VA04515S-15V0_MEAD_Mount_Weather_SST_RPT.pdf

Rigorous Structural Analysis Report

Mount Weather Site

Owner: Stars Statewide Agencies Radio System Bluemont, Virginia

April 13, 2015

MEI PROJECT ID: VA04515S-15V0

17950 PRESTON ROAD, SUITE 720 DALLAS, TEXAS 75252 TEL. 972 -783-2578 FAX 972-783-2583 www.maloufengineering.com

MEAD & HUNT MOUNT WEATHER SITE

MALOUF ENGINEERING INT’L, INC. MEI PROJECT ID VA04515S-15V0 - 04/13/15 - Pg. 3 This report is not to be reproduced or copied in whole or in part without MEI’s written consent. 2015, MEI, Inc. ©

TABLE OF CONTENTS

1. INTRODUCTION & SCOPE ______________________________________________ 4

2. SOURCE OF DATA _____________________________________________________ 4

Background Information: ------------------------------------------------------------------------------------------- 4

3. ANALYSIS CRITERIA ___________________________________________________ 5

Appurtenances Configuration ------------------------------------------------------------------------------------ 5

4. ANALYSIS PROCEDURE ________________________________________________ 6

Analysis Program ------------------------------------------------------------------------------------------------------- 6 Assumptions -------------------------------------------------------------------------------------------------------------- 6

5. ANALYSIS RESULTS ____________________________________________________ 7

6. FINDINGS & RECOMMENDATIONS ______________________________________ 8

7. REPORT DISCLAIMER __________________________________________________ 9

APPENDIX 1 - ANALYSIS PRINTOUT & GRAPHICS ______________________________ 10

APPENDIX 2 – SOURCE / CHANGED CONDITION ______________________________ 11

MALOUF ENGINEERING INT’L, INC. MEI PROJECT ID VA04515S-15V0 - 04/13/15 - Pg. 4 This report is not to be reproduced or copied in whole or in part without MEI’s written consent. 2015, MEI, Inc. ©

1. INTRODUCTION & SCOPE

A rigorous structural analysis was performed by Malouf Engineering Int’l (MEI), as requested and authorized by Mr. Curtis Paxton, Mead & Hunt, to determine the acceptance of the proposed changed conditions in conformance with the IBC / ANSI/TIA-222-G Standard, “Structural

Standard for Antenna Supporting Structures and Antennas”.

The scope of this independent analysis is to determine the overall stability and the adequacy of structural members, foundations, and member connections, as available and stated. This analysis considers the structure to have been properly installed and maintained with no structural defects. Installation procedures and related loading are not within the scope of this analysis and should be performed and evaluated by a competent person of the erection contractor.

The different report sections detail the applicable information used in this evaluation, relating to the tower data, the appurtenances configuration and the wind and ice loading considered.

2. SOURCE OF DATA

The following information has been used in this evaluation as source data that accurately represent the existing structure and the related appurtenances:

Source Information Reference

STRUCTURE

Tower Mead & Hunt /

Mr. Curtis Paxton Valmont Tower Mod Drawings

Dwg #212027 Rev. G Dated 11/19/2008

Foundation Mead & Hunt / Mr. Curtis Paxton

Valmont Foundation Mod Drawings

Dwg #212027 Rev. G Dated 11/19/2008

Material Grade Available from supplied documents noted above-refer to Appendix

CURRENT APPURTENANCES

Mead & Hunt /

Mr. Curtis Paxton Appurtenance Loading Sheets / Tower Installation Mapping

Dated 09/04/2013

Tower Photos Received 04/10/2015

CHANGED CONDITION

Mead & Hunt /

Mr. Curtis Paxton Tower Profile with Markup / Word Doc

Received 04/03/2015

Background Information:

Based on available information, the following is known regarding this structure:

DESIGNER / FABRICATOR Valmont / U-18.0 ORIGINAL DESIGN CRITERIA TIA/EIA 222-F– 90/67.5 Mph + 0/0.50” Ice

PRIOR STRUCTURAL MODIFICATIONS

As per Valmont leg and foundation modification Dwg #212027 Rev. G dated 11/19/2008 – considered properly installed.

MALOUF ENGINEERING INT’L, INC. MEI PROJECT ID VA04515S-15V0 - 04/13/15 - Pg. 5 This report is not to be reproduced or copied in whole or in part without MEI’s written consent. 2015, MEI, Inc. ©

3. ANALYSIS CRITERIA

The structural analysis performed used the following criteria:

CODE / STANDARD 2012 Int’l Building Code / ANSI/TIA-222-G-2 Standard LOADING CASES Full Wind: 90 Mph (3-sec gust–equiv. 115 Mph peak gust) with No Radial Ice

Iced Case: 30 Mph + 0.75” Radial Ice Service: 60 Mph

STRUCTURE CRITERIA Structure Classification: III – Essential Facility Exposure Category: ‘C’ – Topographic Category: 5 Crest Height: 1,000ft

Appurtenances Configuration

The following appurtenances configuration is denoted by the summation of Tables 1 & 2:

Table 1: Proposed Changed Condition Appurtenances

Elev (ft)

Tenant Ants Qty

Appurtenance Model / Description Mount Description Lines Qty

Line size & Location

132 2 101-68-10-X-03 Omni Whip Antennas (2) 6ft Standoff Mounts - 1- SW Leg & 1- SE Leg

1-1/4”

7/8”-(FZ)

96 1 101-68-10-X-03 Omni Whip Antenna 6ft Standoff Mount – SW Leg 1

1-1/4”

7/8”-(FZ)

Table 2: Current and Reserved/Future Appurtenances

Elev (ft)

Tenant Ants Qty

Appurtenance Model / Description Mount Description Lines Qty

Line size & Location

198 1 Top Lightning Rod 1 Top Dual Strobe

190 1 6ft Dia. Dish w/Radome Dish Pipe Mount-N Leg 1 EW77-(FZ) 178 1 20ft (8-Elem) Dipole Antenna (SD2352) Standoff Mount 1 7/8”-(FZ) 167 1 6ft Dia. HP Dish Dish Pipe Mount-SW Leg 1 EW52-(FZ) 165 1 4ft Approx. Omni Whip Ant. w/Ext. Standoff Mount 1 1/2”-(FZ) 158 1 6ft Dia. Dish w/Radome Dish Pipe Mount-SW Leg 1 EW77-(FZ) 153 1 8ft Approx. Omni Whip Antenna Standoff Mount 1 7/8”-(FZ) 140 1 Ice Shield Leg Mounted

