Structural Analysis for High Performance Services LLCdocuments.brunswickcountync.gov/BCMS/0/edoc/581586... · 8/31/2016 · Structural Analysis Report High Performance Services LLC

Prepared By: Reviewed By:

Zach Shepherd, EIProject Engineer I

C. Matthew Anspach, PEEngineering Manager

NC License No. 042556FDH Velocitel Engineering, PLLC P-1390

FDH Velocitel Engineering, PLLC6521 Meridien DriveRaleigh, NC, 27616

(919) 755-1012

August 31, 2016

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

STR-RPT-10100 RG-1.3.4

Structural Analysis forHigh Performance Services LLC

235.0’ Guyed Tower (235.0’ AGL)

Site Name: ATA-Varnamtown (478-132)Site ID: 88682-A

Site Address: 2910 Fresh Oyster Lane, Brunswick, NC 28462

FDH Velocitel Engineering, PLLC Project Number 16PSPB1400 (R1)

Analysis ResultsTower Components 102.3% Sufficient

Foundation 66.7% Sufficient

1. Must meet TIA 2222. Need sealed 3rd party inspection reportfor the cell tower upgrade at the finalinspection.ART 10.5.2016

Reviewed For Code Compliance

Structural Analysis ReportHigh Performance Services LLC

Site ID: 88682-AAugust 31, 2016

STR-RPT-10100 2

TABLE OF CONTENTS

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

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

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

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

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

GENERAL COMMENTS ................................................................................................................................................... 7

LIMITATIONS ................................................................................................................................................................... 7

APPENDIX ....................................................................................................................................................................... 8




STR-RPT-10100 3

EXECUTIVE SUMMARY

At the request of High Performance Services LLC , FDH Velocitel Engineering, PLLC performed a structural analysis of theexisting Guyed Tower located in Brunswick, 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. Information pertaining to the antenna loading,current tower geometry, member sizes, and below grade parameters was obtained from:

Source Document Type Reference Date

Tower Engineering Professionals Previous Structural Analysis Project No. 41577.20023 August 20, 2014GeoTechnologies, Inc. Geotechnical Report Project No. 1-06-0649-EA May 26, 2006FDH Engineering, Inc. Modification Drawings Project No. 146FV01400 October 31, 2014

High Performance Services LLC - - -

The basic design wind speed per the ANSI/TIA-222-G standard and 2012 NCSBC is 135 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 C with a topographical factor 1 and Spectral Response Acceleration of Ss=0.361 andS1=0.113.

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. For a more detailed description of theanalysis of the tower, see the Results section 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

235

(3) Kathrein 741-989(6) Decibel DB982G90T2E-M

(3) Commscope SBNHH-1D65C(2) Raycap DC6-48-60-18-8F

(3) Ericsson RRUS-11

(12) 1-5/8"(1) 3/8" RET

(1) 0.39” Fiber(4) 0.78" DC

AT&T 235(3) T-Frames

[Kenwood T1684KT12-4114]

215

(3) Antel BXA-70080-8CF-2(6) RFS FD9R6004/1C-3L

(6) Amphenol WBX045T19R000G(3) CSS X7C-FRO-640-V-02

(6) Ericsson RRUS-32(2) Raycap RRFDC-3315-PF-48

(12) 1-5/8"(2) 1-5/8” Hybrid

(9) 3/8" RETVerizon 215 (3) T-Frames

195

(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) 3/8" RET(1) 3/4" Fiber

ATMC 195 (3) 10' T-Frames

Proposed Carrier Final Loading:

AntennaElevation (ft.)

Description Feed Lines CarrierMount

Elevation (ft.)Mount Type

235

(3) Commscope SBNHH-1D65C(3) Kathrein 741-989

(3) KMW EPBQ-652L8H8(2) Raycap DC6-48-60-18-8F

(3) Ericsson RRUS-11(3) Ericsson RRUS-32

(3) Ericsson RRUS-32 B66

(6) 1-5/8"(1) 3/8" RET

(2) 0.39” Fiber(4) 0.78" DC

AT&T 235(3) T-Frames

[Kenwood T1684KT12-4114]




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 50 ksi (Assumed)Bracing 36 ksi (Assumed)

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 235 - 220 Leg 1 3/4 44.8 PassT2 220 - 200 Leg 1 3/4 55.5 PassT3 200 - 180 Leg 1 3/4 69.8 PassT4 180 - 160 Leg 1 3/4 87.8 PassT5 160 - 140 Leg 1 3/4 102.3 PassT6 140 - 120 Leg 1 3/4 85.0 PassT7 120 - 100 Leg 2 82.4 PassT8 100 - 80 Leg 2 75.8 PassT9 80 - 60 Leg 2 77.9 PassT10 60 - 40 Leg 2 91.0 PassT11 40 - 20 Leg 2 1/4 67.9 PassT12 20 - 6.66667 Leg 2 1/4 63.7 PassT13 6.66667 - 0 Leg 2 1/4 44.7 PassT1 235 - 220 Diagonal 1 1/4 56.3 PassT2 220 - 200 Diagonal 1 1/4 50.7 PassT3 200 - 180 Diagonal 1 1/4 42.0 PassT4 180 - 160 Diagonal 1 1/4 35.7 PassT5 160 - 140 Diagonal 1 1/4 40.3 PassT6 140 - 120 Diagonal 1 1/4 21.3 PassT7 120 - 100 Diagonal 1 1/4 43.2 PassT8 100 - 80 Diagonal 1 1/4 36.5 PassT9 80 - 60 Diagonal 1 1/4 22.6 PassT10 60 - 40 Diagonal 1 1/4 36.0 PassT11 40 - 20 Diagonal 1 1/4 18.1 PassT12 20 - 6.66667 Diagonal 1 1/4 29.7 PassT1 235 - 220 Horizontal 1 26.6 PassT2 220 - 200 Horizontal 1 22.4 PassT3 200 - 180 Horizontal 1 20.8 PassT4 180 - 160 Horizontal 1 7.4 PassT5 160 - 140 Horizontal 1 17.7 PassT6 140 - 120 Horizontal 1 7.2 PassT7 120 - 100 Horizontal 1 19.4 PassT8 100 - 80 Horizontal 1 9.5 Pass




STR-RPT-10100 6

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

T9 80 - 60 Horizontal 1 9.8 PassT10 60 - 40 Horizontal 1 13.3 PassT11 40 - 20 Horizontal 1 11.8 PassT12 20 - 6.66667 Horizontal 1 11.1 PassT13 6.66667 - 0 Horizontal 9 x 3/8 3.5 PassT1 235 - 220 Top Girt 1 35.8 PassT2 220 - 200 Top Girt 1 12.1 PassT3 200 - 180 Top Girt 1 9.9 PassT4 180 - 160 Top Girt 1 3.1 PassT5 160 - 140 Top Girt 1 10.1 PassT6 140 - 120 Top Girt 1 0.5 PassT7 120 - 100 Top Girt 1 5.4 PassT8 100 - 80 Top Girt 1 4.1 PassT9 80 - 60 Top Girt 1 0.9 PassT10 60 - 40 Top Girt 1 4.6 PassT11 40 - 20 Top Girt 1 1.1 PassT12 20 - 6.66667 Top Girt 1 2.4 PassT13 6.66667 - 0 Top Girt 12x3/8 1.9 PassT1 235 - 220 Bottom Girt 1 10.7 PassT2 220 - 200 Bottom Girt 1 9.3 PassT3 200 - 180 Bottom Girt 1 0.7 PassT4 180 - 160 Bottom Girt 1 7.2 PassT5 160 - 140 Bottom Girt 1 3.2 PassT6 140 - 120 Bottom Girt 1 2.6 PassT7 120 - 100 Bottom Girt 1 6.7 PassT8 100 - 80 Bottom Girt 1 2.1 PassT9 80 - 60 Bottom Girt 1 2.4 PassT10 60 - 40 Bottom Girt 1 2.4 PassT11 40 - 20 Bottom Girt 1 1.3 PassT12 20 - 6.66667 Bottom Girt 1 41.6 PassT13 6.66667 - 0 Bottom Girt 12x3/8 8.0 PassT1 235 - 220 Guy [email protected] 7/8 91.9 PassT3 200 - 180 Guy [email protected] 3/4 90.2 PassT5 160 - 140 Guy [email protected] 5/8 92.8 PassT7 120 - 100 Guy [email protected] 5/8 90.0 PassT10 60 - 40 Guy [email protected] 1/2 87.0 PassT1 235 - 220 Guy [email protected] 7/8 91.9 PassT3 200 - 180 Guy [email protected] 3/4 90.2 PassT5 160 - 140 Guy [email protected] 5/8 92.8 PassT7 120 - 100 Guy [email protected] 5/8 90.0 PassT10 60 - 40 Guy [email protected] 1/2 87.0 PassT1 235 - 220 Guy [email protected] 7/8 91.9 PassT3 200 - 180 Guy [email protected] 3/4 90.1 PassT5 160 - 140 Guy [email protected] 5/8 92.6 PassT7 120 - 100 Guy [email protected] 5/8 89.9 PassT10 60 - 40 Guy [email protected] 1/2 87.0 PassT1 235 - 220 Top Guy [email protected] 3x3/8 26.6 PassT3 200 - 180 Top Guy [email protected] 3x3/8 20.8 PassT5 160 - 140 Top Guy [email protected] 3x3/8 17.7 PassT7 120 - 100 Top Guy [email protected] 3x3/8 19.4 PassT10 60 - 40 Top Guy [email protected] 3x3/8 13.3 Pass

Table 4 –Additional Structure Component Capacities

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

0 Base Foundation (Soil Interaction) 66.7 Pass -0 Base Foundation (Structural) 40.6 Pass -0 Guy Foundation (Soil Interaction) 64.6 Pass -




STR-RPT-10100 7

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 High Performance Services LLC to verify that the tower modeled andanalyzed is the correct structure (with accurate antenna loading information) modeled. If there are substantial modificationsto be made 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 8

APPENDIX




STR-RPT-10100 9

Figure 1 –Feed Line Layout


Tower Analysis

Velocitel, Inc., d.b.a. FDH Velocitel6521 Meridien Drive, Suite 107Raleigh, North Carolina 27616

Phone: 9197551012FAX: 9197551031

Job:88682-A_(478-132)_Varnamtown

Project: 16PSPB1400 (R1)Client: High Performance Services LLC Drawn by: ZShepherd App'd:

Code: TIA-222-G Date: 08/31/16 Scale: NTSPath:

\\fdh-server\Projects\2016 Effective - Client Jobs\HIGHPE_High Performance Services LLC\NC\88682-A - ATA-Varnamtown (478-132)\16PSPB1400-STAGOO_ATT\R.1\Analysis\ReportedTower\478-132 Varnamtown.eri

