GENERAL REPAIR REPORT-BP.pdf

Structural Analysis and Condition Assessment for LMR Sites

Black Peak, Arizona (AZ2118)

STRUCTURAL AND CONDITION ASSESSMENT

REPORT

September 14, 2016 Revision 01 – October 24, 2016

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420 North 5th Street, Suite 100 Minneapolis, Minnesota 55401

Tower Engineering Professionals

326 Tryon Road

Raleigh, North Carolina 27603

STRUCTURAL AND CONDITION ASSESSMENT REPORT

FOR

[BLACK PEAK] AZ2118

51.5’ SELF SUPPORTING TOWER

PARKER, LA PAZ COUNTY, ARIZONA

TEP # 69882_85602

Revision 0

Respectfully Submitted By:

Prepared For:

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Graham

Date: September 14, 2016

Stephen Fiskum, FAIA Tower Engineering Professionals

HGA Architects and Engineers 326 Tryon Road

420 5th Street North, Suite 100 Raleigh, NC 27603

Minneapolis, MN 55401 (919) 661-6351

(612) 758-4502 StructuresReview@tepgroup.net

Subject: Executive Summary

Tower Designation: Site Number: AZ2118

Site Name: Black Peak

Engineering Firm Designation: TEP Project Number: 69882_85602

Site Data: Shea Road, Parker, La Paz County, AZ 85344

Lat., Long.: 34.124576, -114.212274

(N 34° 07' 28.47'', W 114° 12' 44.19”)

51.5 Foot ± – Self Supporting Tower

Tower Engineering Professionals (TEP) is pleased to provide this executive summary for the Phase I Scope of Work, which included a Maintenance and Condition Assessment, Capital Expenditure Table, Steel and Appurtenance

Mapping, and Structural Analysis for the above referenced site.

Maintenance and Condition Assessment

Overall Tower Condition (Excellent/Good/Average/Fair/Poor): Average*

Tower Type: 51.5-ft self supporting tower

Tower Age: Approximately 20-30 years**

Number of Guy Wires: N/A

Tower Access Road Condition: Poor, several jagged protrusions in the access road where even high-clearance vehicles may scrape bottom or get stuck

A periodic inspection for the above referenced site was performed by Bryan Gilliam, C.W.I. and Cameron Torgent, E.I.

of TEP during the July 11, 2016 site visit. The inspection was in accordance with the ANSI/TIA-222-G-2005, Annex J:

Maintenance and Condition Assessment (Normative). TEP observed the following checklist items requiring some measure of possible or required corrective action: 1) Structure Condition, 2) Finish, 3) Grounding, 4) Antennas and

Lines, 5) Concrete Foundations, and 6) Non-TIA Related Items. Refer to the Maintenance and Condition Assessment

Report for specific details.

*TEP defines the tower conditions as follows:

Excellent - The tower has sufficient capacity to carry the existing loads. No modifications are required at this time. In addition, the tower has no maintenance issues of note and doesn’t require maintenance repairs at this time.

Good - The tower has sufficient capacity to carry the existing loads. No modifications are required at this time. However, the tower has some maintenance issues of note that require attention.

Average - The tower does not have sufficient capacity to carry the existing loads. Modifications will be required to bring the tower into compliance with the

ANSI/TIA-222-G standard for the existing loading. In addition, the tower may have minor maintenance issues of note that require attention.

Fair - The tower does not have sufficient capacity to carry the existing loads. Modifications will be required to bring the tower into compliance with the

ANSI/TIA-222-G standard for the existing loading. In addition, the tower has maintenance issues of note that require attention. Based on the itemized estimate in our Capital Expenditure Table, modifying the existing tower may be the most cost effective solution.

Poor - The tower does not have sufficient capacity to carry the existing loads. Modifications will be required to bring the tower into compliance with the

ANSI/TIA-222-G standard for the existing loading. In addition, the tower has maintenance issues of note that require attention. Based on the itemized estimate in our Capital Expenditure Table and/or the condition of the tower, a full tower replacement may be the best solution.

**Tower Age was estimated based on tower identification tags, tower manufacturer information, tower research, type and condition of tower components, and/or historical site images

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TEP Project Number 69882_85602 September 14, 2016

AZ2118 - Black Peak

326 Tryon Road, Raleigh, NC 27603 (o) 919-661-6351 (f) 919-661-6350 www.tepgroup.net

Condition Assessment of Non-Tower Assets

During the site visit, TEP conducted a visual inspection of all Non-Tower Owned Assets. TEP did not find any non-tower assets that require urgent corrective repairs. However, TEP recommends regular inspection and maintenance by licensed professionals based on manufacturer specifications. Refer to Section L of the Maintenance and Condition

Assessment Report for any applicable additional information.

Asset Type Coordinates Condition Notes

Estimated

Remaining

Life

Shelter CMU Brick 34.124578, -114.212203 Good No major issues observed 10+ years

Roof Wood 34.124578, -114.212203 Fair

Roofing felt is peeling, roof trim is showing signs of decay 1-5 years

Shelter

Access

(1)Single

Door,

(1) Double

Door

34.124578, -114.212203 Fair

Some surface corrosion on double door, single door has bottom gap, requires weatherproofing

1-5 years

A/C Units

(2)

Through

Wall

34.124578, -114.212203 Good

Frigidaire manufacturer tag, no major issues observed 10+ years

Power

Supply

Power

Meter

34.124578, -114.212203 Poor

Located outside shelter, LCD screen does not appear to be working properly 0-1 year

Power

Supply Generator

34.124586, -114.212129 Good

ReliOn Power Solution, no major issues observed 10+ years

Gas Source N/A - - None discovered on site. -

Cellular

Receivers

34.124578, -114.212203 Good

Shelter houses various units associated with communication equipment, no major issues of note

10+ years

Capital Expenditure Table

A cost estimate of $76,340 was provided to cover repairs and additional inspections as recommended in the

Maintenance and Condition Assessment Report and the Structural Analysis Report. The recommended repair schedule ranges from 6 months to 5 years. Also note that this estimate does not include any foundation reinforcements that may be required. TEP cannot say with certainty that modifying the existing tower would be more cost effective than a replacement without completing a Structural Modification Design Analysis. Refer to the

Capital Expenditure Table for details. For itemized repairs, refer to the Capital Expenditure Table for details. TEP estimated a ROM cost for full tower replacement would range from approximately $160,000 for a 100-ft self supporting tower to $250,000 for a 200-ft self supporting tower. These estimates do not include pricing for site specific costs related to zoning, permitting, environmental studies, etc.