[New] 1 6ft Dia. HP Dish (UHX6-59WB) (Path to North Mtn)

Dish Pipe Mount-N Leg 1 EW63-(FZ)

1 ODU Box 135 1 6ft Dia. Dish w/Radome Dish Pipe Mount-SW Leg 1 EW52-(FZ) 133 [New] 1 6ft Dia. Dish w/Rad. (PARX6-59WA)

(Path to North Mtn) Dish Pipe Mount-N Leg 1 EW63-(FZ)

1 ODU Box 110 1 20ft (8-Elem) Dipole Ant. (SD2352) 6ft Trussed Sidearm Mount 1 7/8”-(FZ) 105 1 8ft Approx. Omni Whip Antenna Standoff Mount 1 7/8”-(FZ)

1 Ice Shield Leg Mounted 100 1 6ft Dia. Dish w/Radome Dish Pipe Mount-SE Leg 1 EW77-(FZ) 85 1 Ice Shield Leg Mounted 78 1 6ft Dia. HP Dish Dish Pipe Mount-SE Leg 1 EW52-(FZ)

1 20ft (8-Elem) Dipole Ant. (SD2352) 6ft Trussed Sidearm Mount 1 7/8”-(FZ) 45 1 Ice Shield Leg Mounted 40 1 6ft Dia. Dish w/Radome Dish Pipe Mount-SE Leg 1 EW52-(FZ) Notes:

1. All elevations are measured from tower base.

2. Please note appurtenances not listed above are to be removed/not present as per data supplied.

3. (I) = Internal; (E) = External; (FZ) = Within Face Zone; (OFZ) = Outside Face Zone - as per TIA-222-G.

4. The above appurtenances represent MEI’s understanding of the appurtenances configuration. If different than above, the analysis is invalid. Please contact MEI if any discrepancies are found.

MALOUF ENGINEERING INT’L, INC. MEI PROJECT ID VA04515S-15V0 - 04/13/15 - Pg. 6 This report is not to be reproduced or copied in whole or in part without MEI’s written consent. 2015, MEI, Inc. ©

4. ANALYSIS PROCEDURE

The subject structure is analyzed for feasibility of the installation of the proposed changed condition previously noted. The data records furnished were reviewed and a computer stress analysis was performed in accordance with the TIA-222 Standard provisions and with the agreed scope of work terms and the results of this analysis are reported.

Analysis Program The computer program used to model the structure is a rigorous Finite Element Analysis program, tnxTower (ver. 6.1.3.1), a commercially available program by Tower Numerics Inc. The latticed structures members are modeled using beam/truss and cable members and the pole members using tubular beam elements. The structural parameters and geometry of the members are included in the model. The dead and temperature loads and the wind loads are internally calculated by the program for the different wind directions and then applied as external loads on the structure. Any applicable exemptions, as per Section 15.6 of the TIA-222-G Standard for existing structures originally designed in accordance with a previous revision of the TIA-222 Standard, have been taken.

Assumptions This engineering study is based on the theoretical capacity of the members and is not a condition assessment of the structure. This analysis is based on information supplied, and therefore, its results are based on and as accurate as that supplied data. MEI has made no independent determination, nor is it required to, of its accuracy. The following assumptions were made for this structural stress analysis:

This existing tower is assumed, for the purpose of this analysis, to have been properly maintained and to be in good condition with no structural defects and with no deterioration to its member capacities (‘as-new’ condition).

The tower member sizes and configuration are considered accurate as supplied. The material grade is as per data supplied and/or as assumed and as stated.

The appurtenances configuration is as supplied and/or as stated in the report. It is assumed to be complete and accurate. All antennas, mounts, coax and waveguides are assumed to be properly installed and supported as per manufacturer requirements.

Some assumptions are made regarding antennas and mounts sizes and their projected areas based on best interpretation of data supplied and of best knowledge of antenna type & industry practice.

Mounts/Platforms are considered adequate to support the loading. No actual analysis of the platform/mount itself is performed, with the analysis being limited to analyzing the structure.

The soil parameters are as per data supplied or as assumed and stated in the calculations. Refer to the Appendix. If no data is available, the foundation system is assumed to support the structure with its new reactions.

All welds and connections are assumed to develop at least the member capacity, unless determined otherwise and explicitly stated in this report.

All prior structural modifications, if any, are assumed to be as per data supplied/available, and to have been properly installed and to be fully effective.

If any of the above assumptions are not valid or have been made in error, this analysis results may be invalided, MEI should be contacted to review any contradictory information to determine its effect.

MALOUF ENGINEERING INT’L, INC. MEI PROJECT ID VA04515S-15V0 - 04/13/15 - Pg. 7 This report is not to be reproduced or copied in whole or in part without MEI’s written consent. 2015, MEI, Inc. ©

5. ANALYSIS RESULTS

The results of the structural stress analysis based on data available and with the previous listed criteria, indicated the following:

Table 3: Stress Analysis Results

Component Type Maximum Stress Ratio

Controlling Elev. (ft) / Component

Pass/Fail Comment

LEGS 114.7% 150 - 130 Fail

103.4% 80 - 70 Acceptable

DIAGONALS 111.4% 150 - 130 Fail

126.9% 120 - 100 Fail

100.8% 100 - 90 Acceptable Bolts Control

100.6% 90 - 80 Acceptable Bolts Control

125.7% 40 - 20 Fail

108.2% 20 - 0 Fail

SECONDARY

HORIZONTALS 53.0% 80 - 70 Pass

Bolts Control

GIRTS 74.3% 120 - 100 Pass Bolts Control

FOUNDATION 85.1% Shear Pass

Table 4: Serviceability Requirements

Maximum Value TIA Requirement (10dB) Pass/Fail Comment

TWIST/SWAY 0.0722 Deg. 1.475 Deg. Pass 6' DISH W/ RADOME Elev. 40.000ft

0.1557 Deg. 1.475 Deg. Pass 6' HP DISH

Elev. 78.000ft

0.2168 Deg. 1.2643 Deg. Pass 6' DISH W/ RADOME

Elev. 100.000ft

0.324 Deg. 1.475 Deg. Pass (PARX6-59WA)

Elev. 133.000ft

0.3325 Deg. 1.475 Deg. Pass 6' DISH W/ RADOME

Elev. 135.000ft

0.3534 Deg. 1.2643 Deg. Pass 6' HP DISH (UHX6-59WB)

Elev. 140.000ft

0.4184 Deg. 1.2643 Deg. Pass 6' DISH W/ RADOME

Elev. 158.000ft

0.4401 Deg. 1.475 Deg. Pass 6' HP DISH

Elev. 167.000ft

0.4717 Deg. 1.2643 Deg. Pass 6' DISH W/ RADOME

Elev. 190.000ft

0.4725 Deg. 4 Deg. from Vert. or

Horiz. Axis Pass

HORIZONTAL

DISPLACEMENT

9.396 In./

0.39% of Ht. 3.0% of Height Pass

Notes:

1. The Maximum Stress Ratio is the percentage that the maximum load in the member is relative to the allowable load as determined by Code requirements.

2. Refer to the Appendix 1 for more details on the member loads.

3. A maximum stress ratio between 100% and 105% may be considered as Acceptable according to industry standard practice.

MALOUF ENGINEERING INT’L, INC. MEI PROJECT ID VA04515S-15V0 - 04/13/15 - Pg. 8 This report is not to be reproduced or copied in whole or in part without MEI’s written consent. 2015, MEI, Inc. ©

6. FINDINGS & RECOMMENDATIONS

Based on the rigorous stress analysis results, the subject structure is rated at 126.9% of its support capacity (controlling component: Diagonals) with the proposed changed condition considered. Please refer to Table 3 and to Appendix 1 for more details of the analysis results.

Based on the stress analysis performed, the existing structure is NOT in conformance with the IBC / ANSI/TIA 222-G Standard for the loading considered under the criteria listed and referenced in the report sections.

The installation of the proposed changed condition as noted in Table 1 is NOT structurally acceptable.

This tower is above its maximum support capacity for the appurtenances and loading criteria considered.

Based on the analysis results and possible modification investigation, this structure would require the following estimated modifications in order to meet the previously noted requirements with the proposed changed condition:

1. Modify leg members at elevations overstressed by additional strengthening and/or by bracing.

2. Modify diagonal members at elevations overstressed by strengthening or replacing.

The preliminary structural modification cost can be approximately estimated to vary between $30,000 to $40,000 which would include design, labor and materials.

Modification Design is Not within the scope of this report. The tower reinforcement design and detailing can be performed by MEI under a new consulting agreement.

MALOUF ENGINEERING INT’L, INC. MEI PROJECT ID VA04515S-15V0 - 04/13/15 - Pg. 9 This report is not to be reproduced or copied in whole or in part without MEI’s written consent. 2015, MEI, Inc. ©

7. REPORT DISCLAIMER

The engineering services rendered by Malouf Engineering International, Inc. ('MEI') in connection with this

Structural Analysis are limited to a computer analysis of the tower structure, size and capacity of its members. MEI does not analyze the fabrication, including welding and connection capacities, except as included in this Report.

The analysis performed and the conclusions contained herein are based on the assumption that the tower has been properly installed and maintained, including, but not limited to the following:

1. Proper alignment and plumbness.

2. Correct guy tensions, as applicable.

3. Correct bolt tightness or slip jacking of sleeved connections.

4. No significant deterioration or damage to any structural component.

Furthermore, the information and conclusions contained in this Report were determined by application of the current “state-of-the-art” engineering and analysis procedures and formulae. MALOUF ENGINEERING INTERNATIONAL, INC. assumes no obligation to revise any of the information or conclusions contained in this Report in the event that such engineering and analysis procedures and formulae are hereafter modified or revised. In addition, under no circumstances will MALOUF ENGINEERING INTERNATIONAL, INC. have any obligation or responsibility whatsoever for or on account of consequential or incidental damages sustained by any person, firm or organization as a result of any information or conclusions contained in the Report, and the maximum liability of MALOUF ENGINEERING INTERNATIONAL, INC., if any, pursuant to this Report shall be limited to the total funds actually received by MALOUF ENGINEERING INTERNATIONAL, INC. for preparation of this Report.

Customer has requested MALOUF ENGINEERING INTERNATIONAL, INC. to prepare and submit to Customer an engineering analysis with respect to the Subject Tower and has further requested MALOUF ENGINEERING INTERNATIONAL, INC. to make appropriate recommendations regarding suggested structural modifications and changes to the Subject Tower. In making such request of MALOUF ENGINEERING INTERNATIONAL, INC., Customer has informed MALOUF ENGINEERING INTERNATIONAL, INC. that Customer will make a determination as to whether or not to implement any of the changes or modifications which may be suggested by MALOUF ENGINEERING INTERNATIONAL, INC. and that Customer will have any such changes or modifications made by riggers, erectors and other subcontractors of Customer’s choice. MALOUF ENGINEERING INTERNATIONAL, INC. shall have the right to rely upon the accuracy of the information supplied by the customer and shall not be held responsible for the Customer’s misrepresentation or omission of relevant fact whether intentional or otherwise.

Customer hereby agrees and acknowledges that MALOUF ENGINEERING INTERNATIONAL, INC. shall have no liability whatsoever to Customer or to others for any work or services performed by any persons other than MALOUF ENGINEERING INTERNATIONAL, INC. in connection with the implementation of services including but not limited to any services rendered for Customer or for others by riggers, erectors or other subcontractors. Customer acknowledges and agrees that any riggers, erectors or subcontractors retained or employed by Customer shall be solely responsible to Customer and to others for the quality of work performed by them and that MALOUF ENGINEERING INTERNATIONAL, INC. shall have no liability or responsibility whatsoever as a result of any negligence or breach of contract by any such rigger, erector or subcontractor and that Customer and rigger, erector, or subcontractor will provide MALOUF ENGINEERING INTERNATIONAL, INC. with a Certificate of Insurance naming MALOUF ENGINEERING INTERNATIONAL, INC. as additional insured.