Dwg No. E-1

7/8E

HS

LC=292.64

ftIT

=10%

R=188.00 ft

3/4EH

SLC

=270.57ft

IT=8%

5/8EH

SLC

=243.06ft

IT=7%5/8 EHS

LC=214.33 ftIT=8%

1/2 EHS LC=194.31 ft IT=15%

235.0 ft

220.0 ft

226.0 ft226.0 ft226.0 ft

200.0 ft

180.0 ft

196.6 ft196.6 ft196.6 ft

160.0 ft

140.0 ft

156.6 ft156.6 ft156.6 ft

120.0 ft

100.0 ft

106.7 ft106.7 ft106.7 ft

80.0 ft

60.0 ft

40.0 ft

56.6 ft56.6 ft56.6 ft

20.0 ft

6.7 ft

0.0 ft

184 K (Axial)

3 kip-ft (Torque)

3 K102 K

85 K

133K

ALL REACTIONS ARE FACTORED

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PLANR=188.00 ft R=188.00 ft

R=188.00 ft

R=188.00 ft R=188.00 ft

R=188.00 ft

R=188.00 ft R=188.00 ft

R=188.00 ft

R=188.00 ft R=188.00 ft

R=188.00 ft

R=188.00 ft R=188.00 ft

R=188.00 ft

Beacon 235Lightning Rod 235SBNHH-1D65C w/ Mount Pipe 235SBNHH-1D65C w/ Mount Pipe 235SBNHH-1D65C w/ Mount Pipe 235741 989 w/Mount Pipe 235741 989 w/Mount Pipe 235741 989 w/Mount Pipe 235EPBQ-652L8H8 w/ Mount Pipe 235EPBQ-652L8H8 w/ Mount Pipe 235EPBQ-652L8H8 w/ Mount Pipe 235DC6-48-60-18-8F 235DC6-48-60-18-8F 235RRUS-11 235RRUS-11 235RRUS-11 235RRUS-32 235RRUS-32 235RRUS-32 235RRUS-32 B66 235RRUS-32 B66 235RRUS-32 B66 235(3) T-Frames [KenwoodT1684KT12-4114]

235BXA-70080-8CF-2 w/ Mount Pipe 215BXA-70080-8CF-2 w/ Mount Pipe 215BXA-70080-8CF-2 w/ Mount Pipe 215(2) FD9R6004/1C-3L Diplexer 215(2) FD9R6004/1C-3L Diplexer 215(2) FD9R6004/1C-3L Diplexer 215(2) WBX045T19R000G w/ Mount Pipe 215(2) WBX045T19R000G w/ Mount Pipe 215(2) WBX045T19R000G w/ Mount Pipe 215X7C-FRO-640-V-02 w/ Mount Pipe 215X7C-FRO-640-V-02 w/ Mount Pipe 215X7C-FRO-640-V-02 w/ Mount Pipe 215(2) RRUS-32 215(2) RRUS-32 215(2) RRUS-32 215RRFDC-3315-PF-48 215RRFDC-3315-PF-48 215(3) T-Frames 215741 989 w/Mount Pipe 195741 989 w/Mount Pipe 195741 989 w/Mount Pipe 195800 10309 v01 w/Mount Pipe 195800 10309 v01 w/Mount Pipe 195800 10309 v01 w/Mount Pipe 195RRUS-11 195RRUS-11 195RRUS-11 195DC6-48-60-18-8F 195Pipe Mount 195Pipe Mount 195Pipe Mount 195(3) 10' T-Frames 195Work Platform 160Sidemarker 117.5Sidemarker 117.5Sidemarker 117.5Work Platform 80DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATIONBeacon 235

Lightning Rod 235

SBNHH-1D65C w/ Mount Pipe 235



741 989 w/Mount Pipe 235



EPBQ-652L8H8 w/ Mount Pipe 235



DC6-48-60-18-8F 235

DC6-48-60-18-8F 235

RRUS-11 235

RRUS-11 235

RRUS-11 235

RRUS-32 235

RRUS-32 235

RRUS-32 235

RRUS-32 B66 235

RRUS-32 B66 235

RRUS-32 B66 235

(3) T-Frames [KenwoodT1684KT12-4114]

235

BXA-70080-8CF-2 w/ Mount Pipe 215



(2) FD9R6004/1C-3L Diplexer 215



(2) WBX045T19R000G w/ Mount Pipe 215



X7C-FRO-640-V-02 w/ Mount Pipe 215



(2) RRUS-32 215

(2) RRUS-32 215

(2) RRUS-32 215

RRFDC-3315-PF-48 215

RRFDC-3315-PF-48 215

(3) T-Frames 215




800 10309 v01 w/Mount Pipe 195

800 10309 v01 w/Mount Pipe 195

800 10309 v01 w/Mount Pipe 195

RRUS-11 195

RRUS-11 195

RRUS-11 195

DC6-48-60-18-8F 195

Pipe Mount 195

Pipe Mount 195

Pipe Mount 195

(3) 10' T-Frames 195

Work Platform 160

Sidemarker 117.5

Sidemarker 117.5

Sidemarker 117.5

Work Platform 80

SYMBOL LISTMARK MARKSIZE SIZE

A 4 @ 1.88889

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 C to the TIA-222-G Standard.3. Tower designed for a 135 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: 102.3%


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Velocitel, Inc., d.b.a. FDHVelocitel

6521 Meridien Drive, Suite 107

Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16

Raleigh, North Carolina 27616Phone: 9197551012FAX: 9197551031

Client

High Performance Services LLCDesigned by

ZShepherd

Tower Input Data

The main tower is a 3x guyed tower with an overall height of 235.00 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 3.67 ft at the top and tapered 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 135 mph.Structure Class II.Exposure Category C.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.Safety factor used in guy design is 1.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 ForcesConsider 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 CheckUse 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 InteractionUse 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


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

Leg B

Guy B

Leg C

Guy C

Leg A

Guy

A

Face

AFace

B

Face C

Corner & Starmount Guyed Tower

Wind 0

Wind 90

Wind 180

Z

X

Tower Section Geometry

TowerSection

TowerElevation

ft

AssemblyDatabase

Description SectionWidth

ft

Numberof

Sections

SectionLength

ftT1 235.00-220.00 3.67 1 15.00T2 220.00-200.00 3.67 1 20.00T3 200.00-180.00 3.67 1 20.00T4 180.00-160.00 3.67 1 20.00T5 160.00-140.00 3.67 1 20.00T6 140.00-120.00 3.67 1 20.00T7 120.00-100.00 3.67 1 20.00T8 100.00-80.00 3.67 1 20.00T9 80.00-60.00 3.67 1 20.00

T10 60.00-40.00 3.67 1 20.00T11 40.00-20.00 3.67 1 20.00T12 20.00-6.67 3.67 1 13.33T13 6.67-0.00 3.67 1 6.67

Tower Section Geometry (cont’d)


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

TowerSection

TowerElevation

ft

DiagonalSpacing

ft

BracingType

HasK Brace

EndPanels

HasHorizontals

Top GirtOffset

in

Bottom GirtOffset

inT1 235.00-220.00 2.97 K Brace Left No Yes 1.0000 1.0000T2 220.00-200.00 3.31 K Brace Left No Yes 1.0000 1.0000T3 200.00-180.00 3.31 K Brace Left No Yes 1.0000 1.0000T4 180.00-160.00 3.31 K Brace Left No Yes 1.0000 1.0000T5 160.00-140.00 3.31 K Brace Left No Yes 1.0000 1.0000T6 140.00-120.00 3.31 K Brace Left No Yes 1.0000 1.0000T7 120.00-100.00 3.31 K Brace Left No Yes 1.0000 1.0000T8 100.00-80.00 3.31 K Brace Left No Yes 1.0000 1.0000T9 80.00-60.00 3.31 K Brace Left No Yes 1.0000 1.0000T10 60.00-40.00 3.31 K Brace Left No Yes 1.0000 1.0000T11 40.00-20.00 3.31 K Brace Left No Yes 1.0000 1.0000T12 20.00-6.67 3.31 K Brace Left No Yes 1.0000 0.0000T13 6.67-0.00 1.89 X Brace No Yes 6.0000 6.0000


TowerElevation

ft

LegType

LegSize

LegGrade

DiagonalType

DiagonalSize

DiagonalGrade

T1 235.00-220.00 Solid Round 1 3/4 A572-50(50 ksi)

Solid Round 1 1/4 A36(36 ksi)











T7 120.00-100.00 Solid Round 2 A572-50(50 ksi)













Solid Round A36(36 ksi)


TowerElevation

ft

Top GirtType

Top GirtSize

Top GirtGrade

Bottom GirtType

Bottom GirtSize

Bottom GirtGrade

T1 235.00-220.00 Solid Round 1 A36 Solid Round 1 A36


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

TowerElevation

ft

Top GirtType

Top GirtSize

Top GirtGrade

Bottom GirtType

Bottom GirtSize

Bottom GirtGrade

(36 ksi) (36 ksi)T2 220.00-200.00 Solid Round 1 A36

(36 ksi)Solid Round 1 A36

(36 ksi)T3 200.00-180.00 Solid Round 1 A36




















(36 ksi)T13 6.67-0.00 Flat Bar 12x3/8 A36

(36 ksi)Flat Bar 12x3/8 A36

(36 ksi)


TowerElevation

ft

No.of

MidGirts

Mid GirtType

Mid GirtSize

Mid GirtGrade

HorizontalType

HorizontalSize

HorizontalGrade

T1 235.00-220.00 None Flat Bar A36(36 ksi)

Solid Round 1 A36(36 ksi)
























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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

TowerElevation

ft

No.of

MidGirts

Mid GirtType

Mid GirtSize

Mid GirtGrade

HorizontalType

HorizontalSize

HorizontalGrade


Flat Bar 9 x 3/8 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

Double AngleStitch BoltSpacing

Redundantsin

T1235.00-220.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T2220.00-200.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T3200.00-180.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T4180.00-160.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T5160.00-140.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T6140.00-120.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T7120.00-100.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T8100.00-80.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T9 80.00-60.00 0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T1060.00-40.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T1140.00-20.00

0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T12 20.00-6.67 0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 36.0000 36.0000

T13 6.67-0.00 0.00 0.0000 A36(36 ksi)

1 1 1 36.0000 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

T1235.00-220.00

Yes Yes 1 11

11

11

11

11

11

11

T2220.00-200.00

Yes Yes 1 11

11

11

11

11

11

11

T3200.00-180.00

Yes Yes 1 11

11

11

11

11

11

11


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

K Factors1

TowerElevation

ft

CalcK

SingleAngles

CalcK

SolidRounds

Legs XBraceDiags

XY

KBraceDiags

XY

SingleDiags

XY

Girts

XY

Horiz.

