TOWER REPAIR REPORT - LW.pdf

FAA Structural Support 8201 S. MacArthur Boulevard

Oklahoma City, OK 73169

Job

LLRRTT--LLAARREEDDOO WWOORRMMSSEERR

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

By

FAA-AML-2070

FEASIBILITY REPORT

OF

EXISTING STRUCTURE, TECHNOLOGY & OTHER ASSETS

FOR

U.S. Customs and Border Protection

Tower Location

LRT-LAREDO WORMSER

OWNED 250 FT AGL SELF SUPPORT TOWER

Laredo, Texas

Latitude: 27.457772° Longitude: -99.420078°

Report Date May 1, 2018

Analysis and Report by:

Cory Yeager Civil Engineer

FAA Mike Monroney Air Logistics Center Oklahoma City, Oklahoma

Checked by:

Ajesh Kurian

Civil Engineer FAA Mike Monroney Air Logistics Center

Oklahoma City, Oklahoma

Oklahoma City, OK 73169

Job

LLRRTT--LLAARREEDDOO WWOORRMMSSEERR

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Table of Contents

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

Oklahoma City, OK 73169

Job

LLRRTT--LLAARREEDDOO WWOORRMMSSEERR

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Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Revision Summary

No. Description Page

Oklahoma City, OK 73169

Job

LLRRTT--LLAARREEDDOO WWOORRMMSSEERR

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Executive Summary

The analyzed tower is approximately 250 foot Self-Support Tower supporting existing technology and other assets attached at multiple heights on the tower. Tower was identified for an update of the tower capacity to complete a reinforcement. An assessment has been completed which constitute the basis of the tower model and analysis update.

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

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

This information was used to determine the tower rating and safe load capacity for the tower in accordance with the provisions contained in ANSI/TIA-222, “Structural Standard for Antenna Supporting Structures and Antennas”. The tower was modeled with the currently recorded existing loading under the site specific environmental loading for Maverick County Texas using a Type III Structure in a Class 1 Topography and Class C Exposure on a 0 FT crest.

The Structural Analysis Report shows the Tower Rating of 78.3% (TIA-222-H, ASCE-7-16) for the existing physical condition of the tower and load configuration of attached assets and appurtenances. A Tower Rating of less than 100% shows that the tower can accommodate the existing technology and other assets under the 222-G design standards.

Oklahoma City, OK 73169

Job

LLRRTT--LLAARREEDDOO WWOORRMMSSEERR

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Detailed Analysis Report

Objective

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

Study Scope

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

Applicable Codes, Standards and References

Oklahoma City, OK 73169

Job

LLRRTT--LLAARREEDDOO WWOORRMMSSEERR

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Basis of Design

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

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

Criteria, Assumptions and Input

Revisions, Updates and Adjustments

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

1. None

Assumptions

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

1. Tower Locality Input (Reference Previous Sections)

2. Tower Sections rigidly connected at all connection and joints

3. Tower Coatings modeled through tower weight increases

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

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

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

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

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

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

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

Limitations

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

Oklahoma City, OK 73169

Job

LLRRTT--LLAARREEDDOO WWOORRMMSSEERR

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

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

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

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

Input

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

Analysis Method and Modeling

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

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

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

Oklahoma City, OK 73169

Job

LLRRTT--LLAARREEDDOO WWOORRMMSSEERR

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Results

The structural tower analysis yielded the following results:

Tower Strength Capacity Results Load Scenario Controlling Section &

Member Tower Rating

PASS / FAIL

Existing Multiple Members 78.3% PASS

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

ACTUAL ALLOWED ACTUAL ALLOWED

Existing NOT CHECKED. COMMUNICATION FREQUENCY NOT PROVIDED.

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

ACTUAL ALLOWED ACTUAL ALLOWED

Existing NOT CHECKED. FOUNDATION DESIGN NOT PROVIDED.

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

ACTUAL ALLOWED ACTUAL ALLOWED

Existing NOT CHECKED. GEOTECHNICAL INVESTIAGATION NOT PROVIDED.

Oklahoma City, OK 73169

Job

LLRRTT--LLAARREEDDOO WWOORRMMSSEERR

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Conclusions

The structural system analysis produced the following conclusions:

• Tower Strength Capacity Results PASS

• Tower Service Results Not Checked

• Foundation Capacity Results Not Checked

• Soil Capacity Results Not Checked

Recommendations

The following items are recommended

1. Tower needs to be reinforced at various heights. Replace existing double angles 2L2.5”x2.5”x0.25 diagonals from 19 to 38 FT AGL with 2L3”x3”x0.25” double angles.

Replace existing double angles 2L2”x2”x0.25” diagonals from 95 to 114 FT AGL with 2L2.5”x2.5”x0.25” double angles. Install stitch bolts on 36” centers along all double angles installed as horizontals and angles from 0 to 19 FT AGL. Replace all existing 5/8” diameter bolts in diagonals with ¾” diameter bolts from 38 to 76 FT AGL. All work is to be completed for all faces.

Oklahoma City, OK 73169

Job

LLRRTT--LLAARREEDDOO WWOORRMMSSEERR

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Disclaimer

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

FAA-AML-2070.

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

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

Federal Aviation Administration 8201 S MacAurthur Boulevard

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

FAX: (405)-954-4204

Job: LRT-LAREDO WORMSER Project: STRUCTURAL ANALYSIS Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

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

X:\01. Programs\02. TACCOM\01. Site by Sector\LRT\Laredo-Wormer Road\02. Engineering\SA\PROPOSED\REV REINFORCEMENT 3-15-18\LRT-LAREDO WORMSER.eri

Dwg No. E-1

247.0 ft

228.0 ft

209.0 ft

190.0 ft

171.0 ft

152.0 ft

133.0 ft

114.0 ft

95.0 ft

76.0 ft

57.0 ft

38.0 ft

19.0 ft

0.0 ft

REACTIONS - 115 mph WIND TORQUE 90168 lb-ft

58490 lb

SHEAR

7087852 lb-ft

MOMENT

76455 lb

AXIAL

30 mph WIND - 0.2500 in ICE TORQUE 8329 lb-ft

4872 lb

SHEAR

622631 lb-ft

MOMENT

91075 lb

AXIAL

SHEAR: 30459 lb UPLIFT: -283063 lb

SHEAR: 35349 lb DOWN: 342455 lb

MAX. CORNER REACTIONS AT BASE:

ARE FACTORED

ALL REACTIONS

S ec tio n

T1 T2

T3 T4

T5 T6

T7 T8

T9 T1

T1

T1

T1

L eg s S

R

/4

S R

/4 S

R

S R

/2 S

R

/4

S R

S

R

/4

S R

/2 S

R

/4

S R

L eg G ra de

A

2-

D ia go na ls L2 x2 x1

/4 L2

/2 x2

/2 x1

/4 L2 x2 x1

/4 A

2L 2x

2x 3/ x3

/8 2L

2x 2x

1/ 4x

3/

2L

1/ 2x

1/

2x 3/ x3

/8 2L

1/

2x

1/ 2x

1/ 4x

3/

2L 3x

3x 1/

4x 3/

D ia go na l G ra de

A

T op

G irt s L2 x2 x1

/8 L2 x2 x1

/4 N

.A

H or iz on ta ls

N .A

2L

2x 2x

1/ 4x

3/

A 2L

1/

2x

1/ 2x

1/ 4x

3/

2L 3x

3x 1/

4x 3/

S ec . H or iz on ta ls N

.A

A 2L

2x 2x

1/ 8x

3/

N .A

R ed . H or iz on ta ls N

.A

B 2L

2x 2x

1/

2L 2x

2x 1/

4x 3/

R ed . D ia go na ls

N .A

B

2L 2x

2x 1/

B

R ed

. S ub

-H or iz s

N .A

L1

/4 x1

/4 x3

/1

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. S ub

-D ia gs N

.A

L1

/4 x1

/4 x1 /8

I nn er B ra ci ng N

.A

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3/ 4x

3/

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8x 3/

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3/

A F ac e

W id th (f

t) 6.

