Meissner SA 6 22 21.pdf

Document No. ENG-RPT-10200 Revision Date: 03/12/2015

Structural Analysis for

Cushing Civil Engineers

152 ft. Self-Support Tower

Site Name: Meissner

Site Coordinates: N 45° 58' 13.36'', W 122° 59' 57.82''

FDH Infrastructures Services, LLC Project Number PR-005358 (R.1)

Analysis Results Tower Components 69.4% Sufficient

Dish Rotation Results (60 mph)

Centerline (ft) Dish Tilt (deg) Twist (deg)

80.0 (1) Cambium ePMP Force 0.0934 0.0047

Prepared By: Reviewed By:

Deepak Reddy Devulapally, EIT

Project Engineer I

Dennis D. Abel, PE Chief Engineer

OR PE License No. 85711PE

FDH Infrastructures Services, LLC 6521 Meridien Drive Raleigh, NC 27616

(919) 755-1012 Structural@FDH-IS.com

June 22, 2021

Prepared pursuant to ANSI/TIA-222-H Structural Standard for Antenna Supporting Structures, Antennas and Small Wind Turbine Support Structures and the 2019 Oregon

Structural Specialty Code (2018 IBC)

Structural Analysis Report

TABLE OF CONTENTS

EXECUTIVE SUMMARY

Conclusions

Recommendations

APPURTENANCE LISTING

RESULTS

GENERAL COMMENTS

LIMITATIONS

APPENDIX

EXECUTIVE SUMMARY

At the request of Cushing Civil Engineers, FDH Infrastructure Services, LLC performed a structural analysis of the proposed 152 ft. Self-Support Tower located in Columbia County, OR to determine whether the structure is structurally adequate to support both the proposed loads pursuant to the Structural Standard for Antenna Supporting Structures, Antennas and Small Wind Turbine Support Structures, ANSI/TIA-222-H and the 2019 Oregon Structural Specialty Code (2018 IBC). Information pertaining to the existing/proposed antenna loading, mount geometry, and member sizes was obtained from:

Source Document Type Reference Date

ROHN Products LLC Tower Manufacturer Drawings Drawing No. C870699 September 02,1987 ROHN Section Assembly Drawings Drawing No. A931401 June 9, 1993 ROHN Section Assembly Drawings Drawing No. A941158 March 23, 1994 Radian Tower Design Drawings Radian No. 0602270 October 20, 2005

Johnson Broderick Engineering Previous Structural Analysis Project No. 18051.01 March 9, 2018 Black Mountain Consulting LLC Geotechnical Report Project No. 200015-GEO March 22, 2020

Orion Geomatics Survey Certification Site Name. Meissner May 11, 2020 Email Loading info Site Name. Meissner February 23, 2021

Cushing Civil Engineers

The ultimate design wind speed per 2019 Oregon Structural Specialty Code (2018 IBC) is 130 mph without ice and 30 mph with 1” radial ice. Ice is considered to increase in thickness with height. Furthermore, this structure was analyzed as a Risk Category IV structure in Exposure Category C using Topographic Category 5 and Spectral Response Accelerations of Ss=

0.881 and S1= 0.439.

Conclusions

With the antenna configuration from Email outlined in Table 1, we have determined the tower stress level to be Sufficient pursuant to the requirements stipulated by to the ANSI/TIA-222-H, Structural Standard for Antenna Supporting Structures, Antennas and Small Wind Turbine Support Structures and the 2019 Oregon Structural Specialty Code (2018 IBC) provided the Recommendation(s) listed below are satisfied. However, the foundation was not considered in the analysis, as such, we cannot comment on the capacity of the foundation at this time. For a more detailed description of the analysis of the tower, see the Results section of this report.

Our assessment has been made assuming all information provided to FDH Infrastructure Services, LLC is accurate and that the tower have been properly erected and maintained.

Recommendations

To ensure the requirements of the current analysis standards are met with the antenna configuration in place per Table 1, we have the following recommendation(s):

1. Feed lines to be installed as shown in Figure 1 in the Appendix.

APPURTENANCE LISTING

The antennas and equipment, with their corresponding feed lines, considered for this analysis are shown in Table 1. If the actual layout determined in the field deviates from the layout, FDH Infrastructure Services, LLC should be contacted to perform a revised analysis.

Table 1 - Appurtenance Loading

Final Loading:

Antenna Elevation

(ft.)

Description Feed Lines Carrier

Mount Centerline Elevation

(ft.)

Mount Type

159.0 (1) Commander Technologies 220-3BN (1) 7/8 - 149.0 3’ Standoff

80.0 (1) Cambium ePMP Force 200 (1) EW63 - 80.0 Direct Tower Mounted

61.5 (1) dbSpectra DS8A03F36U-N (1) 7/8 - 60.0 3’ Standoff

RESULTS

The following member material grades were utilized in the analysis:

Table 2 - Member Material Grade Member Type Steel Grade*

Legs A572-50 Bracing (0’ – 40’) A572-50

Bracing (40’ – 152’) A36 Bolts A325N

* Steel grade assumed unless otherwise noted.

Table 3 and Table 4 display the summary of capacities for the analyzed structure and its additional components. Values greater than 100% indicate locations where the maximum force in the member exceeds its capacity. Table 5 displays the maximum dish rotations at service winds speeds.

If the assumptions outlined in this report differ from actual field conditions, FDH Infrastructure Services, LLC should be contacted to perform a revised analysis. Furthermore, as no information pertaining to the allowable twist and sway requirements for the appurtenances was provided, deflection and rotation were not taken into consideration when performing this analysis.

See the Appendix for detailed modeling information.

Table 3 - Structure Member Capacities Section No. Elevation (ft.) Component Type Size % Capacity Pass / Fail

T1 152 - 140 Leg ROHN 2.5 STD 7.0 Pass T2 140 - 120 Leg ROHN 2.5 STD 39.2 Pass T3 120 - 100 Leg ROHN 2.5 EH 56.0 Pass T4 100 - 80 Leg ROHN 3 EH 61.3 Pass T5 80 - 60 Leg ROHN 4 EH 56.2 Pass T6 60 - 40 Leg ROHN 5 EH 48.2 Pass T7 40 - 20 Leg ROHN 5 EH 59.9 Pass T8 20 - 0 Leg ROHN 6 EHS 69.4 Pass

T1 152 - 140 Diagonal L1 3/4x1 3/4x3/16 8.7

22.3 (b) Pass

T2 140 - 120 Diagonal L2x2x1/4 12.0

28.7 (b) Pass

T3 120 - 100 Diagonal L2x2x1/4 11.5

24.3 (b) Pass

T4 100 - 80 Diagonal L2x2x1/4 23.4

32.3 (b) Pass

T5 80 - 60 Diagonal L2 1/2x2 1/2x3/16 33.5

50.4 (b) Pass

T6 60 - 40 Diagonal L2 1/2x2 1/2x3/16 53.0

61.9 (b) Pass

T7 40 - 20 Diagonal L2 1/2x2 1/2x1/4 64.5 Pass T8 20 - 0 Diagonal L3x3x1/4 67.8 Pass

T1 152 - 140 Top Girt L1 3/4x1 3/4x3/16 0.5

0.5 (b) Pass

Table 4 – Additional Structure Component Capacities

Elevation (ft.) Component % Capacity Pass / Fail

0 Anchor Rods 40.8 Pass

Table 5 - Maximum Dish Rotations at Service Wind Speeds

Centerline Elevation (ft.) Dish Tilt (deg)* Twist (deg)*

80.0 (1) Cambium ePMP Force 200 0.0934 0.0047 *Allowable tilt and twist to be reviewed by the carrier.

