Structural Analysis for MasTec Network Solutions...Valmont Structures Tower & Foundation Drawings...

Prepared By: Reviewed By:

Matthew Layden, EIProject Engineer I

Dennis D. Abel, PEDirector of Structural Engineering

NC License No. 32182FDH Velocitel Engineering, PLLC P-

1390

FDH Velocitel Engineering, PLLC6521 Meridien DriveRaleigh, NC, 27616

(919) [email protected]

February 03, 2017

Prepared pursuant to the ANSI/TIA-222-G Structural Standard for Antenna Supporting Structures and Antennas and 2012 North Carolina State Building Code (NCSBC)

STR-RPT-10100 RG-1.3.9

Structural Analysis forMasTec Network Solutions

300.0’ Self-Support Tower (300.0’ AGL)

Site Name: ATA-Green Swamp-ATCSite ID: 478-124

Site FA: 13087758Site Address: 3333 Makatoka Road, Supply, NC 28462

FDH Velocitel Engineering, PLLC Project Number 16PYHV1400 R1

Analysis ResultsTower Components 85.2% Sufficient

Foundation 65.6% Sufficient

Reviewed For Code Compliance

Structural Analysis ReportMasTec Network Solutions

Site ID: 478-124February 03, 2017

STR-RPT-10100 2

TABLE OF CONTENTS

EXECUTIVE SUMMARY.........................................................................................................................................................3

Conclusions .............................................................................................................................................................3

Recommendations ...................................................................................................................................................3

APPURTENANCE LISTING....................................................................................................................................................4

RESULTS................................................................................................................................................................................5

GENERAL COMMENTS .........................................................................................................................................................6

LIMITATIONS..........................................................................................................................................................................6

APPENDIX..............................................................................................................................................................................7




STR-RPT-10100 3

EXECUTIVE SUMMARY

At the request of MasTec Network Solutions, FDH Velocitel Engineering, PLLC performed a structural analysis of theexisting Self-Support Tower located in Supply, NC to determine whether the tower is structurally adequate to support theantenna configuration in place per Table 1 pursuant to the ANSI/TIA-222-G Structural Standard for Antenna SupportingStructures and Antennas and 2012 North Carolina State Building Code (NCSBC). Information pertaining to the antennaloading, current tower geometry, member sizes, and below grade parameters was obtained from:

Source Document Type Reference Date

Valmont Structures Tower & Foundation Drawings Eng. File No. A-123506-F-1011050 January 25, 2008GeoTechnologies, Inc. Geotechnical Report Project No. 1-07-1239-EA October 16, 2007

MasTec Network Solutions - - -

The basic design wind speed per the ANSI/TIA-222-G standard and 2012 NCSBC is 130 mph without ice and 30 mph with1/4" radial ice. Ice is considered to increase in thickness with height. Furthermore, this structure was analyzed as a Class IIstructure in Exposure Category B, topographical factor of 1 with crest height of 0 ft, and Spectral Response Accelerations ofSS=0.379 and S1=0.117.

Note: Per Section 2.7.3 of the ANSI/TIA-222-G Standard, the seismic/earthquake loading effects can be ignored if thespectral response acceleration at short periods (SS) is less than or equal to 1.00. The tower’s location mandates a design SS

of less than 1.00, thus seismic loading was not considered as part of the analysis of this structure.

Conclusions

With the antenna configuration in place per Table 1 we have determined the tower stress level to be sufficient and thefoundation(s) to be sufficient pursuant to the requirements stipulated by ANSI/TIA-222-G Structural Standard for AntennaSupporting Structures and Antennas and 2012 North Carolina State Building Code (NCSBC) provided theRecommendations below are satisifed. For a more detailed description of the analysis of the tower, see the Resultssection of this report.

Our structural analysis has been performed assuming all information provided to FDH Velocitel Engineering, PLLC isaccurate (i.e., the structure member information, tower layout, existing antenna loading, and proposed antenna loading) andthat the tower has been properly erected and maintained per the original design drawings.

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 recommendations:

1. Feed lines to be installed as shown in Figure 1 in the Appendix.2. RRU/RRH Stipulation: The equipment may be installed in any arrangement as determined by the client.




STR-RPT-10100 4

APPURTENANCE LISTING

The antennas and equipment, with their corresponding feed lines, considered for this analysis are shown in Table 1. If theactual layout determined in the field deviates from the layout, FDH Velocitel Engineering, PLLC should be contacted toperform a revised analysis.

Table 1 - Appurtenance Loading

Existing Loading:

AntennaElevation (ft.)

Description Feed Lines CarrierMount

Elevation (ft.)Mount Type

300(1) Andrew UMWD-06516-2DH(2) Andrew UMW-09015-2DH

(3) Kathrein 742 215(12) 1-5/8" AT&T 300 (3) T-Frames

2801

(3) Kathrein 741 989(3) Kathrein 800 10309 V01

(3) Ericsson RRUS-11(1) Raycap DC6-48-60-18-8F

(6) 1-5/8”(2) 1-1/4” DC(1) 3/4” Fiber(1) 3/8” RET

ATMC 280 (3) 10’ T-Frames

1. ATMC reserved loading was considered in this analysis.

Proposed Carrier Final Loading:

AntennaElevation (ft.)

Description Feed Lines CarrierMount

Elevation (ft.)Mount Type

300

(1) Andrew UMWD-06516-2DH(2) Andrew UMW-09015-2DH

(3) Kathrein 742 215(3) KMW EPBQ-652L8H8

(3) Ericsson RRUS-11(1) Raycap DC6-48-60-18-8F

(12) 1-5/8"(2) DC Cables(1) Fiber Cable

(1) 3/8” RET

AT&T 300(3) 12' T-Frames (Kenwood P/N

T1671KT12)




STR-RPT-10100 5

RESULTS

The following material grades for individual members were used for analysis:

Table 2 - Material Grade

Member Type Material Grade

Legs A572-50Bracing A36 & A572-50

Bracing Bolts A325Anchor Rods A687

Table 3 and Table 4 display the summary of capacities for the analyzed structure and its additional components. Valuesgreater than 100% indicate locations where the maximum force in the member exceeds its capacity. Note: Capacities up to105% are considered acceptable (except foundation soil interaction, up to 110% is considered acceptable).

If the assumptions outlined in this report differ from actual field conditions, FDH Velocitel Engineering, PLLC should becontacted to perform a revised analysis. Furthermore, as no information pertaining to the allowable twist and swayrequirements for the appurtenances was provided, deflection and rotation were not taken into consideration whenperforming 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 300 - 290 Leg 1 3/4 19.5 PassT2 290 - 270 Leg 2 59.8 PassT3 270 - 260 Leg Pirod 195541 51.6 PassT4 260 - 240 Leg Pirod 195555 54.4 PassT5 240 - 220 Leg Pirod 195557 52.7 PassT6 220 - 200 Leg Pirod 195557 66.5 PassT7 200 - 180 Leg Pirod 195560 47.5 PassT8 180 - 160 Leg Pirod 195560 56.2 PassT9 160 - 140 Leg Pirod 211661 56.8 Pass

T10 140 - 120 Leg Pirod 208337 54.3 PassT11 120 - 100 Leg Pirod 208337 60.7 PassT12 100 - 80 Leg Pirod 208336 57.0 PassT13 80 - 60 Leg Valmont 208338 62.7 PassT14 60 - 40 Leg Valmont 208339 58.4 PassT15 40 - 20 Leg Valmont 208339 63.4 PassT16 20 - 0 Leg Valmont 214799 53.5 PassT1 300 - 290 Diagonal 3/4 66.9 PassT2 290 - 270 Diagonal 1 41.0 Pass

T3 270 - 260 Diagonal L2 1/2x2 1/2x3/1657.1

67.5 (b)Pass

T4 260 - 240 Diagonal L2 1/2x2 1/2x3/1666.9

68.1 (b)Pass

T5 240 - 220 Diagonal L3x3x3/1654.5

68.9 (b)Pass

T6 220 - 200 Diagonal L3x3x5/16 49.2 PassT7 200 - 180 Diagonal L3x3x5/16 64.8 PassT8 180 - 160 Diagonal L3 1/2x3 1/2x5/16 52.8 PassT9 160 - 140 Diagonal 2L4x4x1/4x1/2 33.3 Pass

T10 140 - 120 Diagonal 2L4x4x1/4x5/8 36.5 PassT11 120 - 100 Diagonal 2L4x4x1/4x5/8 43.1 PassT12 100 - 80 Diagonal 2L4x4x1/4x5/8 50.1 Pass




STR-RPT-10100 6

Section No. Elevation (ft.) Component Type Size % Capacity Pass / Fail

T13 80 - 60 Diagonal 2L4x4x1/4x5/8 58.0 PassT14 60 - 40 Diagonal 2L4x4x1/4x5/8 67.3 PassT15 40 - 20 Diagonal 2L4x4x1/4x5/8 73.8 PassT16 20 - 0 Diagonal 2L4x4x1/4x5/8 85.2 PassT1 300 - 290 Horizontal 7/8 11.7 PassT2 290 - 270 Horizontal 7/8 21.5 PassT1 300 - 290 Top Girt 1 21.2 PassT2 290 - 270 Top Girt 1 19.0 PassT1 300 - 290 Bottom Girt 1 17.5 PassT2 290 - 270 Bottom Girt 1 25.7 Pass

Table 4 –Additional Structure Component Capacities

Elevation (ft.) Component % Capacity Pass / Fail Notes

0 Anchor Rods 53.7 Pass -0 Base Foundation (Reaction Comparison) 65.6 Pass 1

1. Current analysis reactions are within an allowable factor of 1.35 per the ANSI/TIA-222-G standard when the original design reactions are based on an allowable stressdesign.

GENERAL COMMENTS

This engineering analysis is based upon the theoretical capacity of the structure. It is not a condition assessment of thetower and its foundation. It is the responsibility of MasTec Network Solutions to verify that the tower modeled and analyzedis the correct structure (with accurate antenna loading information) modeled. If there are substantial modifications to bemade or the assumptions made in this analysis are not accurate, FDH Velocitel Engineering, PLLC should be notifiedimmediately to perform a revised analysis.

LIMITATIONS

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




STR-RPT-10100 7

APPENDIX




STR-RPT-10100 8

Figure 1: Assumed Feed Line Layout


Tower Analysis

FDH Velocitel6521 Meridien Drive, Suite 107Raleigh, North Carolina 27616

Phone: 9197551012FAX: 9197551031

Job:Green Swamp, NC, 478-124

Project: 16PYHV1400Client: Mastec Network Solutions Drawn by: MLayden App'd:

Code: TIA-222-G Date: 02/03/17 Scale: NTSPath:

\\fdh-server\Projects\2016 Effective - Client Jobs\NSOROL_MasTec Network Solutions\NC\478-124_Green Swamp\16PYHV1400-STASOO_ATT\R.1\Analysis\ReportedTower\Green Swamp Tower, NC 478-124.eri

Dwg No. E-1

300.0 ft

290.0 ft

270.0 ft

260.0 ft

240.0 ft

220.0 ft

200.0 ft

180.0 ft

160.0 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 WINDTORQUE 59 kip-ft

111 KSHEAR

17412 kip-ftMOMENT

112 KAXIAL

30 mph WIND - 0.2500 in ICETORQUE 2 kip-ft

5 KSHEAR

909 kip-ftMOMENT

164 KAXIAL

SHEAR: 60 KUPLIFT: -568 K

SHEAR: 70 KDOWN: 666 K

MAX. CORNER REACTIONS AT BASE:

ARE FACTOREDALL REACTIONS

Se

ctio

nT

1T

2T

3T

4T

5T

6T

7T

8T

9T

10

T11

T12

T13

T14

T15

T16

Le

gs

AS

R2

BP

iro

d1

95

55

5P

iro

d1

95

55

7P

iro

d1

95

56

0P

iro

d2

11

66

1P

iro

d2

08

33

7P

iro

d2

08

33

6V

alm

on

t2

08

33

8V

alm

on

t2

08

33

9V

alm

on

t2

14

79

9

Le

gG

rad

eA

57

2-5

0

Dia

go

na

lsS

R3

/4S

R1

L2

1/2

x21

/2x3

/16

L3

x3x3

/16

L3

x3x5

/16

C2

L4

x4x1

/4x1

/22

L4

x4x1

/4x5

/8

Dia

go

na

lGra

de

A5

72

-50

A3

6

To

pG

irts

SR

1N

.A.

