

0.277 0.277 0.277

2.36 2.36 2.36

73 0.8 0.8 0.8

6.568 6.568 6.568

1022.88 102.29 C

T2 6.20 248.31 A 0.244 2.456 71 0.8 1 6.239 997.90 99.79 C

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

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DHS- CBP –FM&E

a c

Face

41.50-31.50 B C

0.244 0.244

2.456 2.456

0.8 0.8

6.239 6.239

T3 31.50-21.50

7.20 251.95 A B C

0.231 0.231 0.231

2.495 2.495 2.495

67 0.8 0.8 0.8

6.338 6.338 6.338

989.44 98.94 C

T4 21.50-11.50

10.95 332.30 A B C

0.24 0.24 0.24

2.469 2.469 2.469

62 0.8 0.8 0.8

7.083 7.083 7.083

1044.37 104.44 C

T5 11.50-1.50 4.33 393.31 A B C

0.239 0.239 0.239

2.472 2.472 2.472

62 0.8 0.8 0.8

7.490 7.490 7.490

1013.73 101.37 C

T6 1.50-0.00 0.33 38.63 A B C

0.164 0.164 0.164

2.719 2.719 2.719

62 0.8 0.8 0.8

0.800 0.800 0.800

118.11 78.74 C

Sum Weight: 33.70 1547.45 OTM 134117.32

5186.43

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

Face

T1 51.50-41.50

4.70 282.95 A B C

0.277 0.277 0.277

2.36 2.36 2.36

73 0.85 0.85 0.85

6.979 6.979 6.979

1083.10 108.31 C

T2 41.50-31.50

6.20 248.31 A B C

0.244 0.244 0.244

2.456 2.456 2.456

71 0.85 0.85 0.85

6.629 6.629 6.629

1055.38 105.54 C

T3 31.50-21.50

7.20 251.95 A B C

0.231 0.231 0.231

2.495 2.495 2.495

67 0.85 0.85 0.85

6.734 6.734 6.734

1045.80 104.58 C

T4 21.50-11.50

10.95 332.30 A B C

0.24 0.24 0.24

2.469 2.469 2.469

62 0.85 0.85 0.85

7.526 7.526 7.526

1101.75 110.18 C

T5 11.50-1.50 4.33 393.31 A B C

0.239 0.239 0.239

2.472 2.472 2.472

62 0.85 0.85 0.85

7.958 7.958 7.958

1074.38 107.44 C

T6 1.50-0.00 0.33 38.63 A B C

0.164 0.164 0.164

2.719 2.719 2.719

62 0.85 0.85 0.85

0.850 0.850 0.850

125.31 83.54 C

Sum Weight: 33.70 1547.45 OTM 141855.72

5485.72

Tower Forces - Service - Wind Normal To Face

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

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DHS- CBP –FM&E

a c

Face

T1 51.50-41.50

4.70 282.95 A B C

0.277 0.277 0.277

2.36 2.36 2.36

18 1

8.211 8.211 8.211

315.94 31.59 C

T2 41.50-31.50

6.20 248.31 A B C

0.244 0.244 0.244

2.456 2.456 2.456

18 1

7.799 7.799 7.799

306.95 30.70 C

T3 31.50-21.50

7.20 251.95 A B C

0.231 0.231 0.231

2.495 2.495 2.495

17 1

7.923 7.923 7.923

303.73 30.37 C

T4 21.50-11.50

10.95 332.30 A B C

0.24 0.24 0.24

2.469 2.469 2.469

15 1

8.854 8.854 8.854

318.47 31.85 C

T5 11.50-1.50 4.33 393.31 A B C

0.239 0.239 0.239

2.472 2.472 2.472

15 1

9.363 9.363 9.363

314.08 31.41 C

T6 1.50-0.00 0.33 38.63 A B C

0.164 0.164 0.164

2.719 2.719 2.719

16 1

1.000 1.000 1.000

36.72 24.48 C

Sum Weight: 33.70 1547.45 OTM 41267.73

1595.90

Tower Forces - Service - Wind 60 To Face a c

Face

T1 51.50-41.50

4.70 282.95 A B C

0.277 0.277 0.277

2.36 2.36 2.36

18 0.8 0.8 0.8

6.568 6.568 6.568

255.72 25.57 C

T2 41.50-31.50

6.20 248.31 A B C

0.244 0.244 0.244

2.456 2.456 2.456

18 0.8 0.8 0.8

6.239 6.239 6.239

249.47 24.95 C

T3 31.50-21.50

7.20 251.95 A B C