GENERAL COMMENTS

This engineering analysis is based upon the theoretical capacity of the structure. It is not a condition assessment of the tower and its foundation. It is the responsibility of Cushing Civil Engineers to verify that the tower modeled and analyzed is the correct structure (with accurate antenna loading information) modeled. If there are substantial modifications to be made or the assumptions made in this analysis are not accurate, FDH Infrastructure Services, LLC should be notified immediately to perform a revised analysis.

LIMITATIONS

All opinions and conclusions are considered accurate to a reasonable degree of engineering certainty based upon the evidence available at the time of this report. All opinions and conclusions are subject to revision based upon receipt of new or additional/updated information. All services are provided exercising a level of care and diligence equivalent to the standard and care of our profession. No other warranty or guarantee, expressed or implied, is offered. Our services are confidential in nature and we will not release this report to any other party without the client’s consent. The use of this engineering work is limited to the express purpose for which it was commissioned and it may not be reused, copied, or distributed for any other purpose without the written consent of FDH Infrastructure Services, LLC.

APPENDIX

FIGURE 1 – ASSUMED FEED LINE LAYOUT

FDH-IS

FDH Infrastructure Services 6521 Meridien Drive

Raleigh, North Carolina 27616 Phone: (919) 755-1012

FAX: (919) 755-1031

Job: Meisnner Project: PR-005358 Client: Cushing Civil Engineers Drawn by: Deepak Devulapally App'd:

Code: TIA-222-H Date: 06/22/21 Scale: NTS Path:

C:\Users\deepak.devulapally\Desktop\Assigned Projects\Meisnner\PR-005358_SA_Carrier\R.1\Analysis\ReportedTower\Meisnner Tower Site.eri

Dwg No. E-1

152.0 ft

140.0 ft

120.0 ft

100.0 ft

80.0 ft

60.0 ft

40.0 ft

20.0 ft

0.0 ft

REACTIONS - 130 mph WIND TORQUE 6 kip-ft

36 K

SHEAR

2517 kip-ft

MOMENT

15 K

AXIAL

30 mph WIND - 1.0000 in ICE TORQUE 1 kip-ft

3 K

SHEAR

259 kip-ft

MOMENT

42 K

AXIAL

SHEAR: 18 K

UPLIFT: -147 K

SHEAR: 21 K

DOWN: 177 K

MAX. CORNER REACTIONS AT BASE:

ARE FACTORED

ALL REACTIONS

S e ct io n

T

T

T

T

T

T

T

T

L g s R

O H

N

.5 S

T D

R O

H N

.5

E H

R O

H N

E

H R

O H

N

E H

R O

H N

E

H R

O H

N

E H g

G ra d e

A

-5

D ia g o n a ls

L

/4 x1

/4 x3

/1

L x2 x1

/4 L

/2 x2

/2 x3 /1

L

/2 x2

/2 x1 /4

L x3 x1

/4 g o n a l G ra d e A

A o p

G ir ts L

/4 x1

/4 x3 /1

N

.A

F a ce

W id th ft

.5

.5

.5

.7

.8

.8

.9

P an el s ft

.6

W ig h t

(K

0.

0.

1.

1.

1.

2.

2.

2.

.2

220-3BN 149 Side Arm Mount [SO 305-1] 149 EPMP FORCE 200 5GHZ 80 Side Arm Mount [SO 305-1] 60 DS8A03F36U-N 60DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATION

220-3BN 149

Side Arm Mount [SO 305-1] 149

EPMP FORCE 200 5GHZ 80

Side Arm Mount [SO 305-1] 60

DS8A03F36U-N 60

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 Columbia County, Oregon.

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

3. Tower designed for a 130 mph basic wind in accordance with the TIA-222-H Standard.

4. Tower is also designed for a 30 mph basic wind with 1.00 in ice. Ice is considered to increase in thickness with height.

5. Deflections are based upon a 60 mph wind.

6. Tower Risk Category IV.

7. Topographic Category 5 with Crest Height of 985.00 ft

8. TOWER RATING: 69.4%

ttnnxxTToowweerr Job

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally

Tower Input Data

The main tower is a 3x free standing tower with an overall height of 152.00 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 4.58 ft at the top and 16.92 ft at the base.

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

The following design criteria apply:

Tower is located in Columbia County, Oregon.

Tower base elevation above sea level: 1367.00 ft.

Basic wind speed of 130 mph.

Risk Category IV.

Exposure Category C.

Crest Height: 985.00 ft.

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

Topographic Feature: Continuous Ridge.

Slope Distance L: 4978.00 ft.

Distance from Crest x: 0.00 ft.

Horizontal Distance Downwind: No.

Nominal ice thickness of 1.0000 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.

Temperature drop of 50 °F.

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.

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 Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are

Known

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Leg B Leg C

Leg A

Fa ce

A Face B

Face C

Triangular To wer

Wind Norma l

Wind 90

Wind 180

Z

X

Tower Section Geometry

Tower Section

Elevation ft

Assembly Database

Description Section Width

Number of

Sections

Length

T1 152.00-140.00 4.58 1 12.00 T2 140.00-120.00 4.58 1 20.00 T3 120.00-100.00 4.58 1 20.00 T4 100.00-80.00 6.58 1 20.00 T5 80.00-60.00 8.59 1 20.00 T6 60.00-40.00 10.70 1 20.00 T7 40.00-20.00 12.82 1 20.00 T8 20.00-0.00 14.83 1 20.00

Tower Section Geometry (cont’d)

Diagonal Spacing

Bracing Type

Has K Brace

End Panels

Has Horizontals

Top Girt Offset in

Bottom Girt

T1 152.00-140.00 4.00 X Brace No No 0.0000 0.0000 T2 140.00-120.00 4.00 X Brace No No 0.0000 0.0000 T3 120.00-100.00 4.00 X Brace No No 0.0000 0.0000 T4 100.00-80.00 5.00 X Brace No No 0.0000 0.0000 T5 80.00-60.00 6.67 X Brace No No 0.0000 0.0000

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally

Tower Section

Diagonal Spacing

Bracing Type

Has K Brace

End Panels

Has Horizontals

Bottom Girt

T6 60.00-40.00 6.67 X Brace No No 0.0000 0.0000 T7 40.00-20.00 6.67 X Brace No No 0.0000 0.0000 T8 20.00-0.00 10.00 X Brace No No 0.0000 0.0000 ft

Leg Type

Size

Grade

Diagonal Type

Diagonal Size

Diagonal Grade

T1 152.00-140.00 Pipe ROHN 2.5 STD A572-50 (50 ksi)

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

T2 140.00-120.00 Pipe ROHN 2.5 STD A572-50 (50 ksi)

Single Angle L2x2x1/4 A36 (36 ksi)

T3 120.00-100.00 Pipe ROHN 2.5 EH A572-50 (50 ksi)

Single Angle L2x2x1/4 A36 (36 ksi)

T4 100.00-80.00 Pipe ROHN 3 EH A572-50 (50 ksi)

Single Angle L2x2x1/4 A36 (36 ksi)

T5 80.00-60.00 Pipe ROHN 4 EH A572-50 (50 ksi)

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

T6 60.00-40.00 Pipe ROHN 5 EH A572-50 (50 ksi)

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

T7 40.00-20.00 Pipe ROHN 5 EH A572-50 (50 ksi)

