TOWER REPAIR REPORT-WT.pdf

FAA Structural Support 8201 S. MacArthur Boulevard

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

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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

WHITETANK MOUNTAIN

OWNED 80 FT AGL SELF SUPPORT TOWER

Peoria, Arizona

Latitude: 33.575685° Longitude: -112.579080°

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 80 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 a 850 FT crest.

The Structural Analysis Report shows the Tower Rating of 103.7% (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.

Oklahoma City, OK 73169

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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.

Oklahoma City, OK 73169

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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 T4 – Diagonals

103.7% 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.

Oklahoma City, OK 73169

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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.) Reinforce existing 1” Solid Round Diagonals (0-20 FT AGL) by installing 1.25” pipe stiffener.

Pipe stiffener to be bisected and welded in place around diagonal. Welds to be 24” center to center along length of pipe and around all edges.

Oklahoma City, OK 73169

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DHS- CBP –FM&E

Detailed Analysis Graphics

Federal Aviation Administration 8201 S MacAurthur Boulevard

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

FAX: (405)-954-4204

Job: TACCOM - WHITE TANK MOUNTAIN 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\WHITETANK MOUNTAIN\CURRENT\ORIGINAL 12-12-17\WHITETANK STRUCTURAL ANALYSIS.eri

Dwg No. E-1

80.0 ft

60.0 ft

40.0 ft

20.0 ft

0.0 ft

REACTIONS - 120 mph WIND TORQUE 22932 lb-ft

15689 lb

SHEAR

500742 lb-ft

MOMENT

9388 lb

AXIAL

SHEAR: 8645 lb UPLIFT: -112769 lb

SHEAR: 8518 lb DOWN: 116903 lb

MAX. CORNER REACTIONS AT BASE:

ARE FACTORED

ALL REACTIONS

S ec tio n

T1 T2

T3 T4

L eg s S

R

/4

S R

S

R

/2

L eg

G ra de A

2-

D ia go na ls S

R

/4 S

R

/8 S

R

D ia go na l G ra de A

2-

T op

G irt s S

R

/8

H or iz on ta ls

S R

/8

S ec

. H or iz on ta ls

N .A

S

R

/4 S

R

/8

F ac e W id th

(f t)

P an el s

(f t)

W ei gh t ( lb

0.

.9

.7

.6

.2

DB224-A 78 SIDE ARM MOUNT 78 BA40-41-DIN 77 SIDE ARM MOUNT 77 8' X 1" OMNI 76 72" SIDE ARM MOUNT 76 1.9" X 10.5' sTABILIZER 76 10' X 2.5" OMNI 73.5 SIDE ARM MOUNT 73.5 SIDE ARM MOUNT 62 (2) L6"X4"3/8"X7' 60.25 1.9" X 6' STABILIZER 60.25 DB224-A 59 SIDE ARM MOUNT 59 SIDE ARM MOUNT 49 BA40-41-DIN 49 DB224-A 47 SIDE ARM MOUNT 47 4.5" X 5' DISH MOUNT 35 HSS 3"X3"X17" 35 HSS 3"X3"X17" 35 2.4" X 63" STABILIZER 35 7'X3" OMNI 28.83 SIDE ARM MOUNT 28.83 48 IN DISH 28 (2) L6"X4"X3/8"X7' 20.25 (2) L6"X4"X3/8"X7' 20 1.9"X10.5 STABILIZER 10.5 1.9X2.5' STABILIZER 10.5 120 IN DISH 10.5 72" SIDE ARM MOUNT 10.5DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATION

DB224-A 78

SIDE ARM MOUNT 78

BA40-41-DIN 77

SIDE ARM MOUNT 77

8' X 1" OMNI 76

72" SIDE ARM MOUNT 76

1.9" X 10.5' sTABILIZER 76

10' X 2.5" OMNI 73.5

SIDE ARM MOUNT 73.5

SIDE ARM MOUNT 62

(2) L6"X4"3/8"X7' 60.25

1.9" X 6' STABILIZER 60.25

DB224-A 59

SIDE ARM MOUNT 59

SIDE ARM MOUNT 49

BA40-41-DIN 49

DB224-A 47

SIDE ARM MOUNT 47

4.5" X 5' DISH MOUNT 35

HSS 3"X3"X17" 35

HSS 3"X3"X17" 35

2.4" X 63" STABILIZER 35

7'X3" OMNI 28.83

SIDE ARM MOUNT 28.83

48 IN DISH 28

(2) L6"X4"X3/8"X7' 20.25

(2) L6"X4"X3/8"X7' 20

1.9"X10.5 STABILIZER 10.5

1.9X2.5' STABILIZER 10.5

120 IN DISH 10.5

72" SIDE ARM MOUNT 10.5

MATERIAL STRENGTH

GRADE GRADEFy FyFu Fu

A572-50 50 ksi 65 ksi

TOWER DESIGN NOTES

1. Tower is located in Maricopa 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 850.00 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: 103.7%

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

FAX: (405)-954-4204

Job: TACCOM - WHITE TANK MOUNTAIN 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\WHITETANK MOUNTAIN\CURRENT\ORIGINAL 12-12-17\WHITETANK STRUCTURAL ANALYSIS.eri

Dwg No. E-3

<- Minimum -0 Maximum ->

<- Minimum -0 Maximum ->

-50000

-50000

-100000

-100000

-150000

-150000

-200000

-200000

-250000

-250000

50000

50000

100000

100000

150000

150000

200000

200000

250000

250000

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

80.00 80.00

60.00 60.00

40.00 40.00

20.00 20.00

0.00 0.00

El ev at io n (ft

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

FAX: (405)-954-4204

Job: TACCOM - WHITE TANK MOUNTAIN 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\WHITETANK MOUNTAIN\CURRENT\ORIGINAL 12-12-17\WHITETANK STRUCTURAL ANALYSIS.eri

Dwg No. E-4

10000

10000

15000

15000

20000

20000

Global Mast Shear (lb) 80.00

60.00

40.00

20.00

0.00

El ev at io n (ft

500000

500000

1e+006

1e+006

Global Mast Moment (lb-ft) 80.00

60.00

40.00

20.00

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 - WHITE TANK MOUNTAIN 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\WHITETANK MOUNTAIN\CURRENT\ORIGINAL 12-12-17\WHITETANK 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) 80.00