XY

Sec.Horiz.

XY

InnerBrace

XY

T4180.00-160.00

Yes Yes 1 11

11

11

11

11

11

11

T5160.00-140.00

Yes Yes 1 11

11

11

11

11

11

11

T6140.00-120.00

Yes Yes 1 11

11

11

11

11

11

11

T7120.00-100.00

Yes Yes 1 11

11

11

11

11

11

11

T8100.00-80.00

Yes Yes 1 11

11

11

11

11

11

11

T980.00-60.00

Yes Yes 1 11

11

11

11

11

11

11

T1060.00-40.00

Yes Yes 1 11

11

11

11

11

11

11

T1140.00-20.00

Yes Yes 1 11

11

11

11

11

11

11

T1220.00-6.67

Yes Yes 1 11

11

11

11

11

11

11

T13 6.67-0.00 Yes Yes 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.


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 NetWidthDeduct

in

U NetWidth

Deductin

U NetWidth

Deductin

U NetWidthDeduct

in

U

T1235.00-220.00

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

T2220.00-200.00

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

T3200.00-180.00

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

T4180.00-160.00

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

T5160.00-140.00

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

T6140.00-120.00

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

T7120.00-100.00

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

T8100.00-80.00

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

T9 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 0.75T10

60.00-40.000.0000 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

T1140.00-20.00

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

T12 20.00-6.67 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


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Project

16PSPB1400 (R1)

Date

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Client


ZShepherd

TowerElevation

ft


Net WidthDeduct

in

U Net WidthDeduct

in

U Net WidthDeduct

in

U NetWidthDeduct

in

U NetWidth

Deductin

U NetWidth

Deductin

U NetWidthDeduct

in

U

T13 6.67-0.00 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.

T1235.00-220.00

Flange 0.7500A325N

3 0.0000A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.0000A325N

0 0.0000A325N

0

T2220.00-200.00

Flange 0.7500A325N

3 0.0000A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.0000A325N

0 0.0000A325N

0

T3200.00-180.00

Flange 0.7500A325N

3 0.0000A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.0000A325N

0 0.0000A325N

0

T4180.00-160.00

Flange 0.7500A325N

3 0.0000A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.0000A325N

0 0.0000A325N

0

T5160.00-140.00

Flange 0.7500A325N

3 0.0000A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.0000A325N

0 0.0000A325N

0

T6140.00-120.00

Flange 0.7500A325N

3 0.0000A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.0000A325N

0 0.0000A325N

0

T7120.00-100.00

Flange 0.7500A325N

3 0.0000A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.0000A325N

0 0.0000A325N

0

T8100.00-80.00

Flange 0.7500A325N

3 0.0000A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.0000A325N

0 0.0000A325N

0

T9 80.00-60.00 Flange 0.7500A325N

3 0.0000A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.0000A325N

0 0.0000A325N

0

T1060.00-40.00

Flange 0.7500A325N

3 0.0000A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.0000A325N

0 0.0000A325N

0

T1140.00-20.00

Flange 0.7500A325N

3 0.0000A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.0000A325N

0 0.0000A325N

0

T12 20.00-6.67 Flange 0.0000A325N

0 0.0000A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.0000A325N

0 0.0000A325N

0

T13 6.67-0.00 Flange 0.0000A325N

0 0.0000A325N

0 0.6250A325N

0 0.6250A325N

0 0.6250A325N

0 0.0000A325N

0 0.0000A325N

0

Guy Data

GuyElevation

ft

GuyGrade

GuySize

InitialTension

K

% GuyModulus

ksi

GuyWeight

plf

Lu

ft

AnchorRadius

ft

AnchorAzimuth

Adj.°

AnchorElevation

ft

EndFitting

Efficiency%

226.017 EHS ABC

7/87/87/8

7.977.977.97

10%10%10%

190001900019000

1.5811.5811.581

292.38292.38292.38

188.00188.00188.00

0.00000.00000.0000

0.000.000.00

100%100%100%

196.611 EHS ABC

3/43/43/4

4.664.664.66

8%8%8%

190001900019000

1.1551.1551.155

270.39270.39270.39

188.00188.00188.00

0.00000.00000.0000

0.000.000.00

100%100%100%


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Project

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Client


ZShepherd

156.611 EHS ABC

5/85/85/8

2.972.972.97

7%7%7%

210002100021000

0.8130.8130.813

242.94242.94242.94

188.00188.00188.00

0.00000.00000.0000

0.000.000.00

100%100%100%

106.694 EHS ABC

5/85/85/8

3.393.393.39

8%8%8%

210002100021000

0.8130.8130.813

214.19214.19214.19

188.00188.00188.00

0.00000.00000.0000

0.000.000.00

100%100%100%

56.6111 EHS ABC

1/21/21/2

4.044.044.04

15%15%15%

210002100021000

0.5170.5170.517

194.07194.07194.07

188.00188.00188.00

0.00000.00000.0000

0.000.000.00

100%100%100%

Guy Data(cont’d)

GuyElevation

ft

MountType

Torque-ArmSpread

ft

Torque-ArmLeg Angle

°

Torque-ArmStyle

Torque-ArmGrade

Torque-ArmType

Torque-Arm Size

226.017 Corner196.611 Corner156.611 Corner106.694 Corner56.6111 Corner

Guy Data (cont’d)

GuyElevation

ft

DiagonalGrade

DiagonalType

Upper DiagonalSize

Lower DiagonalSize

IsStrap.

Pull-OffGrade

Pull-Off Type Pull-Off Size

226.02 A572-50(50 ksi)

Solid Round Yes A36(36 ksi)

Flat Bar 3x3/8

196.61 A572-50(50 ksi)


Flat Bar 3x3/8

156.61 A572-50(50 ksi)


Flat Bar 3x3/8

106.69 A572-50(50 ksi)


Flat Bar 3x3/8

56.61 A572-50(50 ksi)


Flat Bar 3x3/8

Guy Data (cont’d)

GuyElevation

ft

CableWeight

AK

CableWeight

BK

CableWeight

CK

CableWeight

DK

TowerIntercept

Aft

TowerIntercept

Bft

TowerIntercept

Cft

TowerIntercept

Dft

226.017 0.46 0.46 0.46 8.305.0 sec/pulse

8.305.0 sec/pulse

8.305.0 sec/pulse

196.611 0.31 0.31 0.31 8.855.1 sec/pulse

8.855.1 sec/pulse

8.855.1 sec/pulse

156.611 0.20 0.20 0.20 7.924.9 sec/pulse

7.924.9 sec/pulse

7.924.9 sec/pulse


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Project

16PSPB1400 (R1)

Date

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Client


ZShepherd

GuyElevation

ft

CableWeight

AK

CableWeight

BK

CableWeight

CK

CableWeight

DK

TowerIntercept

Aft

TowerIntercept

Bft

TowerIntercept

Cft

TowerIntercept

Dft

106.694 0.17 0.17 0.17 5.434.0 sec/pulse

5.434.0 sec/pulse

5.434.0 sec/pulse

56.6111 0.10 0.10 0.10 2.412.7 sec/pulse

2.412.7 sec/pulse

2.412.7 sec/pulse

Guy Data (cont’d)

Torque Arm Pull Off DiagonalGuy

Elevationft

CalcK

SingleAngles

CalcK

SolidRounds

Kx Ky Kx Ky Kx Ky

226.017 No No 1 1 1 1196.611 No No 1 1 1 1156.611 No No 1 1 1 1106.694 No No 1 1 1 156.6111 No No 1 1 1 1

Guy Data (cont’d)