6.

6.

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.4

.3

.2

.1

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.0

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(f t)

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W ei gh t ( lb

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.0

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9.

12'' x 24'' Beacon 247 BA1010-2 244 DB224 244 220-3AN 243 4.5-ft Standoff 243 220-3AN 243 4.5-ft Standoff 243 4.5-ft Standoff 243 36-in x 6 element yagi 241 4.5'' Dia. x 72'' Mount Pipe 228 1.9'' x 6' Stabilizer 228 1.9'' x 10' Stabilizer 228 HP8-71W 228 DB224 211 10-ft 2-Element Dipole 210 4.5-ft Standoff 210 4.5-ft Standoff 201 4.5'' Dia. x 72'' Mount Pipe 195 1.9'' x 6' Stabilizer 195 1.9'' x 10' Stabilizer 195 HPX10-71W-P3A 195 4.5'' Dia. x 60'' Mount Pipe 186 PD200 167.5 4.5-ft Standoff 167.5 4.5'' Dia. x 60'' Mount Pipe 166 VHPX4-142 166 4.5'' Dia. x 60'' Mount Pipe 148 VHP2-71W 148 4.5'' Dia. x 60'' Mount Pipe 134.5 Side Lights 7''x6''x5'' 128.5 Side Lights 7''x6''x5'' 128.5 Side Lights 7''x6''x5'' 128.5 4.5'' Dia. x 60'' Mount Pipe 123 VHP4-71 123 4.5'' Dia. x 60'' Mount Pipe 116.5 VHP4-71 116.5 4.5'' Dia. x 60'' Mount Pipe 110 VHP4-71 110 4.5'' Dia. x 60'' Mount Pipe 109.5 VHP2.5-142 109.5 4.5'' Dia. x 60'' Mount Pipe 99 SP4-5.2 99 4.5'' Dia. x 60'' Mount Pipe 91.5 2.4'' x 8' Stabilizer 91.5 VHP7-71W 91.5 4.5'' Dia. x 60'' Mount Pipe 84 VHP2.5-142 84 VHP2-71W 72.25 4.5'' dia. x 84'' Mount Pipe 70.5 VHP2-71W 69.5 4.5'' Dia. x 60'' Mount Pipe 67 VHP6-71W 67 VHP2-71W 63.5 4.5'' Dia. x 60'' Mount Pipe 62.25 VHP2-71W 61 4.5'' Dia. x 60'' Mount Pipe 60.5 VHP4-71 60.5 11-Element 8-ft x 26-in Yagi 55.25DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATION

12'' x 24'' Beacon 247

BA1010-2 244

DB224 244

220-3AN 243

4.5-ft Standoff 243

220-3AN 243

4.5-ft Standoff 243 4.5-ft Standoff 243 36-in x 6 element yagi 241 4.5'' Dia. x 72'' Mount Pipe 228 1.9'' x 6' Stabilizer 228 1.9'' x 10' Stabilizer 228

HP8-71W 228

DB224 211

10-ft 2-Element Dipole 210 4.5-ft Standoff 210 4.5-ft Standoff 201 4.5'' Dia. x 72'' Mount Pipe 195 1.9'' x 6' Stabilizer 195 1.9'' x 10' Stabilizer 195

HPX10-71W-P3A 195

4.5'' Dia. x 60'' Mount Pipe 186

PD200 167.5

4.5-ft Standoff 167.5 4.5'' Dia. x 60'' Mount Pipe 166

VHPX4-142 166

4.5'' Dia. x 60'' Mount Pipe 148

VHP2-71W 148

4.5'' Dia. x 60'' Mount Pipe 134.5

Side Lights 7''x6''x5'' 128.5 Side Lights 7''x6''x5'' 128.5 Side Lights 7''x6''x5'' 128.5 4.5'' Dia. x 60'' Mount Pipe 123

VHP4-71 123

4.5'' Dia. x 60'' Mount Pipe 116.5

VHP4-71 116.5

4.5'' Dia. x 60'' Mount Pipe 110

VHP4-71 110

4.5'' Dia. x 60'' Mount Pipe 109.5

VHP2.5-142 109.5

4.5'' Dia. x 60'' Mount Pipe 99

SP4-5.2 99

4.5'' Dia. x 60'' Mount Pipe 91.5 2.4'' x 8' Stabilizer 91.5

VHP7-71W 91.5

4.5'' Dia. x 60'' Mount Pipe 84

VHP2.5-142 84

VHP2-71W 72.25

4.5'' dia. x 84'' Mount Pipe 70.5

VHP2-71W 69.5

4.5'' Dia. x 60'' Mount Pipe 67

VHP6-71W 67

VHP2-71W 63.5

4.5'' Dia. x 60'' Mount Pipe 62.25

VHP2-71W 61

4.5'' Dia. x 60'' Mount Pipe 60.5

VHP4-71 60.5

11-Element 8-ft x 26-in Yagi 55.25

SYMBOL LIST

MARK MARKSIZE SIZE

A 2L2 1/2x2 1/2x3/16x3/8 B 2L1 3/4x1 3/4x1/8x3/8

MATERIAL STRENGTH

GRADE GRADEFy FyFu Fu

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

TOWER DESIGN NOTES

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

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

3. Tower is also designed for a 30 mph basic wind with 0.25 in ice. Ice is considered to increase in thickness with height.

4. Deflections are based upon a 60 mph wind.

5. Tower Risk Category III and IV.

6. Topographic Category 1 with Crest Height of 0.00 ft

7. Weld together tower sections have flange connections.

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

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

10. TOWER RATING: 78.3%

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

FAX: (405)-954-4204

Job: LRT-LAREDO WORMSER Project: STRUCTURAL ANALYSIS Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

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

X:\01. Programs\02. TACCOM\01. Site by Sector\LRT\Laredo-Wormer Road\02. Engineering\SA\PROPOSED\REV REINFORCEMENT 3-15-18\LRT-LAREDO WORMSER.eri

Dwg No. E-3

<- Minimum -0 Maximum ->

<- Minimum -0 Maximum ->

-500000

-500000

-1e+006

-1e+006

500000

500000

1e+006

1e+006

TIA-222-H - 115 mph/30 mph 0.2500 in Ice Exposure C Leg Capacity Leg Compression (lb)

247.00 247.00

228.00 228.00

209.00 209.00

190.00 190.00

171.00 171.00

152.00 152.00

133.00 133.00

114.00 114.00

95.00 95.00

76.00 76.00

57.00 57.00

38.00 38.00

19.00 19.00

0.00 0.00

El ev at io n (ft

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

FAX: (405)-954-4204

Job: LRT-LAREDO WORMSER Project: STRUCTURAL ANALYSIS Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

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

X:\01. Programs\02. TACCOM\01. Site by Sector\LRT\Laredo-Wormer Road\02. Engineering\SA\PROPOSED\REV REINFORCEMENT 3-15-18\LRT-LAREDO WORMSER.eri