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Steel and Appurtenance Mapping

The original design criteria were unavailable for review. A Steel and Appurtenance Mapping was performed in order to obtain the necessary tower and appurtenance loading information needed to conduct the Structural Analysis for this site. The antennas recorded during our Steel and Appurtenance Mapping are depicted in the table below. TEP denoted the owner of the equipment under the “Owner/Tenant” column based on information available on site.

Refer to the Steel and Appurtenance Mapping Report for additional detail.

Elevation

(ft) Qty Antenna Model

Mount

Type

Owner/

Tenant

53.0 1 RFI BA40-41-DIN Sidearm CBP

37.5 1 Telewave ANT150F2DIN Sidearm CBP

19.0 2 RFI BA40-41-DIN Sidearm CBP

10.0 1 Kathrein PRF-900 Paraflector Pipe CBP

Structural Analysis

The Structural Analysis report outlines overstresses in the tower legs from 0’ to 1.5’ elevations and diagonal bracing from 1.5’ to 21.5’ elevations. TEP believes that the majority of the overstresses can be attributed to the more stringent loading and analysis criteria as required by the latest ANSI/TIA-222-G-2-2009 Standard, as compared to previous versions of the TIA Standard for which the tower was originally designed. Based on our analysis we have determined the tower stress level for each controlling component, under the following load case, to be:

LC1: Existing Equipment Insufficient Capacity Note: See Table 1 for the existing loading

Thank you for the opportunity to provide this service for you. If you have any questions or comments, please contact our office.

Component % Capacity

Leg (T6) 178.8

Diagonal (T5) 162.5

Bolt Checks 162.5

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MASTER TABLE OF CONTENTS

���� MAINTENANCE AND CONDITION ASSESSMENT

���� CAPITAL EXPENDITURE TABLE

���� ANNEX A: STEEL AND APPURTENANCE MAPPING

���� ANNEX B: STRUCTURAL ANALYSIS

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MAINTENANCE AND CONDITION ASSESSMENT

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Date: September 14, 2016

HGA Architects and Engineers 326 Tryon Road

420 5th Street North, Suite 100 Raleigh, NC 27603

Minneapolis, MN 55401 (919) 661-6351

(612) 758-4502 StructuresReview@tepgroup.net

Subject: Maintenance and Condition Assessment Report

Tower Designation: Site Number: AZ2118

Site Name: Black Peak

Engineering Firm Designation: TEP Project Number: 69882_85602

Site Data: Shea Road, Parker, La Paz County, AZ 85344

Lat., Long.: 34.124576, -114.212274

(N 34° 07' 28.47”, W 114° 12' 44.19”)

51.5 Foot ± – Self Supporting Tower

Dear Mr. Fiskum, Tower Engineering Professionals (TEP) completed a periodic inspection for the above referenced site. The onsite investigation was performed by Bryan Gilliam, C.W.I. and Cameron Torgent, E.I. of TEP during the July 11, 2016 site visit.

The inspection was in accordance with the ANSI/TIA-222-G-2005, Annex J: Maintenance and Condition Assessment

(Normative), including all addendums (addendums TIA-222-G-1 2007 and TIA 222-G-2 2009); the checklist can be found on pages 3 thru 8 of this report.

Observations and recommendations are listed herein. The inspection included observation of the tower components and CBP owned assets. For the purpose of this inspection, the tower legs were named by letter according to the magnetic azimuth defined by a line from the center of tower to the leg. “A” leg is the leg closest to magnetic north, followed clockwise by “B” and “C.”

Thank you for the opportunity to provide this service for you. If you have any questions or comments, please contact our office.

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Self Supporting Tower Maintenance and Condition Assessment Report September 14, 2016

TEP Project Number 69882_85602 AZ2118 - Black Peak

TABLE OF CONTENTS

1) ANSI/TIA-222-G-MAINTENANCE AND CONDITION ASSESSMENT

2) SUMMARY

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ANSI/TIA-222-G MAINTENANCE AND CONDITION ASSESSMENT

A. STRUCTURE CONDITION

A.1. Damaged members (legs and bracing)

Okay Possible Improvement Needs Repair Not Applicable

Notes:

A.2. Loose members

Okay Possible Improvement Needs Repair Not Applicable

Notes:

A.3. Missing members

Okay Possible Improvement Needs Repair Not Applicable

Notes:

A.4. Climbing facilities, platforms, catwalks – all secure

Okay Possible Improvement Needs Repair Not Applicable

Notes: Missing step peg observed at 14-ft on C-leg. Disengaged nut on step bolt observed at 41.5-ft on C-leg. Safety climb cable observed wrapped behind step bolt. Safety climb mount is the wrong type. See summary for details.

A.5. Loose and/or missing bolts and/or nut locking devices

Okay Possible Improvement Needs Repair Not Applicable

Notes: Missing nuts on diagonal bracing bolts on A-leg at 2.66-ft and B-leg at 8.5-ft. Loose leg bolt observed on C-leg at 21.5-ft. All leg flange bolts are missing nut locking devices throughout the tower. See summary for details

A.6. Visible cracks in welded connections

Notes:

B. FINISH

B.1. Paint and/or galvanizing condition

Notes:

B.2. Rust and/or corrosion condition including mounts and accessories

Okay Possible Improvement Needs Repair Not Applicable

Notes: Surface corrosion observed on nuts intermittently throughout the entire tower height. See summary for details.