60.00

40.00

20.00

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

Twist (deg) 80.00

60.00

40.00

20.00

0.00

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

FAX: (405)-954-4204

Job: TACCOM - WHITE TANK MOUNTAIN 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\WHITETANK MOUNTAIN\CURRENT\ORIGINAL 12-12-17\WHITETANK STRUCTURAL ANALYSIS.eri

Dwg No. E-7

Feed Line Distribution Chart 0' - 80'

Round Flat App In Face App Out Face Truss Leg

Face A

60.00

40.00

20.00

0.00

80.00

El ev at io n (ft

C lim bi ng

L ad de r (

S ta nd ar d)

S af et y

Li ne

/8

Face B

5.00

10.00

7.00

35.0035.00

37.0037.00

7.00

21.0021.00

59.0059.00 60.0060.00 61.0061.00

74.00

7.00

31.0031.00 32.0032.00

49.0049.00

77.0077.00 78.00

Face C

60.00

40.00

20.00

0.00

80.00

5.00

10.00

7.00

35.0035.00

37.0037.00

7.00

21.0021.00

59.0059.00 60.0060.00 61.0061.00

74.00

7.00

31.0031.00 32.0032.00

49.0049.00

77.0077.00 78.00

7/

7/

7/

7/

7/

7/

7/ 8 7/

7/

1/

1/

1/

1/

1/

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

FAX: (405)-954-4204

Job: TACCOM - WHITE TANK MOUNTAIN 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\WHITETANK MOUNTAIN\CURRENT\ORIGINAL 12-12-17\WHITETANK STRUCTURAL ANALYSIS.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

60.00

40.00

20.00

0.00

80.00

El ev at io n (ft

60.00

40.00

20.00

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 free standing 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 5.00 ft at the top and 5.00 ft at the base.

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

The following design criteria apply:

1. Tower is located in Maricopa 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 850.00 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 80.00-60.00 5.00 1 20.00 T2 60.00-40.00 5.00 1 20.00 T3 40.00-20.00 5.00 1 20.00 T4 20.00-0.00 5.00 1 20.00

Tower Section Geometry (cont’d)

Diagonal Spacing

Bracing Type

Has K Brace

End Panels

Has Horizontals

Top Girt Offset in

Bottom Girt Offset

T1 80.00-60.00 4.00 X Brace No Yes 0.0000 0.0000 T2 60.00-40.00 4.00 X Brace No Yes 0.0000 0.0000 T3 40.00-20.00 4.00 X Brace No Yes 0.0000 0.0000 T4 20.00-0.00 4.00 X Brace No Yes 0.0000 0.0000

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ft

Leg Type

Size

Grade

T1 80.00-60.00 Solid Round 1 3/4 A572-50 (50 ksi)

Solid Round 3/4 A572-50 (50 ksi)

T2 60.00-40.00 Solid Round 1 3/4 A572-50 (50 ksi)

Solid Round 7/8 A572-50 (50 ksi)

T3 40.00-20.00 Solid Round 2 A572-50 (50 ksi)

Solid Round 7/8 A572-50 (50 ksi)

T4 20.00-0.00 Solid Round 2 1/2 A572-50 (50 ksi)

Solid Round 1 A572-50 (50 ksi) ft

T1 80.00-60.00 Solid Round 7/8 A36 (36 ksi)

Solid Round A36 (36 ksi)

T2 60.00-40.00 Solid Round 7/8 A36 (36 ksi)

Solid Round A36 (36 ksi)

T3 40.00-20.00 Solid Round 7/8 A36 (36 ksi)

Solid Round A36 (36 ksi)

T4 20.00-0.00 Solid Round 7/8 A36 (36 ksi)

Solid Round A36 (36 ksi)

No.

of

Mid Girts

Mid Girt

Horizontal

T1 80.00-60.00 None Flat Bar A36 (36 ksi)

Solid Round 7/8 A36 (36 ksi)

T2 60.00-40.00 None Flat Bar A36 (36 ksi)

Solid Round 7/8 A36 (36 ksi)

T3 40.00-20.00 None Flat Bar A36 (36 ksi)

Solid Round 7/8 A36 (36 ksi)

T4 20.00-0.00 None Flat Bar A36 (36 ksi)

Solid Round 7/8 A36

Secondary Horizontal Type

Secondary Horizontal

Grade

Inner Bracing

Inner Bracing Size

T2 60.00-40.00 Solid Round 3/4 A572-50 (50 ksi)

Solid Round A572-50

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Horizontal Type

Secondary Horizontal

Grade

Inner Bracing Size

T3 40.00-20.00 Solid Round 3/4 A572-50 (50 ksi)

Solid Round A572-50 (50 ksi)

T4 20.00-0.00 Solid Round 7/8 A572-50 (50 ksi)

Solid Round A572-50

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 80.00-60.00 0.00 0.0000 A36 (36 ksi)

1 1 1.05 36.0000 36.0000 36.0000

T2 60.00-40.00 0.00 0.0000 A36 (36 ksi)

1 1 1.05 36.0000 36.0000 36.0000

T3 40.00-20.00 0.00 0.0000 A36 (36 ksi)

1 1 1.05 36.0000 36.0000 36.0000

T4 20.00-0.00 0.00 0.0000 A36

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.

Horiz.

Inner Brace

T1 80.00-60.00

Yes Yes 1 1

T2 60.00-40.00

Yes Yes 1 1

T3 40.00-20.00

Yes Yes 1 1

T4 20.00-0.00 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.