Single Angle L2 1/2x2 1/2x1/4 A572-50 (50 ksi)

T8 20.00-0.00 Pipe ROHN 6 EHS A572-50 (50 ksi)

Single Angle L3x3x1/4 A572-50 (50 ksi) ft

Bottom Girt Type

Bottom Girt Size

Bottom Girt Grade

T1 152.00-140.00 Single Angle L1 3/4x1 3/4x3/16 A36 (36 ksi)

Solid Round A36 (36 ksi)

Gusset Area

(per face) ft2

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 152.00-140.00

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T2 140.00-120.00

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T3 120.00-100.00

0.00 0.0000 A36

1 1 1 36.0000 36.0000 36.0000

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally

(per face)

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

T4 100.00-80.00

0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T5 80.00-60.00 0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T6 60.00-40.00 0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T7 40.00-20.00 0.00 0.0000 A36 (36 ksi)

1 1 1 36.0000 36.0000 36.0000

T8 20.00-0.00 0.00 0.0000 A36

1 1 1 36.0000 36.0000 36.0000

K Factors1

Calc K

Single Angles

Calc K

Solid Rounds

Legs X Brace Diags

X Y

K Brace Diags

X Y

Single Diags

Y

Girts

Horiz.

Sec.

Horiz.

Inner Brace

T1 152.00-140.00

Yes No 1 1

T2 140.00-120.00

Yes No 1 1

T3 120.00-100.00

Yes No 1 1

T4 100.00-80.00

Yes No 1 1

T5 80.00-60.00

Yes No 1 1

T6 60.00-40.00

Yes No 1 1

T7 40.00-20.00

Yes No 1 1

T8 20.00-0.00 Yes No 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 152.00-140.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T2 140.00-120.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally

Tower Elevation ft

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

Net Width Deduct

Deduct

Deduct

Deduct

Deduct

T3 120.00-100.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T4 100.00-80.00

0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T5 80.00-60.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T6 60.00-40.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T7 40.00-20.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T8 20.00-0.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 ft

Redundant Horizontal

Redundant Diagonal

Redundant Sub-Diagonal

Redundant Sub-Horizontal

Redundant Vertical Redundant Hip Redundant Hip Diagonal

Net Width Deduct

Deduct

Deduct

Deduct

Deduct

T1 152.00-140.00

0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T2 140.00-120.00

0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T3 120.00-100.00

0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T4 100.00-80.00

0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75

T5 80.00-60.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T6 60.00-40.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T7 40.00-20.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T8 20.00-0.00 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 ft

Leg Connection

Type

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

Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No.

T1 152.00-140.00

Flange 0.6250 A325N

4 0.6250 A325N

1 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

T2 140.00-120.00

Flange 0.6250 A325N

4 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

T3 120.00-100.00

Flange 0.7500 A325N

4 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

T4 100.00-80.00

Flange 0.8750 A325N

4 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

T5 80.00-60.00 Flange 0.8750 A325N

4 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

T6 60.00-40.00 Flange 1.0000 A325N

4 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

T7 40.00-20.00 Flange 1.0000 A325N

6 0.6250 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally

Tower Elevation 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.

T8 20.00-0.00 Flange 0.7500 A325N

0 0.7500 A325N

1 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

0 0.6250 A325N

Feed Line/Linear Appurtenances - Entered As Round Or Flat

Description Face or

Leg

Allow Shield

Exclude From

Torque Calculation

Component

Placement

Face Offset in

Lateral Offset

(Frac FW)

Per Row

Clear Spacing in

Width or Diameter

Perimeter

Weight plf

7/8'' C No No Ar (CaAa) 60.00 - 0.00 0.0000 0 2 2 0.5000 1.1100 0.54 7/8'' C No No Ar (CaAa) 149.00 -

60.00

0.0000 0 1 1 0.5000 1.1100 0.54

EW63(ELLIP

TICAL)

C No No Ar (CaAa) 80.00 - 0.00 0.0000 0.015 1 1 0.0000 2.0100 0.51

Feed Line/Linear Appurtenances Section Areas

Section

Tower Elevation

Face AR

AF

CAAA

In Face ft2

CAAA

Out Face

K T1 152.00-140.00 A

B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.999

0.000 0.000 0.000

0.00 0.00 0.00

T2 140.00-120.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 2.220

0.000 0.000 0.000

0.00 0.00 0.01

T3 120.00-100.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 2.220

0.000 0.000 0.000

0.00 0.00 0.01

T4 100.00-80.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 2.220

0.000 0.000 0.000

0.00 0.00 0.01

T5 80.00-60.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 6.240

0.000 0.000 0.000

0.00 0.00 0.02

T6 60.00-40.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 8.460

0.000 0.000 0.000

0.00 0.00 0.03

T7 40.00-20.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 8.460

0.000 0.000 0.000

0.00 0.00 0.03

T8 20.00-0.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 8.460

0.000 0.000 0.000

0.00 0.00 0.03

Feed Line/Linear Appurtenances Section Areas - With Ice

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally

Tower Section

Tower Elevation ft

Face or

Leg

Ice Thickness

AR

In Face ft2

CAAA

Out Face

T1 152.00-140.00 A

B C

1.913 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 4.442

0.000 0.000 0.000

0.00 0.00 0.07

T2 140.00-120.00 A B C

1.899 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 9.815

0.000 0.000 0.000

0.00 0.00 0.15

T3 120.00-100.00 A B C

1.878 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 9.732

0.000 0.000 0.000

0.00 0.00 0.15

T4 100.00-80.00 A B C

1.851 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 9.625

0.000 0.000 0.000

0.00 0.00 0.14

T5 80.00-60.00 A B C

1.816 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000

20.766

0.000 0.000 0.000

0.00 0.00 0.32

T6 60.00-40.00 A B C

1.766 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000

30.552

0.000 0.000 0.000

0.00 0.00 0.37

T7 40.00-20.00 A B C

1.688 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000

29.696

0.000 0.000 0.000

0.00 0.00 0.35

T8 20.00-0.00 A B C

1.522 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000

27.868

0.000 0.000 0.000

0.00 0.00 0.31

Feed Line Center of Pressure

Section Elevation

CPX

CPZ

CPX

Ice in

CPZ

Ice in

T1 152.00-140.00 0.0000 0.4672 0.0000 0.7951 T2 140.00-120.00 0.0000 0.6120 0.0000 1.1268 T3 120.00-100.00 0.0000 0.6664 0.0000 1.3649 T4 100.00-80.00 0.0000 0.8058 0.0000 1.7542 T5 80.00-60.00 -0.0692 2.3491 -0.1065 4.0391 T6 60.00-40.00 -0.0708 2.6354 -0.1094 4.6875 T7 40.00-20.00 -0.0755 2.8143 -0.1158 4.9516 T8 20.00-0.00 -0.0831 3.0698 -0.1270 5.3965

Shielding Factor Ka

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T1 2 7/8" 140.00 - 149.00

0.6000 0.4895

T2 2 7/8" 120.00 - 140.00

0.6000 0.5125

T3 2 7/8" 100.00 - 120.00

0.6000 0.5623

T4 2 7/8" 80.00 - 100.00 0.6000 0.6000 T5 2 7/8" 60.00 - 80.00 0.6000 0.6000

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally

Tower Section

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T5 3 EW63(ELLIPTICAL) 60.00 - 80.00 0.6000 0.6000