Dwg No. E-4

50000

50000

100000

100000

Global Mast Shear (lb) 247.00

228.00

209.00

190.00

171.00

152.00

133.00

114.00

95.00

76.00

57.00

38.00

19.00

0.00

El ev at io n (ft

5e+006

5e+006

1e+007

1e+007

Global Mast Moment (lb-ft) 247.00

228.00

209.00

190.00

171.00

152.00

133.00

114.00

95.00

76.00

57.00

38.00

19.00

0.00

TIA-222-H - 115 mph/30 mph 0.2500 in Ice Exposure C Maximum Values Vx Vz Mx Mz

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

FAX: (405)-954-4204

Job: LRT-LAREDO WORMSER Project: STRUCTURAL ANALYSIS Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

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

X:\01. Programs\02. TACCOM\01. Site by Sector\LRT\Laredo-Wormer Road\02. Engineering\SA\PROPOSED\REV REINFORCEMENT 3-15-18\LRT-LAREDO WORMSER.eri

Dwg No. E-5

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

Deflection (in) 247.00

228.00

209.00

190.00

171.00

152.00

133.00

114.00

95.00

76.00

57.00

38.00

19.00

0.00

El ev at io n (ft

0.05

0.05

0.1

0.1

0.15

0.15

0.2

0.2

Tilt (deg)

0.05

0.05

0.1

0.1

0.15

0.15

Twist (deg) 247.00

228.00

209.00

190.00

171.00

152.00

133.00

114.00

95.00

76.00

57.00

38.00

19.00

0.00

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

FAX: (405)-954-4204

Job: LRT-LAREDO WORMSER Project: STRUCTURAL ANALYSIS Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

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

X:\01. Programs\02. TACCOM\01. Site by Sector\LRT\Laredo-Wormer Road\02. Engineering\SA\PROPOSED\REV REINFORCEMENT 3-15-18\LRT-LAREDO WORMSER.eri

Dwg No. E-7

Feed Line Distribution Chart 0' - 247'

Round Flat App In Face App Out Face Truss Leg

Face A

228.00

209.00

190.00

171.00

152.00

133.00

114.00

95.00

76.00

57.00

38.00

19.00

0.00

247.00

El ev at io n (ft

S te p P eg s

Face B

10.00

116.50

10.00

126.00

10.00

152.00

10.0010.00

116.50

10.00

126.00

10.00

152.00

10.008.508.508.509.00

63.5063.50

69.5069.50 72.2572.25

91.5091.50

116.50

9.00

61.0061.00

84.0084.00

109.50

9.00

55.25

9.00

166.00

9.00

60.5060.50

67.0067.00

110.00110.00

123.00123.00

148.00

9.00

99.00

9.00

201.00201.00

209.25209.25

241.00241.00 244.00

9.00

195.00195.00

228.00

9.00

129.50

9.00

(2 ) R ai l L

1/ x

(2 ) R ai l L

1/ x

(2 ) R ai l L

1/ x

(2 ) R ai l L

1/ x

R un g L2 x1 R un g

L2 x1

R un g L2 x1 R un g

L2 x1

S te p P eg s

(2 ) L ad de r R ai l - La dd er

R un g S af et y Li ne (5

) E W

(4

) E W

(3

) E W

(2

) E W

E

W

(3 ) E

W

(2

) E W

E W

LD

F5

-5 0A

(7

E W

(5 ) E

W

(4 ) E

W

(3 ) E

W

(2 ) E

W

E W

LD

F4 .5

-5 0A

(7

(8 ) L

D F5

-5 0A

(7

(7 ) L

D F5

-5 0A

(7

(6 ) L

D F5

-5 0A

(7 / (5

) L D

F5 -5

0A (7

(2

) E W

E

W

5/ 8'

' d ia

. c oa x

Face C

228.00

209.00

190.00

171.00

152.00

133.00

114.00

95.00

76.00

57.00

38.00

19.00

0.00

247.00

10.00

116.50

10.00

126.00

10.00

152.00

10.0010.00

116.50

10.00

126.00

10.00

152.00

10.008.508.508.509.00

63.5063.50

69.5069.50 72.2572.25

91.5091.50

116.50

9.00

61.0061.00

84.0084.00

109.50

9.00

55.25

9.00

166.00

9.00

60.5060.50

67.0067.00

110.00110.00

123.00123.00

148.00

9.00

99.00

9.00

201.00201.00

209.25209.25

241.00241.00 244.00

9.00

195.00195.00

228.00

9.00

129.50

9.00

S te p P eg s

5/ 8'

' d ia

. c oa x

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

FAX: (405)-954-4204

Job: LRT-LAREDO WORMSER Project: STRUCTURAL ANALYSIS Client: DHS-CBP-BPAM Drawn by: Cory Yeager App'd:

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

X:\01. Programs\02. TACCOM\01. Site by Sector\LRT\Laredo-Wormer Road\02. Engineering\SA\PROPOSED\REV REINFORCEMENT 3-15-18\LRT-LAREDO WORMSER.eri

Dwg No. E-8

Stress Distribution Chart 0' - 247'

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

Face A Face B Face C

228.00

209.00

190.00

171.00

152.00

133.00

114.00

95.00

76.00

57.00

38.00

19.00

0.00

247.00

El ev at io n (ft

228.00

209.00

190.00

171.00

152.00

133.00

114.00

95.00

76.00

57.00

38.00

19.00

247.00

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STRUCTURAL ANALYSIS – UPDATE

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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 247.00 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 6.63 ft at the top and 25.82 ft at the base.

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

The following design criteria apply:

1. Tower base elevation above sea level: 657.00 ft.

2. Basic wind speed of 115 mph.

3. Risk Category III.

4. Exposure Category C.

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

6. Topographic Category: 1.

7. Crest Height 0.00 ft.

8. Nominal ice thickness of 0.2500 in.

9. Ice thickness is considered to increase with height.

10. Ice density of 56 pcf.

11. A wind speed of 30 mph is used in combination with ice.

12. Temperature drop of 50 °F.

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

14. Weld together tower sections have flange connections..

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

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

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

18. Pressures are calculated at each section.

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

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

Options

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

Known

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Leg B 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 247.00-228.00 6.63 1 19.00 T2 228.00-209.00 6.63 1 19.00 T3 209.00-190.00 6.66 1 19.00 T4 190.00-171.00 6.68 1 19.00 T5 171.00-152.00 8.62 1 19.00 T6 152.00-133.00 10.54 1 19.00 T7 133.00-114.00 12.45 1 19.00 T8 114.00-95.00 14.35 1 19.00 T9 95.00-76.00 16.27 1 19.00

T10 76.00-57.00 18.19 1 19.00 T11 57.00-38.00 20.10 1 19.00 T12 38.00-19.00 22.01 1 19.00 T13 19.00-0.00 23.92 1 19.00

Tower Section Geometry (cont’d)

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Diagonal Spacing

Bracing Type

Has K Brace

End Panels

Has Horizontals

Top Girt Offset in

Bottom Girt Offset

T1 247.00-228.00 3.80 X Brace No No 0.0000 0.0000 T2 228.00-209.00 3.80 X Brace No Yes 0.0000 0.0000 T3 209.00-190.00 3.80 X Brace No Yes 0.0000 0.0000 T4 190.00-171.00 3.80 X Brace No Yes 0.0000 0.0000 T5 171.00-152.00 9.50 X Brace No Yes 0.0000 0.0000 T6 152.00-133.00 9.50 X Brace No Yes 0.0000 0.0000 T7 133.00-114.00 9.50 X Brace No Yes 0.0000 0.0000 T8 114.00-95.00 9.50 X Brace No Yes 0.0000 0.0000 T9 95.00-76.00 9.50 K1 Down No Yes 0.0000 0.0000