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

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 80.00-60.00 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 T2 60.00-40.00 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 T3 40.00-20.00 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 T4 20.00-0.00 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 80.00-60.00 Flange 0.6250 A325N

6 0.6250 A325N

2 0.6250 A325N

2 0.6250 A325N

2 0.6250 A325N

0 0.6250 A325N

2 0.5000 A325N

T2 60.00-40.00 Flange 0.6250 A325N

6 0.6250 A325N

2 0.6250 A325N

2 0.6250 A325N

2 0.6250 A325N

0 0.6250 A325N

2 0.5000 A325N

T3 40.00-20.00 Flange 0.6250 A325N

6 0.6250 A325N

2 0.6250 A325N

2 0.6250 A325N

2 0.6250 A325N

0 0.6250 A325N

2 0.5000 A325N

T4 20.00-0.00 Flange 0.6250 A325N

6 0.6250 A325N

2 0.6250 A325N

2 0.6250 A325N

2 0.6250 A325N

0 0.6250 A325N

2 0.5000 A325N

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 A No Ar (CaAa) 80.00 - 0.00 1 1 0.3750 0.3750 0.22

7/8 C No Ar (CaAa) 10.00 - 5.00 1 1 1.1100 1.1100 0.54 7/8 C No Ar (CaAa) 35.00 - 7.00 1 1 1.1100 1.1100 0.54 7/8 C No Ar (CaAa) 37.00 - 35.00 1 1 1.1100 1.1100 0.54 7/8 C No Ar (CaAa) 80.00 - 37.00 1 1 1.1100 1.1100 0.54 7/8 C No Ar (CaAa) 7.00 - 21.00 1 1 1.1100 1.1100 0.54 7/8 C No Ar (CaAa) 21.00 - 59.00 1 1 1.1100 1.1100 0.54 7/8 C No Ar (CaAa) 59.00 - 60.00 1 1 1.1100 1.1100 0.54 7/8 C No Ar (CaAa) 60.00 - 61.00 1 1 1.1100 1.1100 0.54 7/8 C No Ar (CaAa) 61.00 - 74.00 1 1 1.1100 1.1100 0.54 1/2 C No Ar (CaAa) 7.00 - 31.00 1 1 0.5800 0.5800 0.25 1/2 C No Ar (CaAa) 31.00 - 32.00 1 1 0.5800 0.5800 0.25 1/2 C No Ar (CaAa) 32.00 - 49.00 1 1 0.5800 0.5800 0.25 1/2 C No Ar (CaAa) 49.00 - 77.00 1 1 0.5800 0.5800 0.25 1/2 C No Ar (CaAa) 77.00 - 78.00 1 1 0.5800 0.5800 0.25

Feed Line/Linear Appurtenances - Entered As Area

Oklahoma City, OK 73169

Job

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Leg

Allow Shield

Component

Total

CAAA

ft2/ft

Climbing Ladder

(Standard) A No CaAa (In Face) 80.00 - 0.00 1 No Ice 0.08 3.99

Feed Line/Linear Appurtenances Section Areas

Section

Tower Elevation

Face AR

AF

In Face ft2

CAAA

Out Face lb T1 80.00-60.00 A

B C

0.000 0.000 0.000

0.000 0.000 0.000

2.330 0.000 4.784

0.000 0.000 0.000

84.20 0.00 22.86

T2 60.00-40.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

2.330 0.000 5.571

0.000 0.000 0.000

84.20 0.00 26.60

T3 40.00-20.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

2.330 0.000 5.581

0.000 0.000 0.000

84.20 0.00 26.60

T4 20.00-0.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

2.330 0.000 4.195

0.000 0.000 0.000

84.20

19.99

Feed Line Center of Pressure

Section Elevation

CPX

CPZ

CPX

Ice in

CPZ

Ice in

T1 80.00-60.00 -0.5574 1.0330 -0.5574 1.0330 T2 60.00-40.00 -0.4833 1.0891 -0.4833 1.0891 T3 40.00-20.00 -0.4675 1.0560 -0.4675 1.0560 T4 20.00-0.00 -0.4558 0.7088 -0.4558 0.7088

Shielding Factor Ka

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T1 1 Climbing Ladder (Standard) 60.00 - 80.00 1.0000 1.0000 T1 2 Safety Line 3/8 60.00 - 80.00 1.0000 1.0000 T1 6 7/8 60.00 - 80.00 1.0000 1.0000 T1 10 7/8 60.00 - 61.00 1.0000 1.0000 T1 11 7/8 61.00 - 74.00 1.0000 1.0000 T1 15 1/2 60.00 - 77.00 1.0000 1.0000 T1 16 1/2 77.00 - 78.00 1.0000 1.0000 T2 1 Climbing Ladder (Standard) 40.00 - 60.00 1.0000 1.0000 T2 2 Safety Line 3/8 40.00 - 60.00 1.0000 1.0000 T2 6 7/8 40.00 - 60.00 1.0000 1.0000 T2 8 7/8 40.00 - 59.00 1.0000 1.0000 T2 9 7/8 59.00 - 60.00 1.0000 1.0000 T2 14 1/2 40.00 - 49.00 1.0000 1.0000

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T2 15 1/2 49.00 - 60.00 1.0000 1.0000 T3 1 Climbing Ladder (Standard) 20.00 - 40.00 1.0000 1.0000 T3 2 Safety Line 3/8 20.00 - 40.00 1.0000 1.0000 T3 4 7/8 20.00 - 35.00 1.0000 1.0000 T3 5 7/8 35.00 - 37.00 1.0000 1.0000 T3 6 7/8 37.00 - 40.00 1.0000 1.0000 T3 7 7/8 20.00 - 21.00 1.0000 1.0000 T3 8 7/8 21.00 - 40.00 1.0000 1.0000 T3 12 1/2 20.00 - 31.00 1.0000 1.0000 T3 13 1/2 31.00 - 32.00 1.0000 1.0000 T3 14 1/2 32.00 - 40.00 1.0000 1.0000 T4 1 Climbing Ladder (Standard) 0.00 - 20.00 1.0000 1.0000 T4 2 Safety Line 3/8 0.00 - 20.00 1.0000 1.0000 T4 3 7/8 5.00 - 10.00 1.0000 1.0000 T4 4 7/8 7.00 - 20.00 1.0000 1.0000 T4 7 7/8 7.00 - 20.00 1.0000 1.0000 T4 12 1/2 7.00 - 20.00 1.0000 1.0000

Discrete Tower Loads

Leg

Offset Type

Offsets:

Horz

Lateral Vert ft ft ft

Azimuth Adjustment

Front

Side

DB224-A B From Leg 2.00 0.00 10.00

0.0000 78.00 No Ice 6.20 2.66 35.00

SIDE ARM MOUNT B From Leg 1.00 0.00 0.00

0.0000 78.00 No Ice 1.00 0.90 23.00

BA40-41-DIN A From Leg 3.00 0.00 5.75

0.0000 77.00 No Ice 4.60 4.60 32.00

SIDE ARM MOUNT A From Leg 1.50 0.00 0.00

0.0000 77.00 No Ice 0.94 1.40 30.00

8' X 1'' OMNI B From Leg 6.00 0.00 5.00

0.0000 76.00 No Ice 0.80 0.80 12.00

72'' SIDE ARM MOUNT C None 0.0000 76.00 No Ice 0.51 5.07 82.60 1.9'' X 10.5' sTABILIZER B From Face 0.00

0.00 0.00

0.0000 76.00 No Ice 2.00 2.00 28.60

10' X 2.5'' OMNI A From Leg 1.33 0.00 5.00

0.0000 73.50 No Ice 2.50 2.50 10.00

SIDE ARM MOUNT A From Leg 0.67 0.00 0.00

0.0000 73.50 No Ice 2.96 2.11 96.00

1.9'' X 6' STABILIZER B From Leg 2.00

0.0000 60.25 No Ice 1.14 1.14 16.30

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

(2) L6''X4''3/8''X7' A From Leg 0.00

0.00 0.00

0.0000 60.25 No Ice 4.20 0.03 86.10

BA40-41-DIN A From Leg 0.00 0.00 5.75

0.0000 49.00 No Ice 4.60 4.60 32.00

SIDE ARM MOUNT A From Leg 1.50 0.00 0.00

0.0000 49.00 No Ice 0.94 1.40 30.00

SIDE ARM MOUNT B From Leg 0.67 0.00 0.00

0.0000 62.00 No Ice 2.96 2.10 96.00

DB224-A B From Leg 1.33 0.00 -9.00

0.0000 59.00 No Ice 6.20 2.66 35.00

SIDE ARM MOUNT B From Leg 0.67 0.00 0.00

0.0000 59.00 No Ice 2.96 2.11 96.00

DB224-A A From Leg 1.33 0.00

-10.00

0.0000 47.00 No Ice 6.20 2.66 35.00

SIDE ARM MOUNT A From Leg 0.67 0.00 0.00

0.0000 47.00 No Ice 2.96 2.11 96.00

4.5'' X 5' DISH MOUNT B From Leg 1.33 0.00 0.00

0.0000 35.00 No Ice 1.40 1.40 54.00

HSS 3''X3''X17'' B From Leg 0.67 0.00 1.63

0.0000 35.00 No Ice 0.42 0.07 13.00

HSS 3''X3''X17'' B From Leg 0.67 0.00 -1.63

0.0000 35.00 No Ice 0.42 0.07 13.00

2.4'' X 63'' STABILIZER C From Leg 0.00 0.00 0.00

0.0000 35.00 No Ice 1.26 1.26 19.22

7'X3'' OMNI C From Leg 1.33 0.00 3.50

0.0000 28.83 No Ice 2.10 2.10 20.00

SIDE ARM MOUNT A From Leg 0.67 0.00 0.00

0.0000 28.83 No Ice 2.96 2.10 96.00

(2) L6''X4''X3/8''X7' A From Face 0.00 0.00 0.00

0.0000 20.25 No Ice 4.20 0.03 86.10

(2) L6''X4''X3/8''X7' B From Face 0.00 0.00 0.00

0.0000 20.00 No Ice 4.20 0.03 86.10

72'' SIDE ARM MOUNT C None 0.0000 10.50 No Ice 12.96 2.13 125.61 1.9''X10.5 STABILIZER A From Leg 0.00

0.00 0.00

0.0000 10.50 No Ice 2.00 2.00 28.56

1.9X2.5' STABILIZER B From Leg 0.00 0.00

0.0000 10.50 No Ice 0.39 0.39 6.80

Oklahoma City, OK 73169

Job

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Dishes

Leg

Dish Type

Offset Type

Offsets:

Horz

Lateral Vert ft

3 dB Beam

Outside Diameter

Aperture Area

120 IN DISH B Paraboloid w/Shroud (HP) From Leg

1.83 0.00 0.00

-65.0000 10.50 10.00 No Ice 78.54 370.00

48 IN DISH B Paraboloid w/o Radome

From Leg

1.00 0.00

0.0000 28.00 4.00 No Ice 12.57 133.00

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 80.00-60.00 70.00 1.174 77 102.917 A B C

0.000 0.000 0.000

11.488 11.488 11.488

5.833 50.78 50.78 50.78

2.330 0.000 4.784

0.000 0.000 0.000

T2 60.00-40.00 50.00 1.094 74 102.917 A B C

0.000 0.000 0.000

13.653 13.653 13.653

5.833 42.73 42.73 42.73

2.330 0.000 5.571

0.000 0.000 0.000

T3 40.00-20.00 30.00 0.982 69 103.333 A B C

0.000 0.000 0.000

14.456 14.456 14.456

6.667 46.12 46.12 46.12

2.330 0.000 5.581

0.000 0.000 0.000

T4 20.00-0.00 10.00 0.85 61 104.167 A B C

0.000 0.000 0.000

16.948 16.948 16.948

8.333 49.17 49.17 49.17

2.330 0.000 4.195

0.000 0.000

Tower Pressure - Service

GH = 0.850

a c

Face ft2

CAAA

Out

Face ft2

T1 80.00-60.00 70.00 1.174 19 102.917 A B C

0.000 0.000 0.000

11.488 11.488 11.488

5.833 50.78 50.78 50.78

2.330 0.000 4.784

0.000 0.000 0.000

T2 60.00-40.00 50.00 1.094 19 102.917 A B C

0.000 0.000 0.000

13.653 13.653 13.653

5.833 42.73 42.73 42.73

2.330 0.000 5.571

0.000

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

a c

Face ft2

CAAA

Out

Face ft2

T3 40.00-20.00 30.00 0.982 17 103.333 A B C

0.000 0.000 0.000

14.456 14.456 14.456

6.667 46.12 46.12 46.12

2.330 0.000 5.581

0.000 0.000 0.000

T4 20.00-0.00 10.00 0.85 15 104.167 A B C

0.000 0.000 0.000

16.948 16.948 16.948

8.333 49.17 49.17 49.17

2.330 0.000 4.195

0.000

Tower Forces - No Ice - Wind Normal To Face

Add

Self a c e CF

DF

DR

AE

w

Ctrl.