0.231 0.231 0.231

2.495 2.495 2.495

17 0.8 0.8 0.8

6.338 6.338 6.338

247.36 24.74 C

T4 21.50-11.50

10.95 332.30 A B C

0.24 0.24 0.24

2.469 2.469 2.469

15 0.8 0.8 0.8

7.083 7.083 7.083

261.09 26.11 C

T5 11.50-1.50 4.33 393.31 A B C

0.239 0.239 0.239

2.472 2.472 2.472

15 0.8 0.8 0.8

7.490 7.490 7.490

253.43 25.34 C

T6 1.50-0.00 0.33 38.63 A B C

0.164 0.164 0.164

2.719 2.719 2.719

16 0.8 0.8 0.8

0.800 0.800 0.800

29.53 19.69 C

Sum Weight: 33.70 1547.45 OTM 33529.33

1296.61

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

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DHS- CBP –FM&E

Tower Forces - Service - Wind 90 To Face a c

Face

T1 51.50-41.50

4.70 282.95 A B C

0.277 0.277 0.277

2.36 2.36 2.36

18 0.85 0.85 0.85

6.979 6.979 6.979

270.78 27.08 C

T2 41.50-31.50

6.20 248.31 A B C

0.244 0.244 0.244

2.456 2.456 2.456

18 0.85 0.85 0.85

6.629 6.629 6.629

263.84 26.38 C

T3 31.50-21.50

7.20 251.95 A B C

0.231 0.231 0.231

2.495 2.495 2.495

17 0.85 0.85 0.85

6.734 6.734 6.734

261.45 26.15 C

T4 21.50-11.50

10.95 332.30 A B C

0.24 0.24 0.24

2.469 2.469 2.469

15 0.85 0.85 0.85

7.526 7.526 7.526

275.44 27.54 C

T5 11.50-1.50 4.33 393.31 A B C

0.239 0.239 0.239

2.472 2.472 2.472

15 0.85 0.85 0.85

7.958 7.958 7.958

268.59 26.86 C

T6 1.50-0.00 0.33 38.63 A B C

0.164 0.164 0.164

2.719 2.719 2.719

16 0.85 0.85 0.85

0.850 0.850 0.850

31.33 20.88 C

Sum Weight: 33.70 1547.45 OTM 35463.93

1371.43

Force Totals

Load Case

Vertical Forces

Sum of Forces

X lb

Sum of Forces

Z lb

Sum of Overturning Moments, Mx lb-ft

Sum of Overturning Moments, Mz

Sum of Torques

Leg Weight 1096.36 Bracing Weight 451.09 Total Member Self-Weight 1547.45 -577.29 -18.03 Total Weight 1773.16 -577.29 -18.03 Wind 0 deg - No Ice -100.95 -8048.36 -205705.51 640.63 1901.64 Wind 30 deg - No Ice 3460.64 -6084.92 -157218.17 -90549.95 -103.74 Wind 60 deg - No Ice 5996.30 -3363.89 -87351.33 -152386.30 -2768.49 Wind 90 deg - No Ice 7369.32 19.11 -736.97 -184954.62 -4596.30 Wind 120 deg - No Ice 7172.56 4114.24 102583.65 -180237.05 -4762.20 Wind 150 deg - No Ice 3701.21 6325.98 158123.31 -92348.04 -3610.52 Wind 180 deg - No Ice 61.69 6834.64 173431.68 -284.14 -1741.48 Wind 210 deg - No Ice -3579.63 6016.22 155376.58 91703.81 461.49 Wind 240 deg - No Ice -7067.04 3936.76 101416.40 179496.56 2846.80 Wind 270 deg - No Ice -7369.13 -61.72 -843.68 184916.66 4586.61 Wind 300 deg - No Ice -6204.44 -3555.30 -88657.78 154080.86 4950.28 Wind 330 deg - No Ice -3738.01 -6304.51 -159063.22 92680.00 3730.28 Total Weight 1773.16 -577.29 -18.03 Wind 0 deg - Service -25.24 -2012.09 -51859.31 164.67 475.41 Wind 30 deg - Service 865.16 -1521.23 -39737.47 -22632.98 -25.94 Wind 60 deg - Service 1499.07 -840.97 -22270.76 -38092.07 -692.12 Wind 90 deg - Service 1842.33 4.78 -617.17 -46234.15 -1149.07 Wind 120 deg - Service 1793.14 1028.56 25212.98 -45054.75 -1190.55 Wind 150 deg - Service 925.30 1581.49 39097.89 -23082.50 -902.63