B.3. FAA or ICAO color marking conditions

Okay Possible Improvement Needs Repair Not Applicable

Notes:

B.4. Water collection in members (to be remedied, e.g., unplug drain holes, etc.)

Okay Possible Improvement Needs Repair Not Applicable

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C. LIGHTING

C.1. Conduit, junction boxes, and fasteners (weather tight and secure)

Notes:

C.2. Drains and vents openings (unobstructed)

Okay Possible Improvement Needs Repair Not Applicable

Notes:

C.3. Wiring Condition

Okay Possible Improvement Needs Repair Not Applicable

Notes:

C.4. Light lenses

Okay Possible Improvement Needs Repair Not Applicable

Notes:

C.5. Bulb condition

Okay Possible Improvement Needs Repair Not Applicable

Notes:

C.6.a. Controllers functioning (Flasher)

Okay Possible Improvement Needs Repair Not Applicable

Notes:

C.6.b. Controllers functioning (Photo control)

Okay Possible Improvement Needs Repair Not Applicable

Notes:

C.6.c. Controllers functioning (Alarms)

D. GROUNDING

D.1. Connections

Notes:

D.2. Corrosion

Okay Possible Improvement Needs Repair Not Applicable

Notes:

D.3. Lightning protection (secured to structure)

Okay Possible Improvement Needs Repair Not Applicable

Notes: No lightning protection installed on tower. Addition of lightning rod and homerun ground wire are up to owner’s discretion.

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E. ANTENNAS AND LINES

E.1. Antenna condition

Notes:

E.2. Mount and/or ice shield condition (bent, loose, and/or missing members)

Okay Possible Improvement Needs Repair Not Applicable

Notes: Missing nut locking on mount hardware at 14.5-ft. See summary for details.

E.3. Feed line condition (flanges, seals, dents, jacket damage, grounding, etc.)

Okay Possible Improvement Needs Repair Not Applicable

Notes:

E.4. Hanger condition (snap-ins, bolt on, kellum grips, etc.)

Okay Possible Improvement Needs Repair Not Applicable

Notes:

E.5. Secured to structure

F. OTHER APPURTENANCES (WALKWAYS, PLATFORMS, SENSORS, FLOODLIGHTS, ETC.)

F.1. Condition

Notes:

F.2. Secured to structure

G. INSULATOR CONDITION

G.1. Cracking and chipping

Notes:

G.2. Cleanliness of insulators

Okay Possible Improvement Needs Repair Not Applicable

Notes:

G.3. Spark gaps set properly

Okay Possible Improvement Needs Repair Not Applicable

Notes:

G.4. Isolation transformer condition

Okay Possible Improvement Needs Repair Not Applicable

Notes:

G.5. Bolts and connection secure

Okay Possible Improvement Needs Repair Not Applicable

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H. GUYS

H.1. Strand condition (corrosion, breaks, nicks, kinks, etc.)

Notes:

H.2.a. Guy Hardware Conditions (Turnbuckles or equivalent (secure and safety properly applied)

Okay Possible Improvement Needs Repair Not Applicable

Notes:

H.2.b. Guy Hardware Conditions (Cable thimbles properly in place (if required))

Okay Possible Improvement Needs Repair Not Applicable

Notes:

H.2.c. Guy Hardware Conditions (Service sleeves properly in place (if required))

Okay Possible Improvement Needs Repair Not Applicable

Notes:

H.2.d.i. Guy Hardware Conditions (Cable connectors (end fittings) (Cable clamps applied properly and bolts tight))

Okay Possible Improvement Needs Repair Not Applicable

Notes:

H.2.d.ii. Guy Hardware Conditions (Cable connectors (end fittings) (Wire serving properly applied))

Okay Possible Improvement Needs Repair Not Applicable

Notes:

H.2.d.iii. Guy Hardware Conditions (Cable connectors (end fittings) (No signs of slippage or damaged strands))

Okay Possible Improvement Needs Repair Not Applicable

Notes:

H.2.d.iv. Guy Hardware Conditions (Cable connectors (Preformed wraps – properly applied, fully wrapped, & sleeve in place))

Okay Possible Improvement Needs Repair Not Applicable

Notes:

H.2.d.v. Guy Hardware Conditions (Cable connectors (end fittings) (Poured sockets secure and showing no separation))

Okay Possible Improvement Needs Repair Not Applicable

Notes:

H.2.d.vi. Guy Hardware Conditions (Cable connectors (Shackles, bolts, pins, and cotter pins secure and in good condition))

Okay Possible Improvement Needs Repair Not Applicable

Notes:

H.3. Guy tensions

Okay Possible Improvement Needs Repair Not Applicable

Notes:

H.4. Measure guy tensions

Okay Possible Improvement Needs Repair Not Applicable

Notes:

H.5. Record temperature, wind speed and wind direction

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I. CONCRETE FOUNDATIONS

I.1.a. Ground condition (Settlement, movement or earth cracks)

Notes:

I.1.b. Ground condition (Erosion)

Okay Possible Improvement Needs Repair Not Applicable

Notes:

I.1.c. Ground condition (Site condition (standing water, drainage, trees, etc.))

Okay Possible Improvement Needs Repair Not Applicable

Notes:

I.2.a. Anchorage condition (Nuts and/or nut locking device (tightened))

Okay Possible Improvement Needs Repair Not Applicable

Notes:

I.2.b. Anchorage condition (Grout condition)

Okay Possible Improvement Needs Repair Not Applicable

Notes:

I.2.c. Anchorage condition (Anchorages and/or anchor rod condition)

Okay Possible Improvement Needs Repair Not Applicable

Notes:

I.3.a. Concrete condition (Cracking, spalling, or splitting)

Okay Possible Improvement Needs Repair Not Applicable

Notes: Hairline cracks observed on foundation propagating from all legs. See summary for details.