Face

T1 80.00-60.00

107.06 979.98 A B C

0.112 0.112 0.112

2.918 2.918 2.918

77 1

6.488 6.488 6.488

1711.18 85.56 C

T2 60.00-40.00

110.80 1207.86 A B C

0.133 0.133 0.133

2.836 2.836 2.836

74 1

7.727 7.727 7.727

1880.12 94.01 C

T3 40.00-20.00

110.80 1365.71 A B C

0.14 0.14 0.14

2.809 2.809 2.809

69 1

8.191 8.191 8.191

1805.18 90.26 C

T4 20.00-0.00 104.19 1913.63 A B C

0.163 0.163 0.163

2.725 2.725 2.725

61 1

9.531 9.531 9.531

1694.76 84.74 C

Sum Weight: 432.85 5467.19 OTM 284891.52 lb-ft

7091.24

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

Face

T1 80.00-60.00

107.06 979.98 A B C

0.112 0.112 0.112

2.918 2.918 2.918

77 0.8 0.8 0.8

6.488 6.488 6.488

1711.18 85.56 C

T2 60.00-40.00

110.80 1207.86 A B C

0.133 0.133 0.133

2.836 2.836 2.836

74 0.8 0.8 0.8

7.727 7.727 7.727

1880.12 94.01 C

T3 40.00-20.00

110.80 1365.71 A B C

0.14 0.14 0.14

2.809 2.809 2.809

69 0.8 0.8 0.8

8.191 8.191 8.191

1805.18 90.26 C

T4 20.00-0.00 104.19 1913.63 A B C

0.163 0.163 0.163

2.725 2.725 2.725

61 0.8 0.8 0.8

9.531 9.531 9.531

1694.76 84.74 C

Sum Weight: 432.85 5467.19 OTM 284891.52

Oklahoma City, OK 73169

Job

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

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

Face

T1 80.00-60.00

107.06 979.98 A B C

0.112 0.112 0.112

2.918 2.918 2.918

77 0.85 0.85 0.85

6.488 6.488 6.488

1711.18 85.56 C

T2 60.00-40.00

110.80 1207.86 A B C

0.133 0.133 0.133

2.836 2.836 2.836

74 0.85 0.85 0.85

7.727 7.727 7.727

1880.12 94.01 C

T3 40.00-20.00

110.80 1365.71 A B C

0.14 0.14 0.14

2.809 2.809 2.809

69 0.85 0.85 0.85

8.191 8.191 8.191

1805.18 90.26 C

T4 20.00-0.00 104.19 1913.63 A B C

0.163 0.163 0.163

2.725 2.725 2.725

61 0.85 0.85 0.85

9.531 9.531 9.531

1694.76 84.74 C

Sum Weight: 432.85 5467.19 OTM 284891.52

Tower Forces - Service - Wind Normal To Face a c

Face

T1 80.00-60.00

107.06 979.98 A B C

0.112 0.112 0.112

2.918 2.918 2.918

19 1

6.488 6.488 6.488

427.79 21.39 C

T2 60.00-40.00

110.80 1207.86 A B C

0.133 0.133 0.133

2.836 2.836 2.836

19 1

7.727 7.727 7.727

470.03 23.50 C

T3 40.00-20.00

110.80 1365.71 A B C

0.14 0.14 0.14

2.809 2.809 2.809

17 1

8.191 8.191 8.191

451.30 22.56 C

T4 20.00-0.00 104.19 1913.63 A B C

0.163 0.163 0.163

2.725 2.725 2.725

15 1

9.531 9.531 9.531

423.69 21.18 C

Sum Weight: 432.85 5467.19 OTM 71222.88

1772.81

Tower Forces - Service - Wind 60 To Face a c

Face

Oklahoma City, OK 73169

Job

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STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

a c

Face

T1 80.00-60.00

107.06 979.98 A B C

0.112 0.112 0.112

2.918 2.918 2.918

19 0.8 0.8 0.8

6.488 6.488 6.488

427.79 21.39 C

T2 60.00-40.00

110.80 1207.86 A B C

0.133 0.133 0.133

2.836 2.836 2.836

19 0.8 0.8 0.8

7.727 7.727 7.727

470.03 23.50 C

T3 40.00-20.00

110.80 1365.71 A B C

0.14 0.14 0.14

2.809 2.809 2.809

17 0.8 0.8 0.8

8.191 8.191 8.191

451.30 22.56 C

T4 20.00-0.00 104.19 1913.63 A B C

0.163 0.163 0.163

2.725 2.725 2.725

15 0.8 0.8 0.8

9.531 9.531 9.531

423.69 21.18 C

Sum Weight: 432.85 5467.19 OTM 71222.88

Tower Forces - Service - Wind 90 To Face a c

Face

T1 80.00-60.00

107.06 979.98 A B C

0.112 0.112 0.112

2.918 2.918 2.918

19 0.85 0.85 0.85

6.488 6.488 6.488

427.79 21.39 C

T2 60.00-40.00

110.80 1207.86 A B C

0.133 0.133 0.133

2.836 2.836 2.836

19 0.85 0.85 0.85

7.727 7.727 7.727

470.03 23.50 C

T3 40.00-20.00

110.80 1365.71 A B C

0.14 0.14 0.14

2.809 2.809 2.809

17 0.85 0.85 0.85

8.191 8.191 8.191

451.30 22.56 C

T4 20.00-0.00 104.19 1913.63 A B C

0.163 0.163 0.163

2.725 2.725 2.725

15 0.85 0.85 0.85

9.531 9.531 9.531

423.69 21.18 C

Sum Weight: 432.85 5467.19 OTM 71222.88

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 2757.07 Bracing Weight 2710.13 Total Member Self-Weight 5467.19 -323.82 -2853.44 Total Weight 7823.03 -323.82 -2853.44 Wind 0 deg - No Ice 642.53 -13775.09 -483265.10 15907.14 22787.09 Wind 30 deg - No Ice 7795.03 -11534.42 -402290.98 -240976.85 22067.35