T10 76.00-57.00 9.50 K1 Down No Yes 0.0000 0.0000 T11 57.00-38.00 9.50 K1 Down No Yes 0.0000 0.0000 T12 38.00-19.00 9.50 K1 Down No Yes 0.0000 0.0000 T13 19.00-0.00 19.00 K1B Down No Yes 0.0000 0.0000 ft

Leg Type

Size

Grade

T1 247.00-228.00 Solid Round 2 1/4 A572-50 (50 ksi)

Single Angle L2x2x1/4 A36 (36 ksi)

T2 228.00-209.00 Solid Round 2 1/4 A572-50 (50 ksi)

Single Angle L2x2x1/4 A36 (36 ksi)

T3 209.00-190.00 Solid Round 2 3/4 A572-50 (50 ksi)

Single Angle L2 1/2x2 1/2x1/4 A36 (36 ksi)

T4 190.00-171.00 Solid Round 3 A572-50 (50 ksi)

Single Angle L2x2x1/4 A36 (36 ksi)

T5 171.00-152.00 Solid Round 3 1/2 A572-50 (50 ksi)

Double Equal Angle

2L2 1/2x2 1/2x3/16x3/8 A36 (36 ksi)

T6 152.00-133.00 Solid Round 3 3/4 A572-50 (50 ksi)

Double Equal Angle

2L2x2x3/16x3/8 A36 (36 ksi)

T7 133.00-114.00 Solid Round 4 A572-50 (50 ksi)

Double Equal Angle

2L2x2x1/4x3/8 A36 (36 ksi)

T8 114.00-95.00 Solid Round 4 A572-50 (50 ksi)

Double Equal Angle

2L2 1/2x2 1/2x3/16x3/8 A36 (36 ksi)

T9 95.00-76.00 Solid Round 4 1/4 A572-50 (50 ksi)

Double Equal Angle

2L2 1/2x2 1/2x3/16x3/8 A36 (36 ksi)

T10 76.00-57.00 Solid Round 4 1/2 A572-50 (50 ksi)

Double Equal Angle

2L2 1/2x2 1/2x1/4x3/8 A36 (36 ksi)

T11 57.00-38.00 Solid Round 4 3/4 A572-50 (50 ksi)

Double Equal Angle

2L2 1/2x2 1/2x1/4x3/8 A36 (36 ksi)

T12 38.00-19.00 Solid Round 4 3/4 A572-50 (50 ksi)

Double Equal Angle

2L3x3x1/4x3/8 A36 (36 ksi)

T13 19.00-0.00 Solid Round 5 A572-50 (50 ksi)

Double Equal Angle

2L3x3x1/4x3/8 A36 (36 ksi) ft

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ft

T1 247.00-228.00 Single Angle L2x2x1/8 A36 (36 ksi)

Single Angle A36 (36 ksi)

T2 228.00-209.00 Single Angle L2x2x1/4 A36 (36 ksi)

Single Angle A36

No.

of

Mid Girts

Mid Girt

Horizontal

T9 95.00-76.00 None Flat Bar A36 (36 ksi)

Double Equal Angle

2L2x2x1/4x3/8 A36 (36 ksi)

T10 76.00-57.00 None Flat Bar A36 (36 ksi)

Double Equal Angle

2L2 1/2x2 1/2x3/16x3/8 A36 (36 ksi)

T11 57.00-38.00 None Flat Bar A36 (36 ksi)

Double Equal Angle

2L2 1/2x2 1/2x1/4x3/8 A36 (36 ksi)

T12 38.00-19.00 None Flat Bar A36 (36 ksi)

Double Equal Angle

2L2 1/2x2 1/2x1/4x3/8 A36 (36 ksi)

T13 19.00-0.00 None Flat Bar A36 (36 ksi)

Double Equal Angle

2L3x3x1/4x3/8 A36

Secondary Horizontal Type

Secondary Horizontal

Secondary

Grade

Inner Bracing

Inner Bracing Size

Inner Bracing

T5 171.00-152.00 Double Equal Angle

2L2 1/2x2 1/2x3/16x3/8 A36 (36 ksi)

Single Angle L1 3/4x1 3/4x1/8 A36 (36 ksi)

T6 152.00-133.00 Double Equal Angle

2L2x2x1/8x3/4 A36 (36 ksi)

Single Angle L2x2x1/8 A36 (36 ksi)

T7 133.00-114.00 Double Equal Angle

2L2x2x1/8x3/4 A36 (36 ksi)

Single Angle L2x2x1/8 A36 (36 ksi)

T8 114.00-95.00 Double Equal Angle

2L2x2x1/8x3/4 A36 (36 ksi)

Double Equal Angle

2L1 3/4x1 3/4x1/8x3/8 A36 (36 ksi)

T9 95.00-76.00 Double Angle A36 (36 ksi)

Double Equal Angle

2L1 3/4x1 3/4x1/8x3/8 A36 (36 ksi)

T10 76.00-57.00 Double Angle A36 (36 ksi)

Double Equal Angle

2L1 3/4x1 3/4x1/8x3/8 A36 (36 ksi)

T11 57.00-38.00 Double Angle A36 (36 ksi)

Double Equal Angle

2L2x2x1/8x3/8 A36 (36 ksi)

T12 38.00-19.00 Double Angle A36 (36 ksi)

Double Equal Angle

2L2x2x1/8x3/8 A36 (36 ksi)

T13 19.00-0.00 Double Angle A36 (36 ksi)

Double Equal Angle

2L2 1/2x2 1/2x3/16x3/8 A36

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DHS- CBP –FM&E

Redundant Bracing Grade

K Factor

T9 95.00-76.00

A36 (36 ksi)

Horizontal (1) Diagonal (1)

Double Angle Double Angle

2L1 3/4x1 3/4x1/8x3/8 2L1 3/4x1 3/4x1/8x3/8

T10 76.00-57.00

A36 (36 ksi)

Horizontal (1) Diagonal (1)

Double Angle Double Angle

2L2x2x1/8 2L2x2x1/8

T11 57.00-38.00

A36 (36 ksi)

Horizontal (1) Diagonal (1)

Double Angle Double Angle

2L2x2x1/8 2L2x2x1/8

T12 38.00-19.00

A36 (36 ksi)

Horizontal (1) Diagonal (1)

Double Angle Double Angle

2L2x2x1/8 2L2x2x1/8

T13 19.00-0.00

A36 (36 ksi)

Horizontal (1) Diagonal (1) Sub-Diagonal

Sub-Horizontal Hip (1)

Hip Diagonal (1)

Double Angle Double Equal Angle

Single Angle Single Angle Single Angle

Double Equal Angle

2L2x2x1/4x3/8 2L1 3/4x1 3/4x1/8x3/8

L1 3/4x1 3/4x1/8 L1 3/4x1 3/4x3/16 L1 3/4x1 3/4x1/8

2L2 1/2x2 1/2x3/16x3/8

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 247.00-228.00

0.00 0.2500 A36 (36 ksi)

1 1 1.05 Mid-Pt Mid-Pt Mid-Pt

T2 228.00-209.00

0.00 0.2500 A36 (36 ksi)

1 1 1.05 Mid-Pt Mid-Pt Mid-Pt

T3 209.00-190.00

0.00 0.3750 A36 (36 ksi)

1 1 1.05 Mid-Pt Mid-Pt Mid-Pt

T4 190.00-171.00

0.00 0.3750 A36 (36 ksi)