I.3.b. Concrete condition (Chipped or broken concrete)

Okay Possible Improvement Needs Repair Not Applicable

Notes:

I.3.c. Concrete condition (Honeycombing)

Okay Possible Improvement Needs Repair Not Applicable

Notes:

I.3.d. Concrete condition (Low spots to collect moisture)

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J. GUYED MAST ANCHORS

J.1. Settlement, movement or earth cracks

Notes:

J.2. Backfill heaped over concrete for water shedding

Okay Possible Improvement Needs Repair Not Applicable

Notes:

J.3. Anchor rod condition below earth (Maintain required structural capacity of anchor during exploration.)

Okay Possible Improvement Needs Repair Not Applicable

Notes:

J.4. Corrosion control measures (galvanizing, coating, concrete encasement, cathodic protection systems, etc.)

Okay Possible Improvement Needs Repair Not Applicable

Notes:

J.5. Anchor heads clear of earth

K. TOWER ALIGNMENT

K.1. Tower Plumb and Twist

Notes: Tower twist and plumb was not measured as a part of this scope of work.

L. NON-TIA RELATED ITEMS

L.1. Equipment Shelter

Notes: TEP noted shelter roofing felt was damaged. See summary for details.

L.2. Security

Okay Possible Improvement Needs Repair Not Applicable

Notes: Tower compound is unsecured. See summary for details.

L.3. Other Equipment

Okay Possible Improvement Needs Repair Not Applicable

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SUMMARY

Photograph Observations and Recommendations

A.4. Climbing facilities, platforms, catwalks – all secure

Observation:

Missing step peg observed at 14-ft on C-leg.

Recommendation:

Replace with a new 5/8”dia. x 7” long step peg.

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Disengaged nut on step bolt observed at 41.5-ft on C-leg.

Replace with a longer 5/8”dia. step peg and tighten nut per the AISC “turn of the nut” method. Install nut locking device on new bolt.

Safety climb cable observed wrapped behind step bolt.

Untangle safety climb cable and tighten cable to remove slack. Installation of cable restrainers is up to tower owner’s discretion.

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Safety climb mount is the wrong type. Installed mount is intended for monopole type towers.

Consult with Trylon if mount is acceptable as-is. If not, replace with the appropriate safety climb mount for self-supporting towers.

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A.5. Loose and/or missing bolts and/or nut locking devices

Missing nuts on diagonal bracing bolts on A-leg at 2.66-ft and B-leg at 8.5-ft.

Replace with new A325 1/2”dia. bolts. Install nuts and nut locking devices on all new bolts. Tighten all nuts per the AISC

“turn of the nut” method.

Loose leg bolt observed on C-leg at 21.5-ft.

Replace with a new A325 1/2"dia. bolt. Tighten nut per the

AISC “turn of the nut” method.

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A.5. Loose and/or missing bolts and/or nut locking devices

All leg flange bolts are missing nut locking devices throughout the tower.

Install nut locking devices on all leg flange bolts. Tighten all nuts per the AISC “turn of the nut” method.

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B.2. Rust and/or corrosion condition including mounts and accessories

Surface corrosion observed on nuts intermittently throughout the entire tower height.

Replace all corroded nuts. Tighten all new nuts per the AISC

“turn of the nut” method.

E.2. Mount and/or ice shield condition (bent, loose, and/or missing members)

Missing nut locking on mount hardware at 14.5-ft.

Install nut locking device. Tighten all nuts per the AISC “turn of the nut” method.

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I.3.a. Concrete condition (Cracking, spalling, or splitting)

Hairline cracks observed on foundation propagating from all legs.

Periodically monitor foundation and contact TEP if condition worsens.

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L.1. Equipment Shelter

TEP noted shelter roofing felt was damaged.

Replace roofing felt to prevent weather damage to shelter.

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L.2. Security

Tower compound is unsecured.

Install an 8-ft, barbed wire fence around all CBP assets, including the tower and equipment shelters. Secure fence with chain and padlock.

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CAPITAL EXPENDITURE TABLE

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ANSI/TIA-222-G: CAPITAL EXPENDITURE TABLE

Job Name: AZ2118 - Black Peak

TEP Number: 69882_85602

A. STRUCTURAL CONDITION

Issue: Repair/Modification: Repair Schedule:

A.1. Damaged members (legs and bracing)

a. The following members were overstressed in the structural analysis:

i. Order Structural Design Drawings for modifications to failing members.

0-6 months $57,000

● Tower Legs from 0'-1.5'

● Tower Diagonals from 1.5'-21.5'

Sub Total: $57,000

A.4. Climbing facilities, platforms, catwalks – all secure

a. Missing step peg observed at 14-ft on C-leg. i. Replace with a new 5/8"dia. x 7" long step peg. 0-1 year $50

b. Disengaged nut on step bolt observed at 41.5-ft on C-leg. ii. Replace with a longer 5/8"dia. step peg and tighten nut per the AISC "turn of the nut" method.

Install nut locking device on new bolt.

0-1 year $50

c. Safety climb cable observed wrapped behind step bolt. iii. Untangle safety climb cable and tighten cable to remove slack. Installation of cable retrainers is up to tower's owner discretion.

0-1 year $250

d. Safety climb mount is the wrong type. Installed mount is intended for monopole type towers.

iv. Consult with Trylon if mount is acceptable as-is. If not, replace with the appropriate safety climb mount for self-supporting towers.

0-1 year $1,750

Sub Total: $2,100

A.5. Loose and/or missing bolts and/or nut locking devices

a. Missing nuts on diagonal bracing bolts on A-leg at 2.66-ft and B-leg at 8.5-ft.

i. Replace with new A325 1/2"dia. bolts. Install nuts and nut locking devices on all new bolts. Tighten all nuts per the AISC "turn of the nut" method.

0-6 months $75

b. Loose leg bolt observed on C-leg at 21.5-ft. ii. Replace with a new A325 1/2"dia. bolt. Tighten nut per the AISC "turn of the nut" method.

0-6 months $65

c. All leg flange bolts are missing nut locking devices throughout the tower.

iii. Install nut locking devices on all leg flanges bolts.

Tighten all nuts per the AISC "turn of the nut" method.