T6 1 7/8" 40.00 - 60.00 0.6000 0.6000

T6 3 EW63(ELLIPTICAL) 40.00 - 60.00 0.6000 0.6000

T7 1 7/8" 20.00 - 40.00 0.6000 0.6000

T7 3 EW63(ELLIPTICAL) 20.00 - 40.00 0.6000 0.6000

T8 1 7/8" 0.00 - 20.00 0.6000 0.6000

T8 3 EW63(ELLIPTICAL) 0.00 - 20.00 0.6000 0.6000

Discrete Tower Loads

Leg

Offset Type

Offsets:

Horz

Lateral Vert ft ft ft

Azimuth Adjustment

Placement

Front

Side

220-3BN B From Leg 3.00 0.00 10.00

0.0000 149.00 No Ice 1/2'' Ice 1'' Ice

4.78 7.83 9.96

4.78 7.83 9.96

0.02 0.07 0.12

Side Arm Mount [SO 305-1] B From Leg 1.50 0.00 0.00

0.0000 149.00 No Ice 1/2'' Ice 1'' Ice

0.53 0.78 1.06

1.52 2.07 2.66

0.03 0.04 0.06

DS8A03F36U-N A From Leg 3.00 0.00 1.50

0.0000 60.00 No Ice 1/2'' Ice 1'' Ice

0.50 0.68 0.87

0.50 0.68 0.87

0.01 0.01 0.02

Side Arm Mount [SO 305-1] A From Leg 1.50 0.00 0.00

0.0000 60.00 No Ice 1/2'' Ice 1'' Ice

0.53 0.78 1.06

1.52 2.07 2.66

0.03 0.04 0.06

Dishes

Leg

Dish Type

Offset Type

Offsets:

Horz

Lateral Vert ft

Adjustment

3 dB Beam

Outside Diameter

Aperture

EPMP FORCE 200

5GHZ

C Paraboloid w/o

Radome From Leg

0.50 0.00 0.00

0.0000 80.00 1.54 No Ice 1/2'' Ice 1'' Ice

1.87 2.07 2.28

0.01 0.02 0.03

Tower Pressures - No Ice

GH = 0.850

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally z

KZ

qz psf

AG

a c

Aleg

In

Face ft2

CAAA

Out Face ft2 T1

152.00-140.00

146.00 1.371 106 57.844 A

B C

5.676 5.676 5.676

5.750 5.750 5.750

5.750 50.32 50.32 50.32

0.000 0.000 0.999

0.000 0.000 0.000

T2 140.00-120.00

130.00 1.337 104 96.406 A B C

9.606 9.606 9.606

9.583 9.583 9.583

9.583 49.94 49.94 49.94

0.000 0.000 2.220

0.000 0.000 0.000

T3 120.00-100.00

110.00 1.291 103 116.412 A B C

10.965 10.965 10.965

9.599 9.599 9.599

9.599 46.68 46.68 46.68

0.000 0.000 2.220

0.000 0.000 0.000

T4 100.00-80.00

90.00 1.238 100 157.559 A B C

11.656 11.656 11.656

11.686 11.686 11.686

11.686 50.07 50.07 50.07

0.000 0.000 2.220

0.000 0.000 0.000

T5 80.00-60.00 70.00 1.174 96 200.427 A B C

14.094 14.094 14.094

15.028 15.028 15.028

15.028 51.60 51.60 51.60

0.000 0.000 6.240

0.000 0.000 0.000

T6 60.00-40.00 50.00 1.094 91 244.493 A B C

16.237 16.237 16.237

18.578 18.578 18.578

18.578 53.36 53.36 53.36

0.000 0.000 8.460

0.000 0.000 0.000

T7 40.00-20.00 30.00 0.982 83 285.793 A B C

18.546 18.546 18.546

18.575 18.575 18.575

18.575 50.04 50.04 50.04

0.000 0.000 8.460

0.000 0.000 0.000

T8 20.00-0.00 10.00 0.85 73 328.557 A B C

18.114 18.114 18.114

22.123 22.123 22.123

22.123 54.98 54.98 54.98

0.000 0.000 8.460

0.000 0.000

Tower Pressure - With Ice tZ a c

Face ft2

CAAA

Out Face ft2 T1

152.00-140.00

146.00 1.371 6 1.9125 61.669 A

B C

5.676 5.676 5.676

25.806 25.806 25.806

13.400 42.56 42.56 42.56

0.000 0.000 4.442

0.000 0.000 0.000

T2 140.00-120.00

130.00 1.337 6 1.8989 102.736 A B C

9.606 9.606 9.606

40.482 40.482 40.482

22.242 44.41 44.41 44.41

0.000 0.000 9.815

0.000 0.000 0.000

T3 120.00-100.00

110.00 1.291 5 1.8779 122.680 A B C

10.965 10.965 10.965

42.731 42.731 42.731

22.140 41.23 41.23 41.23

0.000 0.000 9.732

0.000 0.000 0.000

T4 100.00-80.00 90.00 1.238 5 1.8512 163.738 A B C

11.656 11.656 11.656

45.625 45.625 45.625

24.048 41.98 41.98 41.98

0.000 0.000 9.625

0.000 0.000 0.000

T5 80.00-60.00 70.00 1.174 5 1.8158 206.488 A B C

14.094 14.094 14.094

47.628 47.628 47.628

27.155 44.00 44.00 44.00

0.000 0.000

20.766

0.000 0.000 0.000

T6 60.00-40.00 50.00 1.094 5 1.7661 250.388 A B C

16.237 16.237 16.237

53.315 53.315 53.315

30.374 43.67 43.67 43.67

0.000 0.000

30.552

0.000 0.000 0.000

T7 40.00-20.00 30.00 0.982 4 1.6882 291.428 A B C

18.546 18.546 18.546

54.896 54.896 54.896

29.848 40.64 40.64 40.64

0.000 0.000

29.696

0.000 0.000 0.000

T8 20.00-0.00 10.00 0.85 4 1.5218 333.636 A B

18.114 18.114

50.664 50.664

32.287 46.94 46.94

0.000 0.000

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally tZ a c

Face ft2

CAAA

Out Face

C 18.114 50.664 46.94 27.868 0.000

Tower Pressure - Service a c

Face ft2

CAAA

Out Face ft2 T1

152.00-140.00

146.00 1.371 23 57.844 A

B C

5.676 5.676 5.676

5.750 5.750 5.750

5.750 50.32 50.32 50.32

0.000 0.000 0.999

0.000 0.000 0.000

T2 140.00-120.00

130.00 1.337 22 96.406 A B C

9.606 9.606 9.606

9.583 9.583 9.583

9.583 49.94 49.94 49.94

0.000 0.000 2.220

0.000 0.000 0.000

T3 120.00-100.00

110.00 1.291 22 116.412 A B C

10.965 10.965 10.965

9.599 9.599 9.599

9.599 46.68 46.68 46.68

0.000 0.000 2.220

0.000 0.000 0.000

T4 100.00-80.00

90.00 1.238 21 157.559 A B C

11.656 11.656 11.656

11.686 11.686 11.686

11.686 50.07 50.07 50.07

0.000 0.000 2.220

0.000 0.000 0.000

T5 80.00-60.00 70.00 1.174 21 200.427 A B C

14.094 14.094 14.094

15.028 15.028 15.028

15.028 51.60 51.60 51.60

0.000 0.000 6.240

0.000 0.000 0.000

T6 60.00-40.00 50.00 1.094 19 244.493 A B C

16.237 16.237 16.237

18.578 18.578 18.578

18.578 53.36 53.36 53.36

0.000 0.000 8.460

0.000 0.000 0.000

T7 40.00-20.00 30.00 0.982 18 285.793 A B C

18.546 18.546 18.546

18.575 18.575 18.575

18.575 50.04 50.04 50.04

0.000 0.000 8.460

0.000 0.000 0.000

T8 20.00-0.00 10.00 0.85 16 328.557 A B C

18.114 18.114 18.114

22.123 22.123 22.123

22.123 54.98 54.98 54.98

0.000 0.000 8.460

0.000

Tower Forces - No Ice - Wind Normal To Face

Add

Self a c e CF

DF

DR

AE

w

Ctrl.