MALOUF ENGINEERING INT’L, INC. MEI PROJECT ID VA04515S-15V0 - 04/13/15 - Pg. 10 This report is not to be reproduced or copied in whole or in part without MEI’s written consent. 2015, MEI, Inc. ©

APPENDIX 1 - ANALYSIS PRINTOUT & GRAPHICS

maloufengineering.com

Malouf Engineering Int'l, Inc.

17950 Preston Road, Suite #720

Dallas, TX 75252 Phone: (972) 783-2578

FAX: (972) 783-2583

Job: 198 FT SS, MOUNT WEATHER SITE Project: VA04515S-15V0 Client: MEAD & HUNT Drawn by: LNguyen App'd:

Code: TIA-222-G Date: 04/13/15 Scale: NTS Path:

D:\MEIProjects\15 DATA\SS\VA04515S-15V0\VA04515S-15V0.eri Dwg No. E-1

198.0 ft

190.0 ft

170.0 ft

150.0 ft

130.0 ft

120.0 ft

100.0 ft

90.0 ft

80.0 ft

70.0 ft

60.0 ft

40.0 ft

20.0 ft

0.0 ft

REACTIONS - 90 mph WIND TORQUE 23 kip-ft

79 K

SHEAR

7277 kip-ft

MOMENT

45 K

AXIAL

30 mph WIND - 0.750 in ICE TORQUE 4 kip-ft

12 K

SHEAR

1291 kip-ft

MOMENT

191 K

AXIAL

SHEAR: 45 K

UPLIFT: -428 K

SHEAR: 51 K

DOWN: 482 K

MAX. CORNER REACTIONS AT BASE:

ARE FACTORED

ALL REACTIONS

S ec tio n

T

T

T

T

T

T

T

T

T

T

T

T

T

L eg s S

R

/4

S R

S

R

/4

S R

/2 A

P iro d

P iro d

P iro d w / 1

-1 /4

R ei nf or ce m en t

L eg

G ra de A

2-

D ia go na ls S

R

/4 S

R

/8 L3 x3 x5

/1

L2

/2 x2

/2 x3 /1

L3 x3 x3

/1

L3 x3 x5 /1

L3

/2 x3

/2 x5

/1

D ia go na l G ra de A

2-

A

T op

G irt s S

R

/4 S

R

/8 N

.A

L3 x3 x3 /1

N

.A

L4 x4 x1 /4

N .A

B ot to m

G irt s S

R

/4 S

R

/8 N

.A

S ec

. H or iz on ta ls

N .A

S

R

/2

N .A

B

N .A

B

N .A

F ac e W id th ft)

4.

P an el s ft)

.6

.4

.4

W ei gh t (

K

0.

1.

1.

2.

1.

2.

1.

1.

2.

1.

3.

4.

5.

.3

TOP LIGHTNING ROD (E) 198 TOP DUAL STROBE (E) 198 DISH PIPE MOUNT (4'x4.5"OD) (E) 190 6' DISH W/ RADOME (E) 190 STANDOFF MOUNT (FACE A-C) (E) 178 8-ELEMENT x 20' DIPOLE (SD2352) (E)

178 DISH PIPE MOUNT (4'x4.5"OD) (E) 167 6' HP DISH (E) 167 4' APPROX. OMNI WHIP W/

EXTENSION (E)

165 STANDOFF MOUNT (E) 165 DISH PIPE MOUNT (4'x4.5"OD) (E) 158 6' DISH W/ RADOME (E) 158 STANDOFF MOUNT (E) 153 8' APPROX. OMNI WHIP (E) 153 DISH PIPE MOUNT (4'x4.5"OD)

(NEW)

140 ICE SHIELD (E) 140 ODU BOX (NEW) 140 6' HP DISH (UHX6-59WB) (NEW) 140 DISH PIPE MOUNT (6'x4.5"OD) (E) 135 6' DISH W/ RADOME (E) 135 ODU BOX (NEW) 133 DISH PIPE MOUNT (4'x4.5"OD)

(NEW)

133 6' DISH W/ RADOME (PARX6-59WA)

(NEW)

133 101-68-10-X-03 OMNI WHIP (PROP.) 132 6' STANDOFF MOUNT (PROP.) 132 101-68-10-X-03 OMNI WHIP (PROP.) 132 6' STANDOFF MOUNT (PROP.) 132 6' TRUSSED SIDEARM MOUNT (E) 110 8-ELEMENT x 20' DIPOLE (SD2352) (E)

110 STANDOFF MOUNT (E) 105 ICE SHIELD (E) 105 8' APPROX. OMNI WHIP (E) 105 DISH PIPE MOUNT (4'x4.5"OD) (E) 100 6' DISH W/ RADOME (E) 100 6' STANDOFF MOUNT (PROP.) 96 101-68-10-X-03 OMNI WHIP (PROP.) 96 ICE SHIELD (E) 85 DISH PIPE MOUNT (4'x4.5"OD) (E) 78 8-ELEMENT x 20' DIPOLE (SD2352) (E)

78 6' TRUSSED SIDEARM MOUNT (E) 78 6' HP DISH (E) 78 ICE SHIELD (E) 45 DISH PIPE MOUNT (4'x4.5"OD) (E) 40 6' DISH W/ RADOME (E) 40DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATION

TOP LIGHTNING ROD (E) 198

TOP DUAL STROBE (E) 198

DISH PIPE MOUNT (4'x4.5"OD) (E) 190

6' DISH W/ RADOME (E) 190

STANDOFF MOUNT (FACE A-C) (E) 178

8-ELEMENT x 20' DIPOLE (SD2352) (E)

DISH PIPE MOUNT (4'x4.5"OD) (E) 167

6' HP DISH (E) 167

4' APPROX. OMNI WHIP W/

EXTENSION (E)

STANDOFF MOUNT (E) 165

DISH PIPE MOUNT (4'x4.5"OD) (E) 158

6' DISH W/ RADOME (E) 158

STANDOFF MOUNT (E) 153

8' APPROX. OMNI WHIP (E) 153

DISH PIPE MOUNT (4'x4.5"OD)

(NEW)