Torque-Arm Pull Off DiagonalGuy

Elevationft

Bolt Sizein

Number Net WidthDeduct

in

U Bolt Sizein


in

U Bolt Sizein


in

U

226.017 0.0000A325N

0 0.0000 1 0.6250A325N

0 0.0000 0.75 0.6250A325N

0 0.0000 0.75

196.611 0.0000A325N

0 0.0000 1 0.6250A325N

0 0.0000 0.75 0.6250A325N

0 0.0000 0.75

156.611 0.0000A325N

0 0.0000 1 0.6250A325N

0 0.0000 0.75 0.6250A325N

0 0.0000 0.75

106.694 0.0000A325N

0 0.0000 1 0.6250A325N

0 0.0000 0.75 0.6250A325N

0 0.0000 0.75

56.6111 0.0000A325N

0 0.0000 1 0.6250A325N

0 0.0000 0.75 0.6250A325N

0 0.0000 0.75

Guy Pressures

GuyElevation

ft

GuyLocation

z

ft

qz

psf

qz

Icepsf

IceThickness

in226.017 A

BC

113.01113.01113.01

525252

333

0.56550.56550.5655

196.611 ABC

98.3198.3198.31

505050

222

0.55770.55770.5577

156.611 ABC

78.3178.3178.31

484848

222

0.54510.54510.5451


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

GuyElevation

ft

GuyLocation

z

ft

qz

psf

qz

Icepsf

IceThickness

in106.694 A

BC

53.3553.3553.35

444444

222

0.52460.52460.5246

56.6111 ABC

28.3128.3128.31

383838

222

0.49240.49240.4924

Guy-Mast Forces (Excluding Wind) - No Ice

GuyElevation

ft

GuyLocation

ChordAngle

°

Guy TensionTop

BottomK

Fx

K

Fy

K

Fz

K

Mx

kip-ft

My

kip-ft

Mz

kip-ft226.017 A 50.5654 8.33

7.970.00 6.52 -5.17 -13.82 0.00 0.00

B 50.5654 8.337.97

4.48 6.52 2.59 6.91 0.00 -11.97

C 50.5654 8.337.97

-4.48 6.52 2.59 6.91 -0.00 11.97

Sum: 0.00 19.57 0.00 0.00 0.00 0.00196.611 A 46.6069 4.89

4.660.00 3.63 -3.28 -7.69 0.00 0.00

B 46.6069 4.894.66

2.84 3.63 1.64 3.84 0.00 -6.66

C 46.6069 4.894.66

-2.84 3.63 1.64 3.84 -0.00 6.66

Sum: 0.00 10.88 0.00 0.00 0.00 0.00156.611 A 40.1153 3.10

2.970.00 2.05 -2.32 -4.35 0.00 0.00

B 40.1153 3.102.97

2.01 2.05 1.16 2.17 0.00 -3.77

C 40.1153 3.102.97

-2.01 2.05 1.16 2.17 -0.00 3.77

Sum: 0.00 6.16 0.00 0.00 0.00 0.00106.694 A 29.8555 3.48

3.390.00 1.80 -2.98 -3.81 0.00 0.00

B 29.8555 3.483.39

2.58 1.80 1.49 1.90 0.00 -3.30

C 29.8555 3.483.39

-2.58 1.80 1.49 1.90 -0.00 3.30

Sum: 0.00 5.39 0.00 0.00 0.00 0.0056.6111 A 16.9384 4.06

4.040.00 1.23 -3.87 -2.61 0.00 0.00

B 16.9384 4.064.04

3.35 1.23 1.94 1.30 0.00 -2.26

C 16.9384 4.064.04

-3.35 1.23 1.94 1.30 -0.00 2.26

Sum: 0.00 3.69 0.00 0.00 0.00 0.00

Guy-Mast Forces (Excluding Wind) - Ice


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

GuyElevation

ft

GuyLocation

ChordAngle

°

Guy TensionTop

BottomK

Fx

K

Fy

K

Fz

K

Mx

kip-ft

My

kip-ft

Mz

kip-ft226.017 A 50.5654 11.47

10.890.00 9.01 -7.10 -19.10 0.00 0.00

B 50.5654 11.4710.89

6.15 9.01 3.55 9.55 0.00 -16.54

C 50.5654 11.4710.89

-6.15 9.01 3.55 9.55 -0.00 16.54

Sum: 0.00 27.04 0.00 0.00 0.00 0.00196.611 A 46.6069 7.29

6.890.00 5.43 -4.87 -11.50 0.00 0.00

B 46.6069 7.296.89

4.21 5.43 2.43 5.75 0.00 -9.96

C 46.6069 7.296.89

-4.21 5.43 2.43 5.75 -0.00 9.96

Sum: 0.00 16.28 0.00 0.00 0.00 0.00156.611 A 40.1153 5.01

4.760.00 3.34 -3.73 -7.08 0.00 0.00

B 40.1153 5.014.76

3.23 3.34 1.87 3.54 0.00 -6.13

C 40.1153 5.014.76

-3.23 3.34 1.87 3.54 -0.00 6.13

Sum: 0.00 10.02 0.00 0.00 0.00 0.00106.694 A 29.8555 5.34

5.170.00 2.78 -4.56 -5.90 0.00 0.00

B 29.8555 5.345.17

3.95 2.78 2.28 2.95 0.00 -5.11

C 29.8555 5.345.17

-3.95 2.78 2.28 2.95 -0.00 5.11

Sum: 0.00 8.35 0.00 0.00 0.00 0.0056.6111 A 16.9384 5.24

5.180.00 1.62 -4.98 -3.44 0.00 0.00

B 16.9384 5.245.18

4.31 1.62 2.49 1.72 0.00 -2.98

C 16.9384 5.245.18

-4.31 1.62 2.49 1.72 -0.00 2.98

Sum: 0.00 4.87 0.00 0.00 0.00 0.00

Guy-Mast Forces (Excluding Wind) - Service

GuyElevation

ft

GuyLocation

ChordAngle

°

Guy TensionTop

BottomK

Fx

K

Fy

K

Fz

K

Mx

kip-ft

My

kip-ft

Mz

kip-ft226.017 A 50.5654 8.33

7.970.00 6.52 -5.17 -13.82 0.00 0.00

B 50.5654 8.337.97

4.48 6.52 2.59 6.91 0.00 -11.97

C 50.5654 8.337.97

-4.48 6.52 2.59 6.91 -0.00 11.97

Sum: 0.00 19.57 0.00 0.00 0.00 0.00196.611 A 46.6069 4.89

4.660.00 3.63 -3.28 -7.69 0.00 0.00

B 46.6069 4.894.66

2.84 3.63 1.64 3.84 0.00 -6.66


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

GuyElevation

ft

GuyLocation

ChordAngle

°

Guy TensionTop

BottomK

Fx

K

Fy

K

Fz

K

Mx

kip-ft

My

kip-ft

Mz

kip-ftC 46.6069 4.89

4.66-2.84 3.63 1.64 3.84 -0.00 6.66

Sum: 0.00 10.88 0.00 0.00 0.00 0.00156.611 A 40.1153 3.10

2.970.00 2.05 -2.32 -4.35 0.00 0.00

B 40.1153 3.102.97

2.01 2.05 1.16 2.17 0.00 -3.77

C 40.1153 3.102.97

-2.01 2.05 1.16 2.17 -0.00 3.77

Sum: 0.00 6.16 0.00 0.00 0.00 0.00106.694 A 29.8555 3.48

3.390.00 1.80 -2.98 -3.81 0.00 0.00

B 29.8555 3.483.39

2.58 1.80 1.49 1.90 0.00 -3.30

C 29.8555 3.483.39

-2.58 1.80 1.49 1.90 -0.00 3.30

Sum: 0.00 5.39 0.00 0.00 0.00 0.0056.6111 A 16.9384 4.06

4.040.00 1.23 -3.87 -2.61 0.00 0.00

B 16.9384 4.064.04

3.35 1.23 1.94 1.30 0.00 -2.26

C 16.9384 4.064.04

-3.35 1.23 1.94 1.30 -0.00 2.26

Sum: 0.00 3.69 0.00 0.00 0.00 0.00

Guy-Tensioning Information

Temperature At Time Of Tensioning

0 F 20 F 40 F 60 F 80 F 100 F 120 F

GuyElevation

ft

H

ft

V

ft

InitialTension

K

Intercept

ft

InitialTension

K

Intercept

ft

InitialTension

K

Intercept

ft

InitialTension

K

Intercept

ft

InitialTension

K

Intercept

ft

InitialTension

K

Intercept

ft

InitialTension

K

Intercept

ft

226.017 ABC

185.88185.88185.88

226.02226.02226.02

9.2279.2279.227

7.197.197.19

8.8038.8038.803

7.537.537.53

8.3848.3848.384

7.907.907.90

7.9707.9707.970

8.308.308.30

7.5637.5637.563

8.748.748.74

7.1647.1647.164

9.229.229.22

6.7736.7736.773

9.749.749.74

196.611 ABC

185.88185.88185.88

196.61196.61196.61

5.6715.6715.671

7.307.307.30

5.3265.3265.326

7.777.777.77

4.9904.9904.990

8.288.288.28

4.6644.6644.664

8.858.858.85

4.3504.3504.350

9.479.479.47

4.0504.0504.050

10.1510.1510.15

3.7663.7663.766

10.9010.9010.90

156.611 ABC

185.88185.88185.88

156.61156.61156.61

3.8873.8873.887

6.076.076.07

3.5663.5663.566

6.616.616.61

3.2593.2593.259

7.237.237.23

2.9682.9682.968

7.927.927.92

2.6972.6972.697

8.708.708.70

2.4392.4392.439

9.609.609.60

2.2182.2182.218

10.5310.5310.53

106.694 ABC

185.88185.88185.88

106.69106.69106.69

4.6594.6594.659

3.973.973.97

4.2214.2214.221

4.384.384.38

3.7973.7973.797

4.864.864.86

3.3923.3923.392

5.435.435.43

3.0133.0133.013

6.116.116.11

2.6662.6662.666

6.896.896.89

2.3582.3582.358

7.787.787.78

56.6111 ABC

185.88185.88185.88

56.6156.6156.61

5.1315.1315.131

1.891.891.89

4.7634.7634.763

2.042.042.04

4.3984.3984.398

2.212.212.21

4.0354.0354.035

2.412.412.41

3.6763.6763.676

2.642.642.64

3.3213.3213.321

2.922.922.92

2.9742.9742.974

3.263.263.26

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

plfSafety Line B No Ar (CaAa) 235.00 - 0.00 0.0000 -0.25 1 1 0.3750 0.3750 0.22


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

Description Faceor

Leg

AllowShield

ComponentType

Placement

ft

FaceOffset

in

LateralOffset

(Frac FW)

# #Per

Row

ClearSpacing

in

Width orDiameter

in

Perimeter

in

Weight

plf3/8******

LDF7-50A(1-5/8'')

A No Ar (CaAa) 235.00 - 8.00 0.0000 -0.2 6 6 0.5000 1.9800 0.82

LDF2-50A(3/8'')

A No Ar (CaAa) 235.00 - 8.00 0.0000 0.4 3 3 0.4400 0.4400 0.08

0.78'' A No Ar (CaAa) 235.00 - 8.00 0.0000 -0.4 4 2 0.5000 1.0900 0.33***

LDF7-50A(1-5/8'')

B No Ar (CaAa) 195.00 - 8.00 0.0000 0.05 6 3 0.5000 1.9800 0.82

LDF6-50A(1-1/4'')

B No Ar (CaAa) 195.00 - 8.00 0.0000 0.17 2 1 0.5000 1.5500 0.66

LDF2-50A(3/8'')

B No Ar (CaAa) 195.00 - 8.00 0.0000 0.24 1 1 0.4400 0.4400 0.08

3/4'' B No Ar (CaAa) 195.00 - 8.00 0.0000 0.21 1 1 0.5000 0.9950 0.47***

LDF7-50A(1-5/8'')

C No Ar (CaAa) 215.00 - 8.00 0.0000 0.2 14 7 0.7500 1.9800 0.82

LDF2-50A(3/8'')

C No Ar (CaAa) 215.00 - 8.00 0.0000 -0.05 9 3 0.4400 0.4400 0.08

Feed Line/Linear Appurtenances Section Areas

TowerSection

TowerElevation

ft

Face AR

ft2

AF

ft2

CAAA

In Faceft2

CAAA

Out Faceft2

Weight

KT1 235.00-220.00 A

BC

0.0000.0000.000

0.0000.0000.000

26.3400.5630.000

0.0000.0000.000

0.100.000.00

T2 220.00-200.00 ABC

0.0000.0000.000

0.0000.0000.000

35.1200.750

47.520

0.0000.0000.000

0.130.000.18

T3 200.00-180.00 ABC

0.0000.0000.000

0.0000.0000.000

35.12025.37263.360

0.0000.0000.000

0.130.110.24

T4 180.00-160.00 ABC

0.0000.0000.000

0.0000.0000.000

35.12033.58063.360

0.0000.0000.000

0.130.140.24

T5 160.00-140.00 ABC

0.0000.0000.000

0.0000.0000.000

35.12033.58063.360

0.0000.0000.000

0.130.140.24

T6 140.00-120.00 ABC

0.0000.0000.000

0.0000.0000.000

35.12033.58063.360

0.0000.0000.000

0.130.140.24

T7 120.00-100.00 ABC

0.0000.0000.000

0.0000.0000.000

35.12033.58063.360

0.0000.0000.000

0.130.140.24

T8 100.00-80.00 ABC

0.0000.0000.000

0.0000.0000.000

35.12033.58063.360

0.0000.0000.000

0.130.140.24

T9 80.00-60.00 ABC

0.0000.0000.000

0.0000.0000.000

35.12033.58063.360

0.0000.0000.000

0.130.140.24

T10 60.00-40.00 ABC

0.0000.0000.000

0.0000.0000.000

35.12033.58063.360

0.0000.0000.000

0.130.140.24


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Project

16PSPB1400 (R1)