Oklahoma City, OK 73169

Job

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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 60 deg - No Ice 12430.39 -7141.43 -232296.69 -416891.89 17509.32 Wind 90 deg - No Ice 14171.00 -1341.51 -4876.60 -486009.15 11492.69 Wind 120 deg - No Ice 12547.04 5641.45 235917.80 -430705.23 63.45 Wind 150 deg - No Ice 6574.40 11417.53 414834.22 -247320.59 -13514.34 Wind 180 deg - No Ice -2333.35 13887.88 478600.41 10604.54 -22916.63 Wind 210 deg - No Ice -8569.87 12310.44 409940.31 243147.99 -22919.59 Wind 240 deg - No Ice -13958.76 7174.76 222072.78 438969.83 -21761.47 Wind 270 deg - No Ice -15435.98 1168.97 -7181.59 499496.93 -18505.48 Wind 300 deg - No Ice -13327.49 -5180.99 -234880.06 438648.30 -7959.51 Wind 330 deg - No Ice -6756.78 -11807.84 -419901.04 254797.86 15375.89 Total Weight 7823.03 -323.82 -2853.44 Wind 0 deg - Service 160.63 -3443.77 -120958.62 1415.47 5696.77 Wind 30 deg - Service 1948.76 -2883.61 -100715.09 -62805.53 5516.84 Wind 60 deg - Service 3107.60 -1785.36 -58216.52 -106784.29 4377.33 Wind 90 deg - Service 3542.75 -335.38 -1361.50 -124063.60 2873.17 Wind 120 deg - Service 3136.76 1410.36 58837.10 -110237.62 15.86 Wind 150 deg - Service 1643.60 2854.38 103566.21 -64391.46 -3378.58 Wind 180 deg - Service -583.34 3471.97 119507.76 89.82 -5729.16 Wind 210 deg - Service -2142.47 3077.61 102342.73 58225.68 -5729.90 Wind 240 deg - Service -3489.69 1793.69 55375.85 107181.14 -5440.37 Wind 270 deg - Service -3858.99 292.24 -1937.74 122312.91 -4626.37 Wind 300 deg - Service -3331.87 -1295.25 -58862.36 107100.76 -1989.88 Wind 330 deg - Service -1689.20 -2951.96 -105117.61 61138.15 3843.97

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

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Description

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

No.

Elevation ft Component

Type Condition Gov.

Load

Axial

Major Axis Moment lb-ft

Minor Axis Moment lb-ft T1 80 - 60 Leg Max Tension 23 7183.51 23.17 13.60

Max. Compression 10 -8204.66 -35.46 -23.83 Max. Mx 8 -13.67 -146.10 -8.44 Max. My 14 -599.86 3.35 126.95 Max. Vy 20 -255.69 146.03 8.46 Max. Vx 14 -208.24 3.35 -103.28 Diagonal Max Tension 25 1331.03 0.00 0.00 Max. Compression 12 -1380.11 0.00 0.00 Max. Mx 22 1290.76 -2.13 -0.04 Max. My 10 -1347.16 -1.65 -0.33 Max. Vy 12 3.05 -2.13 0.06 Max. Vx 10 0.11 -1.75 -0.33 Horizontal Max Tension 22 197.91 0.00 0.00 Max. Compression 11 -144.18 0.00 0.00 Max. Mx 10 -136.54 8.06 0.00 Max. My 12 12.87 0.00 0.00 Max. Vy 10 -6.45 0.00 0.00 Max. Vx 12 -0.00 0.00 0.00 Top Girt Max Tension 11 17.36 0.00 0.00 Max. Compression 22 -23.73 0.00 0.00 Max. Mx 10 16.66 8.06 0.00 Max. My 12 -2.71 0.00 0.00 Max. Vy 10 -6.45 0.00 0.00 Max. Vx 12 -0.00 0.00 0.00

T2 60 - 40 Leg Max Tension 23 24778.89 -22.57 -15.18 Max. Compression 10 -26990.13 33.03 19.82 Max. Mx 8 -494.46 -57.29 -1.06 Max. My 2 4439.51 -8.26 63.88 Max. Vy 20 -105.09 57.05 -2.76 Max. Vx 2 101.38 -8.26 63.88 Diagonal Max Tension 23 2773.13 -3.26 0.21 Max. Compression 10 -2921.60 0.00 0.00 Max. Mx 10 2011.54 -4.28 0.15 Max. My 11 -2893.35 -0.55 -0.80 Max. Vy 10 4.58 -4.28 0.15 Max. Vx 10 -0.26 -1.18 -0.80 Horizontal Max Tension 22 984.21 0.00 0.00 Max. Compression 11 -831.45 0.00 0.00 Max. Mx 10 -810.92 8.06 0.00 Max. My 14 -112.02 0.00 0.00 Max. Vy 10 -6.45 0.00 0.00 Max. Vx 14 -0.00 0.00 0.00

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STRUCTURAL ANALYSIS – UPDATE

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DHS- CBP –FM&E

Elevation ft Component

Type Condition Gov.

Load

Moment lb-ft

Minor Axis Moment lb-ft Secondary

Horizontal Max Tension 10 467.48 0.00 0.00

Max. Compression 10 -467.48 -1.27 0.46 Max. Mx 24 -72.94 -1.83 -0.38 Max. My 22 -69.11 -1.79 -0.51 Max. Vy 24 -3.10 -1.83 -0.38 Max. Vx 8 0.21 0.00 0.00 Top Girt Max Tension 6 264.39 0.00 0.00 Max. Compression 11 -195.55 0.00 0.00 Max. Mx 10 -186.14 8.06 0.00 Max. My 14 -43.92 0.00 0.00 Max. Vy 10 -6.45 0.00 0.00 Max. Vx 14 -0.00 0.00 0.00