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Case

Forces

Sum of Forces

X lb

Sum of Forces

Z lb

Sum of Overturning Moments, Mx lb-ft

Sum of Overturning Moments, Mz

Sum of Torques

Wind 180 deg - Service 15.42 1708.66 42924.99 -66.53 -435.37 Wind 210 deg - Service -894.91 1504.06 38411.21 22930.46 115.37 Wind 240 deg - Service -1766.76 984.19 24921.17 44878.65 711.70 Wind 270 deg - Service -1842.28 -15.43 -643.85 46233.67 1146.65 Wind 300 deg - Service -1551.11 -888.82 -22597.38 38524.72 1237.57 Wind 330 deg - Service -934.50 -1576.13 -40198.74 23174.51 932.57

Load Combinations

Comb.

No.

Description

1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice

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

Maximum Member Forces

Oklahoma City, OK 73169

Job

YYUUMM--BBLLAACCKK PPEEAAKK

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Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

No.

Elevation ft Component

Type Condition Gov.

Load

Axial

Major Axis Moment lb-ft

Minor Axis Moment lb-ft T1 51.5 - 41.5 Leg Max Tension 7 3567.02 38.40 -3.70

Max. Compression 18 -4148.15 32.43 -25.63 Max. Mx 20 355.67 350.89 217.61 Max. My 20 -706.56 27.07 -234.17 Max. Vy 9 266.95 -190.45 -221.15 Max. Vx 18 260.17 147.68 193.92 Diagonal Max Tension 18 1713.37 0.00 0.00 Max. Compression 10 -1758.96 0.00 0.00 Max. Mx 8 205.19 -1.77 0.00 Max. My 10 482.03 0.00 -0.04 Max. Vy 8 2.12 0.00 0.00 Max. Vx 10 0.04 0.00 0.00 Top Girt Max Tension 8 84.57 0.00 0.00 Max. Compression 20 -85.26 0.00 0.00 Max. Mx 2 52.45 -4.99 0.00 Max. My 10 -28.39 0.00 0.03 Max. Vy 2 7.85 0.00 0.00 Max. Vx 10 -0.05 0.00 0.00

T2 41.5 - 31.5 Leg Max Tension 23 10312.77 -24.44 35.23 Max. Compression 10 -12316.21 -22.89 -40.36 Max. Mx 16 -8046.21 -90.58 -16.63 Max. My 18 4972.78 11.93 128.83 Max. Vy 18 120.48 11.93 128.83 Max. Vx 18 136.09 11.93 128.83 Diagonal Max Tension 10 2428.75 0.00 0.00 Max. Compression 24 -2363.93 0.00 0.00 Max. Mx 20 1246.65 -2.05 0.00 Max. My 10 753.03 0.00 -0.04 Max. Vy 20 2.29 0.00 0.00 Max. Vx 10 0.05 0.00 0.00

T3 31.5 - 21.5 Leg Max Tension 7 19945.97 20.80 50.81 Max. Compression 18 -24034.22 19.92 -62.71 Max. Mx 10 11428.50 -124.41 95.60 Max. My 10 11428.50 -124.41 95.60 Max. Vy 2 48.34 -122.86 87.58 Max. Vx 2 -80.96 -82.31 80.13 Diagonal Max Tension 24 2944.88 0.00 0.00 Max. Compression 10 -3067.59 0.00 0.00 Max. Mx 10 1839.25 -2.32 0.00 Max. My 10 722.59 0.00 -0.04 Max. Vy 10 2.47 0.00 0.00 Max. Vx 10 0.04 0.00 0.00