Bo

tto

mG

irts

SR

1N

.A.

Ho

rizo

nta

lsS

R7

/8N

.A.

Fa

ceW

idth

(ft)

4.5

56

81

01

21

41

61

82

02

22

42

62

83

03

2

#P

an

els

@(f

t)D

8@

2.6

51

79

11

@1

08

@2

0

We

igh

t(K

)0.5

1.4

0.8

2.0

2.6

3.1

4.0

4.3

5.7

6.5

6.6

7.5

7.6

8.4

8.6

10.6

80

.3

Lightning Rod 300Beacon 300UMWD-06516-2DH w/ Mount Pipe 300UMW-09015-2DH w/ Mount Pipe 300UMW-09015-2DH w/ Mount Pipe 300742 215 w/ Mount Pipe 300742 215 w/ Mount Pipe 300742 215 w/ Mount Pipe 300EPBQ-652L8H8 w/ Mount Pipe 300EPBQ-652L8H8 w/ Mount Pipe 300EPBQ-652L8H8 w/ Mount Pipe 300RRUS-11 300RRUS-11 300RRUS-11 300DC6-48-60-18-8F (31.25" x 11" Round) 300(3) 12' T-Frames (Kenwood P/NT1671KT12)

300741 989 w/Mount Pipe 280741 989 w/Mount Pipe 280741 989 w/Mount Pipe 280800 10309 V01 w/ Mount Pipe 280800 10309 V01 w/ Mount Pipe 280800 10309 V01 w/ Mount Pipe 280RRUS-11 280RRUS-11 280RRUS-11 280DC6-48-60-18-8F (22.25"x11" Round) 280(3) 10' T-Frames 280Sidemarker 150Sidemarker 150Sidemarker 150DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATIONLightning Rod 300

Beacon 300

UMWD-06516-2DH w/ Mount Pipe 300

UMW-09015-2DH w/ Mount Pipe 300

UMW-09015-2DH w/ Mount Pipe 300

742 215 w/ Mount Pipe 300



EPBQ-652L8H8 w/ Mount Pipe 300



RRUS-11 300

RRUS-11 300

RRUS-11 300

DC6-48-60-18-8F (31.25" x 11" Round) 300

(3) 12' T-Frames (Kenwood P/NT1671KT12)

300

741 989 w/Mount Pipe 280



800 10309 V01 w/ Mount Pipe 280

800 10309 V01 w/ Mount Pipe 280

800 10309 V01 w/ Mount Pipe 280

RRUS-11 280

RRUS-11 280

RRUS-11 280

DC6-48-60-18-8F (22.25"x11" Round) 280

(3) 10' T-Frames 280

Sidemarker 150

Sidemarker 150

Sidemarker 150

SYMBOL LISTMARK MARKSIZE SIZE

A SR 1 3/4

B Pirod 195541

C L3 1/2x3 1/2x5/16

D 4 @ 2.26042

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

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

TOWER DESIGN NOTES1. Tower is located in Brunswick County, North Carolina.2. Tower designed for Exposure B to the TIA-222-G Standard.3. Tower designed for a 130 mph basic wind in accordance with the TIA-222-G Standard.4. Tower is also designed for a 30 mph basic wind with 0.25 in ice. Ice is considered to increase in

thickness with height.5. Deflections are based upon a 60 mph wind.6. Tower Structure Class II.7. Topographic Category 1 with Crest Height of 0.00 ft8. TOWER RATING: 85.2%


ttnnxxTToowweerrJob

Green Swamp, NC, 478-124

Page

1 of 29

FDH Velocitel6521 Meridien Drive, Suite 107

Project

16PYHV1400

Date

15:05:50 02/03/17

Raleigh, North Carolina 27616Phone: 9197551012FAX: 9197551031

Client

Mastec Network SolutionsDesigned by

MLayden

Tower Input Data

The main tower is a 3x free standing tower with an overall height of 300.00 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 4.50 ft at the top and 32.00 ft at the base.This tower is designed using the TIA-222-G standard.The following design criteria apply:

Tower is located in Brunswick County, North Carolina.Basic wind speed of 130 mph.Structure Class II.Exposure Category B.Topographic Category 1.Crest Height 0.00 ft.Nominal ice thickness of 0.2500 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.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 RulesConsider Moments - Horizontals Assume Legs Pinned √ Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEAUse Moment Magnification √ Use Clear Spans For Wind Area √ SR Leg Bolts Resist Compression

√ Use Code Stress Ratios √ Use Clear Spans For KL/r All Leg Panels Have Same Allowable√ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation

Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients √ Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption

√ Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice ExemptionLeg 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 SocketsSR Members Are Concentric


ttnnxxTToowweerrJob


Page

2 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

Leg BLeg C

Leg A

Face

AFace

B

Face C

Triangular To wer

Wind Norma l

Wind 90

Wind 180

Z

X

Tower Section Geometry

TowerSection

TowerElevation

ft

AssemblyDatabase

Description SectionWidth

ft

Numberof

Sections

SectionLength

ftT1 300.00-290.00 4.50 1 10.00T2 290.00-270.00 4.50 1 20.00T3 270.00-260.00 5.00 1 10.00T4 260.00-240.00 6.00 1 20.00T5 240.00-220.00 8.00 1 20.00T6 220.00-200.00 10.00 1 20.00T7 200.00-180.00 12.00 1 20.00T8 180.00-160.00 14.00 1 20.00T9 160.00-140.00 16.00 1 20.00T10 140.00-120.00 18.00 1 20.00T11 120.00-100.00 20.00 1 20.00T12 100.00-80.00 22.00 1 20.00T13 80.00-60.00 24.00 1 20.00T14 60.00-40.00 26.00 1 20.00T15 40.00-20.00 28.00 1 20.00T16 20.00-0.00 30.00 1 20.00

Tower Section Geometry (cont’d)


ttnnxxTToowweerrJob


Page

3 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

TowerSection

TowerElevation

ft

DiagonalSpacing

ft

BracingType

HasK Brace

EndPanels

HasHorizontals

Top GirtOffset

in

Bottom GirtOffset

inT1 300.00-290.00 2.26 X Brace No Steps 9.0000 2.5000T2 290.00-270.00 2.65 X Brace No Steps 10.2500 7.0000T3 270.00-260.00 10.00 X Brace No No 0.0000 0.0000T4 260.00-240.00 10.00 X Brace No No 0.0000 0.0000T5 240.00-220.00 10.00 X Brace No No 0.0000 0.0000T6 220.00-200.00 10.00 X Brace No No 0.0000 0.0000T7 200.00-180.00 10.00 X Brace No No 0.0000 0.0000T8 180.00-160.00 10.00 X Brace No No 0.0000 0.0000T9 160.00-140.00 20.00 X Brace No No 0.0000 0.0000

T10 140.00-120.00 20.00 X Brace No No 0.0000 0.0000T11 120.00-100.00 20.00 X Brace No No 0.0000 0.0000T12 100.00-80.00 20.00 X Brace No No 0.0000 0.0000T13 80.00-60.00 20.00 X Brace No No 0.0000 0.0000T14 60.00-40.00 20.00 X Brace No No 0.0000 0.0000T15 40.00-20.00 20.00 X Brace No No 0.0000 0.0000T16 20.00-0.00 20.00 X Brace No No 0.0000 0.0000


TowerElevation

ft

LegType

LegSize

LegGrade

DiagonalType

DiagonalSize

DiagonalGrade

T1 300.00-290.00 Solid Round 1 3/4 A572-50(50 ksi)

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

T2 290.00-270.00 Solid Round 2 A572-50(50 ksi)

Solid Round 1 A572-50(50 ksi)

T3 270.00-260.00 Truss Leg Pirod 195541 A572-50(50 ksi)

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




Single Angle L3x3x3/16 A36(36 ksi)








Double EqualAngle

2L4x4x1/4x1/2 A36(36 ksi)

T10140.00-120.00

Truss Leg Pirod 208337 A572-50(50 ksi)

Double EqualAngle

2L4x4x1/4x5/8 A36(36 ksi)

T11120.00-100.00

Truss Leg Pirod 208337 A572-50(50 ksi)

Double EqualAngle

2L4x4x1/4x5/8 A36(36 ksi)


Double EqualAngle

2L4x4x1/4x5/8 A36(36 ksi)

T13 80.00-60.00 Truss Leg Valmont 208338 A572-50(50 ksi)

Double EqualAngle

2L4x4x1/4x5/8 A36(36 ksi)


Double EqualAngle

2L4x4x1/4x5/8 A36(36 ksi)


Double EqualAngle

2L4x4x1/4x5/8 A36(36 ksi)


Double EqualAngle

2L4x4x1/4x5/8 A36(36 ksi)


ttnnxxTToowweerrJob


Page

4 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden


TowerElevation

ft

Top GirtType

Top GirtSize

Top GirtGrade

Bottom GirtType

Bottom GirtSize

Bottom GirtGrade






TowerElevation

ft

No.of

MidGirts

Mid GirtType

Mid GirtSize

Mid GirtGrade

HorizontalType

HorizontalSize

HorizontalGrade

T1 300.00-290.00 None Flat Bar A36(36 ksi)


T2 290.00-270.00 None Flat Bar A36(36 ksi)



TowerElevation

ft

GussetArea

(per face)

ft2

GussetThickness

in

Gusset Grade Adjust. FactorAf

Adjust.Factor

Ar

Weight Mult. Double AngleStitch BoltSpacing

Diagonalsin

Double AngleStitch BoltSpacing

Horizontalsin


Redundantsin

T1300.00-290.00

0.00 0.0000 A36(36 ksi)

1 1 1 Mid-Pt 36.0000 36.0000

T2290.00-270.00

0.00 0.0000 A36(36 ksi)

1 1 1 Mid-Pt 36.0000 36.0000

T3270.00-260.00

0.00 0.0000 A36(36 ksi)

1 1 1 Mid-Pt 36.0000 36.0000

T4260.00-240.00

0.00 0.0000 A36(36 ksi)

1 1 1 Mid-Pt 36.0000 36.0000

T5240.00-220.00

0.00 0.0000 A36(36 ksi)

1 1 1 Mid-Pt 36.0000 36.0000

T6220.00-200.00

0.00 0.0000 A36(36 ksi)

1 1 1 Mid-Pt 36.0000 36.0000

T7200.00-180.00

0.00 0.0000 A36(36 ksi)

1 1 1 Mid-Pt 36.0000 36.0000

T8180.00-160.00

0.00 0.0000 A36(36 ksi)

1 1 1 Mid-Pt 36.0000 36.0000

T9160.00-140.00

0.00 0.0000 A36(36 ksi)

1 1 1 Mid-Pt 36.0000 36.0000

T10140.00-120.00

0.00 0.0000 A36(36 ksi)

1 1 1 Mid-Pt 36.0000 36.0000

T11120.00-100.00

0.00 0.0000 A36(36 ksi)

1 1 1 Mid-Pt 36.0000 36.0000

T12 0.00 0.0000 A36 1 1 1 Mid-Pt 36.0000 36.0000Reviewed For Code Compliance

ttnnxxTToowweerrJob


Page

5 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

TowerElevation

ft

GussetArea

(per face)

ft2

GussetThickness

in

Gusset Grade Adjust. FactorAf

Adjust.Factor

Ar

Weight Mult. Double AngleStitch BoltSpacing

Diagonalsin


Horizontalsin


Redundantsin

100.00-80.00 (36 ksi)T13

80.00-60.000.00 0.0000 A36

(36 ksi)1 1 1 Mid-Pt 36.0000 36.0000

T1460.00-40.00

0.00 0.0000 A36(36 ksi)

1 1 1 Mid-Pt 36.0000 36.0000

T1540.00-20.00

0.00 0.0000 A36(36 ksi)

1 1 1 Mid-Pt 36.0000 36.0000

T16 20.00-0.00 0.00 0.0000 A36(36 ksi)

1 1 1 Mid-Pt 36.0000 36.0000


K Factors1

TowerElevation

ft

CalcK

SingleAngles

CalcK

SolidRounds

Legs XBraceDiags

XY

KBraceDiags

XY

SingleDiags

XY

Girts

XY

Horiz.