0-6 months $250

Sub Total: $390

Total: $59,490

B. FINISH

Issue: Repair/Modification: Repair Schedule:

B.2. Rust and/or corrosion condition including mounts and accessories

a. Surface corrosion observed on nuts intermittently throughout the entire tower height.

i. Replace all corroded nuts. Tighten all new nuts per the AISC "turn of the nut" method.

0-6 months $700

Sub Total: $700

Total: $700

C. LIGHTING

NO DEFICIENCIES WERE IDENTIFIED

*Items that don't require attention were omitted from this list of itemized modification costs. For a full itemized list of everything that was assessed during our site visit please reference the Maintenance and Condition Assessment.

Fee:

Fee:

ii. Complete repairs as specified in Structural Design

Drawings.

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D. GROUNDING

Issue: Repair/Modification: Repair Schedule:

D.3. Lightning protection (secured to structure)

a. No lightning protection installed on tower. i. Addition of lightning rod and homerun ground wire are up to owner's discretion.

0-5 years $250

Sub Total: $250

Total: $250

E. ANTENNAS AND LINES

Issue: Repair/Modification: Repair Schedule:

E.2. Mount and/or ice shield condition (bent, loose, and/or missing members)

a. Missing nut locking device on mount hardware at 14.5-ft. i. Install nut locking device. Tighten all nuts per the

AISC "turn of the nut" method.

0-1 year $50

Sub Total: $50

Total: $50

F. OTHER APPURTENANCES (WALKWAYS, PLATFORMS, SENSORS, FLOODLIGHTS, ETC.)

NO DEFICIENCIES WERE IDENTIFIED

G. INSULATOR CONDITION

NO DEFICIENCIES WERE IDENTIFIED

H. GUYS

NO DEFICIENCIES WERE IDENTIFIED

I. CONCRETE FOUNDATIONS

Issue: Repair/Modification: Repair Schedule:

I.3.a. Concrete condition (Cracking, spalling, or splitting)

a. Hairline cracks observed on foundation propagating from all legs.

i. Periodically monitor foundation and contact TEP if condition worsens.

0-1 year $1,500

Sub Total: $1,500

Total: $1,500

J. GUYED MAST ANCHORS

NO DEFICIENCIES WERE IDENTIFIED

K. TOWER ALIGNMENT

NO DEFICIENCIES WERE IDENTIFIED

L. NON-TIA ISSUES

Issue: Repair/Modification: Repair Schedule:

L.1. Equipment Shelter

a. TEP noted shelter roofing felt was damaged. i. Replace roofing felt to prevent weather damage to shelter.

0-5 years $850

Sub Total: $850

L.2. Security

a. Tower compound is unsecured. i. Install an 8-ft, barbed wire fence around all CBP assets, including the tower and equipment shelters.

Secure fence with chain and padlock.

0-1 year $9,000

Sub Total: $9,000

Total: $9,850

Fee:

Fee:

Fee:

Modification Fee:

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OTHER CONSTRUCTION COSTS

Item:

a. Permits / Application Fees $1,000

b. Post Modification Inspection Report $2,000

c. Mobilization Costs $1,500

Sub Total: $4,500

Total: $4,500

GRAND TOTAL: $76,340

Fee:

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ANNEX A:

STEEL AND APPURTENANCE MAPPING

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TOWER MAPPING

Site Name

TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

326 Tryon Road, Raleigh, NC 27603 o) 919.661.6351 f) 919.661.6350 www.tepgroup.net

Page Title Initials Page # (s) Notes Checklist & Notes

Tower Elevation Tower Section Elevation Transmission Cables

Anchor Head Details

Antenna and Mount Sketch Photos

CJT

6-11

13-17 18-21

CHECKLIST

Latitude: Longitude:

Ground Elevation:

Site Address:

Tower ID Plate:

Existing Carriers/Site #:

Gate Combo:

Telephone Company:

Pedestal # and Location:

Power Company:

Meter # and Owner:

34.124576° (N 34° 07' 28.47")

1622-FT (VIA GOOGLE EARTH)

SHEA ROAD, PARKER, AZ 85344 (LA PAZ COUNTY)

NONE OBSERVED

UNKNOWN

NONE OBSERVED

UNKNOWN

108 665 825 (CBP)

CBP / AZ2118

N/A

-114.212274° (W 114° 12' 44.19")

Crew Leader:

Crew Member: CAMERON TORGENT, E.I.

Abbreviations: AGL: Above Ground Level B.C.: Bolt Circle BP: Bent Plate C-C: Center to Center C: Channel CNR: Could Not Record EW: Elliptical Waveguide FH: Foam Heliax

HCL: Hard Copper Line HSS: Hollow Structural Section L: Angle 2L: Double Angle MC: Metal Conduit M.E.: Minimum Edge MOD: Modification PL: Plate

RC: Rigid Conduit S.B.: Stitch Bolts Schl: Schifflerized Angle SM: Smooth Heliax SP: Spacing SR: Solid Rod TH: Thickness Tri: Triangular

BRYAN GILLIAM, C.W.I.

NOTES

FCC#: N/A

Special Access Issues (Key Entry, Hidden/Unmarked Access, FM/TV on tower): CONTACT RICHARD KNIGGE

Compound Detail 2

(520) 909-7602

Ladder 3

CJT

CJT

CJT

CJT

CJT

CJT

CJT

CJT

RICHARD.L.KNIGGE@CBP.DHS.GOV

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TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

COMPOUND DETAIL

326 Tryon Road, Raleigh, NC 27603 o) 919.661.6351 f) 919.661.6350 www.tepgroup.net

Access Road Compound View CBP Equipment Shelter

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TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

326 Tryon Road, Raleigh, NC 27603 o) 919.661.6351 f) 919.661.6350 www.tepgroup.net

LADDER

Climbing Ladder #1 Sketch

Description Ladder

# Height Width Step Rail (type & size) Rung (type & size) Safety (type & size)

4" 24" C-LEG 5

8"Ø S.R. 3 8"Ø0' - 51'-6"1

Climbing Ladder #1 Photo

Climbing Ladder #1 Photo

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TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