ICE SHIELD (E) 140

ODU BOX (NEW) 140

6' HP DISH (UHX6-59WB) (NEW) 140

DISH PIPE MOUNT (6'x4.5"OD) (E) 135

6' DISH W/ RADOME (E) 135

ODU BOX (NEW) 133

DISH PIPE MOUNT (4'x4.5"OD)

(NEW)

6' DISH W/ RADOME (PARX6-59WA)

(NEW)

101-68-10-X-03 OMNI WHIP (PROP.) 132

6' STANDOFF MOUNT (PROP.) 132

101-68-10-X-03 OMNI WHIP (PROP.) 132

6' STANDOFF MOUNT (PROP.) 132

6' TRUSSED SIDEARM MOUNT (E) 110

8-ELEMENT x 20' DIPOLE (SD2352) (E)

STANDOFF MOUNT (E) 105

ICE SHIELD (E) 105

8' APPROX. OMNI WHIP (E) 105

DISH PIPE MOUNT (4'x4.5"OD) (E) 100

6' DISH W/ RADOME (E) 100

6' STANDOFF MOUNT (PROP.) 96

101-68-10-X-03 OMNI WHIP (PROP.) 96

ICE SHIELD (E) 85

DISH PIPE MOUNT (4'x4.5"OD) (E) 78

8-ELEMENT x 20' DIPOLE (SD2352) (E)

6' TRUSSED SIDEARM MOUNT (E) 78

6' HP DISH (E) 78

ICE SHIELD (E) 45

DISH PIPE MOUNT (4'x4.5"OD) (E) 40

6' DISH W/ RADOME (E) 40

SYMBOL LIST

MARK MARKSIZE SIZE

A Pirod 211177 B L2 1/2x2 1/2x3/16

MATERIAL STRENGTH

GRADE GRADEFy FyFu Fu

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

TOWER DESIGN NOTES

1. Tower is located in Loudoun County, Virginia.

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

3. Tower designed for a 90 mph basic wind in accordance with the TIA-222-G Standard.

4. Tower is also designed for a 30 mph basic wind with 0.75 in ice. Ice is considered to increase in thickness with height.

5. Deflections are based upon a 60 mph wind.

6. Tower Structure Class III.

7. Topographic Category 5 with Crest Height of 1000.000 ft

8. TOWER RATING: 126.9%

17950 Preston Road, Suite #720

Dallas, TX 75252 Phone: (972) 783-2578

FAX: (972) 783-2583

Job: 198 FT SS, MOUNT WEATHER SITE Project: VA04515S-15V0 Client: MEAD & HUNT Drawn by: LNguyen App'd:

Code: TIA-222-G Date: 04/13/15 Scale: NTS Path:

D:\MEIProjects\15 DATA\SS\VA04515S-15V0\VA04515S-15V0.eri Dwg No. E-5

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

Deflection (in) 198.000

190.000

170.000

150.000

130.000

120.000

100.000

90.000

80.000

70.000

60.000

40.000

20.000

0.000

E le va ti o n ft

0.5

0.5

Tilt (deg)

0.05

0.05

0.1

0.1

0.15

0.15

0.2

0.2

Twist (deg) 198.000

190.000

170.000

150.000

130.000

120.000

100.000

90.000

80.000

70.000

60.000

40.000

20.000

0.000

17950 Preston Road, Suite #720

Dallas, TX 75252 Phone: (972) 783-2578

FAX: (972) 783-2583

Job: 198 FT SS, MOUNT WEATHER SITE Project: VA04515S-15V0 Client: MEAD & HUNT Drawn by: LNguyen App'd:

Code: TIA-222-G Date: 04/13/15 Scale: NTS Path:

D:\MEIProjects\15 DATA\SS\VA04515S-15V0\VA04515S-15V0.eri Dwg No. E-3

<- Minimum -0 Maximum ->

<- Minimum -0 Maximum ->

-500

-500

-1000

-1000

TIA-222-G - 90 mph/30 mph 0.750 in Ice Exposure C

Leg Capacity Leg Compression (K)

198.000 198.000

190.000 190.000

170.000 170.000

150.000 150.000

130.000 130.000

120.000 120.000

100.000 100.000

90.000 90.000

80.000 80.000

70.000 70.000

60.000 60.000

40.000 40.000

20.000 20.000

0.000 0.000

E le va ti o n ft ttnnxxTToowweerr Job

198 FT SS, MOUNT WEATHER SITE

Page

Malouf Engineering Int'l, Inc.

17950 Preston Road, Suite #720

Project

VA04515S-15V0

Date

17:57:18 04/13/15 Dallas, TX 75252

Phone: (972) 783-2578

FAX: (972) 783-2583

Client

MEAD & HUNT

Designed by

LNguyen

Tower Input Data

The main tower is a 3x free standing tower with an overall height of 198.000 ft above the ground line.

The base of the tower is set at an elevation of 0.000 ft above the ground line.

The face width of the tower is 4.000 ft at the top and 18.000 ft at the base.

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

The following design criteria apply:

Tower is located in Loudoun County, Virginia.

Basic wind speed of 90 mph.

Structure Class III.

Exposure Category C.

Topographic Category 5.

Crest Height 1000.000 ft.

SEAW RSM-03 procedures for wind speed-up calculations are used.

Topographic Feature: Continuous Ridge.

Slope Distance L: 6400.000 ft.

Distance from Crest x: 0.000 ft.

Nominal ice thickness of 0.750 in.

Ice thickness is considered to increase with height.

Ice density of 56 pcf.

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

Deflections calculated using a wind speed of 60 mph.

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

Pressures are calculated at each section.

Stress ratio used in tower member design is 1.