T4 21.5 - 11.5 Leg Max Tension 23 33043.62 12.50 250.43 Max. Compression 10 -39727.44 -255.18 -358.49 Max. Mx 10 17222.70 481.39 353.82 Max. My 18 -39231.13 -256.94 -462.54 Max. Vy 10 -261.65 168.47 -86.68 Max. Vx 12 324.80 -54.37 -293.40 Diagonal Max Tension 12 4280.58 0.00 0.00 Max. Compression 24 -4350.03 0.00 0.00 Max. Mx 18 2961.73 -2.61 0.00 Max. My 10 683.67 0.00 -0.04 Max. Vy 18 2.64 0.00 0.00 Max. Vx 10 -0.04 0.00 0.00

T5 11.5 - 1.5 Leg Max Tension 7 52406.83 72.49 -1150.09 Max. Compression 18 -62940.76 -2303.56 4102.93 Max. Mx 10 -61823.55 -4706.61 6404.18 Max. My 10 -61823.55 -4706.61 6404.18 Max. Vy 10 1927.10 -3420.00 1198.34 Max. Vx 10 -2637.50 -3424.31 1186.13

Oklahoma City, OK 73169

Job

YYUUMM--BBLLAACCKK PPEEAAKK

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Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Elevation ft Component

Type Condition Gov.

Load

Axial

Major Axis Moment lb-ft

Minor Axis Moment lb-ft Diagonal Max Tension 10 10351.80 0.00 0.00 Max. Compression 22 -8686.98 0.00 0.00 Max. Mx 10 4842.09 -5.05 0.00 Max. My 10 2536.45 0.00 -0.06 Max. Vy 10 4.86 0.00 0.00 Max. Vx 10 0.06 0.00 0.00

T6 1.5 - 0 Leg Max Tension 23 55077.53 2896.15 -4239.36 Max. Compression 10 -65342.53 0.38 0.56 Max. Mx 10 -65327.49 -4761.89 6363.28 Max. My 10 -65327.49 -4761.89 6363.28 Max. Vy 10 -3174.79 -4761.89 6363.28 Max. Vx 10 4266.01 0.38 0.56

Maximum Reactions

Location Condition Gov.

Comb.

Vertical lb

Horizontal, X lb

Horizontal, Z lb

Leg C Max. Vert 18 65034.63 2736.84 -68.27 Max. Hx 18 65034.63 2736.84 -68.27 Max. Hz 5 -48452.52 -2202.57 1062.64 Min. Vert 7 -54263.25 -3303.03 835.89 Min. Hx 9 -49541.74 -3699.77 340.09 Min. Hz 12 428.47 -1345.81 -428.05

Leg B Max. Vert 10 65421.79 -1989.45 -3736.38 Max. Hx 23 -54943.90 2700.75 4251.53 Max. Hz 24 -49204.16 2513.40 4940.58 Min. Vert 23 -54943.90 2700.75 4251.53 Min. Hx 10 65421.79 -1989.45 -3736.38 Min. Hz 12 50322.24 -1936.38 -3773.54

Leg A Max. Vert 2 64947.08 -1376.28 2487.96 Max. Hx 18 -30917.77 3191.08 -3926.50 Max. Hz 4 49803.41 -1767.51 2938.59 Min. Vert 15 -53599.85 1058.60 -3358.10 Min. Hx 9 759.96 -2293.31 2041.30 Min. Hz 17 -47990.67 2334.37 -3936.00

Tower Mast Reaction Summary

Combination

Shearx

Shearz

Overturning Moment, Mx lb-ft

Overturning Moment, Mz

Torque

Dead Only 1773.16 0.00 -0.00 -577.29 -18.03 -0.00

1.2 Dead+1.0 Wind 0 deg - No

Ice

2127.86 -102.76 -8047.15 -206003.67 664.07 1928.07

0.9 Dead+1.0 Wind 0 deg - No

Ice

1595.91 -102.72 -8047.20 -205752.29 670.45 1927.88

1.2 Dead+1.0 Wind 30 deg - No

Ice

2127.85 3459.83 -6083.65 -157439.55 -90666.92 -110.19

0.9 Dead+1.0 Wind 30 deg - No

Ice

1595.90 3459.87 -6083.69 -157205.93 -90626.65 -109.98

1.2 Dead+1.0 Wind 60 deg - No 2127.80 5996.33 -3363.01 -87500.06 -152571.21 -2783.51

Oklahoma City, OK 73169

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YYUUMM--BBLLAACCKK PPEEAAKK

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Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Shearx