Date

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Client


ZShepherd

TowerSection

TowerElevation

ft

Face AR

ft2

AF

ft2

CAAA

In Faceft2

CAAA

Out Faceft2

Weight

KT11 40.00-20.00 A

BC

0.0000.0000.000

0.0000.0000.000

35.12033.58063.360

0.0000.0000.000

0.130.140.24

T12 20.00-6.67 ABC

0.0000.0000.000

0.0000.0000.000

21.07220.19838.016

0.0000.0000.000

0.080.080.15

T13 6.67-0.00 ABC

0.0000.0000.000

0.0000.0000.000

0.0000.2500.000

0.0000.0000.000

0.000.000.00

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 235.00-220.00 A

BC

0.606 0.0000.0000.000

0.0000.0000.000

47.2772.3820.000

0.0000.0000.000

0.350.010.00

T2 220.00-200.00 ABC

0.602 0.0000.0000.000

0.0000.0000.000

62.9403.15747.345

0.0000.0000.000

0.470.020.65

T3 200.00-180.00 ABC

0.596 0.0000.0000.000

0.0000.0000.000

62.82337.77663.046

0.0000.0000.000

0.470.340.86

T4 180.00-160.00 ABC

0.589 0.0000.0000.000

0.0000.0000.000

62.69349.15462.959

0.0000.0000.000

0.460.450.86

T5 160.00-140.00 ABC

0.582 0.0000.0000.000

0.0000.0000.000

62.54948.96562.861

0.0000.0000.000

0.460.450.86

T6 140.00-120.00 ABC

0.573 0.0000.0000.000

0.0000.0000.000

62.38748.75262.751

0.0000.0000.000

0.460.440.85

T7 120.00-100.00 ABC

0.564 0.0000.0000.000

0.0000.0000.000

62.20148.50762.625

0.0000.0000.000

0.450.440.85

T8 100.00-80.00 ABC

0.553 0.0000.0000.000

0.0000.0000.000

61.98148.21862.476

0.0000.0000.000

0.450.430.84

T9 80.00-60.00 ABC

0.539 0.0000.0000.000

0.0000.0000.000

61.71247.86562.294

0.0000.0000.000

0.440.430.84

T10 60.00-40.00 ABC

0.521 0.0000.0000.000

0.0000.0000.000

61.36347.40562.057

0.0000.0000.000

0.430.420.83

T11 40.00-20.00 ABC

0.495 0.0000.0000.000

0.0000.0000.000

60.85646.73761.712

0.0000.0000.000

0.420.410.82

T12 20.00-6.67 ABC

0.457 0.0000.0000.000

0.0000.0000.000

36.06227.61836.720

0.0000.0000.000

0.240.240.48

T13 6.67-0.00 ABC

0.398 0.0000.0000.000

0.0000.0000.000

0.0000.7800.000

0.0000.0000.000

0.000.000.00


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Project

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Date

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Client


ZShepherd

Feed Line Center of Pressure

Section Elevation

ft

CPX

in

CPZ

in

CPX

Icein

CPZ

Icein

T1 235.00-220.00 -2.7567 0.0870 -1.6943 -0.2095T2 220.00-200.00 -2.4010 1.7303 -1.6638 0.8668T3 200.00-180.00 -1.2975 1.4833 -0.8315 0.8164T4 180.00-160.00 -1.0424 1.3668 -0.6313 0.7578T5 160.00-140.00 -1.0337 1.3554 -0.6306 0.7542T6 140.00-120.00 -1.0424 1.3668 -0.6409 0.7633T7 120.00-100.00 -1.0259 1.3452 -0.6383 0.7566T8 100.00-80.00 -1.0345 1.3564 -0.6505 0.7668T9 80.00-60.00 -1.0345 1.3564 -0.6591 0.7717

T10 60.00-40.00 -1.0259 1.3452 -0.6651 0.7720T11 40.00-20.00 -1.0266 1.3461 -0.6836 0.7837T12 20.00-6.67 -1.0104 1.3235 -0.6937 0.7772T13 6.67-0.00 0.0826 -0.1066 0.1730 -0.2233

Shielding Factor Ka

TowerSection

Feed LineRecord No.

Description Feed LineSegment Elev.

Ka

No IceKa

IceT1 1 Safety Line 3/8 220.00 -

235.000.6000 0.6000

T1 7 LDF7-50A(1-5/8") 220.00 -235.00

0.6000 0.6000

T1 8 LDF2-50A(3/8") 220.00 -235.00

0.6000 0.6000

T1 9 0.78" 220.00 -235.00

0.6000 0.6000

T2 1 Safety Line 3/8 200.00 -220.00

0.6000 0.6000

T2 7 LDF7-50A(1-5/8") 200.00 -220.00

0.6000 0.6000

T2 8 LDF2-50A(3/8") 200.00 -220.00

0.6000 0.6000

T2 9 0.78" 200.00 -220.00

0.6000 0.6000

T2 16 LDF7-50A(1-5/8") 200.00 -215.00

0.6000 0.6000

T2 17 LDF2-50A(3/8") 200.00 -215.00

0.6000 0.6000

T3 1 Safety Line 3/8 180.00 -200.00

0.6000 0.6000

T3 7 LDF7-50A(1-5/8") 180.00 -200.00

0.6000 0.6000

T3 8 LDF2-50A(3/8") 180.00 -200.00

0.6000 0.6000

T3 9 0.78" 180.00 -200.00

0.6000 0.6000

T3 11 LDF7-50A(1-5/8") 180.00 -195.00

0.6000 0.6000

T3 12 LDF6-50A(1-1/4") 180.00 -195.00

0.6000 0.6000

T3 13 LDF2-50A(3/8") 180.00 -195.00

0.6000 0.6000


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

TowerSection

Feed LineRecord No.


Ka

No IceKa

IceT3 14 3/4" 180.00 -

195.000.6000 0.6000

T3 16 LDF7-50A(1-5/8") 180.00 -200.00

0.6000 0.6000

T3 17 LDF2-50A(3/8") 180.00 -200.00

0.6000 0.6000

T4 1 Safety Line 3/8 160.00 -180.00

0.6000 0.6000

T4 7 LDF7-50A(1-5/8") 160.00 -180.00

0.6000 0.6000

T4 8 LDF2-50A(3/8") 160.00 -180.00

0.6000 0.6000

T4 9 0.78" 160.00 -180.00

0.6000 0.6000

T4 11 LDF7-50A(1-5/8") 160.00 -180.00

0.6000 0.6000

T4 12 LDF6-50A(1-1/4") 160.00 -180.00

0.6000 0.6000

T4 13 LDF2-50A(3/8") 160.00 -180.00

0.6000 0.6000

T4 14 3/4" 160.00 -180.00

0.6000 0.6000

T4 16 LDF7-50A(1-5/8") 160.00 -180.00

0.6000 0.6000

T4 17 LDF2-50A(3/8") 160.00 -180.00

0.6000 0.6000

T5 1 Safety Line 3/8 140.00 -160.00

0.6000 0.6000

T5 7 LDF7-50A(1-5/8") 140.00 -160.00

0.6000 0.6000

T5 8 LDF2-50A(3/8") 140.00 -160.00

0.6000 0.6000

T5 9 0.78" 140.00 -160.00

0.6000 0.6000

T5 11 LDF7-50A(1-5/8") 140.00 -160.00

0.6000 0.6000

T5 12 LDF6-50A(1-1/4") 140.00 -160.00

0.6000 0.6000

T5 13 LDF2-50A(3/8") 140.00 -160.00

0.6000 0.6000

T5 14 3/4" 140.00 -160.00

0.6000 0.6000

T5 16 LDF7-50A(1-5/8") 140.00 -160.00

0.6000 0.6000

T5 17 LDF2-50A(3/8") 140.00 -160.00

0.6000 0.6000

T6 1 Safety Line 3/8 120.00 -140.00

0.6000 0.6000

T6 7 LDF7-50A(1-5/8") 120.00 -140.00

0.6000 0.6000

T6 8 LDF2-50A(3/8") 120.00 -140.00

0.6000 0.6000

T6 9 0.78" 120.00 -140.00

0.6000 0.6000

T6 11 LDF7-50A(1-5/8") 120.00 -140.00

0.6000 0.6000

T6 12 LDF6-50A(1-1/4") 120.00 -140.00

0.6000 0.6000

T6 13 LDF2-50A(3/8") 120.00 -140.00

0.6000 0.6000

T6 14 3/4" 120.00 -140.00

0.6000 0.6000


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

TowerSection

Feed LineRecord No.


Ka

No IceKa

IceT6 16 LDF7-50A(1-5/8") 120.00 -

140.000.6000 0.6000

T6 17 LDF2-50A(3/8") 120.00 -140.00

0.6000 0.6000

T7 1 Safety Line 3/8 100.00 -120.00

0.6000 0.6000

T7 7 LDF7-50A(1-5/8") 100.00 -120.00

0.6000 0.6000

T7 8 LDF2-50A(3/8") 100.00 -120.00

0.6000 0.6000

T7 9 0.78" 100.00 -120.00

0.6000 0.6000

T7 11 LDF7-50A(1-5/8") 100.00 -120.00

0.6000 0.6000

T7 12 LDF6-50A(1-1/4") 100.00 -120.00

0.6000 0.6000

T7 13 LDF2-50A(3/8") 100.00 -120.00

0.6000 0.6000

T7 14 3/4" 100.00 -120.00

0.6000 0.6000

T7 16 LDF7-50A(1-5/8") 100.00 -120.00

0.6000 0.6000

T7 17 LDF2-50A(3/8") 100.00 -120.00

0.6000 0.6000

T8 1 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000T8 7 LDF7-50A(1-5/8") 80.00 - 100.00 0.6000 0.6000T8 8 LDF2-50A(3/8") 80.00 - 100.00 0.6000 0.6000T8 9 0.78" 80.00 - 100.00 0.6000 0.6000T8 11 LDF7-50A(1-5/8") 80.00 - 100.00 0.6000 0.6000T8 12 LDF6-50A(1-1/4") 80.00 - 100.00 0.6000 0.6000T8 13 LDF2-50A(3/8") 80.00 - 100.00 0.6000 0.6000T8 14 3/4" 80.00 - 100.00 0.6000 0.6000T8 16 LDF7-50A(1-5/8") 80.00 - 100.00 0.6000 0.6000T8 17 LDF2-50A(3/8") 80.00 - 100.00 0.6000 0.6000T9 1 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000T9 7 LDF7-50A(1-5/8") 60.00 - 80.00 0.6000 0.6000T9 8 LDF2-50A(3/8") 60.00 - 80.00 0.6000 0.6000T9 9 0.78" 60.00 - 80.00 0.6000 0.6000T9 11 LDF7-50A(1-5/8") 60.00 - 80.00 0.6000 0.6000T9 12 LDF6-50A(1-1/4") 60.00 - 80.00 0.6000 0.6000T9 13 LDF2-50A(3/8") 60.00 - 80.00 0.6000 0.6000T9 14 3/4" 60.00 - 80.00 0.6000 0.6000T9 16 LDF7-50A(1-5/8") 60.00 - 80.00 0.6000 0.6000T9 17 LDF2-50A(3/8") 60.00 - 80.00 0.6000 0.6000