T3 40 - 20 Leg Max Tension 23 55372.17 -65.99 -37.62 Max. Compression 10 -58585.47 77.39 39.41 Max. Mx 10 -58557.71 -142.94 -81.61 Max. My 2 -57420.73 1.00 160.41 Max. Vy 18 367.63 -15.67 -36.16 Max. Vx 15 -298.77 38.54 4.39 Diagonal Max Tension 23 4178.50 -4.19 0.22 Max. Compression 2 -4296.67 0.00 0.00 Max. Mx 10 2733.59 -5.42 0.46 Max. My 12 -4114.62 -0.72 -1.28 Max. Vy 10 4.93 -5.42 0.46 Max. Vx 12 -0.40 -0.72 -1.28 Horizontal Max Tension 22 1707.54 0.00 0.00 Max. Compression 11 -1495.93 0.00 0.00 Max. Mx 10 -1471.62 8.06 0.00 Max. My 14 -329.10 0.00 0.00 Max. Vy 10 -6.45 0.00 0.00 Max. Vx 14 -0.00 0.00 0.00 Secondary

Horizontal Max Tension 10 1014.73 0.00 0.00

Max. Compression 10 -1014.73 -1.15 0.74 Max. Mx 12 -155.37 -2.00 -0.70 Max. My 20 -128.65 -1.76 -0.77 Max. Vy 12 3.17 -2.00 -0.70 Max. Vx 14 0.31 0.00 0.00 Top Girt Max Tension 22 1005.22 0.00 0.00 Max. Compression 11 -858.91 0.00 0.00 Max. Mx 10 -839.49 8.06 0.00 Max. My 14 -316.23 0.00 0.00 Max. Vy 10 -6.45 0.00 0.00 Max. Vx 14 -0.00 0.00 0.00

T4 20 - 0 Leg Max Tension 23 104871.62 -183.33 -110.23 Max. Compression 10 -108829.52 -0.00 0.00 Max. Mx 18 39737.21 -772.15 -44.19 Max. My 19 41060.25 287.28 1057.93 Max. Vy 18 -2313.56 471.66 -211.75 Max. Vx 16 2438.95 120.86 -160.89 Diagonal Max Tension 21 9364.38 -6.43 1.97 Max. Compression 18 -10475.51 0.00 0.00 Max. Mx 18 7817.51 -9.76 4.34 Max. My 16 -9185.69 -0.66 -11.52 Max. Vy 18 7.26 -9.76 4.34 Max. Vx 16 -3.60 0.00 0.00 Horizontal Max Tension 22 2700.65 0.00 0.00 Max. Compression 11 -2384.64 0.00 0.00 Max. Mx 10 -2354.65 8.06 0.00 Max. My 16 68.86 0.00 -0.00

Oklahoma City, OK 73169

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STRUCTURAL ANALYSIS – UPDATE

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DHS- CBP –FM&E

Elevation ft Component

Type Condition Gov.

Load

Moment lb-ft

Minor Axis Moment lb-ft Max. Vy 10 -6.45 0.00 0.00 Max. Vx 16 0.00 0.00 0.00 Secondary

Horizontal Max Tension 20 2993.78 -0.71 -2.23

Max. Compression 19 -3532.06 -2.69 -6.85 Max. Mx 18 -285.09 -3.93 -5.90 Max. My 18 -3530.02 -3.19 -6.86 Max. Vy 18 4.80 -3.93 -5.90 Max. Vx 18 2.75 -3.19 -6.86 Top Girt Max Tension 22 1546.36 0.00 0.00 Max. Compression 11 -1357.08 0.00 0.00 Max. Mx 10 -1335.41 8.06 0.00 Max. My 16 48.40 0.00 -0.00 Max. Vy 10 -6.45 0.00 0.00 Max. Vx 16 0.00 0.00 0.00

Maximum Reactions

Location Condition Gov.

Comb.

Vertical lb

Horizontal, X lb

Horizontal, Z lb

Leg C Max. Vert 18 116717.99 9470.89 -2576.80 Max. Hx 18 116717.99 9470.89 -2576.80 Max. Hz 7 -107994.50 -8454.02 2527.20 Min. Vert 7 -107994.50 -8454.02 2527.20 Min. Hx 7 -107994.50 -8454.02 2527.20 Min. Hz 18 116717.99 9470.89 -2576.80

Leg B Max. Vert 10 116902.91 -7474.97 -4084.16 Max. Hx 21 -98619.31 8107.65 1343.16 Max. Hz 25 -97334.34 5085.43 5504.14 Min. Vert 23 -112769.08 8035.92 3186.63 Min. Hx 10 116902.91 -7474.97 -4084.16 Min. Hz 12 100850.16 -5263.09 -5203.93

Leg A Max. Vert 2 115029.88 2425.16 8532.51 Max. Hx 2 115029.88 2425.16 8532.51 Max. Hz 2 115029.88 2425.16 8532.51 Min. Vert 15 -108391.24 -2325.49 -8365.99 Min. Hx 15 -108391.24 -2325.49 -8365.99 Min. Hz 15 -108391.24 -2325.49 -8365.99

Tower Mast Reaction Summary

Combination

Shearx

Shearz

Overturning Moment, Mx lb-ft

Overturning Moment, Mz

Torque

Dead Only 7823.03 0.00 -0.00 -323.82 -2853.45 -0.00

1.2 Dead+1.0 Wind 0 deg - No

Ice

9387.58 642.99 -13766.83 -484544.19 15361.19 22804.39

0.9 Dead+1.0 Wind 0 deg - No

Ice

7040.68 642.90 -13768.95 -484142.95 16205.54 22799.93

1.2 Dead+1.0 Wind 30 deg - No

Ice

9387.56 7791.04 -11527.58 -403359.49 -242136.70 22081.59

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STRUCTURAL ANALYSIS – UPDATE