XY

Sec.Horiz.

XY

InnerBrace

XY

T1300.00-290.00

No Yes 1 11

11

11

11

11

11

11

T2290.00-270.00

No Yes 1 11

11

11

11

11

11

11

T3270.00-260.00

Yes No 1 11

11

11

11

11

11

11

T4260.00-240.00

Yes No 1 11

11

11

11

11

11

11

T5240.00-220.00

Yes No 1 11

11

11

11

11

11

11

T6220.00-200.00

Yes No 1 11

11

11

11

11

11

11

T7200.00-180.00

Yes No 1 11

11

11

11

11

11

11

T8180.00-160.00

Yes No 1 11

11

11

11

11

11

11

T9160.00-140.00

Yes No 1 11

11

11

11

11

11

11

T10140.00-120.00

Yes No 1 11

11

11

11

11

11

11

T11120.00-100.00

Yes No 1 11

11

11

11

11

11

11

T12100.00-80.00

Yes No 1 11

11

11

11

11

11

11

T1380.00-60.00

Yes No 1 11

11

11

11

11

11

11

T1460.00-40.00

Yes No 1 11

11

11

11

11

11

11

T1540.00-20.00

Yes No 1 11

11

11

11

11

11

11

T1620.00-0.00

Yes No 1 11

11

11

11

11

11

11

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 tothe overall length.


ttnnxxTToowweerrJob


Page

6 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden


Truss-Leg K FactorsTruss-Legs Used As Leg Members Truss-Legs Used As Inner Members

TowerElevation

ft

LegPanels

XBrace

Diagonals

ZBrace

Diagonals

LegPanels

XBrace

Diagonals

ZBrace

Diagonals

T3270.00-260.00

1 0.5 0.85 1 0.5 0.85

T4260.00-240.00

1 0.5 0.85 1 0.5 0.85

T5240.00-220.00

1 0.5 0.85 1 0.5 0.85

T6220.00-200.00

1 0.5 0.85 1 0.5 0.85

T7200.00-180.00

1 0.5 0.85 1 0.5 0.85

T8180.00-160.00

1 0.5 0.85 1 0.5 0.85

T9160.00-140.00

1 0.5 0.85 1 0.5 0.85

T10140.00-120.00

1 0.5 0.85 1 0.5 0.85

T11120.00-100.00

1 0.5 0.85 1 0.5 0.85

T12100.00-80.00

1 0.5 0.85 1 0.5 0.85

T1380.00-60.00

1 0.5 0.85 1 0.5 0.85

T1460.00-40.00

1 0.5 0.85 1 0.5 0.85

T1540.00-20.00

1 0.5 0.85 1 0.5 0.85

T1620.00-0.00

1 0.5 0.85 1 0.5 0.85


TowerElevation

ft

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

Net WidthDeduct

in

U Net WidthDeduct

in

U Net WidthDeduct

in

U NetWidth

Deductin

U NetWidth

Deductin

U NetWidth

Deductin

U NetWidth

Deductin

U

T1300.00-290.00

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

T2290.00-270.00

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

T3270.00-260.00

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

T4260.00-240.00

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

T5240.00-220.00

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

T6220.00-200.00

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


ttnnxxTToowweerrJob


Page

7 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

TowerElevation

ft


Net WidthDeduct

in

U Net WidthDeduct

in

U Net WidthDeduct

in

U NetWidth

Deductin

U NetWidth

Deductin

U NetWidth

Deductin

U NetWidth

Deductin

U

T7200.00-180.00

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

T8180.00-160.00

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

T9160.00-140.00

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

T10140.00-120.00

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

T11120.00-100.00

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

T12100.00-80.00

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

T1380.00-60.00

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

T1460.00-40.00

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

T1540.00-20.00

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

T16 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


TowerElevation

ft

LegConnection

Type


Bolt Sizein

No. Bolt Sizein

No. Bolt Sizein

No. Bolt Sizein

No. Bolt Sizein

No. Bolt Sizein

No. Bolt Sizein

No.

T1300.00-290.00

Sleeve DS 0.6250A325X

5 0.0000A325X

0 0.6250A325X

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T2290.00-270.00

Flange 1.0000A325X

6 0.0000A325X

0 0.6250A325X

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T3270.00-260.00

Flange 1.0000A325X

6 1.0000A325X

1 0.6250A325X

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T4260.00-240.00

Flange 1.0000A325X

6 1.0000A325X

1 0.6250A325X

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T5240.00-220.00

Flange 1.0000A325X

6 1.0000A325X

1 0.6250A325X

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T6220.00-200.00

Flange 1.0000A325X

6 1.0000A325X

1 0.6250A325X

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T7200.00-180.00

Flange 1.2500A325X

6 1.2500A325X

1 0.6250A325X

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T8180.00-160.00

Flange 1.2500A325X

6 1.2500A325X

1 0.6250A325X

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T9160.00-140.00

Flange 1.0000A325X

12 0.8750A325X

2 0.6250A325X

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T10140.00-120.00

Flange 1.0000A325X

12 0.8750A325X

2 0.6250A325X

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T11120.00-100.00

Flange 1.0000A325X

12 0.8750A325X

2 0.6250A325X

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T12100.00-80.00

Flange 1.2500A325X

12 0.8750A325X

2 0.6250A325X

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0


ttnnxxTToowweerrJob


Page

8 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

TowerElevation

ft

LegConnection

Type


Bolt Sizein

No. Bolt Sizein

No. Bolt Sizein

No. Bolt Sizein

No. Bolt Sizein

No. Bolt Sizein

No. Bolt Sizein

No.

T1380.00-60.00

Flange 1.2500A325X

12 0.8750A325X

2 0.6250A325X

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T1460.00-40.00

Flange 1.2500A325X

12 0.8750A325X

2 0.6250A325X

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T1540.00-20.00

Flange 1.2500A325X

12 0.8750A325X

2 0.6250A325X

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

T16 20.00-0.00 Flange 2.0000A687

0 1.0000A325X

2 0.6250A325X

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0

Feed Line/Linear Appurtenances - Entered As Round Or Flat

Description Faceor

Leg

AllowShield

ComponentType

Placement

ft

FaceOffset

in

LateralOffset

(Frac FW)

# #Per

Row

ClearSpacing

in

Width orDiameter

in

Perimeter

in

Weight

plf***

Safety Line3/8

B No Ar (CaAa) 300.00 - 0.00 0.0000 -0.48 1 1 0.0000 0.3750 0.22

1/2'' A No Ar (CaAa) 150.00 - 0.00 0.0000 0.48 2 2 0.2500 0.5800 0.151/2'' A No Ar (CaAa) 300.00 - 150.00 0.0000 0.48 1 1 0.2500 0.5800 0.15****1-5/8'' C No Ar (CaAa) 300.00 - 10.00 -6.0000 0.45 12 6 0.5000 1.9800 0.82

12 PAIR(3/8'')

C No Ar (CaAa) 300.00 - 10.00 -6.0000 0.41 2 2 0.0000 0.4000 0.08

6-8AWG 3PAIR( 7/8'')

C No Ar (CaAa) 300.00 - 10.00 -6.0000 0.42 2 2 0.5000 0.9000 0.68

T-Brackets C No Af (CaAa) 300.00 - 10.00 -6.0000 0.45 1 1 1.0000 1.0000 8.40******1-5/8'' A No Ar (CaAa) 280.00 - 10.00 -6.0000 0.45 6 6 0.5000 1.9800 0.821-1/4'' A No Ar (CaAa) 280.00 - 10.00 -6.0000 0.41 2 2 0.5000 1.5500 0.663/4'' A No Ar (CaAa) 280.00 - 10.00 -6.0000 0.4 1 1 0.5000 0.9950 0.473/8'' A No Ar (CaAa) 280.00 - 10.00 -6.0000 0.4 1 1 0.0000 0.3750 0.18

T-Brackets A No Af (CaAa) 280.00 - 10.00 -6.0000 0.45 1 1 1.0000 1.0000 8.40***************