T10 1 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000T10 7 LDF7-50A(1-5/8") 40.00 - 60.00 0.6000 0.6000T10 8 LDF2-50A(3/8") 40.00 - 60.00 0.6000 0.6000T10 9 0.78" 40.00 - 60.00 0.6000 0.6000T10 11 LDF7-50A(1-5/8") 40.00 - 60.00 0.6000 0.6000T10 12 LDF6-50A(1-1/4") 40.00 - 60.00 0.6000 0.6000T10 13 LDF2-50A(3/8") 40.00 - 60.00 0.6000 0.6000T10 14 3/4" 40.00 - 60.00 0.6000 0.6000T10 16 LDF7-50A(1-5/8") 40.00 - 60.00 0.6000 0.6000T10 17 LDF2-50A(3/8") 40.00 - 60.00 0.6000 0.6000T11 1 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000T11 7 LDF7-50A(1-5/8") 20.00 - 40.00 0.6000 0.6000T11 8 LDF2-50A(3/8") 20.00 - 40.00 0.6000 0.6000T11 9 0.78" 20.00 - 40.00 0.6000 0.6000T11 11 LDF7-50A(1-5/8") 20.00 - 40.00 0.6000 0.6000T11 12 LDF6-50A(1-1/4") 20.00 - 40.00 0.6000 0.6000T11 13 LDF2-50A(3/8") 20.00 - 40.00 0.6000 0.6000T11 14 3/4" 20.00 - 40.00 0.6000 0.6000


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

TowerSection

Feed LineRecord No.


Ka

No IceKa

IceT11 16 LDF7-50A(1-5/8") 20.00 - 40.00 0.6000 0.6000T11 17 LDF2-50A(3/8") 20.00 - 40.00 0.6000 0.6000T12 1 Safety Line 3/8 6.67 - 20.00 0.6000 0.6000T12 7 LDF7-50A(1-5/8") 8.00 - 20.00 0.6000 0.6000T12 8 LDF2-50A(3/8") 8.00 - 20.00 0.6000 0.6000T12 9 0.78" 8.00 - 20.00 0.6000 0.6000T12 11 LDF7-50A(1-5/8") 8.00 - 20.00 0.6000 0.6000T12 12 LDF6-50A(1-1/4") 8.00 - 20.00 0.6000 0.6000T12 13 LDF2-50A(3/8") 8.00 - 20.00 0.6000 0.6000T12 14 3/4" 8.00 - 20.00 0.6000 0.6000T12 16 LDF7-50A(1-5/8") 8.00 - 20.00 0.6000 0.6000T12 17 LDF2-50A(3/8") 8.00 - 20.00 0.6000 0.6000T13 1 Safety Line 3/8 0.00 - 6.67 0.6000 0.5309

Discrete Tower Loads

Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustment

°

Placement

ft

CAAA

Front

ft2

CAAA

Side

ft2

Weight

K

Beacon A None 0.0000 235.00 No Ice1/2'' Ice

2.002.50

2.002.50

0.020.03

Sidemarker A None 0.0000 117.50 No Ice1/2'' Ice

0.380.63

0.380.63

0.010.02

Sidemarker B None 0.0000 117.50 No Ice1/2'' Ice

0.380.63

0.380.63

0.010.02

Sidemarker C None 0.0000 117.50 No Ice1/2'' Ice

0.380.63

0.380.63

0.010.02

Lightning Rod C From Leg 0.000.002.00

0.0000 235.00 No Ice1/2'' Ice

0.250.66

0.250.66

0.030.03

******

SBNHH-1D65C w/ MountPipe

A From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

11.6212.35

9.7411.31

0.080.17


B From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

11.6212.35

9.7411.31

0.080.17


C From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

11.6212.35

9.7411.31

0.080.17

741 989 w/Mount Pipe A From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

3.774.40

3.344.43

0.040.08

741 989 w/Mount Pipe B From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

3.774.40

3.344.43

0.040.08

741 989 w/Mount Pipe C From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

3.774.40

3.344.43

0.040.08

EPBQ-652L8H8 w/ Mount A From Leg 4.00 0.0000 235.00 No Ice 12.21 9.53 0.10


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88682-A_(478-132)_Varnamtown

Page

19 of 47



Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustment

°

Placement

ft

CAAA

Front

ft2

CAAA

Side

ft2

Weight

K

Pipe 0.000.00

1/2'' Ice 12.96 11.15 0.19

EPBQ-652L8H8 w/ MountPipe

B From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

12.2112.96

9.5311.15

0.100.19

EPBQ-652L8H8 w/ MountPipe

C From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

12.2112.96

9.5311.15

0.100.19

DC6-48-60-18-8F A From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

2.202.40

3.703.94

0.020.05

DC6-48-60-18-8F B From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

2.202.40

3.703.94

0.020.05

RRUS-11 A From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

2.522.72

1.071.21

0.060.07

RRUS-11 B From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

2.522.72

1.071.21

0.060.07

RRUS-11 C From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

2.522.72

1.071.21

0.060.07

RRUS-32 A From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

3.313.56

2.422.64

0.080.10

RRUS-32 B From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

3.313.56

2.422.64

0.080.10

RRUS-32 C From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

3.313.56

2.422.64

0.080.10

RRUS-32 B66 A From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

2.742.96

1.671.86

0.050.07

RRUS-32 B66 B From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

2.742.96

1.671.86

0.050.07

RRUS-32 B66 C From Leg 4.000.000.00

0.0000 235.00 No Ice1/2'' Ice

2.742.96

1.671.86

0.050.07

(3) T-Frames [KenwoodT1684KT12-4114]

C None 0.0000 235.00 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 195.00 No Ice1/2'' Ice

3.784.40

3.384.43

0.040.08

741 989 w/Mount Pipe B From Leg 4.000.000.00

0.0000 195.00 No Ice1/2'' Ice

3.784.40

3.384.43

0.040.08

741 989 w/Mount Pipe C From Leg 4.000.000.00

0.0000 195.00 No Ice1/2'' Ice

3.784.40

3.384.43

0.040.08

800 10309 v01 w/Mount Pipe A From Leg 4.000.000.00

0.0000 195.00 No Ice1/2'' Ice

10.7511.38

7.158.57

0.060.13

800 10309 v01 w/Mount Pipe B From Leg 4.00 0.0000 195.00 No Ice 10.75 7.15 0.06


ttnnxxTToowweerrJob

88682-A_(478-132)_Varnamtown

Page

20 of 47



Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustment

°

Placement

ft

CAAA

Front

ft2

CAAA

Side

ft2

Weight

K

0.000.00

1/2'' Ice 11.38 8.57 0.13

800 10309 v01 w/Mount Pipe C From Leg 4.000.000.00

0.0000 195.00 No Ice1/2'' Ice

10.7511.38

7.158.57

0.060.13

RRUS-11 A From Leg 4.000.000.00

0.0000 195.00 No Ice1/2'' Ice

2.522.72

1.071.21

0.060.07

RRUS-11 B From Leg 4.000.000.00

0.0000 195.00 No Ice1/2'' Ice

2.522.72

1.071.21

0.060.07

RRUS-11 C From Leg 4.000.000.00

0.0000 195.00 No Ice1/2'' Ice

2.522.72

1.071.21

0.060.07

DC6-48-60-18-8F C From Leg 4.000.000.00

0.0000 195.00 No Ice1/2'' Ice

2.202.40

3.703.94

0.020.05

Pipe Mount A From Leg 4.000.000.00

0.0000 195.00 No Ice1/2'' Ice

1.181.50

1.181.50

0.020.03

Pipe Mount B From Leg 4.000.000.00

0.0000 195.00 No Ice1/2'' Ice

1.181.50

1.181.50

0.020.03

Pipe Mount C From Leg 4.000.000.00

0.0000 195.00 No Ice1/2'' Ice

1.181.50

1.181.50

0.020.03

(3) 10' T-Frames C None 0.0000 195.00 No Ice1/2'' Ice

18.7327.19

18.7327.19

0.861.26

***BXA-70080-8CF-2 w/ Mount

PipeA From Leg 4.00

0.000.00

0.0000 215.00 No Ice1/2'' Ice

8.449.13

8.6710.20

0.060.13

BXA-70080-8CF-2 w/ MountPipe

B From Leg 4.000.000.00

0.0000 215.00 No Ice1/2'' Ice

8.449.13

8.6710.20

0.060.13

BXA-70080-8CF-2 w/ MountPipe

C From Leg 4.000.000.00

0.0000 215.00 No Ice1/2'' Ice

8.449.13

8.6710.20

0.060.13

(2) FD9R6004/1C-3LDiplexer

A From Leg 4.000.000.00

0.0000 215.00 No Ice1/2'' Ice

0.000.00

0.080.14

0.000.01


B From Leg 4.000.000.00

0.0000 215.00 No Ice1/2'' Ice

0.000.00

0.080.14

0.000.01


C From Leg 4.000.000.00

0.0000 215.00 No Ice1/2'' Ice

0.000.00

0.080.14

0.000.01

(2) WBX045T19R000G w/Mount Pipe

A From Leg 4.000.000.00

0.0000 215.00 No Ice1/2'' Ice

7.207.61

3.323.97

0.060.11


B From Leg 4.000.000.00

0.0000 215.00 No Ice1/2'' Ice

7.207.61

3.323.97

0.060.11


C From Leg 4.000.000.00

0.0000 215.00 No Ice1/2'' Ice

7.207.61

3.323.97

0.060.11

X7C-FRO-640-V-02 w/ A From Leg 4.00 0.0000 215.00 No Ice 13.47 8.11 0.06


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88682-A_(478-132)_Varnamtown

Page

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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustment