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

Feed Line/Linear Appurtenances - Entered As Round Or Flat

Description Placement

T-BRACKET

(E)

198.000 - 0.000 1

T-BRACKET

(E)

30.000 - 0.000 1

EW77

(E)

190.000 - 30.000 1

EW52

(E)

167.000 - 20.000 1

7/8 (E)

178.000 - 0.000 1

1/2 (E)

165.000 - 0.000 1

EW77

(E)

158.000 - 30.000 1

7/8 (E)

153.000 - 0.000 1

EW63

(NEW)

140.000 - 0.000 1

EW52

(E)

135.000 - 0.000 1

EW63

(NEW)

133.000 - 0.000 1

7/8 105.000 - 0.000 1

Description Placement ft

(SHIELDED)

(E) 7/8

(SHIELDED)

(E)

110.000 - 0.000 1

EW77

(SHIELDED)

(E)

100.000 - 20.000 1

7/8

(SHIELDED)

(E)

78.000 - 0.000 1

EW52

(SHIELDED)

(E)

78.000 - 0.000 1

EW52

(SHIELDED)

(E)

40.000 - 0.000 1

EW77

(E)

30.000 - 0.000 2

EW77

(E)

20.000 - 0.000 1

EW52

(E)

20.000 - 0.000 1

Page

Malouf Engineering Int'l, Inc.

17950 Preston Road, Suite #720

Project

VA04515S-15V0

Date

17:57:18 04/13/15 Dallas, TX 75252

Phone: (972) 783-2578

FAX: (972) 783-2583

Client

MEAD & HUNT

Designed by

LNguyen

Description Placement ft

1 1/4

(PROP.)

132.000 - 0.000 2

7/8

(PROP.)

132.000 - 0.000 2

1 1/4

(PROP.)

96.000 - 0.000 1

7/8

(PROP.)

96.000 - 0.000 1

BUILT-UP 40.000 - 0.000 1

Description Placement ft

LEG MODS

(E)

BUILT-UP

LEG MODS

(E)

40.000 - 0.000 1

BUILT-UP

LEG MODS

40.000 - 0.000 1

Feed Line/Linear Appurtenances - Entered As Area

Total Number

Miscellaneous

198.000 - 0.000 1

Discrete Tower Loads

Weight

K

TOP LIGHTNING ROD

(E)

198.000 0.015

0.025 0.035

TOP DUAL STROBE

(E)

198.000 0.050 0.075 0.100

DISH PIPE MOUNT

(4'x4.5''OD)

(E)

190.000 0.065 0.092 0.119

8-ELEMENT x 20' DIPOLE

(SD2352)

(E)

178.000 0.076 0.100 0.124

STANDOFF MOUNT

(FACE A-C)

(E)

178.000 0.100 0.130 0.160

DISH PIPE MOUNT

(4'x4.5''OD)

(E)

167.000 0.065 0.092 0.119

4' APPROX. OMNI WHIP

W/ EXTENSION

(E)

165.000 0.050 0.070 0.090

STANDOFF MOUNT

(E)

165.000 0.040 0.060 0.080

DISH PIPE MOUNT

(4'x4.5''OD)

(E)

158.000 0.065 0.092 0.119

8' APPROX. OMNI WHIP

(E)

153.000 0.030 0.045 0.060

STANDOFF MOUNT

(E)

153.000 0.060 0.090 0.120

ODU BOX

(NEW)

140.000 0.011

0.019 0.028

DISH PIPE MOUNT

(4'x4.5''OD)

(NEW)

140.000 0.065 0.092 0.119

ICE SHIELD

(E)

140.000 0.150 0.200 0.250

DISH PIPE MOUNT

(6'x4.5''OD)

(E)

135.000 0.106 0.135 0.164

ODU BOX

(NEW)

133.000 0.011 0.019 0.028

DISH PIPE MOUNT

(4'x4.5''OD)

(NEW)

133.000 0.065 0.092 0.119

8' APPROX. OMNI WHIP

(E)

105.000 0.030 0.045 0.060

STANDOFF MOUNT

(E)

105.000 0.060 0.090 0.120

8-ELEMENT x 20' DIPOLE

(SD2352)

(E)

110.000 0.076 0.100 0.124

6' TRUSSED SIDEARM

MOUNT

(E)

110.000 0.200 0.300 0.400

ICE SHIELD

(E)

105.000 0.150 0.200 0.250

Page

Malouf Engineering Int'l, Inc.

17950 Preston Road, Suite #720

Project

VA04515S-15V0

Date

17:57:18 04/13/15 Dallas, TX 75252

Phone: (972) 783-2578

FAX: (972) 783-2583

Client

MEAD & HUNT

Designed by

LNguyen

DISH PIPE MOUNT

(4'x4.5''OD) (E)

100.000 0.065 0.092 0.119

ICE SHIELD

(E)

85.000 0.150 0.200 0.250

DISH PIPE MOUNT

(4'x4.5''OD)

(E)

78.000 0.065 0.092 0.119

8-ELEMENT x 20' DIPOLE

(SD2352)

(E)

78.000 0.076 0.100 0.124

6' TRUSSED SIDEARM

MOUNT

(E)

78.000 0.200 0.300 0.400

ICE SHIELD

(E)

45.000 0.150 0.200 0.250

DISH PIPE MOUNT

(4'x4.5''OD)

40.000 0.065 0.092

(E) 0.119

101-68-10-X-03 OMNI

WHIP

(PROP.)

132.000 0.070 0.109 0.158

6' STANDOFF MOUNT

(PROP.)

132.000 0.100 0.125 0.150

101-68-10-X-03 OMNI

WHIP

(PROP.)

132.000 0.070 0.109 0.158

6' STANDOFF MOUNT

(PROP.)

132.000 0.100 0.125 0.150

101-68-10-X-03 OMNI

WHIP

(PROP.)

96.000 0.070 0.109 0.158

6' STANDOFF MOUNT

(PROP.)

96.000 0.100 0.125 0.150

Dishes

Description Dish

Type Elevation

Outside Diameter

6' DISH W/

RADOME

(E)

Paraboloid w/Radome

190.000 6.000 0.141 0.290 0.439

6' HP DISH

(E)

Paraboloid w/Shroud (HP)

167.000 6.000 0.143 0.292 0.441

6' DISH W/

RADOME

(E)

Paraboloid w/Radome

158.000 6.000 0.141 0.290 0.439

6' HP DISH

(UHX6-59WB)

(NEW)

Paraboloid w/Shroud (HP)

140.000 6.000 0.143 0.292 0.441

6' DISH W/

RADOME

Paraboloid w/Radome

135.000 6.000 0.143 0.292

Description Dish Type

Outside Diameter

(E) 0.441

6' DISH W/

RADOME

(PARX6-59WA)

(NEW)

Paraboloid w/Radome

133.000 6.000 0.220 0.370 0.520

6' DISH W/

RADOME

(E)

Paraboloid w/Radome

100.000 6.000 0.141 0.290 0.439

6' HP DISH

(E)

Paraboloid w/Shroud (HP)

78.000 6.000 0.143 0.292 0.441

6' DISH W/

RADOME

(E)

Paraboloid w/Radome

40.000 6.000 0.143 0.292 0.441

Maximum Reactions

Location Condition Gov.