1 1 1.05 Mid-Pt Mid-Pt Mid-Pt

T5 171.00-152.00

0.00 0.3750 A36 (36 ksi)

1 1 1.05 Mid-Pt 36.0000 Mid-Pt

T6 152.00-133.00

0.00 0.3750 A36 (36 ksi)

1 1 1.05 Mid-Pt 36.0000 Mid-Pt

T7 133.00-114.00

0.00 0.3750 A36 (36 ksi)

1 1 1.05 Mid-Pt 36.0000 Mid-Pt

T8 114.00-95.00

0.00 0.3750 A36 (36 ksi)

1 1 1.05 Mid-Pt 36.0000 Mid-Pt

T9 95.00-76.00 0.00 0.3750 A36 (36 ksi)

1 1 1.05 Mid-Pt Mid-Pt Mid-Pt

T10 76.00-57.00

0.00 0.3750 A36 (36 ksi)

1 1 1.05 Mid-Pt Mid-Pt Mid-Pt

T11 57.00-38.00

0.00 0.3750 A36 (36 ksi)

1 1 1.05 Mid-Pt Mid-Pt Mid-Pt

T12 38.00-19.00

0.00 0.3750 A36 (36 ksi)

1 1 1.05 Mid-Pt Mid-Pt Mid-Pt

T13 19.00-0.00 0.00 0.3750 A36

1 1 1.05 36.0000 36.0000 Mid-Pt

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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

Y

Girts

Horiz.

Sec.

Horiz.

Inner Brace

T1 247.00-228.00

Yes Yes 1 1

T2 228.00-209.00

Yes Yes 1 1

T3 209.00-190.00

Yes Yes 1 1

T4 190.00-171.00

Yes Yes 1 1

T5 171.00-152.00

Yes Yes 1 1

T6 152.00-133.00

Yes Yes 1 1

T7 133.00-114.00

Yes Yes 1 1

T8 114.00-95.00

Yes Yes 1 1

T9 95.00-76.00

Yes Yes 1 1

T10 76.00-57.00

Yes Yes 1 1

T11 57.00-38.00

Yes Yes 1 1

T12 38.00-19.00

Yes Yes 1 1

T13 19.00-0.00

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.

ft

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

Net Width Deduct

U

Net Width Deduct

Net

Deduct

Deduct

Deduct

Deduct

T1 247.00-228.00

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

T2 228.00-209.00

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

T3 209.00-190.00

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

T4 190.00-171.00

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

T5 171.00-152.00

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

T6 152.00-133.00

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

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ft

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

Net Width Deduct

Deduct

Deduct

Deduct

Deduct

T7 133.00-114.00

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

T8 114.00-95.00

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

T9 95.00-76.00 0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T10

76.00-57.00

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

T11 57.00-38.00

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

T12 38.00-19.00

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

T13 19.00-0.00 0.0000 1 0.0000 0.625 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 ft

Leg Connection

Type

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

Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No.

T1 247.00-228.00

Flange 0.6250 A325N

4 0.6250 A325N

1 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

T2 228.00-209.00

Flange 0.8750 A325N

4 0.6250 A325N

2 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

T3 209.00-190.00

Flange 0.8750 A325N

6 0.6250 A325N

2 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

T4 190.00-171.00

Flange 1.0000 A325N

6 0.6250 A325N

2 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

T5 171.00-152.00

Flange 1.0000 A325N

6 0.7500 A325N

1 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

0 0.7500 A325N

T6 152.00-133.00

Flange 1.0000 A325N

8 1.0000 A325N

1 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

T7 133.00-114.00

Flange 1.0000 A325N

8 0.6250 A325N

1 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

T8 114.00-95.00

Flange 1.5000 A325N

6 0.6250 A325N

1 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

T9 95.00-76.00 Flange 1.5000 A325N

6 0.6250 A325N

1 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

2 0.6250 A325N

T10 76.00-57.00

Flange 1.5000 A325N

6 0.7500 A325N

1 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

2 0.6250 A325N

T11 57.00-38.00

Flange 1.5000 A325N

6 0.7500 A325N

1 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

2 0.6250 A325N

T12 38.00-19.00

Flange 1.5000 A325N

8 0.7500 A325N

1 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

2 0.6250 A325N

T13 19.00-0.00 Flange 0.0000 A325N

0 0.6250 A325N

2 0.0000 A325N

0 0.6250 A325N

0 0.6250 A325N

1 0.6250 A325N

2 0.6250 A325N

Feed Line/Linear Appurtenances - Entered As Round Or Flat

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STRUCTURAL ANALYSIS – UPDATE

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DHS- CBP –FM&E

Description Face or

Leg

Allow Shield

Component

Placement

Face Offset in

Lateral Offset

(Frac FW)