Shearz

Overturning Moment, Mx lb-ft

Overturning Moment, Mz

Torque

Ice

0.9 Dead+1.0 Wind 60 deg - No

Ice

1595.85 5996.36 -3363.03 -87293.44 -152507.72 -2783.06

1.2 Dead+1.0 Wind 90 deg - No

Ice

2127.71 7366.59 11.60 -903.94 -185064.63 -4573.59

0.9 Dead+1.0 Wind 90 deg - No

Ice

1595.77 7366.94 11.74 -731.29 -185000.56 -4573.37

1.2 Dead+1.0 Wind 120 deg -

No Ice

2127.90 7172.50 4112.78 102658.23 -180360.61 -4732.62

0.9 Dead+1.0 Wind 120 deg -

No Ice

1595.95 7172.51 4112.82 102788.86 -180283.67 -4732.23

1.2 Dead+1.0 Wind 150 deg -

No Ice

2127.84 3701.06 6325.38 158202.90 -92378.31 -3619.88

0.9 Dead+1.0 Wind 150 deg -

No Ice

1595.89 3701.06 6325.40 158313.88 -92335.09 -3619.58

1.2 Dead+1.0 Wind 180 deg -

No Ice

2127.80 60.94 6834.31 173487.03 -244.51 -1755.56

0.9 Dead+1.0 Wind 180 deg -

No Ice

1595.85 60.94 6834.34 173594.85 -237.63 -1755.50

1.2 Dead+1.0 Wind 210 deg -

No Ice

2127.77 -3578.63 6018.10 155488.83 91769.92 471.74

0.9 Dead+1.0 Wind 210 deg -

No Ice

1595.82 -3578.71 6018.18 155606.77 91742.40 471.44

1.2 Dead+1.0 Wind 240 deg -

No Ice

2127.86 -7065.21 3937.73 101424.57 179639.25 2874.60

0.9 Dead+1.0 Wind 240 deg -

No Ice

1595.91 -7065.27 3937.73 101560.44 179575.35 2873.97

1.2 Dead+1.0 Wind 270 deg -

No Ice

2127.82 -7368.24 -61.54 -939.57 185086.09 4583.31

0.9 Dead+1.0 Wind 270 deg -

No Ice

1595.87 -7368.29 -61.55 -766.40 185019.98 4582.78

1.2 Dead+1.0 Wind 300 deg -

No Ice

2127.76 -6204.49 -3557.12 -88893.80 154273.13 4936.41

0.9 Dead+1.0 Wind 300 deg -

No Ice

1595.81 -6204.59 -3557.15 -88689.73 154221.97 4936.02

1.2 Dead+1.0 Wind 330 deg -

No Ice

2127.78 -3738.68 -6304.86 -159328.83 92840.84 3736.96

0.9 Dead+1.0 Wind 330 deg -

No Ice

1595.83 -3738.69 -6304.89 -159096.62 92811.22 3736.66

Dead+Wind 0 deg - Service 1773.16 -25.94 -2011.59 -51881.90 173.04 476.01 Dead+Wind 30 deg - Service 1773.16 864.92 -1520.45 -39739.36 -22661.23 -26.04 Dead+Wind 60 deg - Service 1773.16 1499.09 -840.39 -22264.86 -38142.97 -692.51 Dead+Wind 90 deg - Service 1773.16 1842.18 4.68 -617.94 -46284.29 -1149.12 Dead+Wind 120 deg - Service 1773.16 1792.89 1028.23 25223.33 -45098.83 -1190.50 Dead+Wind 150 deg - Service 1773.16 925.00 1581.23 39120.32 -23107.07 -902.94 Dead+Wind 180 deg - Service 1773.16 14.93 1708.44 42950.91 -65.35 -435.47 Dead+Wind 210 deg - Service 1773.16 -894.77 1504.31 38450.83 22926.16 115.84 Dead+Wind 240 deg - Service 1773.16 -1766.00 984.59 24955.98 44868.54 712.69 Dead+Wind 270 deg - Service 1773.16 -1841.76 -15.45 -643.96 46234.01 1147.13 Dead+Wind 300 deg - Service 1773.16 -1551.13 -889.15 -22626.07 38540.36 1237.79 Dead+Wind 330 deg - Service 1773.16 -935.00 -1576.30 -40236.87 23195.56 933.03