Feed Line/Linear Appurtenances - Entered As Area

Description Faceor

Leg

AllowShield

ComponentType

Placement

ft

TotalNumber

CAAA

ft2/ft

Weight

plf***************


ttnnxxTToowweerrJob


Page

9 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

Feed Line/Linear Appurtenances Section Areas

TowerSection

TowerElevation

ft

Face AR

ft2

AF

ft2

CAAA

In Faceft2

CAAA

Out Faceft2

Weight

KT1 300.00-290.00 A

BC

0.0000.0000.000

0.0000.0000.000

0.5800.375

28.027

0.0000.0000.000

0.000.000.20

T2 290.00-270.00 ABC

0.0000.0000.000

0.0000.0000.000

19.1770.750

56.053

0.0000.0000.000

0.160.000.40

T3 270.00-260.00 ABC

0.0000.0000.000

0.0000.0000.000

18.5970.375

28.027

0.0000.0000.000

0.150.000.20

T4 260.00-240.00 ABC

0.0000.0000.000

0.0000.0000.000

37.1930.750

56.053

0.0000.0000.000

0.310.000.40

T5 240.00-220.00 ABC

0.0000.0000.000

0.0000.0000.000

37.1930.750

56.053

0.0000.0000.000

0.310.000.40

T6 220.00-200.00 ABC

0.0000.0000.000

0.0000.0000.000

37.1930.750

56.053

0.0000.0000.000

0.310.000.40

T7 200.00-180.00 ABC

0.0000.0000.000

0.0000.0000.000

37.1930.750

56.053

0.0000.0000.000

0.310.000.40

T8 180.00-160.00 ABC

0.0000.0000.000

0.0000.0000.000

37.1930.750

56.053

0.0000.0000.000

0.310.000.40

T9 160.00-140.00 ABC

0.0000.0000.000

0.0000.0000.000

37.7730.750

56.053

0.0000.0000.000

0.310.000.40

T10 140.00-120.00 ABC

0.0000.0000.000

0.0000.0000.000

38.3530.750

56.053

0.0000.0000.000

0.310.000.40

T11 120.00-100.00 ABC

0.0000.0000.000

0.0000.0000.000

38.3530.750

56.053

0.0000.0000.000

0.310.000.40

T12 100.00-80.00 ABC

0.0000.0000.000

0.0000.0000.000

38.3530.750

56.053

0.0000.0000.000

0.310.000.40

T13 80.00-60.00 ABC

0.0000.0000.000

0.0000.0000.000

38.3530.750

56.053

0.0000.0000.000

0.310.000.40

T14 60.00-40.00 ABC

0.0000.0000.000

0.0000.0000.000

38.3530.750

56.053

0.0000.0000.000

0.310.000.40

T15 40.00-20.00 ABC

0.0000.0000.000

0.0000.0000.000

38.3530.750

56.053

0.0000.0000.000

0.310.000.40

T16 20.00-0.00 ABC

0.0000.0000.000

0.0000.0000.000

20.3370.750

28.027

0.0000.0000.000

0.160.000.20

Feed Line/Linear Appurtenances Section Areas - With Ice

TowerSection

TowerElevation

ft

Faceor

Leg

IceThickness

in

AR

ft2

AF

ft2

CAAA

In Faceft2

CAAA

Out Faceft2

Weight

KT1 300.00-290.00 A 0.622 0.000 0.000 1.825 0.000 0.01


ttnnxxTToowweerrJob


Page

10 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

TowerSection

TowerElevation

ft

Faceor

Leg

IceThickness

in

AR

ft2

AF

ft2

CAAA

In Faceft2

CAAA

Out Faceft2

Weight

KBC

0.0000.000

0.0000.000

1.62032.163

0.0000.000

0.010.44

T2 290.00-270.00 ABC

0.619 0.0000.0000.000

0.0000.0000.000

37.3023.227

64.248

0.0000.0000.000

0.360.020.87

T3 270.00-260.00 ABC

0.616 0.0000.0000.000

0.0000.0000.000

35.4351.607

32.083

0.0000.0000.000

0.340.010.44

T4 260.00-240.00 ABC

0.612 0.0000.0000.000

0.0000.0000.000

70.7683.199

64.078

0.0000.0000.000

0.690.020.87

T5 240.00-220.00 ABC

0.607 0.0000.0000.000

0.0000.0000.000

70.6213.179

63.955

0.0000.0000.000

0.680.020.87

T6 220.00-200.00 ABC

0.602 0.0000.0000.000

0.0000.0000.000

70.4643.157

63.821

0.0000.0000.000

0.680.020.87

T7 200.00-180.00 ABC

0.596 0.0000.0000.000

0.0000.0000.000

70.2913.133

63.676

0.0000.0000.000

0.680.020.86

T8 180.00-160.00 ABC

0.589 0.0000.0000.000

0.0000.0000.000

70.1023.106

63.516

0.0000.0000.000

0.670.020.86

T9 160.00-140.00 ABC

0.582 0.0000.0000.000

0.0000.0000.000

72.0343.077

63.338

0.0000.0000.000

0.670.020.86

T10 140.00-120.00 ABC

0.573 0.0000.0000.000

0.0000.0000.000

73.9143.044

63.137

0.0000.0000.000

0.680.020.85

T11 120.00-100.00 ABC

0.564 0.0000.0000.000

0.0000.0000.000

73.6143.006

62.906

0.0000.0000.000

0.670.020.85

T12 100.00-80.00 ABC

0.553 0.0000.0000.000

0.0000.0000.000

73.2592.961

62.634

0.0000.0000.000

0.660.020.84

T13 80.00-60.00 ABC

0.539 0.0000.0000.000

0.0000.0000.000

72.8262.906

62.302

0.0000.0000.000

0.660.020.83

T14 60.00-40.00 ABC

0.521 0.0000.0000.000

0.0000.0000.000

72.2622.835

61.869

0.0000.0000.000

0.650.020.83

T15 40.00-20.00 ABC

0.495 0.0000.0000.000

0.0000.0000.000

71.4422.731

61.240

0.0000.0000.000

0.630.010.81

T16 20.00-0.00 ABC

0.444 0.0000.0000.000

0.0000.0000.000

38.3162.525

29.996

0.0000.0000.000

0.310.010.39

Feed Line Center of Pressure

Section Elevation

ft

CPX

in

CPZ

in

CPX

Icein

CPZ

Icein

T1 300.00-290.00 -4.3135 1.5078 -2.7370 0.5726T2 290.00-270.00 -3.2370 -0.2279 -1.9818 -0.8805T3 270.00-260.00 -2.3777 -1.2046 -1.3962 -1.6089T4 260.00-240.00 -3.0997 -1.4356 -1.8941 -2.0364 Reviewed For Code Compliance

ttnnxxTToowweerrJob


Page

11 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

Section Elevation

ft

CPX

in

CPZ

in

CPX

Icein

CPZ

Icein

T5 240.00-220.00 -3.9024 -1.6781 -2.4284 -2.4621T6 220.00-200.00 -4.7889 -1.9633 -3.0179 -2.9479T7 200.00-180.00 -6.0135 -2.3843 -3.7536 -3.5715T8 180.00-160.00 -6.7100 -2.5956 -4.2681 -3.9811T9 160.00-140.00 -7.0678 -2.7990 -4.5457 -4.0837T10 140.00-120.00 -7.7115 -3.1285 -5.0255 -4.3656T11 120.00-100.00 -8.4907 -3.4048 -5.5731 -4.7876T12 100.00-80.00 -9.0815 -3.6069 -5.9310 -5.0435T13 80.00-60.00 -9.8179 -3.8680 -6.4686 -5.4470T14 60.00-40.00 -10.3846 -4.0631 -6.9099 -5.7600T15 40.00-20.00 -11.0831 -4.3106 -7.4761 -6.1581T16 20.00-0.00 -7.3029 -3.4546 -5.2017 -4.8783

Shielding Factor Ka

TowerSection

Feed LineRecord No.

Description Feed LineSegment Elev.

Ka

No IceKa

IceT1 2 Safety Line 3/8 290.00 -

300.000.6000 0.6000

T1 4 1/2" 290.00 -300.00

0.6000 0.6000

T1 6 1-5/8" 290.00 -300.00

0.6000 0.6000

T1 7 12 PAIR( 3/8") 290.00 -300.00

0.6000 0.6000

T1 8 6-8AWG 3 PAIR( 7/8") 290.00 -300.00

0.6000 0.6000

T1 9 T-Brackets 290.00 -300.00

0.6000 0.6000

T2 2 Safety Line 3/8 270.00 -290.00

0.6000 0.6000

T2 4 1/2" 270.00 -290.00

0.6000 0.6000

T2 6 1-5/8" 270.00 -290.00

0.6000 0.6000

T2 7 12 PAIR( 3/8") 270.00 -290.00

0.6000 0.6000

T2 8 6-8AWG 3 PAIR( 7/8") 270.00 -290.00

0.6000 0.6000

T2 9 T-Brackets 270.00 -290.00

0.6000 0.6000

T2 11 1-5/8" 270.00 -280.00

0.6000 0.6000

T2 12 1-1/4" 270.00 -280.00

0.6000 0.6000

T2 13 3/4" 270.00 -280.00

0.6000 0.6000

T2 14 3/8" 270.00 -280.00

0.6000 0.6000

T2 15 T-Brackets 270.00 -280.00

0.6000 0.6000

T3 2 Safety Line 3/8 260.00 -270.00

0.6000 0.5678

T3 4 1/2" 260.00 -270.00

0.6000 0.5678


ttnnxxTToowweerrJob


Page

12 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

TowerSection

Feed LineRecord No.


Ka

No IceKa

IceT3 6 1-5/8" 260.00 -

270.000.6000 0.5678

T3 7 12 PAIR( 3/8") 260.00 -270.00

0.6000 0.5678

T3 8 6-8AWG 3 PAIR( 7/8") 260.00 -270.00

0.6000 0.5678

T3 9 T-Brackets 260.00 -270.00

0.6000 0.5678

T3 11 1-5/8" 260.00 -270.00

0.6000 0.5678

T3 12 1-1/4" 260.00 -270.00

0.6000 0.5678

T3 13 3/4" 260.00 -270.00

0.6000 0.5678

T3 14 3/8" 260.00 -270.00

0.6000 0.5678

T3 15 T-Brackets 260.00 -270.00

0.6000 0.5678

T4 2 Safety Line 3/8 240.00 -260.00

0.6000 0.6000

T4 4 1/2" 240.00 -260.00

0.6000 0.6000

T4 6 1-5/8" 240.00 -260.00

0.6000 0.6000

T4 7 12 PAIR( 3/8") 240.00 -260.00

0.6000 0.6000

T4 8 6-8AWG 3 PAIR( 7/8") 240.00 -260.00

0.6000 0.6000

T4 9 T-Brackets 240.00 -260.00

0.6000 0.6000

T4 11 1-5/8" 240.00 -260.00

0.6000 0.6000

T4 12 1-1/4" 240.00 -260.00

0.6000 0.6000

T4 13 3/4" 240.00 -260.00

0.6000 0.6000

T4 14 3/8" 240.00 -260.00

0.6000 0.6000

T4 15 T-Brackets 240.00 -260.00

0.6000 0.6000

T5 2 Safety Line 3/8 220.00 -240.00

0.6000 0.6000

T5 4 1/2" 220.00 -240.00

0.6000 0.6000

T5 6 1-5/8" 220.00 -240.00

0.6000 0.6000

T5 7 12 PAIR( 3/8") 220.00 -240.00

0.6000 0.6000

T5 8 6-8AWG 3 PAIR( 7/8") 220.00 -240.00

0.6000 0.6000

T5 9 T-Brackets 220.00 -240.00

0.6000 0.6000

T5 11 1-5/8" 220.00 -240.00

0.6000 0.6000

T5 12 1-1/4" 220.00 -240.00

0.6000 0.6000

T5 13 3/4" 220.00 -240.00

0.6000 0.6000

T5 14 3/8" 220.00 -240.00

0.6000 0.6000

T5 15 T-Brackets 220.00 -240.00

0.6000 0.6000


ttnnxxTToowweerrJob


Page

13 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

TowerSection

Feed LineRecord No.


Ka

No IceKa

IceT6 2 Safety Line 3/8 200.00 -

220.000.6000 0.6000

T6 4 1/2" 200.00 -220.00

0.6000 0.6000

T6 6 1-5/8" 200.00 -220.00

0.6000 0.6000

T6 7 12 PAIR( 3/8") 200.00 -220.00

0.6000 0.6000

T6 8 6-8AWG 3 PAIR( 7/8") 200.00 -220.00

0.6000 0.6000

T6 9 T-Brackets 200.00 -220.00

0.6000 0.6000

T6 11 1-5/8" 200.00 -220.00

0.6000 0.6000

T6 12 1-1/4" 200.00 -220.00

0.6000 0.6000

T6 13 3/4" 200.00 -220.00

0.6000 0.6000

T6 14 3/8" 200.00 -220.00

0.6000 0.6000

T6 15 T-Brackets 200.00 -220.00

0.6000 0.6000

T7 2 Safety Line 3/8 180.00 -200.00

0.6000 0.6000

T7 4 1/2" 180.00 -200.00

0.6000 0.6000

T7 6 1-5/8" 180.00 -200.00

0.6000 0.6000

T7 7 12 PAIR( 3/8") 180.00 -200.00

0.6000 0.6000

T7 8 6-8AWG 3 PAIR( 7/8") 180.00 -200.00

0.6000 0.6000

T7 9 T-Brackets 180.00 -200.00

0.6000 0.6000

T7 11 1-5/8" 180.00 -200.00

0.6000 0.6000

T7 12 1-1/4" 180.00 -200.00

0.6000 0.6000

T7 13 3/4" 180.00 -200.00

0.6000 0.6000

T7 14 3/8" 180.00 -200.00

0.6000 0.6000

T7 15 T-Brackets 180.00 -200.00

0.6000 0.6000

T8 2 Safety Line 3/8 160.00 -180.00

0.6000 0.6000

T8 4 1/2" 160.00 -180.00

0.6000 0.6000

T8 6 1-5/8" 160.00 -180.00

0.6000 0.6000

T8 7 12 PAIR( 3/8") 160.00 -180.00

0.6000 0.6000

T8 8 6-8AWG 3 PAIR( 7/8") 160.00 -180.00

0.6000 0.6000

T8 9 T-Brackets 160.00 -180.00

0.6000 0.6000

T8 11 1-5/8" 160.00 -180.00

0.6000 0.6000

T8 12 1-1/4" 160.00 -180.00

0.6000 0.6000

T8 13 3/4" 160.00 -180.00

0.6000 0.6000


ttnnxxTToowweerrJob


Page

14 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

TowerSection

Feed LineRecord No.