Load Comb.

Vertical K

Horizontal, X K

Horizontal, Z K

Leg C Max. Vert 34 467.709 42.746 -24.287 Max. Hx 34 467.709 42.746 -24.287 Max. Hz 13 -423.435 -39.032 22.228 Min. Vert 13 -423.435 -39.032 22.228 Min. Hx 13 -423.435 -39.032 22.228 Min. Hz 34 467.709 42.746 -24.287

Leg B Max. Vert 18 481.896 -44.023 -24.782

Page

Malouf Engineering Int'l, Inc.

17950 Preston Road, Suite #720

Project

VA04515S-15V0

Date

17:57:18 04/13/15 Dallas, TX 75252

Phone: (972) 783-2578

FAX: (972) 783-2583

Client

MEAD & HUNT

Designed by

LNguyen

Location Condition Gov.

Load

Comb.

Vertical K

Horizontal, X K

Horizontal, Z K

Max. Hx 45 -415.491 39.370 22.033 Max. Hz 45 -415.491 39.370 22.033 Min. Vert 45 -415.491 39.370 22.033 Min. Hx 18 481.896 -44.023 -24.782 Min. Hz 18 481.896 -44.023 -24.782

Leg A Max. Vert 2 473.461 -0.170 49.579 Max. Hx 35 -198.978 2.623 -21.761 Max. Hz 2 473.461 -0.170 49.579 Min. Vert 29 -427.985 0.165 -45.083 Min. Hx 17 0.509 -2.452 -0.103 Min. Hz 29 -427.985 0.165 -45.083

Maximum Tower Deflections - Service Wind

Section No.

Elevation ft

Horz.

Deflection in

Gov.

Load

Comb.

Tilt

Twist

T1 198 - 190 9.396 70 0.4466 0.1543 T2 190 - 170 8.673 70 0.4462 0.1531 T3 170 - 150 6.913 67 0.4303 0.1151 T4 150 - 130 5.298 67 0.3819 0.0902 T5 130 - 120 3.892 67 0.3067 0.0535 T6 120 - 100 3.272 67 0.2701 0.0409 T7 100 - 90 2.205 67 0.2159 0.0197 T8 90 - 80 1.762 67 0.1882 0.0141 T9 80 - 70 1.381 67 0.1602 0.0091 T10 70 - 60 1.057 67 0.1385 0.0073 T11 60 - 40 0.777 67 0.1164 0.0058 T12 40 - 20 0.361 67 0.0721 0.0034 T13 20 - 0 0.103 67 0.0360 0.0015

Critical Deflections and Radius of Curvature - Service Wind

Appurtenance Gov.

Load

Comb.

Deflection in

Tilt

Twist

Radius of Curvature ft

198.000 TOP LIGHTNING ROD 70 9.396 0.4466 0.1543 693225

190.000 6' DISH W/ RADOME 70 8.673 0.4462

(3 dB) 0.9643

0.1531 (3 dB) 0.9643

369569

178.000 8-ELEMENT x 20' DIPOLE

(SD2352)

67 7.596 0.4401 0.1300 63249

167.000 6' HP DISH 67 6.661 0.4252

(3 dB) 1.175

0.1134 (3 dB) 1.175

33781

165.000 4' APPROX. OMNI WHIP W/

EXTENSION

67 6.494 0.4214 0.1119 30659

158.000 6' DISH W/ RADOME 67 5.923 0.4053

(3 dB) 0.9643

0.1039 (3 dB) 0.9643

23139

153.000 8' APPROX. OMNI WHIP 67 5.528 0.3912 0.0959 19725

140.000 6' HP DISH (UHX6-59WB) 67 4.567 0.3462

(3 dB) 0.9643

0.0711 (3 dB) 0.9643

18600

135.000 6' DISH W/ RADOME 67 4.223 0.3267 0.0618 18874

Page

Malouf Engineering Int'l, Inc.

17950 Preston Road, Suite #720

Project

VA04515S-15V0

Date

17:57:18 04/13/15 Dallas, TX 75252

Phone: (972) 783-2578

FAX: (972) 783-2583

Client

MEAD & HUNT

Designed by

LNguyen

Elevation ft

Appurtenance Gov.

Load

Comb.

Deflection in

Tilt

Twist

Radius of Curvature ft (3 dB) 1.175

(3 dB) 1.175

133.000 6' DISH W/ RADOME

(PARX6-59WA)

67 4.089 0.3187 (3 dB) 1.175

0.0583 (3 dB) 1.175

18986

132.000 101-68-10-X-03 OMNI WHIP 67 4.023 0.3147 0.0566 19041

110.000 8-ELEMENT x 20' DIPOLE

(SD2352)

67 2.709 0.2415 0.0292 19399

105.000 8' APPROX. OMNI WHIP 67 2.450 0.2287 0.0239 19280

100.000 6' DISH W/ RADOME 67 2.205 0.2159

(3 dB) 0.9643

0.0197 (3 dB) 0.9643

19136

96.000 101-68-10-X-03 OMNI WHIP 67 2.021 0.2052 0.0172 19336

85.000 ICE SHIELD 67 1.564 0.1737 0.0114 19463

78.000 6' HP DISH 67 1.312 0.1555

(3 dB) 1.175

0.0085 (3 dB) 1.175

21249

45.000 ICE SHIELD 67 0.449 0.0825 0.0038 31005

40.000 6' DISH W/ RADOME 67 0.361 0.0721

(3 dB) 1.175

0.0034 (3 dB) 1.175

34378

Section Capacity Table

Section No.