Solution Summary

Oklahoma City, OK 73169

Job

YYUUMM--BBLLAACCKK PPEEAAKK

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Sum of Applied Forces Sum of Reactions % Error PX lb

PY

lb

PZ

lb

PX

lb

PY

lb

PZ

lb

1 0.00 -1773.16 0.00 -0.00 1773.16 0.00 0.000% 2 -100.95 -2127.79 -8048.36 102.76 2127.86 8047.15 0.026% 3 -100.95 -1595.84 -8048.36 102.72 1595.91 8047.20 0.026% 4 3460.64 -2127.79 -6084.92 -3459.83 2127.85 6083.65 0.021% 5 3460.64 -1595.84 -6084.92 -3459.87 1595.90 6083.69 0.020% 6 5996.30 -2127.79 -3363.89 -5996.33 2127.80 3363.01 0.012% 7 5996.30 -1595.84 -3363.89 -5996.36 1595.85 3363.03 0.012% 8 7369.32 -2127.79 19.11 -7366.59 2127.71 -11.60 0.104% 9 7369.32 -1595.84 19.11 -7366.94 1595.77 -11.74 0.103%

10 7172.56 -2127.79 4114.24 -7172.50 2127.90 -4112.78 0.017% 11 7172.56 -1595.84 4114.24 -7172.51 1595.95 -4112.82 0.017% 12 3701.21 -2127.79 6325.98 -3701.06 2127.84 -6325.38 0.008% 13 3701.21 -1595.84 6325.98 -3701.06 1595.89 -6325.40 0.008% 14 61.69 -2127.79 6834.64 -60.94 2127.80 -6834.31 0.012% 15 61.69 -1595.84 6834.64 -60.94 1595.85 -6834.34 0.012% 16 -3579.63 -2127.79 6016.22 3578.63 2127.77 -6018.10 0.029% 17 -3579.63 -1595.84 6016.22 3578.71 1595.82 -6018.18 0.030% 18 -7067.04 -2127.79 3936.76 7065.21 2127.86 -3937.73 0.025% 19 -7067.04 -1595.84 3936.76 7065.27 1595.91 -3937.73 0.024% 20 -7369.13 -2127.79 -61.72 7368.24 2127.82 61.54 0.012% 21 -7369.13 -1595.84 -61.72 7368.29 1595.87 61.55 0.011% 22 -6204.44 -2127.79 -3555.30 6204.49 2127.76 3557.12 0.024% 23 -6204.44 -1595.84 -3555.30 6204.59 1595.81 3557.15 0.025% 24 -3738.01 -2127.79 -6304.51 3738.68 2127.78 6304.86 0.010% 25 -3738.01 -1595.84 -6304.51 3738.69 1595.83 6304.89 0.010% 26 -25.24 -1773.16 -2012.09 25.94 1773.16 2011.59 0.032% 27 865.16 -1773.16 -1521.23 -864.92 1773.16 1520.45 0.033% 28 1499.07 -1773.16 -840.97 -1499.09 1773.16 840.39 0.024% 29 1842.33 -1773.16 4.78 -1842.18 1773.16 -4.68 0.007% 30 1793.14 -1773.16 1028.56 -1792.89 1773.16 -1028.23 0.015% 31 925.30 -1773.16 1581.49 -925.00 1773.16 -1581.23 0.016% 32 15.42 -1773.16 1708.66 -14.93 1773.16 -1708.44 0.022% 33 -894.91 -1773.16 1504.06 894.77 1773.16 -1504.31 0.012% 34 -1766.76 -1773.16 984.19 1766.00 1773.16 -984.59 0.032% 35 -1842.28 -1773.16 -15.43 1841.76 1773.16 15.45 0.021% 36 -1551.11 -1773.16 -888.82 1551.13 1773.16 889.15 0.013% 37 -934.50 -1773.16 -1576.13 935.00 1773.16 1576.30 0.021%

Non-Linear Convergence Results

Converged? Number of Cycles

Displacement Tolerance

Force Tolerance

1 Yes 7 0.00000001 0.00000001 2 Yes 9 0.00000001 0.00067801 3 Yes 9 0.00000001 0.00066359 4 Yes 9 0.00000001 0.00076432 5 Yes 9 0.00000001 0.00074201 6 Yes 9 0.00000001 0.00059950 7 Yes 9 0.00000001 0.00059218 8 Yes 7 0.00056803 0.00077239 9 Yes 7 0.00053188 0.00071503