Per Row

Clear Spacing in

Width or Diameter

Perimeter

Weight plf Rail L1 1/2 x B No Af (CaAa) 116.50 - 10.00 0.0000 -0.35 2 2 35.0000

1.5000

1.5000 1.23

Rail L1 1/2 x B No Af (CaAa) 126.00 - 10.00 -0.0100 -0.35 2 2 35.0000 1.5000

1.5000 1.23

Rail L1 1/2 x B No Af (CaAa) 152.00 - 10.00 0.0000 0.35 2 2 35.0000 1.5000

1.5000 1.23

Rail L1 1/2 x B No Af (CaAa) 247.00 - 10.00 -0.0100 0.35 2 2 35.0000 1.5000

1.5000 1.23

Rung L2x1 B No Af (CaAa) 116.50 - 10.00 0.0000 -0.35 1 1 1.4580 0.0000

1.4580 1.05

Rung L2x1 B No Af (CaAa) 126.00 - 10.00 -0.0100 -0.35 1 1 1.4580 0.0000

1.4580 1.05

Rung L2x1 B No Af (CaAa) 152.00 - 10.00 0.0000 0.35 1 1 1.4580 0.0000

1.4580 1.05

Rung L2x1 B No Af (CaAa) 247.00 - 10.00 -0.0100 0.35 1 1 1.4580 0.0000

1.4580 1.05

Step Pegs A No Ar (CaAa) 247.00 - 0.00 0.0000 0.5 1 1 0.2500 0.0000

0.2500 0.22

Step Pegs B No Ar (CaAa) 247.00 - 0.00 0.0000 0.5 1 1 0.2500 0.0000

0.2500 0.22

Step Pegs C No Ar (CaAa) 247.00 - 0.00 0.0000 0.5 1 1 0.2500 0.0000

0.2500 0.22

Ladder Rail - B No Af (CaAa) 247.00 - 8.50 -24.0000 0.45 2 2 1.5000 0.0000

1.5000 1.28

Ladder Rung B No Ar (CaAa) 247.00 - 8.50 -24.0000 0.45 1 1 0.5940 0.0000

0.5940 0.99

Safety Line B No Ar (CaAa) 247.00 - 8.50 -24.0000 0.45 1 1 0.3750 0.0000

0.3750 0.22

EW77 B No Ar (CaAa) 63.50 - 9.00 0.0000 -0.35 5 5 1.7200 0.0000

1.7200 0.45

EW77 B No Ar (CaAa) 69.50 - 63.50 0.0000 -0.35 4 4 1.7200 0.0000

1.7200 0.45

EW77 B No Ar (CaAa) 72.25 - 69.50 0.0000 -0.35 3 3 1.7200 0.0000

1.7200 0.45

EW77 B No Ar (CaAa) 91.50 - 72.25 0.0000 -0.35 2 2 1.7200 0.0000

1.7200 0.45

EW77 B No Ar (CaAa) 116.50 - 91.50 0.0000 -0.35 1 1 1.7200 0.0000

1.7200 0.45

EW132 B No Ar (CaAa) 61.00 - 9.00 0.0000 -0.35 3 3 0.7149 0.0000

0.7149 0.22

EW132 B No Ar (CaAa) 84.00 - 61.00 0.0000 -0.35 2 2 0.7149 0.0000

0.7149 0.22

EW132 B No Ar (CaAa) 109.50 - 84.00 0.0000 -0.35 1 1 0.7149 0.0000

0.7149 0.22

LDF5-50A(7/ B No Ar (CaAa) 55.25 - 9.00 0.0000 -0.35 1 1 1.0900 0.0000

1.0900 0.33

EW132 B No Ar (CaAa) 166.00 - 9.00 -0.0010 -0.42 1 1 0.7149 0.0000

0.7149 0.22

EW77 B No Ar (CaAa) 60.50 - 9.00 -0.0010 -0.35 5 5 1.7200 0.0000

1.7200 0.45

EW77 B No Ar (CaAa) 67.00 - 60.50 -0.0010 -0.35 4 4 1.7200 0.0000

1.7200 0.45

EW77 B No Ar (CaAa) 110.00 - 67.00 -0.0010 -0.35 3 3 1.7200 0.0000

1.7200 0.45

EW77 B No Ar (CaAa) 123.00 - 110.00 -0.0010 -0.35 2 2 1.7200 0.0000

1.7200 0.45

EW77 B No Ar (CaAa) 148.00 - 123.00 -0.0010 -0.29 1 1 1.7200 0.0000

1.7200 0.45

LDF4.5-50A(7 B No Ar (CaAa) 99.00 - 9.00 0.0000 0.48 1 1 0.8650 0.8650 0.15

Oklahoma City, OK 73169

Job

LLRRTT--LLAARREEDDOO WWOORRMMSSEERR

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Leg

Allow Shield

Component

Offset in

Lateral Offset

(Frac FW)

Per Row

Clear Spacing in

Width or Diameter

Perimeter

/ 0.0000

LDF5-50A(7/ B No Ar (CaAa) 201.00 - 9.00 -0.0010 0.32 8 8 1.0900 0.0000

1.0900 0.33

LDF5-50A(7/ B No Ar (CaAa) 209.25 - 201.00 -0.0010 0.32 7 7 1.0900 0.0000

1.0900 0.33

LDF5-50A(7/ B No Ar (CaAa) 241.00 - 209.25 -0.0010 0.32 6 6 1.0900 0.0000

1.0900 0.33

LDF5-50A(7/ B No Ar (CaAa) 244.00 - 241.00 -0.0010 0.32 5 5 1.0900 0.0000

1.0900 0.33

EW77 B No Ar (CaAa) 195.00 - 9.00 -3.0000 0.41 2 2 1.7200 0.0000

1.7200 0.45

EW77 B No Ar (CaAa) 228.00 - 195.00 -3.0000 0.44 1 1 1.7200 0.0000

1.7200 0.45

5/8'' dia. coax B No Ar (CaAa) 129.50 - 9.00 0.0000 0.5 1 1 0.6250 0.0000

0.6250 0.15

5/8'' dia. coax C No Ar (CaAa) 247.00 - 9.00 0.0000 -0.48 1 1 0.6250 0.0000

0.6250 0.15

Feed Line/Linear Appurtenances Section Areas

Section

Tower Elevation

Face AR

AF

CAAA

In Face ft2

CAAA

Out Face lb T1 247.00-228.00 A

B C

0.000 0.000 0.000

0.000 0.000 0.000

0.475 36.070 1.663

0.000 0.000 0.000

4.18 173.19 7.03

T2 228.00-209.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.475 41.654 1.663

0.000 0.000 0.000

4.18 188.75 7.03

T3 209.00-190.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.475 45.757 1.663

0.000 0.000 0.000

4.18 200.82 7.03

T4 190.00-171.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.475 49.037 1.663

0.000 0.000 0.000

4.18 209.76 7.03

T5 171.00-152.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.475 50.038 1.663

0.000 0.000 0.000

4.18 212.84 7.03

T6 152.00-133.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.475 67.092 1.663

0.000 0.000 0.000

4.18 287.38 7.03

T7 133.00-114.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.475 81.501 1.663

0.000 0.000 0.000

4.18 347.57 7.03

T8 114.00-95.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.475 107.701

1.663

0.000 0.000 0.000

4.18 453.05 7.03

T9 95.00-76.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.475 113.246

1.663

0.000 0.000 0.000

4.18 466.82 7.03

T10 76.00-57.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.475 123.133

1.663

0.000 0.000 0.000

4.18 493.19 7.03

T11 57.00-38.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.475 134.213

1.663

0.000 0.000 0.000

4.18 523.44 7.03

Oklahoma City, OK 73169

Job

LLRRTT--LLAARREEDDOO WWOORRMMSSEERR

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Tower Elevation

Face AR

In Face ft2

CAAA

Out Face

T12 38.00-19.00 A

B C

0.000 0.000 0.000

0.000 0.000 0.000

0.475 134.403

1.663

0.000 0.000 0.000

4.18 524.02 7.03

T13 19.00-0.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.475 68.290 1.100