Elevation ft

Component Type

Size Critical Element

P K øPallow

K

Capacity Pass Fail

T1 198 - 190 Leg 1 3/4 3 -1.716 73.793 2.3 Pass T2 190 - 170 Leg 2 30 26.349 76.170 34.6 Pass T3 170 - 150 Leg 2 1/4 87 70.423 106.689 66.0 Pass T4 150 - 130 Leg 2 1/2 144 130.542 113.820 114.7 Fail T5 130 - 120 Leg Pirod 211177 222 -139.089 214.859 64.7 Pass T6 120 - 100 Leg Pirod 195557 231 -194.917 300.681 64.8 Pass T7 100 - 90 Leg Pirod 195557 248 -219.007 300.681 92.5 Pass T8 90 - 80 Leg Pirod 195557 260 -246.187 300.681 81.9 Pass T9 80 - 70 Leg Pirod 195559 270 -271.712 399.868 103.4 Fail T10 70 - 60 Leg Pirod 195559 281 -303.602 399.868 75.9 Pass T11 60 - 40 Leg Pirod 195559 290 -357.681 399.868 89.4 Pass T12 40 - 20 Leg Pirod 195559 w/ 1-1/4''

Reinforcement 305 -414.413 498.172 83.2 Pass

T13 20 - 0 Leg Pirod 195559 w/ 1-1/4'' Reinforcement

323 -466.540 498.172 93.7 Pass

T1 198 - 190 Diagonal 3/4 20 -0.430 6.087 7.1 Pass T2 190 - 170 Diagonal 3/4 39 -3.104 6.323 49.1 Pass T3 170 - 150 Diagonal 7/8 98 -5.717 9.663 59.2 Pass T4 150 - 130 Diagonal 7/8 152 -8.991 8.069 111.4 Fail T5 130 - 120 Diagonal L3x3x5/16 224 -17.449 27.099 64.4

96.5 (b) Pass

T6 120 - 100 Diagonal L2 1/2x2 1/2x3/16 239 -11.034 8.694 126.9 Fail T7 100 - 90 Diagonal L3x3x3/16 254 -11.331 13.279 85.3

100.8 (b) Fail

T8 90 - 80 Diagonal L3x3x3/16 266 -11.172 12.727 87.8

100.6 (b)

Fail

T9 80 - 70 Diagonal L3x3x5/16 272 -12.446 17.636 70.6 Pass T10 70 - 60 Diagonal L3x3x5/16 284 -11.888 16.903 70.3 Pass T11 60 - 40 Diagonal L3x3x5/16 293 -13.931 13.951 99.9 Pass T12 40 - 20 Diagonal L3x3x5/16 310 -14.559 11.583 125.7 Fail T13 20 - 0 Diagonal L3 1/2x3 1/2x5/16 326 -16.917 15.631 108.2 Fail

Page

Malouf Engineering Int'l, Inc.

17950 Preston Road, Suite #720

Project

VA04515S-15V0

Date

17:57:18 04/13/15 Dallas, TX 75252

Phone: (972) 783-2578

FAX: (972) 783-2583

Client

MEAD & HUNT

Designed by

LNguyen

Section No.

Elevation ft

Component Type

Size Critical Element

P K øPallow

K

Capacity Pass Fail

T4 150 - 130 Secondary Horizontal 1 1/2 154 -2.430 34.628 7.0 Pass T7 100 - 90 Secondary Horizontal L2 1/2x2 1/2x3/16 258 -4.333 18.979 22.8

52.1 (b) Pass

T9 80 - 70 Secondary Horizontal L2 1/2x2 1/2x3/16 277 -4.754 14.592 32.6

53.0 (b)

Pass

T1 198 - 190 Top Girt 3/4 6 -0.125 3.348 3.7 Pass T2 190 - 170 Top Girt 3/4 31 -0.271 3.384 8.0 Pass T3 170 - 150 Top Girt 7/8 88 -0.214 6.331 3.4 Pass T4 150 - 130 Top Girt 7/8 146 -0.116 4.997 2.3 Pass T6 120 - 100 Top Girt L3x3x3/16 232 -7.119 19.064 37.3

74.3 (b) Pass

T12 40 - 20 Top Girt L4x4x1/4 309 -5.713 12.108 47.2 Pass T1 198 - 190 Bottom Girt 3/4 7 -0.135 3.348 4.0 Pass T2 190 - 170 Bottom Girt 3/4 35 -0.272 3.384 8.0 Pass T3 170 - 150 Bottom Girt 7/8 91 -0.577 4.958 11.6 Pass

Summary Leg (T4) 114.7 Fail Diagonal

(T6)

126.9 Fail

Secondary Horizontal

(T9)

53.0 Pass

Top Girt (T6)

74.3 Pass

Bottom Girt (T3)

11.6 Pass

Bolt Checks 113.3 Fail RATING = 126.9 Fail

MALOUF ENGINEERING INT’L, INC. MEI PROJECT ID VA04515S-15V0 - 04/13/15 - Pg. 11 This report is not to be reproduced or copied in whole or in part without MEI’s written consent. 2015, MEI, Inc. ©

APPENDIX 2 – SOURCE / CHANGED CONDITION

1450cgp Line

1450cgp Line

1450cgp Line

1450cgp Line

1450cgp Line

1450cgp Line

1450cgp Callout Proposed antenna on 6' side arm

1450cgp Callout Proposed antenna on 6' side arm

1450cgp Callout Antenna 15.8'

1450cgp Line

1450cgp Line

1450cgp Line

1450cgp Text Box elev = 132' (Bottom of antenna)

1450cgp Line

1450cgp Line

1450cgp Line

1450cgp Text Box elev = 112' (Top of antenna)

1450cgp Line

1450cgp Callout Proposed antenna on 6' arm

1450cgp Line

1450cgp Line

1450cgp Text Box Here is where we thought the 3 new antennas would go.

SIRN RF Tower Hard line and Antenna

Transmit cable

AVA6-50 CABLE: 1-1/4" AVA6-50, COAX CORRUG COPPER, BLACK PE JACKET

Receive Cable

CABLE 7/8" AVA HELIAX POLY JKT

External Jumper cable

CABLE 1/2" LDF HELIAX POLY JKT PER FOOT

Antenna, transmit and receive

DQ1016810303, ANTENNA 450-512 MHZ 9.5 DBD 3 DEGREE

1450cgp Text Box This is what they want to add to the tower.