326 Tryon Road, Raleigh, NC 27603 o) 919.661.6351 f) 919.661.6350 www.tepgroup.net

Description # Height Width Step Rail (type & size) Rung (type & size) Holes (size & spacing)

Waveguide

WAVEGUIDE

12'-42' 21 2" 48" AB FACE 2"Tx21

2"Dx18"TH (3) 34"Ø1

Waveguide Ladder #1 Sketch Waveguide Ladder #1 Photo

Waveguide Ladder #1 Photo

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TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

TOWER ELEVATION

326 Tryon Road, Raleigh, NC 27603 o) 919.661.6351 f) 919.661.6350

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326 Tryon Road, Raleigh, NC 27603 o) 919.661.6351 f) 919.661.6350

TOWER MAPPING

Site Name

TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

TOWER SECTION ELEVATION

BASE PHOTOSECTION _______________1 (0' - 1'-6") PHOTO

MEMBER SIZES

Member

LEG

BRACING

Size Bolts Gussets/Flange

SCH L4"x4"x5 16"

L13 4"x13

4"x316"

Face Width at Top ___________ Face Width at Bottom_________3'-81

2" 3'-81

16"

Min. Edge

1"(1) 12"Ø

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TOWER MAPPING

Site Name

TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

TOWER SECTION ELEVATION

SECTION __________________2 (1'-6" - 11'-6")

MEMBER SIZES

Face Width at Top ___________ Face Width at Bottom_________3'-81

16" 3'-51

16"

Member

LEG

BRACING

Size Bolts Gussets/Flange

(6) 12"Ø (4) PL10"x3"x14"

Min. Edge

1"(1) 12"Ø

SCH L4"x4"x5 16"

L13 4"x13

4"x316"

PHOTO PHOTO

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TOWER MAPPING

Site Name

TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

TOWER SECTION ELEVATION

SECTION __________________3 (11'-6" - 21'-6")

MEMBER SIZES

Face Width at Top ___________ Face Width at Bottom_________3'-51

16" 3'-2"

Member

LEG

BRACING

Size Bolts Gussets/Flange

(6) 12"Ø (4) PL10"x3"x14"

Min. Edge

1"(1) 12"Ø

SCH L4"x4"x5 16"

L11 2"x11

2"x 18"

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TOWER MAPPING

Site Name

TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

TOWER SECTION ELEVATION

SECTION __________________4 (21'-6" - 31'-6")

MEMBER SIZES

Face Width at Top ___________ Face Width at Bottom_________3'-2"

2'-11"

Member

LEG

BRACING

Size Bolts Gussets/Flange

(6) 12"Ø (4) PL10"x3"x14"

Min. Edge

1"(1) 12"Ø

SCH L31

2"x31

2"x14" L11

2"x11 2"x18"

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TOWER MAPPING

Site Name

TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

TOWER SECTION ELEVATION

SECTION __________________5 (31'-6" - 41'-6")

MEMBER SIZES

Face Width at Top ___________ Face Width at Bottom_________2'-11"

2'-8"

Member

LEG

BRACING

Size Bolts Gussets/Flange

(4) 12"Ø (4) PL8"x3"x14"

Min. Edge

1"(1) 12"Ø

SCH L31

2"x31

2"x 14" L11

2"x11 2"x18"

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TOWER MAPPING

Site Name

TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

TOWER SECTION ELEVATION

SECTION __________________6 (41'-6" - 51'-6")

MEMBER SIZES

Face Width at Top ___________ Face Width at Bottom_________2'-8"

2'-5"

Member

LEG

BRACING

Size Bolts Gussets/Flange

(4) 12"Ø (4) PL8"x3"x14"

Min. Edge

1"(1) 12"Ø

SCH L31

2"x31

2"x 14" L11

2"x11 2"x18"

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0°

240° 120°

TOWER MAPPING

Site Name

TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

TRANSMISSION CABLES

326 Tryon Road, Raleigh, NC 27603 o) 919.661.6351 f) 919.661.6350 www.tepgroup.net

Coax # Type/Style Start Height End Height Antenna Carrier Notes

CBP2 14'-6"

CBP

14'-6" 3 CBP3

FH 12 9'-6" 10'-0" 1 CBP

FH 12 9'-6"

FH 12 9'-6"

CBP4 48'-6" 5

35'-0" 4 CBP5

FH 12 9'-6"

FH 12 9'-6" DISCONNECTED

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TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

ANTENNA AND MOUNT SKETCH

326 Tryon Road, Raleigh, NC 27603 o) 919.661.6351 f) 919.661.6350 www.tepgroup.net

Side Elevation Plan View

Photo

Mount Elevation LegAntenna # 1 10'-0" A

Mount Type Azimuth

PIPE 300°

Antenna Manufacturer Antenna Model #

KATHREIN PRF-900 PARAFLECTOR

TMA (#) / Model # (Coax Quantity) Size

N/A (1) FH 12

Antenna Elevation 10'-0"

Carrier______________CBP

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TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

ANTENNA AND MOUNT SKETCH

326 Tryon Road, Raleigh, NC 27603 o) 919.661.6351 f) 919.661.6350 www.tepgroup.net

Side Elevation Plan View

Photo

Mount Elevation LegAntenna # 2 14'-6" A

Mount Type Azimuth

SIDEARM N/A

Antenna Manufacturer Antenna Model #

RFI BA40-41-DIN

TMA (#) / Model # (Coax Quantity) Size

N/A (1) FH 12

Antenna Elevation 19'-0"

Carrier______________CBP

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TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

ANTENNA AND MOUNT SKETCH

326 Tryon Road, Raleigh, NC 27603 o) 919.661.6351 f) 919.661.6350 www.tepgroup.net

Side Elevation Plan View

Mount Elevation LegAntenna # 3 14'-5" B

Mount Type Azimuth

SIDEARM N/A

Antenna Manufacturer Antenna Model #

RFI BA40-41-DIN

TMA (#) / Model # (Coax Quantity) Size

N/A (1) FH 12

Antenna Elevation 19'-0"