Face

T1 152.00-140.00

0.00 0.47 A B C

0.198 0.198 0.198

2.604 2.604 2.604

106 1

8.713 8.713 8.713

2.09 174.40 C

T2 140.00-120.00

0.01 0.93 A B C

0.199 0.199 0.199

2.599 2.599 2.599

104 1

14.681 14.681 14.681

3.51 175.36 C

T3 120.00-100.00

0.01 1.12 A B C

0.177 0.177 0.177

2.676 2.676 2.676

103 1

16.002 16.002 16.002

3.85 192.34 C

T4 100.00-80.00

0.01 1.31 A B

0.148 0.148

2.778 2.778

100 1

17.233 17.233

4.18 208.90 C

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally a c

Face

C 0.148 2.778 1 1 17.233 T5

80.00-60.00

0.02 1.55 A

B C

0.145 0.145 0.145

2.789 2.789 2.789

96 1

20.350 20.350 20.350

4.95 247.66 C

T6 60.00-40.00

0.03 2.00 A B C

0.142 0.142 0.142

2.8 2.8 2.8

91 1

23.945 23.945 23.945

5.59 279.69 C

T7 40.00-20.00

0.03 2.37 A B C

0.13 0.13 0.13

2.847 2.847 2.847

83 1

26.139 26.139 26.139

5.63 281.65 C

T8 20.00-0.00 0.03 2.48 A B C

0.122 0.122 0.122

2.875 2.875 2.875

73 1

27.079 27.079 27.079

5.18 258.76 C

Sum Weight: 0.15 12.22 OTM 2407.82 kip-ft

34.98

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

Face

T1 152.00-140.00

0.00 0.47 A B C

0.198 0.198 0.198

2.604 2.604 2.604

106 0.8 0.8 0.8

7.578 7.578 7.578

1.83 152.26 C

T2 140.00-120.00

0.01 0.93 A B C

0.199 0.199 0.199

2.599 2.599 2.599

104 0.8 0.8 0.8

12.760 12.760 12.760

3.06 153.19 C

T3 120.00-100.00

0.01 1.12 A B C

0.177 0.177 0.177

2.676 2.676 2.676

103 0.8 0.8 0.8

13.809 13.809 13.809

3.34 166.78 C

T4 100.00-80.00

0.01 1.31 A B C

0.148 0.148 0.148

2.778 2.778 2.778

100 0.8 0.8 0.8

14.902 14.902 14.902

3.63 181.41 C

T5 80.00-60.00

0.02 1.55 A B C

0.145 0.145 0.145

2.789 2.789 2.789

96 0.8 0.8 0.8

17.532 17.532 17.532

4.31 215.48 C

T6 60.00-40.00

0.03 2.00 A B C

0.142 0.142 0.142

2.8 2.8 2.8

91 0.8 0.8 0.8

20.697 20.697 20.697

4.89 244.43 A

T7 40.00-20.00

0.03 2.37 A B C

0.13 0.13 0.13

2.847 2.847 2.847

83 0.8 0.8 0.8

22.430 22.430 22.430

4.88 244.23 A

T8 20.00-0.00 0.03 2.48 A B C

0.122 0.122 0.122

2.875 2.875 2.875

73 0.8 0.8 0.8

23.456 23.456 23.456

4.53 226.26 A

Sum Weight: 0.15 12.22 OTM 2096.39

30.46

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak

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

Face

T1 152.00-140.00

0.00 0.47 A B C

0.198 0.198 0.198

2.604 2.604 2.604

106 0.85 0.85 0.85

7.861 7.861 7.861

1.89 157.80 C

T2 140.00-120.00

0.01 0.93 A B C

0.199 0.199 0.199

2.599 2.599 2.599

104 0.85 0.85 0.85

13.240 13.240 13.240

3.17 158.73 C

T3 120.00-100.00

0.01 1.12 A B C

0.177 0.177 0.177

2.676 2.676 2.676

103 0.85 0.85 0.85

14.358 14.358 14.358

3.46 173.17 C

T4 100.00-80.00

0.01 1.31 A B C

0.148 0.148 0.148

2.778 2.778 2.778

100 0.85 0.85 0.85

15.485 15.485 15.485

3.77 188.28 C

T5 80.00-60.00

0.02 1.55 A B C

0.145 0.145 0.145

2.789 2.789 2.789

96 0.85 0.85 0.85

18.236 18.236 18.236

4.47 223.52 C

T6 60.00-40.00

0.03 2.00 A B C

0.142 0.142 0.142

2.8 2.8 2.8

91 0.85 0.85 0.85

21.509 21.509 21.509

5.06 253.24 B

T7 40.00-20.00

0.03 2.37 A B C

0.13 0.13 0.13

2.847 2.847 2.847

83 0.85 0.85 0.85

23.357 23.357 23.357

5.07 253.59 B

T8 20.00-0.00 0.03 2.48 A B C

0.122 0.122 0.122

2.875 2.875 2.875

73 0.85 0.85 0.85

24.362 24.362 24.362

4.69 234.38 B

Sum Weight: 0.15 12.22 OTM 2174.25

31.59

Tower Forces - With Ice - Wind Normal To Face a c

Face

T1 152.00-140.00

0.07 2.13 A B C

0.511 0.511 0.511

1.887 1.887 1.887

6 1

23.501 23.501 23.501

0.22 18.55 C

T2 140.00-120.00

0.15 3.60 A B C

0.488 0.488 0.488

1.917 1.917 1.917

6 1

37.066 37.066 37.066

0.36 17.99 C

T3 120.00-100.00

0.15 4.00 A B C

0.438 0.438 0.438

1.994 1.994 1.994

5 1

38.884 38.884 38.884

0.39 19.26 C

T4 100.00-80.00

0.14 4.35 A B C

0.35 0.35 0.35

2.172 2.172 2.172

5 1

39.761 39.761 39.761

0.42 20.83 C

T5 80.00-60.00

0.32 4.90 A B C

0.299 0.299 0.299

2.299 2.299 2.299

5 1

42.604 42.604 42.604

0.48 24.07 C

T6 60.00-40.00

0.37 5.73 A B C

0.278 0.278 0.278

2.357 2.357 2.357

5 1

47.817 47.817 47.817

0.53 26.59 C

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally a c

Face

T7 40.00-20.00

0.35 6.25 A B C

0.252 0.252 0.252

2.431 2.431 2.431

4 1

50.688 50.688 50.688

0.52 26.20 C

T8 20.00-0.00 0.31 5.80 A B C

0.206 0.206 0.206

2.576 2.576 2.576

4 1

47.275 47.275 47.275

0.45 22.67 C

Sum Weight: 1.86 36.76 OTM 239.67

3.37

Tower Forces - With Ice - Wind 60 To Face a c

Face

T1 152.00-140.00

0.07 2.13 A B C

0.511 0.511 0.511

1.887 1.887 1.887

6 0.8 0.8 0.8

22.366 22.366 22.366

0.21 17.70 C

T2 140.00-120.00

0.15 3.60 A B C

0.488 0.488 0.488

1.917 1.917 1.917

6 0.8 0.8 0.8

35.145 35.145 35.145

0.34 17.12 C

T3 120.00-100.00

0.15 4.00 A B C

0.438 0.438 0.438