°

Placement

ft

CAAA

Front

ft2

CAAA

Side

ft2

Weight

K

Mount Pipe 0.000.00

1/2'' Ice 14.17 9.30 0.15

X7C-FRO-640-V-02 w/Mount Pipe

B From Leg 4.000.000.00

0.0000 215.00 No Ice1/2'' Ice

13.4714.17

8.119.30

0.060.15

X7C-FRO-640-V-02 w/Mount Pipe

C From Leg 4.000.000.00

0.0000 215.00 No Ice1/2'' Ice

13.4714.17

8.119.30

0.060.15

(2) RRUS-32 A From Leg 4.000.000.00

0.0000 215.00 No Ice1/2'' Ice

3.313.56

2.422.64

0.080.10

(2) RRUS-32 B From Leg 4.000.000.00

0.0000 215.00 No Ice1/2'' Ice

3.313.56

2.422.64

0.080.10

(2) RRUS-32 C From Leg 4.000.000.00

0.0000 215.00 No Ice1/2'' Ice

3.313.56

2.422.64

0.080.10

RRFDC-3315-PF-48 A From Leg 4.000.000.00

0.0000 215.00 No Ice1/2'' Ice

3.023.24

1.962.15

0.030.06

RRFDC-3315-PF-48 B From Leg 4.000.000.00

0.0000 215.00 No Ice1/2'' Ice

3.023.24

1.962.15

0.030.06

(3) T-Frames C None 0.0000 215.00 No Ice1/2'' Ice

33.1144.90

33.1144.90

1.542.16

***Work Platform A From Face 2.00

0.000.00

0.0000 160.00 No Ice1/2'' Ice

0.701.03

0.701.03

0.020.10

Work Platform A From Face 2.000.000.00

0.0000 80.00 No Ice1/2'' Ice

0.701.03

0.701.03

0.020.10

Force Totals (Does not include forces on guys)

LoadCase

VerticalForces

K

Sum ofForces

XK

Sum ofForces

ZK

Sum of Torques

kip-ftLeg Weight 7.03Bracing Weight 7.15Total Member Self-Weight 14.17Guy Weight 3.74Total Weight 29.96Wind 0 deg - No Ice -0.01 -50.07 -3.16Wind 30 deg - No Ice 22.78 -39.49 -0.85Wind 60 deg - No Ice 37.87 -21.86 1.09Wind 90 deg - No Ice 44.83 0.01 2.83Wind 120 deg - No Ice 40.45 23.37 4.07Wind 150 deg - No Ice 25.37 43.94 4.60Wind 180 deg - No Ice 0.01 49.93 3.15


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

LoadCase

VerticalForces

K

Sum ofForces

XK

Sum ofForces

ZK

Sum of Torques

kip-ftWind 210 deg - No Ice -22.78 39.49 0.85Wind 240 deg - No Ice -37.99 21.93 -1.10Wind 270 deg - No Ice -44.83 -0.01 -2.83Wind 300 deg - No Ice -40.33 -23.30 -4.06Wind 330 deg - No Ice -25.37 -43.94 -4.60Member Ice 3.64Guy Ice 2.98Total Weight Ice 54.30Wind 0 deg - Ice -0.00 -3.28 -0.14Wind 30 deg - Ice 1.52 -2.63 -0.05Wind 60 deg - Ice 2.55 -1.47 0.03Wind 90 deg - Ice 3.09 0.00 0.11Wind 120 deg - Ice 2.88 1.67 0.18Wind 150 deg - Ice 1.71 2.96 0.19Wind 180 deg - Ice 0.00 3.27 0.14Wind 210 deg - Ice -1.52 2.63 0.05Wind 240 deg - Ice -2.56 1.48 -0.03Wind 270 deg - Ice -3.09 -0.00 -0.11Wind 300 deg - Ice -2.88 -1.66 -0.18Wind 330 deg - Ice -1.71 -2.96 -0.19Total Weight 29.96Wind 0 deg - Service -0.00 -9.89 -0.62Wind 30 deg - Service 4.50 -7.80 -0.17Wind 60 deg - Service 7.48 -4.32 0.22Wind 90 deg - Service 8.86 0.00 0.56Wind 120 deg - Service 7.99 4.62 0.80Wind 150 deg - Service 5.01 8.68 0.91Wind 180 deg - Service 0.00 9.86 0.62Wind 210 deg - Service -4.50 7.80 0.17Wind 240 deg - Service -7.50 4.33 -0.22Wind 270 deg - Service -8.86 -0.00 -0.56Wind 300 deg - Service -7.97 -4.60 -0.80Wind 330 deg - Service -5.01 -8.68 -0.91

Load Combinations

Comb.No.

Description

1 Dead Only2 1.2 Dead+1.6 Wind 0 deg - No Ice+1.0 Guy3 1.2 Dead+1.6 Wind 30 deg - No Ice+1.0 Guy4 1.2 Dead+1.6 Wind 60 deg - No Ice+1.0 Guy5 1.2 Dead+1.6 Wind 90 deg - No Ice+1.0 Guy6 1.2 Dead+1.6 Wind 120 deg - No Ice+1.0 Guy7 1.2 Dead+1.6 Wind 150 deg - No Ice+1.0 Guy8 1.2 Dead+1.6 Wind 180 deg - No Ice+1.0 Guy9 1.2 Dead+1.6 Wind 210 deg - No Ice+1.0 Guy10 1.2 Dead+1.6 Wind 240 deg - No Ice+1.0 Guy11 1.2 Dead+1.6 Wind 270 deg - No Ice+1.0 Guy12 1.2 Dead+1.6 Wind 300 deg - No Ice+1.0 Guy13 1.2 Dead+1.6 Wind 330 deg - No Ice+1.0 Guy14 1.2 Dead+1.0 Ice+1.0 Temp+Guy15 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp+1.0 Guy16 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp+1.0 Guy


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88682-A_(478-132)_Varnamtown

Page

23 of 47



Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

Comb.No.

Description

17 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp+1.0 Guy18 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp+1.0 Guy19 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp+1.0 Guy20 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp+1.0 Guy21 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp+1.0 Guy22 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp+1.0 Guy23 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp+1.0 Guy24 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp+1.0 Guy25 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp+1.0 Guy26 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp+1.0 Guy27 Dead+Wind 0 deg - Service+Guy28 Dead+Wind 30 deg - Service+Guy29 Dead+Wind 60 deg - Service+Guy30 Dead+Wind 90 deg - Service+Guy31 Dead+Wind 120 deg - Service+Guy32 Dead+Wind 150 deg - Service+Guy33 Dead+Wind 180 deg - Service+Guy34 Dead+Wind 210 deg - Service+Guy35 Dead+Wind 240 deg - Service+Guy36 Dead+Wind 270 deg - Service+Guy37 Dead+Wind 300 deg - Service+Guy38 Dead+Wind 330 deg - Service+Guy

Maximum Member Forces

SectionNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftT1 235 - 220 Leg Max Tension 8 24.50 0.03 -0.01

Max. Compression 6 -29.86 0.04 -0.03Max. Mx 11 -0.93 0.29 -0.00Max. My 2 -1.30 -0.01 0.30Max. Vy 5 -4.63 -0.24 -0.08Max. Vx 9 -3.86 0.18 -0.16

Diagonal Max Tension 13 10.25 0.00 0.00Max. Compression 7 -10.25 0.00 0.00

Max. Mx 23 -0.29 0.01 0.00Max. My 7 4.45 0.00 -0.00Max. Vy 23 0.01 0.00 0.00Max. Vx 7 0.00 0.00 0.00

Horizontal Max Tension 13 6.77 0.00 0.00Max. Compression 6 -0.52 0.00 0.00

Max. Mx 18 1.38 0.01 0.00Max. My 13 0.46 0.00 -0.00Max. Vy 18 -0.01 0.00 0.00Max. Vx 13 0.00 0.00 0.00

Top Girt Max Tension 8 4.35 0.00 0.00Max. Compression 2 -4.35 0.00 0.00

Max. Mx 18 0.01 0.01 0.00Max. My 13 -3.79 0.00 -0.00Max. Vy 18 -0.01 0.00 0.00Max. Vx 13 0.00 0.00 0.00

Bottom Girt Max Tension 8 1.34 0.00 0.00Max. Compression 2 -1.30 0.00 0.00

Max. Mx 18 -0.01 0.01 0.00Max. My 13 0.84 0.00 -0.00Max. Vy 18 -0.01 0.00 0.00Max. Vx 13 0.00 0.00 0.00

Guy A Bottom Tension 9 43.61


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88682-A_(478-132)_Varnamtown

Page

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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

SectionNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftTop Tension 9 43.96

Top Cable Vert 9 34.21Top Cable Norm 9 27.60Top Cable Tan 9 0.07Bot Cable Vert 9 -33.11

Bot Cable Norm 9 28.38Bot Cable Tan 9 0.68

Guy B Bottom Tension 11 43.60Top Tension 11 43.95



Guy C Bottom Tension 5 43.59Top Tension 5 43.93



Top Guy Pull-Off Max Tension 13 9.70 0.00 0.00Max. Compression 1 0.00 0.00 0.00

Max. Mx 18 1.98 0.01 0.00Max. My 7 8.69 0.00 -0.00Max. Vy 18 0.01 0.00 0.00Max. Vx 7 -0.00 0.00 0.00

T2 220 - 200 Leg Max Tension 1 0.00 0.00 0.00Max. Compression 13 -32.91 0.35 0.81

Max. Mx 11 -21.04 -1.91 0.00Max. My 2 -29.36 -0.06 -1.92Max. Vy 5 -4.63 0.14 -0.07Max. Vx 9 -3.86 -0.01 0.16


Max. Mx 25 0.06 0.01 0.00Max. My 7 2.08 0.00 -0.00Max. Vy 25 0.01 0.00 0.00Max. Vx 7 0.00 0.00 0.00







T3 200 - 180 Leg Max Tension 1 0.00 0.00 0.00Max. Compression 2 -41.45 -0.09 0.09


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

SectionNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftMax. Mx 11 -33.97 -0.93 0.13Max. My 2 -38.24 0.07 -0.98Max. Vy 11 -3.37 0.15 -0.09Max. Vx 7 3.52 -0.16 -0.15


Max. Mx 21 -0.15 0.01 0.00Max. My 7 -0.27 0.00 -0.00Max. Vy 21 -0.01 0.00 0.00Max. Vx 7 0.00 0.00 0.00







Guy A Bottom Tension 7 31.35Top Tension 7 31.57











T4 180 - 160 Leg Max Tension 1 0.00 0.00 0.00Max. Compression 10 -55.52 -0.07 -0.15

Max. Mx 11 -49.12 -0.36 -0.13


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

SectionNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftMax. My 7 -44.33 0.07 0.39Max. Vy 11 -3.69 -0.05 -0.13Max. Vx 3 -3.27 0.14 0.02










Max. Mx 5 -19.92 -0.37 -0.10Max. My 2 -25.52 0.04 0.38Max. Vy 11 -3.70 0.25 -0.13Max. Vx 3 -3.28 -0.01 0.29


Max. Mx 21 -0.24 0.01 0.00Max. My 13 3.41 0.00 0.00Max. Vy 21 -0.01 0.00 0.00Max. Vx 13 -0.00 0.00 0.00