Carrier______________CBP

Photo

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TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

ANTENNA AND MOUNT SKETCH

326 Tryon Road, Raleigh, NC 27603 o) 919.661.6351 f) 919.661.6350 www.tepgroup.net

Side Elevation Plan View

Mount Elevation LegAntenna # 4 35'-0" B

Mount Type Azimuth

SIDEARM N/A

Antenna Manufacturer Antenna Model #

TELEWAVE ANT150F2DIN

TMA (#) / Model # (Coax Quantity) Size

N/A (1) FH 12

Antenna Elevation 37'-6"

Carrier______________CBP

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TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

ANTENNA AND MOUNT SKETCH

326 Tryon Road, Raleigh, NC 27603 o) 919.661.6351 f) 919.661.6350 www.tepgroup.net

Side Elevation Plan View

Mount Elevation LegAntenna # 5 48'-6" A

Mount Type Azimuth

SIDEARM N/A

Antenna Manufacturer Antenna Model #

RFI BA40-41-DIN

TMA (#) / Model # (Coax Quantity) Size

N/A (1) FH 12

Antenna Elevation 53'-0"

Carrier______________CBP

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TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

326 Tryon Road, Raleigh, NC 27603 o) 919.661.6351 f) 919.661.6350 www.tepgroup.net

PHOTOS

Partial Tower Elevation

Partial Tower Elevation

Partial Tower Elevation

Base of Tower

Tower Elevation

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TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

326 Tryon Road, Raleigh, NC 27603 o) 919.661.6351 f) 919.661.6350 www.tepgroup.net

PHOTOS

CA Face

BC Face

AB Face

C Leg

B Leg

A Leg

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TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

326 Tryon Road, Raleigh, NC 27603 o) 919.661.6351 f) 919.661.6350 www.tepgroup.net

PHOTOS

Typical Members

ReliOn Generator

Power Meter

Typical Leg Connection

CBP Equipment Shelter

Top of Tower

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TEP #

Client # Date Page of

BLACK PEAK

69882_85602

AZ2118

SEPTEMBER 14, 2016

326 Tryon Road, Raleigh, NC 27603 o) 919.661.6351 f) 919.661.6350 www.tepgroup.net

PHOTOS

Shelter Equipment

Shelter Equipment

Inside CBP Shelter

Shelter Equipment

A/C Unit

Inside CBP Shelter

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ANNEX B:

STRUCTURAL ANALYSIS

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HGA Architects and Engineers 326 Tryon Road 420 5th Street North, Suite 100 Raleigh, NC 27603 Minneapolis, MN 55401 (919) 661-6351

(612) 758-4502 StructuresReview@tepgroup.net

Subject: Structural Analysis Report

Carrier Designation: U.S. Department of Homeland Security Site Number: AZ2118 Site Name: Black Peak

Engineering Firm Designation: TEP Project Number: 69882_85602

Site Data: Shea Road, Parker, La Paz County, AZ 85344 Lat., Long.: 34.124576, -114.212274 (N 34° 07' 28.47'', W 114° 12' 44.19'')

51.5 Foot ± - Self Supporting Tower

Dear Mr. Fiskum, Tower Engineering Professionals is pleased to submit this “Structural Analysis Report” to determine the structural integrity of the above mentioned tower.

The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be:

LC1: Existing + Proposed + Reserved Loading Insufficient Capacity Note: See Table 1 for the existing, proposed, and reserved loading

The analysis has been performed in accordance with the ANSI/TIA-222-G-2-2009 Structural Standard for Antenna Supporting Structures and Antennas – Addendum 2 and the 2006 International Building Code.

All modifications and equipment proposed in this report shall be installed in accordance with the appurtenances listed in Table 1 for the determined available structural capacity to be effective.

We at Tower Engineering Professionals appreciate the opportunity of providing our continuing professional services to you and HGA Architects and Engineers. If you have any questions or need further assistance on this or any other projects please give us a call.

Structural analysis prepared by: Nick Smith, E.I.

Structure Capacity Foundation Capacity

178.8% -

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51.5-ft± Self Supporting Tower Structural Analysis AZ2118 - Black Peak TEP Project Number 69882_85602, Revision 0 Page 2 tnxTower Report - version 7.0.5.1

TABLE OF CONTENTS

1) INTRODUCTION

2) ANALYSIS CRITERIA

Table 1 - Existing, Proposed, and Reserved Antenna and Cable Information

3) ANALYSIS PROCEDURE

Table 2 - Documents Provided 3.1) Analysis Method 3.2) Assumptions

4) ANALYSIS RESULTS

Table 3 - Section Capacity (Summary) Table 4 - Tower Component Stresses vs. Capacity

Table 5 - Dish Twist/Sway Results for 60 mph Service Wind Speed 4.1) Recommendations

5) APPENDIX A

tnxTower Output

6) APPENDIX B

Conceptual Modification Plan

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TEP Project Number 69882_85602, Revision 0 Page 3

1) INTRODUCTION

This tower is a 51.5-ft self supporting tower located in La Paz County, Arizona. The original design criteria were unavailable for review. TEP visited the site in July of 2016 to gather existing tower steel and appurtenance information. All other information provided to TEP was assumed to be accurate and complete.

2) ANALYSIS CRITERIA

The analysis has been performed in accordance with the ANSI/TIA-222-G-2-2009 Structural Standard for Antenna Supporting Structures and Antennas – Addendum 2 using an ultimate 3-second gust wind speed of 120 mph converted to a nominal 3-second gust wind speed of 93 mph with no ice per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1 and 60 mph under service loads. Risk Category III was used in this analysis with the following design criteria:

Type of Analysis: Feasibility Classification of Structure: Class III Exposure Category: Exposure C Topographic Category: Category 5 Crest Height = 1020-ft, Slope Distance = 3206-ft, Feature Type = Hill.