1.994 1.994 1.994

5 0.8 0.8 0.8

36.691 36.691 36.691

0.36 18.24 C

T4 100.00-80.00

0.14 4.35 A B C

0.35 0.35 0.35

2.172 2.172 2.172

5 0.8 0.8 0.8

37.430 37.430 37.430

0.39 19.68 C

T5 80.00-60.00

0.32 4.90 A B C

0.299 0.299 0.299

2.299 2.299 2.299

5 0.8 0.8 0.8

39.785 39.785 39.785

0.45 22.65 C

T6 60.00-40.00

0.37 5.73 A B C

0.278 0.278 0.278

2.357 2.357 2.357

5 0.8 0.8 0.8

44.569 44.569 44.569

0.50 25.01 A

T7 40.00-20.00

0.35 6.25 A B C

0.252 0.252 0.252

2.431 2.431 2.431

4 0.8 0.8 0.8

46.979 46.979 46.979

0.49 24.50 A

T8 20.00-0.00 0.31 5.80 A B C

0.206 0.206 0.206

2.576 2.576 2.576

4 0.8 0.8 0.8

43.653 43.653 43.653

0.42 21.12 A

Sum Weight: 1.86 36.76 OTM 226.73

3.18

Tower Forces - With Ice - Wind 90 To Face a c

Face

T1 0.07 2.13 A 0.511 1.887 6 0.85 1 22.650 0.21 17.91 C

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally a c

Face

152.00-140.00 B C

0.511 0.511

1.887 1.887

0.85 0.85

22.650 22.650

T2 140.00-120.00

0.15 3.60 A B C

0.488 0.488 0.488

1.917 1.917 1.917

6 0.85 0.85 0.85

35.626 35.626 35.626

0.35 17.34 C

T3 120.00-100.00

0.15 4.00 A B C

0.438 0.438 0.438

1.994 1.994 1.994

5 0.85 0.85 0.85

37.239 37.239 37.239

0.37 18.50 C

T4 100.00-80.00

0.14 4.35 A B C

0.35 0.35 0.35

2.172 2.172 2.172

5 0.85 0.85 0.85

38.013 38.013 38.013

0.40 19.97 C

T5 80.00-60.00

0.32 4.90 A B C

0.299 0.299 0.299

2.299 2.299 2.299

5 0.85 0.85 0.85

40.490 40.490 40.490

0.46 23.01 C

T6 60.00-40.00

0.37 5.73 A B C

0.278 0.278 0.278

2.357 2.357 2.357

5 0.85 0.85 0.85

45.381 45.381 45.381

0.51 25.28 B

T7 40.00-20.00

0.35 6.25 A B C

0.252 0.252 0.252

2.431 2.431 2.431

4 0.85 0.85 0.85

47.906 47.906 47.906

0.50 24.81 B

T8 20.00-0.00 0.31 5.80 A B C

0.206 0.206 0.206

2.576 2.576 2.576

4 0.85 0.85 0.85

44.558 44.558 44.558

0.43 21.41 B

Sum Weight: 1.86 36.76 OTM 229.75

3.22

Tower Forces - Service - Wind Normal To Face a c

Face

T1 152.00-140.00

0.00 0.47 A B C

0.198 0.198 0.198

2.604 2.604 2.604

23 1

8.977 8.977 8.977

0.46 38.25 C

T2 140.00-120.00

0.01 0.93 A B C

0.199 0.199 0.199

2.599 2.599 2.599

22 1

15.109 15.109 15.109

0.77 38.41 C

T3 120.00-100.00

0.01 1.12 A B C

0.177 0.177 0.177

2.676 2.676 2.676

22 1

16.444 16.444 16.444

0.84 42.07 C

T4 100.00-80.00

0.01 1.31 A B C

0.148 0.148 0.148

2.778 2.778 2.778

21 1

18.286 18.286 18.286

0.94 47.15 C

T5 80.00-60.00

0.02 1.55 A B C

0.145 0.145 0.145

2.789 2.789 2.789

21 1

22.616 22.616 22.616

1.17 58.27 C

T6 60.00-40.00

0.03 2.00 A B C

0.142 0.142 0.142

2.8 2.8 2.8

19 1

26.419 26.419 26.419

1.31 65.30 C

T7 40.00-20.00

0.03 2.37 A B C

0.13 0.13 0.13

2.847 2.847 2.847

18 1

28.840 28.840 28.840

1.32 65.80 C

T8 20.00-0.00 0.03 2.48 A 0.122 2.875 16 1 1 29.912 1.21 60.53 C

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally a c

Face

B C

0.122 0.122

2.875 2.875

29.912 29.912

Sum Weight: 0.15 12.22 OTM 542.74

8.01

Tower Forces - Service - Wind 60 To Face a c

Face

T1 152.00-140.00

0.00 0.47 A B C

0.198 0.198 0.198

2.604 2.604 2.604

23 0.8 0.8 0.8

7.842 7.842 7.842

0.40 33.53 C

T2 140.00-120.00

0.01 0.93 A B C

0.199 0.199 0.199

2.599 2.599 2.599

22 0.8 0.8 0.8

13.188 13.188 13.188

0.67 33.68 C

T3 120.00-100.00

0.01 1.12 A B C

0.177 0.177 0.177

2.676 2.676 2.676

22 0.8 0.8 0.8

14.251 14.251 14.251

0.73 36.62 C

T4 100.00-80.00

0.01 1.31 A B C

0.148 0.148 0.148

2.778 2.778 2.778

21 0.8 0.8 0.8

15.955 15.955 15.955

0.83 41.29 C

T5 80.00-60.00

0.02 1.55 A B C

0.145 0.145 0.145

2.789 2.789 2.789

21 0.8 0.8 0.8

19.797 19.797 19.797

1.03 51.41 C

T6 60.00-40.00

0.03 2.00 A B C

0.142 0.142 0.142

2.8 2.8 2.8

19 0.8 0.8 0.8

23.171 23.171 23.171

1.16 57.79 A

T7 40.00-20.00

0.03 2.37 A B C

0.13 0.13 0.13

2.847 2.847 2.847

18 0.8 0.8 0.8

25.131 25.131 25.131

1.16 57.83 A

T8 20.00-0.00 0.03 2.48 A B C

0.122 0.122 0.122

2.875 2.875 2.875

16 0.8 0.8 0.8

26.289 26.289 26.289

1.07 53.61 A

Sum Weight: 0.15 12.22 OTM 476.40

7.05

Tower Forces - Service - Wind 90 To Face a c

Face

T1 152.00-140.00

0.00 0.47 A B C

0.198 0.198 0.198

2.604 2.604 2.604

23 0.85 0.85 0.85

8.125 8.125 8.125

0.42 34.71 C

T2 140.00-120.00

0.01 0.93 A B

0.199 0.199

2.599 2.599

22 0.85 0.85

13.669 13.669

0.70 34.87 C

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally a c

Face

C 0.199 2.599 0.85 1 13.669 T3

120.00-100.00

0.01 1.12 A

B C

0.177 0.177 0.177

2.676 2.676 2.676

22 0.85 0.85 0.85

14.799 14.799 14.799

0.76 37.99 C

T4 100.00-80.00

0.01 1.31 A B C

0.148 0.148 0.148

2.778 2.778 2.778

21 0.85 0.85 0.85

16.538 16.538 16.538

0.86 42.75 C

T5 80.00-60.00

0.02 1.55 A B C

0.145 0.145 0.145

2.789 2.789 2.789

21 0.85 0.85 0.85