0.000 0.000 0.000

4.18 265.63 5.68

Feed Line/Linear Appurtenances Section Areas - With Ice

Section

Tower Elevation ft

Face or

Leg

Ice Thickness

AR

In Face ft2

CAAA

Out Face

T1 247.00-228.00 A

B C

0.350 0.000 0.000 0.000

0.000 0.000 0.000

1.806 53.007 4.324

0.000 0.000 0.000

9.06 311.18 19.84

T2 228.00-209.00 A B C

0.347 0.000 0.000 0.000

0.000 0.000 0.000

1.795 61.469 4.302

0.000 0.000 0.000

9.00 354.90 19.68

T3 209.00-190.00 A B C

0.344 0.000 0.000 0.000

0.000 0.000 0.000

1.783 67.784 4.278

0.000 0.000 0.000

8.93 387.34 19.52

T4 190.00-171.00 A B C

0.341 0.000 0.000 0.000

0.000 0.000 0.000

1.770 72.344 4.252

0.000 0.000 0.000

8.85 410.71 19.34

T5 171.00-152.00 A B C

0.337 0.000 0.000 0.000

0.000 0.000 0.000

1.756 74.031 4.224

0.000 0.000 0.000

8.77 417.07 19.15

T6 152.00-133.00 A B C

0.333 0.000 0.000 0.000

0.000 0.000 0.000

1.740 95.912 4.192

0.000 0.000 0.000

8.68 537.98 18.93

T7 133.00-114.00 A B C

0.328 0.000 0.000 0.000

0.000 0.000 0.000

1.722 114.799

4.156

0.000 0.000 0.000

8.58 638.54 18.69

T8 114.00-95.00 A B C

0.323 0.000 0.000 0.000

0.000 0.000 0.000

1.701 149.093

4.114

0.000 0.000 0.000

8.47 822.06 18.42

T9 95.00-76.00 A B C

0.316 0.000 0.000 0.000

0.000 0.000 0.000

1.677 156.789

4.066

0.000 0.000 0.000

8.34 853.94 18.09

T10 76.00-57.00 A B C

0.308 0.000 0.000 0.000

0.000 0.000 0.000

1.647 169.302

4.006

0.000 0.000 0.000

8.18 913.45 17.71

T11 57.00-38.00 A B C

0.298 0.000 0.000 0.000

0.000 0.000 0.000

1.608 183.961

3.929

0.000 0.000 0.000

7.97 975.79 17.21

T12 38.00-19.00 A B C

0.283 0.000 0.000 0.000

0.000 0.000 0.000

1.552 181.774

3.816

0.000 0.000 0.000

7.69 950.10 16.51

T13 19.00-0.00 A B C

0.254 0.000 0.000 0.000

0.000 0.000 0.000

1.440 90.577 2.572

0.000 0.000 0.000

7.15 459.09 11.37

Feed Line Center of Pressure

Oklahoma City, OK 73169

Job

LLRRTT--LLAARREEDDOO WWOORRMMSSEERR

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Section Elevation

CPX

CPZ

CPX

Ice in

CPZ

Ice in

T1 247.00-228.00 27.1764 17.6694 25.6285 16.7958 T2 228.00-209.00 28.0288 17.5710 26.6677 16.7458 T3 209.00-190.00 28.5076 17.1534 27.2782 16.3780 T4 190.00-171.00 33.7224 19.0813 32.3577 18.2677 T5 171.00-152.00 42.8029 21.5391 40.8842 20.1635 T6 152.00-133.00 52.0057 21.0952 50.0041 19.9604 T7 133.00-114.00 53.5727 8.6142 52.5685 9.3279 T8 114.00-95.00 50.5163 -11.4900 50.4201 -9.4308 T9 95.00-76.00 56.1279 -15.2715 56.0690 -13.0755

T10 76.00-57.00 59.0875 -24.0034 59.0847 -21.6885 T11 57.00-38.00 61.4200 -33.4169 61.2294 -31.5043 T12 38.00-19.00 67.1021 -36.6647 66.8959 -34.6705 T13 19.00-0.00 70.8652 -37.9783 69.8183 -35.5571

Shielding Factor Ka

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T1 4 Rail L1 1/2 x 228.00 - 247.00

0.6000 0.6000

T1 8 Rung L2x1 228.00 - 247.00

0.6000 0.6000

T1 9 Step Pegs 228.00 - 247.00

0.6000 0.6000

T1 10 Step Pegs 228.00 - 247.00

0.6000 0.6000

T1 11 Step Pegs 228.00 - 247.00

0.6000 0.6000

T1 12 Ladder Rail - 228.00 - 247.00

0.6000 0.6000

T1 13 Ladder Rung 228.00 - 247.00

0.6000 0.6000

T1 14 Safety Line 228.00 - 247.00

0.6000 0.6000

T1 33 LDF5-50A(7/ 228.00 -

241.00

0.6000 0.6000

T1 34 LDF5-50A(7/ 241.00 -

244.00

0.6000 0.6000

T1 38 5/8'' dia. coax 228.00 - 247.00

0.6000 0.6000

T2 4 Rail L1 1/2 x 209.00 - 228.00

0.6000 0.6000

T2 8 Rung L2x1 209.00 - 228.00

0.6000 0.6000

T2 9 Step Pegs 209.00 - 228.00

0.6000 0.6000

T2 10 Step Pegs 209.00 - 228.00

0.6000 0.6000

T2 11 Step Pegs 209.00 - 228.00

0.6000 0.6000

T2 12 Ladder Rail - 209.00 - 228.00

0.6000 0.6000

T2 13 Ladder Rung 209.00 - 0.6000 0.6000

Oklahoma City, OK 73169

Job

LLRRTT--LLAARREEDDOO WWOORRMMSSEERR

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

228.00 T2 14 Safety Line 209.00 -

228.00

0.6000 0.6000

T2 32 LDF5-50A(7/ 209.00 -

209.25

0.6000 0.6000

T2 33 LDF5-50A(7/ 209.25 -

228.00

0.6000 0.6000

T2 36 EW77 209.00 -

228.00

0.6000 0.6000

T2 38 5/8'' dia. coax 209.00 - 228.00

0.6000 0.6000

T3 4 Rail L1 1/2 x 190.00 - 209.00

0.6000 0.6000

T3 8 Rung L2x1 190.00 - 209.00

0.6000 0.6000

T3 9 Step Pegs 190.00 - 209.00

0.6000 0.6000

T3 10 Step Pegs 190.00 - 209.00

0.6000 0.6000

T3 11 Step Pegs 190.00 - 209.00

0.6000 0.6000

T3 12 Ladder Rail - 190.00 - 209.00

0.6000 0.6000

T3 13 Ladder Rung 190.00 - 209.00

0.6000 0.6000

T3 14 Safety Line 190.00 - 209.00

0.6000 0.6000

T3 31 LDF5-50A(7/ 190.00 -

201.00

0.6000 0.6000

T3 32 LDF5-50A(7/ 201.00 -

209.00

0.6000 0.6000

T3 35 EW77 190.00 -

195.00

0.6000 0.6000

T3 36 EW77 195.00 -

209.00

0.6000 0.6000

T3 38 5/8'' dia. coax 190.00 - 209.00

0.6000 0.6000

T4 4 Rail L1 1/2 x 171.00 - 190.00

0.6000 0.6000

T4 8 Rung L2x1 171.00 - 190.00

0.6000 0.6000

T4 9 Step Pegs 171.00 - 190.00

0.6000 0.6000

T4 10 Step Pegs 171.00 - 190.00

0.6000 0.6000

T4 11 Step Pegs 171.00 - 190.00

0.6000 0.6000

T4 12 Ladder Rail - 171.00 - 190.00

0.6000 0.6000

T4 13 Ladder Rung 171.00 - 190.00

0.6000 0.6000

T4 14 Safety Line 171.00 - 190.00

0.6000 0.6000

T4 31 LDF5-50A(7/ 171.00 -

190.00

0.6000 0.6000

T4 35 EW77 171.00 -

190.00

0.6000 0.6000

T4 38 5/8'' dia. coax 171.00 - 190.00

0.6000 0.6000

T5 4 Rail L1 1/2 x 152.00 - 171.00

Oklahoma City, OK 73169

Job

LLRRTT--LLAARREEDDOO WWOORRMMSSEERR

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T5 8 Rung L2x1 152.00 - 171.00