Ka

No IceKa

IceT8 14 3/8" 160.00 -

180.000.6000 0.6000

T8 15 T-Brackets 160.00 -180.00

0.6000 0.6000

T9 2 Safety Line 3/8 140.00 -160.00

0.6000 0.6000

T9 3 1/2" 140.00 -150.00

0.6000 0.6000

T9 4 1/2" 150.00 -160.00

0.6000 0.6000

T9 6 1-5/8" 140.00 -160.00

0.6000 0.6000

T9 7 12 PAIR( 3/8") 140.00 -160.00

0.6000 0.6000

T9 8 6-8AWG 3 PAIR( 7/8") 140.00 -160.00

0.6000 0.6000

T9 9 T-Brackets 140.00 -160.00

0.6000 0.6000

T9 11 1-5/8" 140.00 -160.00

0.6000 0.6000

T9 12 1-1/4" 140.00 -160.00

0.6000 0.6000

T9 13 3/4" 140.00 -160.00

0.6000 0.6000

T9 14 3/8" 140.00 -160.00

0.6000 0.6000

T9 15 T-Brackets 140.00 -160.00

0.6000 0.6000

T10 2 Safety Line 3/8 120.00 -140.00

0.6000 0.6000

T10 3 1/2" 120.00 -140.00

0.6000 0.6000

T10 6 1-5/8" 120.00 -140.00

0.6000 0.6000

T10 7 12 PAIR( 3/8") 120.00 -140.00

0.6000 0.6000

T10 8 6-8AWG 3 PAIR( 7/8") 120.00 -140.00

0.6000 0.6000

T10 9 T-Brackets 120.00 -140.00

0.6000 0.6000

T10 11 1-5/8" 120.00 -140.00

0.6000 0.6000

T10 12 1-1/4" 120.00 -140.00

0.6000 0.6000

T10 13 3/4" 120.00 -140.00

0.6000 0.6000

T10 14 3/8" 120.00 -140.00

0.6000 0.6000

T10 15 T-Brackets 120.00 -140.00

0.6000 0.6000

T11 2 Safety Line 3/8 100.00 -120.00

0.6000 0.6000

T11 3 1/2" 100.00 -120.00

0.6000 0.6000

T11 6 1-5/8" 100.00 -120.00

0.6000 0.6000

T11 7 12 PAIR( 3/8") 100.00 -120.00

0.6000 0.6000

T11 8 6-8AWG 3 PAIR( 7/8") 100.00 -120.00

0.6000 0.6000

T11 9 T-Brackets 100.00 -120.00

0.6000 0.6000


ttnnxxTToowweerrJob


Page

15 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

TowerSection

Feed LineRecord No.


Ka

No IceKa

IceT11 11 1-5/8" 100.00 -

120.000.6000 0.6000

T11 12 1-1/4" 100.00 -120.00

0.6000 0.6000

T11 13 3/4" 100.00 -120.00

0.6000 0.6000

T11 14 3/8" 100.00 -120.00

0.6000 0.6000

T11 15 T-Brackets 100.00 -120.00

0.6000 0.6000

T12 2 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000T12 3 1/2" 80.00 - 100.00 0.6000 0.6000T12 6 1-5/8" 80.00 - 100.00 0.6000 0.6000T12 7 12 PAIR( 3/8") 80.00 - 100.00 0.6000 0.6000T12 8 6-8AWG 3 PAIR( 7/8") 80.00 - 100.00 0.6000 0.6000T12 9 T-Brackets 80.00 - 100.00 0.6000 0.6000T12 11 1-5/8" 80.00 - 100.00 0.6000 0.6000T12 12 1-1/4" 80.00 - 100.00 0.6000 0.6000T12 13 3/4" 80.00 - 100.00 0.6000 0.6000T12 14 3/8" 80.00 - 100.00 0.6000 0.6000T12 15 T-Brackets 80.00 - 100.00 0.6000 0.6000T13 2 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000T13 3 1/2" 60.00 - 80.00 0.6000 0.6000T13 6 1-5/8" 60.00 - 80.00 0.6000 0.6000T13 7 12 PAIR( 3/8") 60.00 - 80.00 0.6000 0.6000T13 8 6-8AWG 3 PAIR( 7/8") 60.00 - 80.00 0.6000 0.6000T13 9 T-Brackets 60.00 - 80.00 0.6000 0.6000T13 11 1-5/8" 60.00 - 80.00 0.6000 0.6000T13 12 1-1/4" 60.00 - 80.00 0.6000 0.6000T13 13 3/4" 60.00 - 80.00 0.6000 0.6000T13 14 3/8" 60.00 - 80.00 0.6000 0.6000T13 15 T-Brackets 60.00 - 80.00 0.6000 0.6000T14 2 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000T14 3 1/2" 40.00 - 60.00 0.6000 0.6000T14 6 1-5/8" 40.00 - 60.00 0.6000 0.6000T14 7 12 PAIR( 3/8") 40.00 - 60.00 0.6000 0.6000T14 8 6-8AWG 3 PAIR( 7/8") 40.00 - 60.00 0.6000 0.6000T14 9 T-Brackets 40.00 - 60.00 0.6000 0.6000T14 11 1-5/8" 40.00 - 60.00 0.6000 0.6000T14 12 1-1/4" 40.00 - 60.00 0.6000 0.6000T14 13 3/4" 40.00 - 60.00 0.6000 0.6000T14 14 3/8" 40.00 - 60.00 0.6000 0.6000T14 15 T-Brackets 40.00 - 60.00 0.6000 0.6000T15 2 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000T15 3 1/2" 20.00 - 40.00 0.6000 0.6000T15 6 1-5/8" 20.00 - 40.00 0.6000 0.6000T15 7 12 PAIR( 3/8") 20.00 - 40.00 0.6000 0.6000T15 8 6-8AWG 3 PAIR( 7/8") 20.00 - 40.00 0.6000 0.6000T15 9 T-Brackets 20.00 - 40.00 0.6000 0.6000T15 11 1-5/8" 20.00 - 40.00 0.6000 0.6000T15 12 1-1/4" 20.00 - 40.00 0.6000 0.6000T15 13 3/4" 20.00 - 40.00 0.6000 0.6000T15 14 3/8" 20.00 - 40.00 0.6000 0.6000T15 15 T-Brackets 20.00 - 40.00 0.6000 0.6000T16 2 Safety Line 3/8 0.00 - 20.00 0.6000 0.6000T16 3 1/2" 0.00 - 20.00 0.6000 0.6000T16 6 1-5/8" 10.00 - 20.00 0.6000 0.6000T16 7 12 PAIR( 3/8") 10.00 - 20.00 0.6000 0.6000T16 8 6-8AWG 3 PAIR( 7/8") 10.00 - 20.00 0.6000 0.6000T16 9 T-Brackets 10.00 - 20.00 0.6000 0.6000T16 11 1-5/8" 10.00 - 20.00 0.6000 0.6000T16 12 1-1/4" 10.00 - 20.00 0.6000 0.6000


ttnnxxTToowweerrJob


Page

16 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

TowerSection

Feed LineRecord No.


Ka

No IceKa

IceT16 13 3/4" 10.00 - 20.00 0.6000 0.6000T16 14 3/8" 10.00 - 20.00 0.6000 0.6000T16 15 T-Brackets 10.00 - 20.00 0.6000 0.6000

Discrete Tower Loads

Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustment

°

Placement

ft

CAAA

Front

ft2

CAAA

Side

ft2

Weight

K

***Lightning Rod C From Leg 0.00

0.002.00

0.0000 300.00 No Ice1/2'' Ice

0.250.66

0.250.66

0.030.03

Beacon B From Leg 0.000.001.00

0.0000 300.00 No Ice1/2'' Ice

2.002.50

2.002.50

0.020.03

Sidemarker A From Leg 0.500.000.00

0.0000 150.00 No Ice1/2'' Ice

0.380.63

0.380.63

0.010.02

Sidemarker B From Leg 0.500.000.00

0.0000 150.00 No Ice1/2'' Ice

0.380.63

0.380.63

0.010.02

Sidemarker C From Leg 0.500.000.00

0.0000 150.00 No Ice1/2'' Ice

0.380.63

0.380.63

0.010.02

******

UMWD-06516-2DH w/Mount Pipe

A From Leg 4.000.000.00

0.0000 300.00 No Ice1/2'' Ice

3.684.03

2.232.56

0.010.03

UMW-09015-2DH w/ MountPipe

B From Leg 4.000.000.00

0.0000 300.00 No Ice1/2'' Ice

4.214.66

3.814.63

0.030.07

UMW-09015-2DH w/ MountPipe

C From Leg 4.000.000.00

0.0000 300.00 No Ice1/2'' Ice

4.214.66

3.814.63

0.030.07

742 215 w/ Mount Pipe A From Leg 4.000.000.00

0.0000 300.00 No Ice1/2'' Ice

3.413.81

3.053.73

0.030.06

742 215 w/ Mount Pipe B From Leg 4.000.000.00

0.0000 300.00 No Ice1/2'' Ice

3.413.81

3.053.73

0.030.06

742 215 w/ Mount Pipe C From Leg 4.000.000.00

0.0000 300.00 No Ice1/2'' Ice

3.413.81

3.053.73

0.030.06

EPBQ-652L8H8 w/ MountPipe

A From Leg 4.000.000.00

0.0000 300.00 No Ice1/2'' Ice

12.2212.96

9.5911.15

0.100.19


B From Leg 4.000.000.00

0.0000 300.00 No Ice1/2'' Ice

12.2212.96

9.5911.15

0.100.19


ttnnxxTToowweerrJob


Page

17 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustment

°

Placement

ft

CAAA

Front

ft2

CAAA

Side

ft2

Weight

K


C From Leg 4.000.000.00

0.0000 300.00 No Ice1/2'' Ice

12.2212.96

9.5911.15

0.100.19

RRUS-11 A From Leg 4.000.000.00

0.0000 300.00 No Ice1/2'' Ice

2.522.72

1.071.21

0.060.07

RRUS-11 B From Leg 4.000.000.00

0.0000 300.00 No Ice1/2'' Ice

2.522.72

1.071.21

0.060.07

RRUS-11 C From Leg 4.000.000.00

0.0000 300.00 No Ice1/2'' Ice

2.522.72

1.071.21

0.060.07

DC6-48-60-18-8F (31.25'' x11'' Round)