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DHS- CBP –FM&E

Shearx

Shearz

Overturning Moment, Mx lb-ft

Overturning Moment, Mz

Torque

0.9 Dead+1.0 Wind 30 deg - No

Ice

7040.67 7792.05 -11529.35 -403007.80 -241133.66 22078.93

1.2 Dead+1.0 Wind 60 deg - No

Ice

9387.57 12423.20 -7137.57 -232922.74 -418483.75 17514.85

0.9 Dead+1.0 Wind 60 deg - No

Ice

7040.68 12425.00 -7138.57 -232680.77 -417368.67 17514.56

1.2 Dead+1.0 Wind 90 deg - No

Ice

9387.58 14162.62 -1341.70 -4924.13 -487778.87 11483.62

0.9 Dead+1.0 Wind 90 deg - No

Ice

7040.68 14164.74 -1341.67 -4829.09 -486619.23 11485.79

1.2 Dead+1.0 Wind 120 deg -

No Ice

9387.58 12539.81 5637.06 236452.56 -432352.64 42.01

0.9 Dead+1.0 Wind 120 deg -

No Ice

7040.68 12541.69 5638.13 236397.36 -431227.39 46.12

1.2 Dead+1.0 Wind 150 deg -

No Ice

9387.58 6570.15 11410.09 415792.50 -248546.95 -13538.86

0.9 Dead+1.0 Wind 150 deg -

No Ice

7040.68 6571.28 11411.92 415628.46 -247531.49 -13533.92

1.2 Dead+1.0 Wind 180 deg -

No Ice

9387.54 -2333.63 13879.69 479711.14 9984.76 -22931.87

0.9 Dead+1.0 Wind 180 deg -

No Ice

7040.65 -2333.55 13881.76 479510.14 10847.55 -22927.46

1.2 Dead+1.0 Wind 210 deg -

No Ice

9387.55 -8566.16 12303.50 410886.54 243132.86 -22923.78

0.9 Dead+1.0 Wind 210 deg -

No Ice

7040.66 -8567.12 12305.25 410730.39 243847.58 -22921.11

1.2 Dead+1.0 Wind 240 deg -

No Ice

9387.58 -13951.70 7170.93 222561.30 439448.14 -21757.11

0.9 Dead+1.0 Wind 240 deg -

No Ice

7040.68 -13953.50 7171.87 222522.45 440041.99 -21756.94

1.2 Dead+1.0 Wind 270 deg -

No Ice

9387.58 -15427.61 1169.19 -7280.20 500137.04 -18496.93

0.9 Dead+1.0 Wind 270 deg -

No Ice

7040.68 -15429.71 1169.10 -7171.87 500690.36 -18499.19

1.2 Dead+1.0 Wind 300 deg -

No Ice

9387.57 -13319.95 -5176.74 -235563.68 439133.93 -7948.56

0.9 Dead+1.0 Wind 300 deg -

No Ice

7040.68 -13321.80 -5177.84 -235310.78 439723.14 -7953.02

1.2 Dead+1.0 Wind 330 deg -

No Ice

9387.58 -6752.14 -11800.57 -421033.65 254834.39 15390.75

0.9 Dead+1.0 Wind 330 deg -

No Ice

7040.68 -6753.26 -11802.43 -420670.70 255531.81 15385.78

Dead+Wind 0 deg - Service 7823.02 160.68 -3442.01 -121314.32 1840.38 5700.23 Dead+Wind 30 deg - Service 7823.03 1947.88 -2882.12 -101028.11 -62510.02 5519.04 Dead+Wind 60 deg - Service 7823.02 3106.07 -1784.51 -58435.86 -106581.13 4377.69 Dead+Wind 90 deg - Service 7823.02 3540.97 -335.39 -1461.05 -123897.26 2871.65 Dead+Wind 120 deg - Service 7823.02 3135.19 1409.48 58861.69 -110043.94 12.41 Dead+Wind 150 deg - Service 7823.02 1642.66 2852.87 103680.63 -64107.27 -3383.14 Dead+Wind 180 deg - Service 7823.03 -583.43 3470.25 119652.88 500.89 -5732.36 Dead+Wind 210 deg - Service 7823.03 -2141.70 3076.15 102451.50 58760.60 -5731.58 Dead+Wind 240 deg - Service 7823.02 -3488.23 1792.91 55389.14 107817.03 -5440.31 Dead+Wind 270 deg - Service 7823.02 -3857.28 292.32 -2048.48 122982.96 -4624.77 Dead+Wind 300 deg - Service 7823.02 -3330.35 -1294.32 -59092.56 107737.80 -1987.40 Dead+Wind 330 deg - Service 7823.02 -1688.29 -2950.41 -105441.24 61686.74 3848.01

Solution Summary

Oklahoma City, OK 73169

Job

YYUUMM--WWHHIITTEETTAANNKK MMOOUUNNTTAAIINN

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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 -7823.03 0.00 -0.00 7823.03 0.00 0.000% 2 642.53 -9387.63 -13775.09 -642.99 9387.58 13766.83 0.050% 3 642.53 -7040.73 -13775.09 -642.90 7040.68 13768.95 0.040% 4 7795.03 -9387.63 -11534.42 -7791.04 9387.56 11527.58 0.047% 5 7795.03 -7040.73 -11534.42 -7792.05 7040.67 11529.35 0.038% 6 12430.39 -9387.63 -7141.43 -12423.20 9387.57 7137.57 0.048% 7 12430.39 -7040.73 -7141.43 -12425.00 7040.68 7138.57 0.038% 8 14171.00 -9387.63 -1341.51 -14162.62 9387.58 1341.70 0.049% 9 14171.00 -7040.73 -1341.51 -14164.74 7040.68 1341.67 0.039%

10 12547.04 -9387.63 5641.45 -12539.81 9387.58 -5637.06 0.051% 11 12547.04 -7040.73 5641.45 -12541.69 7040.68 -5638.13 0.041% 12 6574.40 -9387.63 11417.53 -6570.15 9387.58 -11410.09 0.053% 13 6574.40 -7040.73 11417.53 -6571.28 7040.68 -11411.92 0.043% 14 -2333.35 -9387.63 13887.88 2333.63 9387.54 -13879.69 0.048% 15 -2333.35 -7040.73 13887.88 2333.55 7040.65 -13881.76 0.039% 16 -8569.87 -9387.63 12310.44 8566.16 9387.55 -12303.50 0.044% 17 -8569.87 -7040.73 12310.44 8567.12 7040.66 -12305.25 0.035% 18 -13958.76 -9387.63 7174.76 13951.70 9387.58 -7170.93 0.044% 19 -13958.76 -7040.73 7174.76 13953.50 7040.68 -7171.87 0.035% 20 -15435.98 -9387.63 1168.97 15427.61 9387.58 -1169.19 0.046% 21 -15435.98 -7040.73 1168.97 15429.71 7040.68 -1169.10 0.037% 22 -13327.49 -9387.63 -5180.99 13319.95 9387.57 5176.74 0.051% 23 -13327.