0.6000 0.6000

T5 9 Step Pegs 152.00 - 171.00

0.6000 0.6000

T5 10 Step Pegs 152.00 - 171.00

0.6000 0.6000

T5 11 Step Pegs 152.00 - 171.00

0.6000 0.6000

T5 12 Ladder Rail - 152.00 - 171.00

0.6000 0.6000

T5 13 Ladder Rung 152.00 - 171.00

0.6000 0.6000

T5 14 Safety Line 152.00 - 171.00

0.6000 0.6000

T5 24 EW132 152.00 -

166.00

0.6000 0.6000

T5 31 LDF5-50A(7/ 152.00 -

171.00

0.6000 0.6000

T5 35 EW77 152.00 -

171.00

0.6000 0.6000

T5 38 5/8'' dia. coax 152.00 - 171.00

0.6000 0.6000

T6 3 Rail L1 1/2 x 133.00 - 152.00

0.6000 0.6000

T6 4 Rail L1 1/2 x 133.00 - 152.00

0.6000 0.6000

T6 7 Rung L2x1 133.00 - 152.00

0.6000 0.6000

T6 8 Rung L2x1 133.00 - 152.00

0.6000 0.6000

T6 9 Step Pegs 133.00 - 152.00

0.6000 0.6000

T6 10 Step Pegs 133.00 - 152.00

0.6000 0.6000

T6 11 Step Pegs 133.00 - 152.00

0.6000 0.6000

T6 12 Ladder Rail - 133.00 - 152.00

0.6000 0.6000

T6 13 Ladder Rung 133.00 - 152.00

0.6000 0.6000

T6 14 Safety Line 133.00 - 152.00

0.6000 0.6000

T6 24 EW132 133.00 -

152.00

0.6000 0.6000

T6 29 EW77 133.00 -

148.00

0.6000 0.6000

T6 31 LDF5-50A(7/ 133.00 -

152.00

0.6000 0.6000

T6 35 EW77 133.00 -

152.00

0.6000 0.6000

T6 38 5/8'' dia. coax 133.00 - 152.00

0.6000 0.6000

T7 1 Rail L1 1/2 x 114.00 - 116.50

0.6000 0.6000

T7 2 Rail L1 1/2 x 114.00 - 126.00

0.6000 0.6000

T7 3 Rail L1 1/2 x 114.00 - 133.00

0.6000 0.6000

T7 4 Rail L1 1/2 x 114.00 - 133.00

T7 5 Rung L2x1 114.00 - 0.6000 0.6000

Oklahoma City, OK 73169

Job

LLRRTT--LLAARREEDDOO WWOORRMMSSEERR

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

116.50 T7 6 Rung L2x1 114.00 -

126.00

0.6000 0.6000

T7 7 Rung L2x1 114.00 - 133.00

0.6000 0.6000

T7 8 Rung L2x1 114.00 - 133.00

0.6000 0.6000

T7 9 Step Pegs 114.00 - 133.00

0.6000 0.6000

T7 10 Step Pegs 114.00 - 133.00

0.6000 0.6000

T7 11 Step Pegs 114.00 - 133.00

0.6000 0.6000

T7 12 Ladder Rail - 114.00 - 133.00

0.6000 0.6000

T7 13 Ladder Rung 114.00 - 133.00

0.6000 0.6000

T7 14 Safety Line 114.00 - 133.00

0.6000 0.6000

T7 19 EW77 114.00 -

116.50

0.6000 0.6000

T7 24 EW132 114.00 -

133.00

0.6000 0.6000

T7 28 EW77 114.00 -

123.00

0.6000 0.6000

T7 29 EW77 123.00 -

133.00

0.6000 0.6000

T7 31 LDF5-50A(7/ 114.00 -

133.00

0.6000 0.6000

T7 35 EW77 114.00 -

133.00

0.6000 0.6000

T7 37 5/8'' dia. coax 114.00 - 129.50

0.6000 0.6000

T7 38 5/8'' dia. coax 114.00 - 133.00

0.6000 0.6000

T8 1 Rail L1 1/2 x 95.00 - 114.00 0.6000 0.6000 T8 2 Rail L1 1/2 x 95.00 - 114.00 0.6000 0.6000 T8 3 Rail L1 1/2 x 95.00 - 114.00 0.6000 0.6000 T8 4 Rail L1 1/2 x 95.00 - 114.00 0.6000 0.6000 T8 5 Rung L2x1 95.00 - 114.00 0.6000 0.6000 T8 6 Rung L2x1 95.00 - 114.00 0.6000 0.6000 T8 7 Rung L2x1 95.00 - 114.00 0.6000 0.6000 T8 8 Rung L2x1 95.00 - 114.00 0.6000 0.6000 T8 9 Step Pegs 95.00 - 114.00 0.6000 0.6000 T8 10 Step Pegs 95.00 - 114.00 0.6000 0.6000 T8 11 Step Pegs 95.00 - 114.00 0.6000 0.6000 T8 12 Ladder Rail - 95.00 - 114.00 0.6000 0.6000 T8 13 Ladder Rung 95.00 - 114.00 0.6000 0.6000 T8 14 Safety Line 95.00 - 114.00 0.6000 0.6000

T8 19 EW77 95.00 - 114.00 0.6000 0.6000

T8 22 EW132 95.00 - 109.50 0.6000 0.6000

T8 24 EW132 95.00 - 114.00 0.6000 0.6000

T8 27 EW77 95.00 - 110.00 0.6000 0.6000

T8 28 EW77 110.00 -

114.00

0.6000 0.6000

T8 30 LDF4.5-50A(7/ 95.00 - 99.00 0.6000 0.6000

T8 31 LDF5-50A(7/ 95.00 - 114.00 0.6000 0.6000

T8 35 EW77 95.00 - 114.00 0.6000 0.6000

T8 37 5/8'' dia. coax 95.00 - 114.00 0.6000 0.6000 T8 38 5/8'' dia. coax 95.00 - 114.00 0.6000 0.6000 T9 1 Rail L1 1/2 x 76.00 - 95.00 0.6000 0.6000

Oklahoma City, OK 73169

Job

LLRRTT--LLAARREEDDOO WWOORRMMSSEERR

Page

Project

STRUCTURAL ANALYSIS – UPDATE

For

DHS- CBP –FM&E

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T9 2 Rail L1 1/2 x 76.00 - 95.00 0.6000 0.6000 T9 3 Rail L1 1/2 x 76.00 - 95.00 0.6000 0.6000 T9 4 Rail L1 1/2 x 76.00 - 95.00 0.6000 0.6000 T9 5 Rung L2x1 76.00 - 95.00 0.6000 0.6000 T9 6 Rung L2x1 76.00 - 95.00 0.6000 0.6000 T9 7 Rung L2x1 76.00 - 95.00 0.6000 0.6000 T9 8 Rung L2x1 76.00 - 95.00 0.6000 0.6000 T9 9 Step Pegs 76.00 - 95.00 0.6000 0.6000 T9 10 Step Pegs 76.00 - 95.00 0.6000 0.6000 T9 11 Step Pegs 76.00 - 95.00 0.6000 0.6000 T9 12 Ladder Rail - 76.00 - 95.00 0.6000 0.6000 T9 13 Ladder Rung 76.00 - 95.00 0.6000 0.6000 T9 14 Safety Line 76.00 - 95.00 0.6000 0.6000

T9 18 EW77 76.00 - 91.50 0.6000 0.6000

T9 19 EW77 91.50 - 95.00 0.6000 0.6000

T9 21 EW132 76.00 - 84.00 0.6000 0.6000

T9 22 EW132 84.00 - 95.00 0.6000 0.6000

T9 24 EW132 76.00 - 95.00 0.6000 0.6000

T9 27 EW77 76.00 - 95.00 0.6000 0.6000

T9 30 LDF4.5-50A(7/ 76.00 - 95.00 0.6000 0.6000

T9 31 LDF5-50A(7/ 76.00 - 95.00 0.6000 0.6000

T9 35 EW77 76.00 - 95.00 0.6000 0.6000

T9 37 5/8'' dia. coax 76.00 - 95.00 0.6000 0.6000 T9 38 5/8'' dia. coax 76.00 - 95.00 0.6000 0.6000

T10 1 Rail L1 1/2 x 57.00 - 76.00 0.6000 0.6000 T10 2 Rail L1 1/2 x 57.00 - 76.00 0.6000 0.6000 T10 3 Rail L1 1/2 x 57.00 - 76.00 0.6000 0.6000 T10 4 Rail L1 1/2 x 57.00 - 76.00 0.6000 0.6000 T10 5 Rung L2x1 57.00 - 76.00 0.6000 0.6000 T10 6 Rung L2x1 57.00 - 76.00 0.6000 0.6000 T10 7 Rung L2x1 57.00 - 76.00 0.6000 0.6000 T10 8 Rung L2x1 57.