10 Yes 10 0.00000001 0.00039749 11 Yes 10 0.00000001 0.00038868 12 Yes 10 0.00000001 0.00036244 13 Yes 10 0.00000001 0.00035449

Oklahoma City, OK 73169

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YYUUMM--BBLLAACCKK PPEEAAKK

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

14 Yes 9 0.00000001 0.00056988 15 Yes 9 0.00000001 0.00056346 16 Yes 8 0.00000001 0.00081990 17 Yes 8 0.00000001 0.00085737 18 Yes 9 0.00000001 0.00066468 19 Yes 9 0.00000001 0.00065105 20 Yes 9 0.00000001 0.00043844 21 Yes 9 0.00000001 0.00041634 22 Yes 8 0.00000001 0.00093740 23 Yes 8 0.00000001 0.00096668 24 Yes 9 0.00000001 0.00054479 25 Yes 9 0.00000001 0.00056087 26 Yes 7 0.00000001 0.00081108 27 Yes 7 0.00000001 0.00089856 28 Yes 7 0.00000001 0.00069882 29 Yes 7 0.00000001 0.00018271 30 Yes 8 0.00000001 0.00062478 31 Yes 8 0.00000001 0.00071132 32 Yes 7 0.00000001 0.00066125 33 Yes 7 0.00000001 0.00032095 34 Yes 7 0.00000001 0.00081988 35 Yes 7 0.00000001 0.00057320 36 Yes 7 0.00000001 0.00039932 37 Yes 7 0.00000001 0.00060217

Maximum Tower Deflections - Service Wind

Horz.

Deflection in

Gov.

Load

Comb.

Tilt

Twist

T1 51.5 - 41.5 1.178 30 0.1372 0.2127 T2 41.5 - 31.5 0.889 30 0.1343 0.1940 T3 31.5 - 21.5 0.609 30 0.1206 0.1695 T4 21.5 - 11.5 0.369 30 0.0911 0.1478 T5 11.5 - 1.5 0.189 30 0.0576 0.1251 T6 1.5 - 0 0.074 30 0.0071 0.0566

Critical Deflections and Radius of Curvature - Service Wind

Appurtenance Gov.

Load

Deflection

Tilt

Twist

Radius of Curvature ft

48.50 BA40-41-DIN 30 1.091 0.1368 0.2077 Inf

35.00 ANT150F2 30 0.703 0.1273 0.1776 29058

14.50 BA40-41-DIN 30 0.221 0.0693 0.1244 4724

10.00 69 IN DISH 30 0.185 0.0508 0.1299 11654

Maximum Tower Deflections - Design Wind

Oklahoma City, OK 73169

Job

YYUUMM--BBLLAACCKK PPEEAAKK

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Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Horz.

Deflection in

Gov.

Load

Comb.

Tilt

Twist

T1 51.5 - 41.5 4.803 10 0.5546 0.9541 T2 41.5 - 31.5 3.633 10 0.5428 0.8795 T3 31.5 - 21.5 2.502 10 0.4872 0.7814 T4 21.5 - 11.5 1.530 10 0.3685 0.6942 T5 11.5 - 1.5 0.801 10 0.2342 0.6013 T6 1.5 - 0 0.319 10 0.0334 0.2906

Critical Deflections and Radius of Curvature - Design Wind

Appurtenance Gov.

Load

Deflection

Tilt

Twist

Radius of Curvature ft

48.50 BA40-41-DIN 10 4.452 0.5530 0.9344 298796

35.00 ANT150F2 10 2.882 0.5145 0.8128 7078

14.50 BA40-41-DIN 10 0.926 0.2794 0.5876 1113

10.00 69 IN DISH 10 0.786 0.2084 0.6327 2916

Compression Checks

Leg Design Data (Compression)

L

Lu

Kl/r

A in2

Pu φPn

Ratio Pu φPn T1 51.5 - 41.5 V3 1/2x3 1/2x1/4 10.00 1.90 50.3

K=2.00

1.6875 -4148.15 63100.20 0.066 1

T2 41.5 - 31.5 V3 1/2x3 1/2x1/4 10.00 2.00 53.0 K=2.00

1.6875 -12316.20 61850.30 0.199 1

T3 31.5 - 21.5 V3…