A From Leg 4.000.000.00

0.0000 300.00 No Ice1/2'' Ice

1.211.89

1.211.89

0.030.05

(3) 12' T-Frames (KenwoodP/N T1671KT12)

C None 0.0000 300.00 No Ice1/2'' Ice

30.2043.90

30.2043.90

1.101.77

***********741 989 w/Mount Pipe A From Leg 4.00

0.000.00

0.0000 280.00 No Ice1/2'' Ice

3.794.40

3.394.43

0.040.08

741 989 w/Mount Pipe B From Leg 4.000.000.00

0.0000 280.00 No Ice1/2'' Ice

3.794.40

3.394.43

0.040.08

741 989 w/Mount Pipe C From Leg 4.000.000.00

0.0000 280.00 No Ice1/2'' Ice

3.794.40

3.394.43

0.040.08

800 10309 V01 w/ MountPipe

A From Leg 4.000.000.00

0.0000 280.00 No Ice1/2'' Ice

8.028.69

5.656.93

0.050.11


B From Leg 4.000.000.00

0.0000 280.00 No Ice1/2'' Ice

8.028.69

5.656.93

0.050.11


C From Leg 4.000.000.00

0.0000 280.00 No Ice1/2'' Ice

8.028.69

5.656.93

0.050.11

RRUS-11 A From Leg 4.000.000.00

0.0000 280.00 No Ice1/2'' Ice

2.522.72

1.071.21

0.060.07

RRUS-11 B From Leg 4.000.000.00

0.0000 280.00 No Ice1/2'' Ice

2.522.72

1.071.21

0.060.07

RRUS-11 C From Leg 4.000.000.00

0.0000 280.00 No Ice1/2'' Ice

2.522.72

1.071.21

0.060.07

DC6-48-60-18-8F(22.25''x11'' Round)

B From Leg 4.000.000.00

0.0000 280.00 No Ice1/2'' Ice

0.851.36

0.851.36

0.030.05

(3) 10' T-Frames C None 0.0000 280.00 No Ice1/2'' Ice

18.7327.19

18.7327.19

0.861.26

***************


ttnnxxTToowweerrJob


Page

18 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

Truss-Leg Properties

SectionDesignation

Area

in2

AreaIce

in2

SelfWeight

K

IceWeight

K

Equiv.Diameter

in

Equiv.Diameter

Icein

LegArea

in2

Pirod 195541 1072.0714 1953.0246 0.42 0.30 7.4449 13.5627 3.6816Pirod 195555 2246.3232 3900.2664 0.53 0.54 7.7997 13.5426 5.3014Pirod 195557 2422.4677 4254.4386 0.68 0.62 8.4113 14.7724 7.2158Pirod 195557 2422.4677 4231.4349 0.68 0.61 8.4113 14.6925 7.2158Pirod 195560 1845.6516 3569.8519 0.93 0.61 6.4085 12.3953 11.9282Pirod 195560 1845.6516 3544.1542 0.93 0.60 6.4085 12.3061 11.9282Pirod 211661 2855.2915 4975.6535 1.19 0.63 9.9142 17.2766 14.7262Pirod 208337 3037.3337 5074.9186 1.43 0.64 10.5463 17.6212 17.8187Pirod 208337 3037.3337 5029.1077 1.43 0.63 10.5463 17.4622 17.8187Pirod 208336 3238.0302 5490.6079 1.68 0.64 11.2432 19.0646 21.2058

Valmont 208338 3238.0302 5414.0534 1.68 0.62 11.2432 18.7988 21.2058Valmont 208339 3401.0552 5571.3102 1.93 0.61 11.8092 19.3448 24.8873Valmont 208339 3401.0552 5427.6644 1.93 0.58 11.8092 18.8461 24.8873Valmont 214799 3885.7914 5436.7666 2.56 0.62 13.4923 18.8777 28.8634

Load Combinations

Comb.No.

Description

1 Dead Only2 1.2 Dead+1.6 Wind 0 deg - No Ice3 0.9 Dead+1.6 Wind 0 deg - No Ice4 1.2 Dead+1.6 Wind 30 deg - No Ice5 0.9 Dead+1.6 Wind 30 deg - No Ice6 1.2 Dead+1.6 Wind 60 deg - No Ice7 0.9 Dead+1.6 Wind 60 deg - No Ice8 1.2 Dead+1.6 Wind 90 deg - No Ice9 0.9 Dead+1.6 Wind 90 deg - No Ice10 1.2 Dead+1.6 Wind 120 deg - No Ice11 0.9 Dead+1.6 Wind 120 deg - No Ice12 1.2 Dead+1.6 Wind 150 deg - No Ice13 0.9 Dead+1.6 Wind 150 deg - No Ice14 1.2 Dead+1.6 Wind 180 deg - No Ice15 0.9 Dead+1.6 Wind 180 deg - No Ice16 1.2 Dead+1.6 Wind 210 deg - No Ice17 0.9 Dead+1.6 Wind 210 deg - No Ice18 1.2 Dead+1.6 Wind 240 deg - No Ice19 0.9 Dead+1.6 Wind 240 deg - No Ice20 1.2 Dead+1.6 Wind 270 deg - No Ice21 0.9 Dead+1.6 Wind 270 deg - No Ice22 1.2 Dead+1.6 Wind 300 deg - No Ice23 0.9 Dead+1.6 Wind 300 deg - No Ice24 1.2 Dead+1.6 Wind 330 deg - No Ice25 0.9 Dead+1.6 Wind 330 deg - No Ice26 1.2 Dead+1.0 Ice+1.0 Temp27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp


ttnnxxTToowweerrJob


Page

19 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

Comb.No.

Description

32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp39 Dead+Wind 0 deg - Service40 Dead+Wind 30 deg - Service41 Dead+Wind 60 deg - Service42 Dead+Wind 90 deg - Service43 Dead+Wind 120 deg - Service44 Dead+Wind 150 deg - Service45 Dead+Wind 180 deg - Service46 Dead+Wind 210 deg - Service47 Dead+Wind 240 deg - Service48 Dead+Wind 270 deg - Service49 Dead+Wind 300 deg - Service50 Dead+Wind 330 deg - Service

Maximum Tower Deflections - Service Wind

SectionNo.

Elevation

ft

Horz.Deflection

in

Gov.Load

Comb.

Tilt

°

Twist

°T1 300 - 290 4.990 47 0.2011 0.0130T2 290 - 270 4.542 47 0.1975 0.0134T3 270 - 260 3.725 47 0.1740 0.0118T4 260 - 240 3.367 47 0.1580 0.0104T5 240 - 220 2.741 47 0.1332 0.0082T6 220 - 200 2.209 47 0.1135 0.0065T7 200 - 180 1.768 47 0.0925 0.0056T8 180 - 160 1.396 47 0.0795 0.0046T9 160 - 140 1.078 47 0.0661 0.0038

T10 140 - 120 0.814 47 0.0550 0.0033T11 120 - 100 0.596 47 0.0457 0.0027T12 100 - 80 0.414 47 0.0362 0.0022T13 80 - 60 0.269 47 0.0282 0.0018T14 60 - 40 0.157 47 0.0200 0.0013T15 40 - 20 0.076 47 0.0131 0.0009T16 20 - 0 0.023 43 0.0060 0.0004

Critical Deflections and Radius of Curvature - Service Wind

Elevation

ft

Appurtenance Gov.Load

Comb.

Deflection

in

Tilt

°

Twist

°

Radius ofCurvature

ft300.00 Lightning Rod 47 4.990 0.2011 0.0130 86559280.00 741 989 w/Mount Pipe 47 4.117 0.1882 0.0129 37572150.00 Sidemarker 47 0.940 0.0602 0.0035 93614


ttnnxxTToowweerrJob


Page

20 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

Maximum Tower Deflections - Design Wind

SectionNo.

Elevation

ft

Horz.Deflection

in

Gov.Load

Comb.

Tilt

°

Twist

°T1 300 - 290 37.008 2 1.4848 0.0977T2 290 - 270 33.695 2 1.4587 0.1009T3 270 - 260 27.652 2 1.2876 0.0883T4 260 - 240 25.001 2 1.1690 0.0780T5 240 - 220 20.354 2 0.9868 0.0613T6 220 - 200 16.410 2 0.8412 0.0491T7 200 - 180 13.135 18 0.6859 0.0419T8 180 - 160 10.374 18 0.5898 0.0348T9 160 - 140 8.013 18 0.4902 0.0286

T10 140 - 120 6.054 18 0.4081 0.0244T11 120 - 100 4.431 18 0.3390 0.0206T12 100 - 80 3.083 18 0.2688 0.0169T13 80 - 60 2.007 18 0.2091 0.0133T14 60 - 40 1.173 2 0.1487 0.0098T15 40 - 20 0.572 2 0.0970 0.0065T16 20 - 0 0.174 10 0.0445 0.0032

Critical Deflections and Radius of Curvature - Design Wind

Elevation

ft

Appurtenance Gov.Load

Comb.

Deflection

in

Tilt

°

Twist

°

Radius ofCurvature

ft300.00 Lightning Rod 2 37.008 1.4848 0.0977 11716280.00 741 989 w/Mount Pipe 2 30.556 1.3912 0.0972 5131150.00 Sidemarker 18 6.986 0.4462 0.0264 12614

Bolt Design Data

SectionNo.

Elevation

ft

ComponentType

BoltGrade

Bolt Size

in

NumberOf

Bolts

MaximumLoad per

BoltK

AllowableLoad

K

RatioLoad

Allowable

AllowableRatio

Criteria

T1 300 Leg A325X 0.6250 5 3.72 30.370.123

1 Bolt DS

T2 290 Leg A325X 1.0000 6 10.46 53.010.197

1 Bolt Tension

T3 270 Leg A325X 1.0000 6 11.45 53.010.216

1 Bolt Tension

Diagonal A325X 1.0000 1 7.20 10.660.675

1 Member BlockShear

T4 260 Leg A325X 1.0000 6 18.12 53.010.342

1 Bolt Tension

Diagonal A325X 1.0000 1 7.26 10.660.681

1 Member BlockShear

T5 240 Leg A325X 1.0000 6 24.36 53.010.459

1 Bolt Tension

Diagonal A325X 1.0000 1 8.05 11.680.689

1 Member BlockShear

T6 220 Leg A325X 1.0000 6 30.59 53.010.577

1 Bolt Tension

Diagonal A325X 1.0000 1 9.38 19.470.482

1 Member BlockShear


ttnnxxTToowweerrJob


Page

21 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

SectionNo.