Earthquake Category: Not Considered Commentary: Earthquake effects may be ignored per this standard for site locations where Ss does not exceed 1.0. (La Paz County Max Ss = 0.60).

Table 1 - Existing, Proposed, and Reserved Antenna and Cable Information

Existing Proposed Reserved

Mount Level

(ft)

Ant

CL

(ft)

Qty Antenna Model Mount Type

Qty Coax

Coax Size

Coax Location

Owner/ Tenant

Existing 48.5 53.0 1 RFI BA40-41-DIN Sidearm 1 1/2 AB Face CBP

Existing 35.0 37.5 1 Telewave ANT150F2DIN Sidearm 1 1/2 AB Face CBP

Existing 14.5 19.0 2 RFI BA40-41-DIN Sidearm 2 1/2 AB Face CBP

Existing 10.0 10.0 1 Kathrein PRF-900 Paraflector Pipe 1 1/2 AB Face CBP

3) ANALYSIS PROCEDURE

Table 2 - Documents Provided

Document Remarks Source

Correspondence Correspondence from HGA Architects and Engineers in reference to the existing, proposed, and reserved loading.

CBP

3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases.

Selected output from the analysis is included in Appendix A.

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TEP Project Number 69882_85602, Revision 0 Page 4

3.2) Assumptions

1) The tower and foundation were built in accordance with the manufacturer’s specifications.

2) The tower and foundation have been maintained in accordance with the manufacturer’s specification.

3) The configuration of existing antennas, transmission cables, mounts and other appurtenances are as specified in the tower mapping report by TEP.

4) All tower components are in sufficient condition to carry their full design capacity.

5) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is left to the carrier or tower owner to ensure conformance. See Table 5.

6) All antenna mounts and mounting hardware are structurally sufficient to carry the full design capacity requirements of appurtenance wind area and weight as provided by the original manufacturer specifications. It is the carrier’s responsibility to ensure compliance to the structural limitations of the existing and/or proposed antenna mounts. TEP did not analyze antennas supporting mounts as part of this structural analysis report.

7) The following material grades were assumed:

a) Connection bolts: ASTM A325N

b) Leg grade: ASTM A572-50

c) Diagonals grade: ASTM A36

8) This analysis report is not a construction document.

This analysis may be affected if any assumptions are not valid or have been made in error. Tower Engineering Professionals should be notified to determine the effect on the structural integrity of the tower.

4) ANALYSIS RESULTS

Table 3 - Section Capacity (Summary)

Section No. Elevation (ft) Component Type Size Critical

Element P (lb) øPallow (lb) % Capacity

Pass / Fail

T1 51.5 - 41.5 Leg V3 1/2x3 1/2x1/4 1 -4075.680 67272.203 6.1

7.3 (b) Pass

T2 41.5 - 31.5 Leg V3 1/2x3 1/2x1/4 23 -12169.400 66397.500 18.3

21.7 (b) Pass

T3 31.5 - 21.5 Leg V3 1/2x3 1/2x1/4 40 -23863.000 66398.000 35.9

42.6 (b) Pass

T4 21.5 - 11.5 Leg V4x4x5/16 59 -39652.699 97257.398 40.8

41.6 (b) Pass

T5 11.5 - 1.5 Leg V4x4x5/16 76 -62325.301 97257.398 64.1

65.3 (b) Pass

T6 1.5 - 0 Leg V4x4x5/16 95 -64846.801 105247.000 178.8 Fail

T1 51.5 - 41.5 Diagonal L1 1/2x1 1/2x1/8 8 -1844.840 5330.170 34.6

48.8 (b) Pass

T2 41.5 - 31.5 Diagonal L1 1/2x1 1/2x1/8 26 -2480.580 4639.470 53.5

68.7 (b) Pass

T3 31.5 - 21.5 Diagonal L1 1/2x1 1/2x1/8 44 -3247.490 4176.870 77.7

83.7 (b) Pass

T4 21.5 - 11.5 Diagonal L1 1/2x1 1/2x1/8 62 -4582.770 3717.250 123.3 Fail

T5 11.5 - 1.5 Diagonal L1 3/4x1 3/4x3/16 83 -9082.450 7886.350 115.2

162.5 (b) Fail

Summary

Leg (T6) 178.8 Fail

Diagonal (T5) 162.5 Fail

Bolt Checks 162.5 Fail

RATING = 178.8 Fail

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TEP Project Number 69882_85602, Revision 0 Page 5

Structure Rating (max from all components) = 178.8%

Table 4 - Tower Component Stresses vs. Capacity

Notes Component Elevation

(ft) % Capacity Pass / Fail

- Anchor Rods - - N/A

Table 5 - Dish Twist/Sway Results for 60 mph Service Wind Speed

(ft)

Dish Model Beam Deflection

Deflection (in) Tilt (deg) Twist (deg)

10.0 Kathrein PRF-900 Paraflector 0.180 0.049 0.129

4.1) Recommendations

1) If the load differs from that described in Table 1 of this report or the provisions of this analysis are found to be invalid, another structural analysis should be performed.

2) The tower does not have sufficient capacity to carry the existing, proposed, and reserved loads.

Modifications will be required to bring the tower into compliance with the ANSI/TIA-222-G standard for the existing, proposed, and reserved loading. The following components require modifications:

a) Tower legs from 0’ to 1.5’

b) Tower diagonals from 1.5’ to 21.5’ Further engineering and detailing is required to design the necessary modifications.

3) A Professional Engineer licensed in the state of Arizona shall issue design drawings for the above modifications. This analysis report is not a construction document.

4) TEP did not have sufficient information to perform a foundation analysis. Provide TEP with foundation drawings and/or a geotechnical report for this site in order to determine the substructure capacity. If this information is not available, TEP recommends a foundation mapping and/or geotechnical investigation.

5) Prior to acceptance of changed configuration a rigorous structural analysis shall be performed in order to determine the overall stability and the adequacy of the structural members, foundations and connections.

PROPERTY OF THE UNITED STATES…