20.502 20.502 20.502

1.06 53.12 C

T6 60.00-40.00

0.03 2.00 A B C

0.142 0.142 0.142

2.8 2.8 2.8

19 0.85 0.85 0.85

23.983 23.983 23.983

1.19 59.67 B

T7 40.00-20.00

0.03 2.37 A B C

0.13 0.13 0.13

2.847 2.847 2.847

18 0.85 0.85 0.85

26.058 26.058 26.058

1.20 59.82 B

T8 20.00-0.00 0.03 2.48 A B C

0.122 0.122 0.122

2.875 2.875 2.875

16 0.85 0.85 0.85

27.195 27.195 27.195

1.11 55.34 B

Sum Weight: 0.15 12.22 OTM 492.99

7.29

Discrete Appurtenance Pressures - No Ice GH = 0.850

Description Aiming

Offsetx

Offsetz

Kz qz

CAAC

Front ft2

CAAC

Side ft2

220-3BN 120.0000 0.02 4.89 2.82 159.00 1.395 107 4.78 4.78

Side Arm Mount [SO 305-1]

120.0000 0.03 3.59 2.07 149.00 1.376 106 0.53 1.52

DS8A03F36U-N 0.0000 0.01 0.00 -9.18 61.50 1.142 94 0.50 0.50

Side Arm Mount [SO 305-1]

0.0000 0.03 0.00 -7.68 60.00 1.137 94 0.53 1.52

Sum Weight:

0.09

Discrete Appurtenance Pressures - With Ice GH = 0.850

Front ft2

CAAC

Side tz

220-3BN 120.0000 0.26 4.89 2.82 159.00 1.395 6 13.96 13.96 1.9289

Side Arm Mount [SO 305-1]

120.0000 0.12 3.59 2.07 149.00 1.376 6 1.67 3.81 1.9164

DS8A03F36U-N 0.0000 0.03 0.00 -9.18 61.50 1.142 5 1.19 1.19 1.7924

Side Arm Mount [SO 305-1]

0.0000 0.11 0.00 -7.68 60.00 1.137 5 1.60 3.66 1.7986

Sum

0.53

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak

Discrete Appurtenance Pressures - Service GH = 0.850

Front ft2

CAAC

Side ft2

220-3BN 120.0000 0.02 4.89 2.82 159.00 1.395 23 4.78 4.78

Side Arm Mount [SO 305-1]

120.0000 0.03 3.59 2.07 149.00 1.376 23 0.53 1.52

DS8A03F36U-N 0.0000 0.01 0.00 -9.18 61.50 1.142 20 0.50 0.50

Side Arm Mount [SO 305-1]

0.0000 0.03 0.00 -7.68 60.00 1.137 20 0.53 1.52

Sum

0.09

Dish Pressures - No Ice

Dish Description

Aiming Azimuth

Weight K

Offsetx ft

Offsetz

Kz

AA

qz psf

80.00 EPMP FORCE 200 5GHZ 240.0000 0.01 -4.73 2.73 1.208 1.87 98

Sum

0.01

Dish Pressures - With Ice

Dish Description

Aiming Azimuth

Weight K

Offsetx ft

Offsetz qz psf tz in

80.00 EPMP FORCE 200 5GHZ 240.0000 0.04 -4.73 2.73 1.208 2.48 5 1.4721

Sum

0.04

Dish Pressures - Service

Dish Description

Aiming Azimuth

Weight K

Offsetx ft

Offsetz qz psf

80.00 EPMP FORCE 200 5GHZ 240.0000 0.01 -4.73 2.73 1.208 1.87 21

Sum

0.01

Force Totals

Load Case

Vertical Forces

Sum of Forces

X K

Sum of Forces

Z K

Sum of Overturning Moments, Mx kip-ft

Sum of Overturning Moments, Mz

Sum of Torques

Leg Weight 6.41 Bracing Weight 5.82 Total Member Self-Weight 12.22 0.36 -0.17 Total Weight 12.47 0.36 -0.17 Wind 0 deg - No Ice 0.24 -35.77 -2511.27 -22.25 2.29

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally

Load Case

Forces

Sum of Forces

X K

Sum of Forces

Z K

Sum of Overturning Moments, Mx kip-ft

Sum of Overturning Moments, Mz

Sum of Torques

Wind 30 deg - No Ice 16.37 -28.04 -1973.56 -1153.79 5.21 Wind 60 deg - No Ice 27.11 -15.66 -1106.64 -1910.16 6.19 Wind 90 deg - No Ice 32.25 -0.16 -15.44 -2273.43 5.18 Wind 120 deg - No Ice 31.02 17.63 1235.75 -2176.69 3.90 Wind 150 deg - No Ice 16.12 27.93 1962.95 -1128.84 1.21 Wind 180 deg - No Ice -0.06 31.19 2195.45 7.67 -2.05 Wind 210 deg - No Ice -16.24 28.04 1973.97 1142.36 -4.81 Wind 240 deg - No Ice -30.96 17.88 1259.98 2174.16 -6.19 Wind 270 deg - No Ice -32.18 0.05 6.72 2267.26 -5.57 Wind 300 deg - No Ice -26.96 -15.50 -1089.08 1895.09 -4.14 Wind 330 deg - No Ice -16.12 -27.93 -1962.08 1128.75 -1.21 Member Ice 24.53 Total Weight Ice 39.18 5.81 -1.39 Wind 0 deg - Ice 0.02 -3.48 -248.53 -3.20 0.36 Wind 30 deg - Ice 1.68 -2.88 -206.07 -124.80 0.84 Wind 60 deg - Ice 2.84 -1.64 -115.37 -210.42 1.03 Wind 90 deg - Ice 3.31 -0.01 4.44 -245.20 0.95 Wind 120 deg - Ice 3.01 1.71 131.09 -221.15 0.67 Wind 150 deg - Ice 1.66 2.87 216.64 -122.60 0.21 Wind 180 deg - Ice -0.01 3.28 246.85 -0.58 -0.35 Wind 210 deg - Ice -1.67 2.88 217.67 121.24 -0.82 Wind 240 deg - Ice -3.00 1.73 133.24 218.47 -1.03 Wind 270 deg - Ice -3.31 0.00 6.51 242.01 -0.98 Wind 300 deg - Ice -2.83 -1.62 -113.69 206.35 -0.69 Wind 330 deg - Ice -1.66 -2.87 -205.01 119.84 -0.21 Total Weight 12.47 0.36 -0.17 Wind 0 deg - Service 0.05 -8.18 -565.01 -4.88 0.49 Wind 30 deg - Service 3.77 -6.46 -446.47 -260.84 1.11 Wind 60 deg - Service 6.26 -3.61 -250.88 -432.88 1.32 Wind 90 deg - Service 7.43 -0.03 -3.51 -514.26 1.10 Wind 120 deg - Service 7.09 4.04 277.93 -489.66 0.83 Wind 150 deg - Service 3.71 6.43 443.76 -255.52 0.26 Wind 180 deg - Service -0.01 7.20 497.28 1.49 -0.44 Wind 210 deg - Service -3.74 6.46 446.10 258.12 -1.02 Wind 240 deg - Service -7.08 4.09 283.09 488.83 -1.32 Wind 270 deg - Service -7.41 0.01 1.21 512.66 -1.19 Wind 300 deg - Service -6.23 -3.58 -247.14 429.38 -0.88 Wind 330 deg - Service -3.71 -6.43 -444.02 255.22 -0.26

Load Combinations

Comb.