Elevation

ft

ComponentType

BoltGrade

Bolt Size

in

NumberOf

Bolts

MaximumLoad per

BoltK

AllowableLoad

K

RatioLoad

Allowable

AllowableRatio

Criteria

T7 200 Leg A325X 1.2500 6 36.91 82.830.446

1 Bolt Tension

Diagonal A325X 1.2500 1 10.16 20.300.501

1 Member BlockShear

T8 180 Leg A325X 1.2500 6 43.33 82.830.523

1 Bolt Tension

Diagonal A325X 1.2500 1 11.16 23.700.471

1 Member BlockShear

T9 160 Leg A325X 1.0000 12 23.69 53.010.447

1 Bolt Tension

Diagonal A325X 0.8750 2 8.21 27.580.298

1 Member BlockShear

T10 140 Leg A325X 1.0000 12 27.17 53.010.512

1 Bolt Tension

Diagonal A325X 0.8750 2 8.98 27.580.326

1 Member BlockShear

T11 120 Leg A325X 1.0000 12 30.16 53.010.569

1 Bolt Tension

Diagonal A325X 0.8750 2 9.33 27.580.338

1 Member BlockShear

T12 100 Leg A325X 1.2500 12 33.49 82.830.404

1 Bolt Tension

Diagonal A325X 0.8750 2 10.00 27.580.362

1 Member BlockShear

T13 80 Leg A325X 1.2500 12 36.60 82.830.442

1 Bolt Tension

Diagonal A325X 0.8750 2 10.38 27.580.376

1 Member BlockShear

T14 60 Leg A325X 1.2500 12 39.80 82.830.481

1 Bolt Tension

Diagonal A325X 0.8750 2 10.93 27.580.396

1 Member BlockShear

T15 40 Leg A325X 1.2500 12 42.92 82.830.518

1 Bolt Tension

Diagonal A325X 0.8750 2 11.00 27.580.399

1 Member BlockShear

T16 20 Diagonal A325X 1.0000 2 11.71 28.420.412

1 Member BlockShear

Compression Checks

Leg Design Data (Compression)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 300 - 290 1 3/4 10.00 2.26 62.0K=1.00

2.4053 -15.94 81.72 0.195 1

T2 290 - 270 2 20.00 2.65 63.6K=1.00

3.1416 -62.90 105.13 0.598 1

T3 270 - 260 Pirod 195541 10.02 10.02 45.0K=1.00

3.6816 -73.70 142.87 0.516 1

T4 260 - 240 Pirod 195555 20.03 10.02 37.4K=1.00

5.3014 -117.28 215.40 0.544 1

T5 240 - 220 Pirod 195557 20.03 10.02 32.1 7.2158 -158.55 301.09 0.527 1


ttnnxxTToowweerrJob


Page

22 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

K=1.00

T6 220 - 200 Pirod 195557 20.03 10.02 32.1K=1.00

7.2158 -200.28 301.09 0.665 1

T7 200 - 180 Pirod 195560 20.03 10.02 25.0K=1.00

11.9282 -243.42 512.79 0.475 1

T8 180 - 160 Pirod 195560 20.03 10.02 25.0K=1.00

11.9282 -287.95 512.79 0.562 1

T9 160 - 140 Pirod 211661 20.03 20.03 48.7K=1.00

14.7262 -316.40 557.27 0.568 1

T10 140 - 120 Pirod 208337 20.03 20.03 48.6K=1.00

17.8187 -366.59 674.68 0.543 1

T11 120 - 100 Pirod 208337 20.03 20.03 48.6K=1.00

17.8187 -409.58 674.68 0.607 1

T12 100 - 80 Pirod 208336 20.03 20.03 48.5K=1.00

21.2057 -458.24 803.44 0.570 1

T13 80 - 60 Valmont 208338 20.03 20.03 48.5K=1.00

21.2057 -503.93 803.44 0.627 1

T14 60 - 40 Valmont 208339 20.03 20.03 48.4K=1.00

24.8873 -551.48 943.57 0.584 1

T15 40 - 20 Valmont 208339 20.03 20.03 48.4K=1.00

24.8873 -598.42 943.57 0.634 1

T16 20 - 0 Valmont 214799 20.03 20.03 32.5K=1.00

28.8634 -642.85 1202.40 0.535 1

1P u / Pn controls

Truss-Leg Diagonal Data

SectionNo.

Elevationft

Diagonal Size Ld

ftKl/r Pn

KAin2

Vu

KVn

KStressRatio

T3 270 - 260 0.4375 1.48 137.6 165.67 0.1503 0.72 2.02 0.360

T4 260 - 240 0.4375 1.46 136.1 238.57 0.1503 0.51 2.07 0.247

T5 240 - 220 0.5 1.45 118.3 324.71 0.1963 0.45 3.56 0.125

T6 220 - 200 0.5 1.45 118.3 324.71 0.1963 0.46 3.56 0.129

T7 200 - 180 0.625 1.43 93.1 536.77 0.3068 0.58 8.24 0.071

T8 180 - 160 0.625 1.43 93.1 536.77 0.3068 0.92 8.24 0.112

T9 160 - 140 0.5 1.36 111.2 662.68 0.1963 0.76 4.15 0.184

T10 140 - 120 0.625 1.35 88.2 801.84 0.3068 0.88 9.07 0.098

T11 120 - 100 0.625 1.35 88.2 801.84 0.3068 0.83 9.07 0.092

T12 100 - 80 0.625 1.34 87.4 954.26 0.3068 0.81 7.71 0.105Reviewed For Code Compliance

ttnnxxTToowweerrJob


Page

23 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

SectionNo.

Elevationft

Diagonal Size Ld

ftKl/r Pn

KAin2

Vu

KVn

KStressRatio

T13 80 - 60 0.625 1.34 87.4 954.26 0.3068 0.78 7.71 0.102

T14 60 - 40 0.625 1.33 86.7 1119.93 0.3068 0.90 7.77 0.117

T15 40 - 20 0.625 1.33 86.7 1119.93 0.3068 1.22 7.77 0.157

T16 20 - 0 0.875 1.67 77.6 1298.85 0.6013 1.42 23.98 0.060

Diagonal Design Data (Compression)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 300 - 290 3/4 5.04 2.44 140.3K=0.90

0.4418 -3.39 5.07 0.669 1

T2 290 - 270 1 5.62 2.73 118.1K=0.90

0.7854 -5.22 12.73 0.410 1

T3 270 - 260 L2 1/2x2 1/2x3/16 11.42 4.98 120.8K=1.00

0.9020 -7.75 13.56 0.571 1

T4 260 - 240 L2 1/2x2 1/2x3/16 12.50 5.63 136.4K=1.00

0.9020 -7.33 10.95 0.669 1

T5 240 - 220 L3x3x3/16 13.80 6.33 127.4K=1.00

1.0900 -8.14 14.95 0.545 1

T6 220 - 200 L3x3x5/16 15.24 7.08 144.3K=1.00

1.7800 -9.50 19.32 0.492 1

T7 200 - 180 L3x3x5/16 16.80 7.84 159.7K=1.00

1.7800 -10.21 15.76 0.648 1

T8 180 - 160 L3 1/2x3 1/2x5/16 18.45 8.68 150.9K=1.00

2.0900 -10.94 20.74 0.528 1

T9 160 - 140 2L4x4x1/4x1/2 26.26 12.85 128.3K=1.00

3.8750 -17.51 52.51 0.333 1

2L 'a' > 73.0062 in - 185T10 140 - 120 2L4x4x1/4x5/8 27.59 13.52 133.6

K=1.003.8750 -17.87 48.96 0.365 1

2L 'a' > 75.9164 in - 194T11 120 - 100 2L4x4x1/4x5/8 29.01 14.23 140.5

K=1.003.8750 -19.08 44.32 0.431 1

2L 'a' > 78.9929 in - 203T12 100 - 80 2L4x4x1/4x5/8 30.49 14.97 147.9

K=1.003.8750 -20.06 40.05 0.501 1

2L 'a' > 82.2126 in - 212T13 80 - 60 2L4x4x1/4x5/8 32.02 15.73 155.4

K=1.003.8750 -21.03 36.23 0.580 1

2L 'a' > 85.5556 in - 221T14 60 - 40 2L4x4x1/4x5/8 33.61 16.53 163.3

K=1.003.8750 -22.09 32.84 0.673 1

2L 'a' > 89.0051 in - 230T15 40 - 20 2L4x4x1/4x5/8 35.23 17.34 171.3

K=1.003.8750 -22.02 29.83 0.738 1


ttnnxxTToowweerrJob


Page

24 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

2L 'a' > 92.5466 in - 239T16 20 - 0 2L4x4x1/4x5/8 36.90 17.86 176.4

K=1.003.8750 -23.97 28.13 0.852 1

2L 'a' > 94.8048 in - 248

1P u / Pn controls

Horizontal Design Data (Compression)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 300 - 290 7/8 4.50 4.35 167.2K=0.70

0.6013 -0.57 4.86 0.117 1

T2 290 - 270 7/8 4.85 4.69 179.9K=0.70

0.6013 -0.90 4.20 0.215 1

1P u / Pn controls

Top Girt Design Data (Compression)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 300 - 290 1 4.50 4.35 146.3K=0.70

0.7854 -1.76 8.29 0.212 1

T2 290 - 270 1 4.52 4.35 146.3K=0.70

0.7854 -1.58 8.29 0.190 1

1P u / Pn controls

Bottom Girt Design Data (Compression)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 300 - 290 1 4.50 4.35 146.3K=0.70

0.7854 -1.45 8.29 0.175 1

T2 290 - 270 1 4.99 4.82 161.9K=0.70

0.7854 -1.74 6.77 0.257 1

1P u / Pn controls


ttnnxxTToowweerrJob


Page

25 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

Tension Checks

Leg Design Data (Tension)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 300 - 290 1 3/4 10.00 0.21 5.7 1.7942 16.76 87.47 0.192 1 #

T2 290 - 270 2 20.00 0.58 14.0 3.1416 62.73 141.37 0.444 1

T3 270 - 260 Pirod 195541 10.02 10.02 45.0 3.6816 68.69 165.67 0.415 1

T4 260 - 240 Pirod 195555 20.03 10.02 37.4 5.3014 108.75 238.57 0.456 1

T5 240 - 220 Pirod 195557 20.03 10.02 32.1 7.2158 146.14 324.71 0.450 1

T6 220 - 200 Pirod 195557 20.03 10.02 32.1 7.2158 183.55 324.71 0.565 1

T7 200 - 180 Pirod 195560 20.03 10.02 25.0 11.9282 221.47 536.77 0.413 1

T8 180 - 160 Pirod 195560 20.03 10.02 25.0 11.9282 260.00 536.77 0.484 1

T9 160 - 140 Pirod 211661 20.03 20.03 48.7 14.7262 284.30 662.68 0.429 1

T10 140 - 120 Pirod 208337 20.03 20.03 48.6 17.8187 326.03 801.84 0.407 1

T11 120 - 100 Pirod 208337 20.03 20.03 48.6 17.8187 361.90 801.84 0.451 1

T12 100 - 80 Pirod 208336 20.03 20.03 48.5 21.2057 401.84 954.26 0.421 1

T13 80 - 60 Valmont 208338 20.03 20.03 48.5 21.2057 439.16 954.26 0.460 1

T14 60 - 40 Valmont 208339 20.03 20.03 48.4 24.8873 477.63 1119.93 0.426 1

T15 40 - 20 Valmont 208339 20.03 20.03 48.4 24.8873 515.01 1119.93 0.460 1

T16 20 - 0 Valmont 214799 20.03 20.03 32.5 28.8634 549.98 1298.85 0.423 1

1P u / Pn controls

# Based on net area of leg in section below

Truss-Leg Diagonal Data

SectionNo.

Elevationft

Diagonal Size Ld

ftKl/r Pn

KAin2

Vu

KVn

KStressRatio

T3 270 - 260 0.4375 1.48 137.6 165.67 0.1503 0.72 2.02 0.360Reviewed For Code Compliance

ttnnxxTToowweerrJob


Page

26 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

SectionNo.