No.

Description

1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally

Comb.

No.

Description

14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service

Maximum Member Forces

No.

Elevation ft Component

Type Condition Gov.

Load

Axial

Major Axis Moment kip-ft

Minor Axis Moment kip-ft T1 152 - 140 Leg Max Tension 15 3.94 0.03 -0.01

Max. Compression 18 -4.46 0.06 -0.02 Max. Mx 18 -1.24 -0.18 0.03 Max. My 16 -0.14 0.11 0.26 Max. Vy 19 -0.34 0.15 0.03 Max. Vx 4 -0.46 -0.11 0.19 Diagonal Max Tension 18 1.30 0.00 0.00 Max. Compression 18 -1.31 0.00 0.00 Max. Mx 31 0.13 0.01 0.00 Max. My 16 -0.79 0.00 0.00 Max. Vy 31 -0.02 0.01 0.00 Max. Vx 16 0.00 0.00 0.00 Top Girt Max Tension 15 0.03 0.00 0.00 Max. Compression 18 -0.04 0.00 0.00 Max. Mx 26 -0.03 -0.03 0.00 Max. My 4 -0.01 0.00 0.00

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally

Section No.

Elevation ft

Component Type

Condition Gov.

Load

Moment kip-ft

Minor Axis Moment kip-ft Max. Vy 26 0.03 0.00 0.00 Max. Vx 4 -0.00 0.00 0.00

T2 140 - 120 Leg Max Tension 15 21.62 0.00 -0.06 Max. Compression 18 -24.94 0.13 -0.06 Max. Mx 8 -0.66 -0.13 -0.00 Max. My 2 -24.93 0.01 0.14 Max. Vy 8 0.08 -0.13 -0.00 Max. Vx 2 -0.08 0.03 0.13 Diagonal Max Tension 8 2.61 0.00 0.00 Max. Compression 18 -2.93 0.00 0.00 Max. Mx 18 2.47 0.04 -0.00 Max. My 16 -1.86 -0.02 0.01 Max. Vy 31 -0.02 0.02 0.00 Max. Vx 16 -0.00 -0.02 0.01

T3 120 - 100 Leg Max Tension 15 39.81 -0.10 -0.00 Max. Compression 18 -46.58 0.13 0.00 Max. Mx 18 -29.95 0.14 0.01 Max. My 16 -1.06 -0.00 0.14 Max. Vy 2 0.07 0.14 -0.01 Max. Vx 12 0.08 -0.00 -0.14 Diagonal Max Tension 20 2.21 0.00 0.00 Max. Compression 18 -2.32 0.00 0.00 Max. Mx 2 1.27 0.03 -0.00 Max. My 18 -2.13 -0.02 0.01 Max. Vy 33 0.03 0.02 0.00 Max. Vx 6 0.00 0.00 0.00

T4 100 - 80 Leg Max Tension 15 57.50 -0.16 -0.00 Max. Compression 18 -67.84 0.24 0.00 Max. Mx 3 -67.39 0.24 -0.01 Max. My 12 -1.85 -0.00 -0.23 Max. Vy 3 -0.10 0.19 0.00 Max. Vx 24 -0.09 -0.01 0.23 Diagonal Max Tension 8 2.94 0.00 0.00 Max. Compression 18 -2.99 0.00 0.00 Max. Mx 33 0.15 0.04 0.01 Max. My 34 -0.12 0.03 0.01 Max. Vy 33 0.04 0.04 0.01 Max. Vx 34 0.00 0.00 0.00

T5 80 - 60 Leg Max Tension 7 75.91 -0.29 -0.01 Max. Compression 18 -89.94 0.39 0.01 Max. Mx 3 -89.31 0.39 0.01 Max. My 4 -2.41 -0.00 -0.36 Max. Vy 6 -0.18 -0.22 -0.00 Max. Vx 4 -0.18 -0.00 -0.22 Diagonal Max Tension 8 3.95 0.00 0.00 Max. Compression 18 -4.06 0.00 0.00 Max. Mx 33 0.27 0.07 -0.01 Max. My 35 -0.09 0.06 0.01 Max. Vy 33 0.05 0.07 -0.01 Max. Vx 35 0.00 0.00 0.00

T6 60 - 40 Leg Max Tension 7 96.97 -0.40 -0.00 Max. Compression 18 -115.41 0.60 0.02 Max. Mx 19 -114.60 0.60 0.02 Max. My 4 -3.47 -0.00 -0.57 Max. Vy 11 0.18 0.39 -0.02 Max. Vx 8 0.24 -0.00 0.32 Diagonal Max Tension 20 4.84 0.00 0.00 Max. Compression 20 -4.91 0.00 0.00 Max. Mx 33 0.12 0.09 0.01 Max. My 35 -0.29 0.09 0.01 Max. Vy 33 0.06 0.09 0.01

Meisnner

Page

FDH Infrastructure Services 6521 Meridien Drive

Project

PR-005358

Date

14:35:23 06/22/21 Raleigh, North Carolina 27616

Phone: (919) 755-1012

FAX: (919) 755-1031

Client Cushing Civil Engineers

Designed by

Deepak Devulapally

Section No.

Elevation ft

Component Type

Condition Gov.

Load

Moment kip-ft

Minor Axis Moment kip-ft Max. Vx 35 0.00 0.00 0.00

T7 40 - 20 Leg Max Tension 7 119.97 -0.35 -0.00 Max. Compression 18 -143.43 1.00 0.02 Max. Mx 29 1.58 -1.18 -0.00 Max. My 4 -3.66 -0.00 -0.57 Max. Vy 29 0.32 -1.18 -0.00 Max. Vx 12 -0.17 -0.02 -0.54 Diagonal Max Tension 20 5.97 0.00 0.00 Max. Compression 20 -6.06 0.00 0.00 Max. Mx 33 -0.18 0.12 0.01 Max. My 35 -0.37 0.11 0.01 Max. Vy 33 0.07 0.10 0.01 Max. Vx 35 0.00 0.00 0.00

T8 20 - 0 Leg Max Tension 7 141.18 -0.84 -0.02 Max. Compression 18 -169.36 0.00 0.00 Max. Mx 29 3.88 -1.18 -0.00 Max. My 4 -5.15 -0.05 -1.76 Max. Vy 3 0.30 0.89 0.02 Max. Vx 4 -0.38 -0.05 -1.76 Diagonal Max Tension 8 7.22 0.00 0.00 Max. Compression 18 -7.62 0.00 0.00 Max. Mx 33 -0.73 0.18 0.02 Max. My 30 -1.96 0.17 -0.03 Max. Vy 33 0.08 0.18 0.02 Max. Vx 29 0.01 0.00 0.00

Maximum Reactions

Location Condition Gov.

Comb.

Vertical K

Horizontal, X K

Horizontal, Z K

Leg C Max. Vert 18 176.76 18.60 -10.49 Max. Hx 18 176.76 18.60 -10.49 Max. Hz 5 -131.96 -13.53 9.09 Min. Vert 7 -147.10 -15.78 8.86 Min. Hx 7 -147.10 -15.78 8.86 Min. Hz 18 176.76 18.60 -10.49

Leg B Max. Vert 10 176.09 -18.53 -10.53 Max.