Elevationft

Diagonal Size Ld

ftKl/r Pn

KAin2

Vu

KVn

KStressRatio

T4 260 - 240 0.4375 1.46 136.1 238.57 0.1503 0.51 2.07 0.247

T5 240 - 220 0.5 1.45 118.3 324.71 0.1963 0.45 3.56 0.125

T6 220 - 200 0.5 1.45 118.3 324.71 0.1963 0.46 3.56 0.129

T7 200 - 180 0.625 1.43 93.1 536.77 0.3068 0.58 8.24 0.071

T8 180 - 160 0.625 1.43 93.1 536.77 0.3068 0.92 8.24 0.112

T9 160 - 140 0.5 1.36 111.2 662.68 0.1963 0.76 4.15 0.184

T10 140 - 120 0.625 1.35 88.2 801.84 0.3068 0.88 9.07 0.098

T11 120 - 100 0.625 1.35 88.2 801.84 0.3068 0.83 9.07 0.092

T12 100 - 80 0.625 1.34 87.4 954.26 0.3068 0.81 7.71 0.105

T13 80 - 60 0.625 1.34 87.4 954.26 0.3068 0.78 7.71 0.102

T14 60 - 40 0.625 1.33 86.7 1119.93 0.3068 0.90 7.77 0.117

T15 40 - 20 0.625 1.33 86.7 1119.93 0.3068 1.22 7.77 0.157

T16 20 - 0 0.875 1.67 77.6 1298.85 0.6013 1.42 23.98 0.060

Diagonal Design Data (Tension)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 300 - 290 3/4 5.04 2.44 155.9 0.4418 3.35 19.88 0.169 1

T2 290 - 270 1 5.62 2.73 131.2 0.7854 5.14 35.34 0.145 1

T3 270 - 260 L2 1/2x2 1/2x3/16 11.42 4.98 80.1 0.5183 7.20 22.55 0.319 1

T4 260 - 240 L2 1/2x2 1/2x3/16 11.93 5.38 86.2 0.5183 7.26 22.55 0.322 1

T5 240 - 220 L3x3x3/16 13.80 6.33 83.5 0.6593 8.05 28.68 0.281 1

T6 220 - 200 L3x3x5/16 15.24 7.08 94.9 1.0713 9.38 46.60 0.201 1

T7 200 - 180 L3x3x5/16 16.80 7.84 105.3 1.0127 10.16 44.05 0.231 1

T8 180 - 160 L3 1/2x3 1/2x5/16 17.62 8.27 94.6 1.2452 11.16 54.17 0.206 1

T9 160 - 140 2L4x4x1/4x1/2 26.26 12.85 125.8 2.5313 16.43 110.11 0.149 1


ttnnxxTToowweerrJob


Page

27 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

2L 'a' > 73.0062 in - 186T10 140 - 120 2L4x4x1/4x5/8 27.59 13.52 132.2 2.5313 17.97 110.11 0.163 1

2L 'a' > 75.9164 in - 195T11 120 - 100 2L4x4x1/4x5/8 29.01 14.23 139.0 2.5313 18.67 110.11 0.170 1

2L 'a' > 78.9929 in - 204T12 100 - 80 2L4x4x1/4x5/8 30.49 14.97 146.0 2.5313 19.99 110.11 0.182 1

2L 'a' > 82.2126 in - 213T13 80 - 60 2L4x4x1/4x5/8 32.02 15.73 153.4 2.5313 20.77 110.11 0.189 1

2L 'a' > 85.5556 in - 222T14 60 - 40 2L4x4x1/4x5/8 33.61 16.53 161.0 2.5313 21.85 110.11 0.198 1

2L 'a' > 89.0051 in - 231T15 40 - 20 2L4x4x1/4x5/8 35.23 17.34 168.8 2.5313 21.99 110.11 0.200 1

2L 'a' > 92.5466 in - 240T16 20 - 0 2L4x4x1/4x5/8 36.90 17.86 173.9 2.4844 23.43 108.07 0.217 1

2L 'a' > 94.8048 in - 249

1P u / Pn controls

Horizontal Design Data (Tension)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 300 - 290 7/8 4.50 4.35 238.9 0.6013 0.62 27.06 0.023 1

T2 290 - 270 7/8 4.85 4.69 257.1 0.6013 1.03 27.06 0.038 1

1P u / Pn controls

Top Girt Design Data (Tension)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 300 - 290 1 4.50 4.35 209.0 0.7854 1.75 35.34 0.050 1

T2 290 - 270 1 4.52 4.35 209.0 0.7854 1.60 35.34 0.045 1


ttnnxxTToowweerrJob


Page

28 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

1P u / Pn controls

Bottom Girt Design Data (Tension)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 300 - 290 1 4.50 4.35 209.0 0.7854 1.47 35.34 0.042 1

T2 290 - 270 1 4.99 4.82 231.3 0.7854 1.86 35.34 0.053 1

1P u / Pn controls

Section Capacity Table

SectionNo.

Elevationft

ComponentType

Size CriticalElement

PK

øPallow

K%

CapacityPassFail

T1 300 - 290 Leg 1 3/4 1 -15.94 81.72 19.5 PassT2 290 - 270 Leg 2 37 -62.90 105.13 59.8 PassT3 270 - 260 Leg Pirod 195541 94 -73.70 142.87 51.6 PassT4 260 - 240 Leg Pirod 195555 105 -117.28 215.40 54.4 PassT5 240 - 220 Leg Pirod 195557 120 -158.55 301.09 52.7 PassT6 220 - 200 Leg Pirod 195557 135 -200.28 301.09 66.5 PassT7 200 - 180 Leg Pirod 195560 150 -243.42 512.79 47.5 PassT8 180 - 160 Leg Pirod 195560 165 -287.95 512.79 56.2 PassT9 160 - 140 Leg Pirod 211661 180 -316.40 557.27 56.8 Pass

T10 140 - 120 Leg Pirod 208337 189 -366.59 674.68 54.3 PassT11 120 - 100 Leg Pirod 208337 196 -409.58 674.68 60.7 PassT12 100 - 80 Leg Pirod 208336 205 -458.24 803.44 57.0 PassT13 80 - 60 Leg Valmont 208338 214 -503.93 803.44 62.7 PassT14 60 - 40 Leg Valmont 208339 223 -551.48 943.57 58.4 PassT15 40 - 20 Leg Valmont 208339 232 -598.42 943.57 63.4 PassT16 20 - 0 Leg Valmont 214799 241 -642.85 1202.40 53.5 PassT1 300 - 290 Diagonal 3/4 11 -3.39 5.07 66.9 PassT2 290 - 270 Diagonal 1 47 -5.22 12.73 41.0 PassT3 270 - 260 Diagonal L2 1/2x2 1/2x3/16 101 -7.75 13.56 57.1

67.5 (b)Pass

T4 260 - 240 Diagonal L2 1/2x2 1/2x3/16 110 -7.33 10.95 66.968.1 (b)

Pass

T5 240 - 220 Diagonal L3x3x3/16 125 -8.14 14.95 54.568.9 (b)

Pass

T6 220 - 200 Diagonal L3x3x5/16 140 -9.50 19.32 49.2 PassT7 200 - 180 Diagonal L3x3x5/16 155 -10.21 15.76 64.8 PassT8 180 - 160 Diagonal L3 1/2x3 1/2x5/16 170 -10.94 20.74 52.8 PassT9 160 - 140 Diagonal 2L4x4x1/4x1/2 185 -17.51 52.51 33.3 Pass

T10 140 - 120 Diagonal 2L4x4x1/4x5/8 194 -17.87 48.96 36.5 PassT11 120 - 100 Diagonal 2L4x4x1/4x5/8 203 -19.08 44.32 43.1 PassT12 100 - 80 Diagonal 2L4x4x1/4x5/8 212 -20.06 40.05 50.1 PassT13 80 - 60 Diagonal 2L4x4x1/4x5/8 221 -21.03 36.23 58.0 Pass Reviewed For Code Compliance

ttnnxxTToowweerrJob


Page

29 of 29


Project

16PYHV1400

Date

15:05:50 02/03/17


Client


MLayden

SectionNo.

Elevationft

ComponentType

Size CriticalElement

PK

øPallow

K%

CapacityPassFail

T14 60 - 40 Diagonal 2L4x4x1/4x5/8 230 -22.09 32.84 67.3 PassT15 40 - 20 Diagonal 2L4x4x1/4x5/8 239 -22.02 29.83 73.8 PassT16 20 - 0 Diagonal 2L4x4x1/4x5/8 248 -23.97 28.13 85.2 PassT1 300 - 290 Horizontal 7/8 30 -0.57 4.86 11.7 PassT2 290 - 270 Horizontal 7/8 59 -0.90 4.20 21.5 PassT1 300 - 290 Top Girt 1 6 -1.76 8.29 21.2 PassT2 290 - 270 Top Girt 1 41 -1.58 8.29 19.0 PassT1 300 - 290 Bottom Girt 1 9 -1.45 8.29 17.5 PassT2 290 - 270 Bottom Girt 1 43 -1.74 6.77 25.7 Pass

SummaryLeg (T6) 66.5 PassDiagonal

(T16)85.2 Pass

Horizontal(T2)

21.5 Pass

Top Girt(T1)

21.2 Pass

Bottom Girt(T2)

25.7 Pass

Bolt Checks 68.9 PassRATING = 85.2 Pass

Program Version 7.0.5.1 - 2/1/2016 File://fdh-server/Projects/2016 Effective - Client Jobs/NSOROL_MasTec Network Solutions/NC/478-124_Green

Swamp/16PYHV1400-STASOO_ATT/R.1/Analysis/ReportedTower/Green Swamp Tower, NC 478-124.eri


FDH Velocitel.,6521 M eridienDr.R aleigh,N C 27616,P h.919.755.1012,Fax919.755.1031

P rojectN o.

S iteN am e

S iteID

P u 666 kips

Vu 70 kips

Fyb,AnchorR odU lt.YieldS tress 105 ksi

Fub,AnchorR odU lt.T ensileS tress 125 ksi

num berofanchorrodsperleg 6 -

diam eterofanchorrod 2 in

A net,anchorrods 2.5 in2

η , detail type factor 0.5 -

L ar,unbracedlength 2.0 in

øR nt,designtensilestrength 250.00 kips

øR nv,designshearstrength 132.54 kips

øR nm,designflexuralstrength 84.09 kip-in

InteractionEquation 53.7% O K

InteractionEquation N /A O K

S S T -A nchorR odInteractionCheckper4.9.9 T IA -222-G

Equations:

øR nt = 0.9*Fy b *d̂ 3/6

(T IA -222-G section4.9.9)

(T IA -222-G section4.9.9)

(seeFig.4-4 A nchorR odDetailT ype)

(useT able7-18A IS C,N etT ensileA rea)

16P YHV1400

øR nt = 0.75*0.45*Fub *A b

øR nt = 0.8*Fub *A net

GreenS w am p

478-124

R IS A R eactionsperL eg

A nchorR odP roperties:

Capacity:

Interaction Equation = [P u/leg+(Vu/leg)/η ]/øR nt

InteractionEquation= [(Vu/øR nv)̂ 2+(P u/øR nt+M u/øR nm )̂ 2]


REACTIONS DESIGNREACTIONS

* FACTOREDDESIGN

REACTIONSCURRENTREACTION

% CAPACITY

UPLIFT (kips) 663.5 895.7 568.0 63.4%

COMPRESSION (kips) 755.3 1019.7 666.0 65.3%

LEG SHEAR (kips) 126.0 170.1 111.0 65.3%

MAX MOMENT (kip-ft) 19659.2 26539.9 17412.0 65.6%

* Design loads were multiplied by 1.35 for comparison as allowed by TIA-222-G, Section 15.5.1.

FOUNDATION REACTION COMPARISON

Design loads from: Valmont Eng. File No. A-123506-F-1011050


Date post:	27-Feb-2021
Category:	Documents
Upload:	others
View:	7 times
Download:	0 times

Structural Analysis for MasTec Network Solutions...Valmont Structures Tower & Foundation Drawings...

Documents