Top Cable Vert 7 15.36Top Cable Norm 7 17.93


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

SectionNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftTop Cable Tan 7 0.05Bot Cable Vert 7 -14.84











Max. Mx 2 -50.24 0.26 -0.11Max. My 6 -52.46 -0.05 0.28Max. Vy 11 -2.36 -0.03 -0.16Max. Vx 3 -2.06 0.16 0.06










Max. Mx 5 -45.15 -0.48 -0.21Max. My 13 -40.28 0.07 0.51Max. Vy 5 -3.94 -0.48 -0.21


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

SectionNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftMax. Vx 7 -3.46 -0.31 -0.08





















Max. Mx 11 -56.78 -0.43 -0.22Max. My 7 -52.61 0.02 0.49Max. Vy 5 -3.94 -0.15 -0.21Max. Vx 13 3.46 -0.10 0.22


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

SectionNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftDiagonal Max Tension 13 5.70 0.00 0.00

Max. Compression 7 -6.23 0.00 0.00Max. Mx 22 -0.33 0.01 0.00Max. My 7 -0.85 0.00 -0.00Max. Vy 22 -0.01 0.00 0.00Max. Vx 7 0.00 0.00 0.00




Max. Mx 14 0.07 0.01 0.00Max. My 13 -0.46 0.00 -0.00Max. Vy 14 0.01 0.00 0.00Max. Vx 13 0.00 0.00 0.00



T9 80 - 60 Leg Max Tension 1 0.00 0.00 0.00Max. Compression 7 -69.47 0.31 0.00

Max. Mx 3 -42.79 0.35 -0.19Max. My 7 -45.49 -0.03 0.36Max. Vy 11 -2.45 -0.14 -0.21Max. Vx 3 -2.06 0.25 -0.02










Max. Mx 9 -79.67 0.37 -0.04Max. My 13 -79.33 -0.14 0.37Max. Vy 11 -2.45 0.06 -0.21Max. Vx 3 -2.06 0.16 0.15

Diagonal Max Tension 7 5.46 0.00 0.00


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

SectionNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftMax. Compression 13 -6.14 0.00 0.00



















T11 40 - 20 Leg Max Tension 1 0.00 0.00 0.00Max. Compression 13 -84.50 0.21 -0.37

Max. Mx 6 -76.17 0.44 -0.02Max. My 7 -29.89 -0.03 0.40Max. Vy 12 -1.87 -0.18 -0.21Max. Vx 13 1.53 -0.21 0.24



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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

SectionNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftMax. Mx 18 -0.20 0.01 0.00Max. My 13 1.32 0.00 0.00Max. Vy 18 0.01 0.00 0.00Max. Vx 13 0.00 0.00 0.00







T12 20 - 6.66667 Leg Max Tension 1 0.00 0.00 0.00Max. Compression 13 -80.28 -0.16 0.37

Max. Mx 13 -53.48 -0.71 -0.14Max. My 6 -67.19 -0.20 -0.64Max. Vy 12 -1.88 -0.02 -0.19Max. Vx 8 1.53 0.40 -0.10







Bottom Girt Max Tension 13 10.59 0.00 0.00Max. Compression 1 0.00 0.00 0.00


T13 6.66667 - 0 Leg Max Tension 1 0.00 0.00 0.00Max. Compression 6 -70.18 0.22 0.66

Max. Mx 2 -68.67 -1.15 0.09Max. My 13 -49.92 -0.04 -1.21Max. Vy 2 3.39 -1.15 0.09Max. Vx 13 1.01 -0.05 -1.13


Max. Mx 13 0.04 -1.60 -0.09


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

SectionNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftMax. My 13 0.04 -1.60 -0.09Max. Vy 13 2.26 -1.60 -0.09Max. Vx 13 0.14 -1.60 -0.09

Top Girt Max Tension 2 2.71 -0.02 -1.41Max. Compression 1 0.00 0.00 0.00

Max. Mx 7 1.28 -0.05 -0.76Max. My 13 2.70 -0.04 -1.88Max. Vy 7 -0.05 -0.05 -0.76Max. Vx 6 -0.34 -0.04 -1.60

Bottom Girt Max Tension 12 5.84 -0.09 -1.48Max. Compression 13 -6.77 0.04 -0.45

Max. Mx 13 3.24 -0.16 -0.71Max. My 13 1.85 -0.11 -2.13Max. Vy 13 1.14 -0.16 -0.71Max. Vx 13 6.86 -0.11 -2.13

Maximum Reactions

Location Condition Gov.Load

Comb.

VerticalK

Horizontal, XK

Horizontal, ZK

Mast Max. Vert 6 183.62 -1.59 -0.91Max. Hx 12 142.73 2.89 1.67Max. Hz 2 183.59 0.00 1.85Max. Mx 1 0.00 -0.01 0.01Max. Mz 1 0.00 -0.01 0.01

Max. Torsion 13 2.83 1.83 1.71Min. Vert 1 71.90 -0.01 0.01Min. Hx 4 142.68 -2.91 1.69Min. Hz 8 142.74 0.00 -3.33Min. Mx 1 0.00 -0.01 0.01Min. Mz 1 0.00 -0.01 0.01

Min. Torsion 7 -2.66 -0.56 -2.43Guy C @ 188 ft

Elev 0 ftAzimuth 240 deg

Max. Vert 10 -3.16 -1.72 0.99

Max. Hx 10 -3.16 -1.72 0.99Max. Hz 3 -85.34 -87.21 52.48

Min. Vert 5 -85.35 -89.07 49.29Min. Hx 5 -85.35 -89.07 49.29Min. Hz 10 -3.16 -1.72 0.99

Guy B @ 188 ftElev 0 ft

Azimuth 120 deg

Max. Vert 6 -3.16 1.72 0.99

Max. Hx 11 -85.38 89.08 49.30Max. Hz 13 -85.38 87.27 52.49

Min. Vert 13 -85.38 87.27 52.49Min. Hx 6 -3.16 1.72 0.99Min. Hz 6 -3.16 1.72 0.99

Guy A @ 188 ftElev 0 ft

Azimuth 0 deg

Max. Vert 2 -3.16 -0.00 -1.99

Max. Hx 11 -45.29 3.29 -53.02Max. Hz 2 -3.16 -0.00 -1.99

Min. Vert 7 -85.40 -1.82 -101.84Min. Hx 5 -45.31 -3.29 -53.07Min. Hz 7 -85.40 -1.82 -101.84


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

Location Condition Gov.Load

Comb.

VerticalK

Horizontal, XK

Horizontal, ZK

Tower Mast Reaction Summary

LoadCombination

Vertical

K

Shearx

K

Shearz

K

OverturningMoment, Mx

kip-ft

OverturningMoment, Mz

kip-ft

Torque

kip-ftDead Only 71.90 0.01 -0.01 -0.00 -0.00 -0.011.2 Dead+1.6 Wind 0 deg - NoIce+1.0 Guy

183.59 -0.00 -1.85 -0.00 -0.00 -1.64

1.2 Dead+1.6 Wind 30 deg - NoIce+1.0 Guy

170.91 1.83 -1.72 -0.00 -0.00 -0.13


142.68 2.91 -1.69 -0.00 -0.00 0.62


170.94 2.40 -0.74 -0.00 -0.00 1.05

1.2 Dead+1.6 Wind 120 deg -No Ice+1.0 Guy

183.62 1.59 0.91 -0.00 -0.00 1.95


170.98 0.56 2.43 -0.00 -0.00 2.66


142.74 -0.00 3.33 -0.00 -0.00 1.77


170.95 -0.56 2.42 -0.00 -0.00 -0.05


183.61 -1.58 0.91 -0.00 -0.00 -0.69


170.95 -2.38 -0.73 -0.00 -0.00 -1.23


142.73 -2.89 -1.67 -0.00 -0.00 -2.48


170.95 -1.83 -1.71 -0.00 -0.00 -2.83

1.2 Dead+1.0 Ice+1.0Temp+Guy

110.60 0.03 -0.04 -0.00 -0.00 -0.03

1.2 Dead+1.0 Wind 0 deg+1.0Ice+1.0 Temp+1.0 Guy

110.93 0.03 -0.21 -0.00 -0.00 -0.11


110.76 0.11 -0.19 -0.00 -0.00 -0.01


110.60 0.17 -0.12 -0.00 -0.00 -0.02


110.76 0.20 -0.04 -0.00 -0.00 -0.03

1.2 Dead+1.0 Wind 120deg+1.0 Ice+1.0 Temp+1.0 Guy

110.93 0.17 0.04 -0.00 -0.00 0.05


110.77 0.11 0.10 -0.00 -0.00 0.11


110.60 0.03 0.12 -0.00 -0.00 0.03


110.76 -0.06 0.10 -0.00 -0.00 -0.07


110.93 -0.11 0.04 -0.00 -0.00 -0.05


110.76 -0.14 -0.04 -0.00 -0.00 -0.04


110.60 -0.11 -0.12 -0.00 -0.00 -0.13


110.76 -0.05 -0.19 -0.00 -0.00 -0.19


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Project

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Date

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Client


ZShepherd

LoadCombination

Vertical

K

Shearx

K

Shearz

K

OverturningMoment, Mx

kip-ft

OverturningMoment, Mz

kip-ft

Torque

kip-ftDead+Wind 0 deg -Service+Guy

72.81 0.01 -0.54 -0.00 -0.00 -0.37

Dead+Wind 30 deg -Service+Guy

72.78 0.27 -0.47 -0.00 -0.00 -0.02


72.81 0.46 -0.27 -0.00 -0.00 0.10


72.78 0.54 -0.01 -0.00 -0.00 0.20


72.81 0.46 0.25 -0.00 -0.00 0.43


72.79 0.28 0.44 -0.00 -0.00 0.57


72.81 0.01 0.50 -0.00 -0.00 0.33


72.78 -0.26 0.44 -0.00 -0.00 -0.02


72.81 -0.45 0.25 -0.00 -0.00 -0.15


72.78 -0.52 -0.01 -0.00 -0.00 -0.25


72.81 -0.44 -0.27 -0.00 -0.00 -0.48


72.78 -0.25 -0.47 -0.00 -0.00 -0.62

Solution Summary

LoadComb.

Sum of Applied Forces Sum of Reactions% ErrorPX

KPYK

PZK

PXK

PYK

PZK

1 0.00 -29.96 0.00 -0.00 29.96 0.00 0.007%2 -0.02 -35.87 -91.01 0.02 35.86 90.98 0.030%3 45.78 -35.21 -79.33 -45.78 35.21 79.29 0.038%4 78.59 -34.55 -45.37 -78.61 34.55 45.38 0.024%5 91.59 -35.21 0.02 -91.56 35.21 -0.00 0.038%6 78.80 -35.87 45.52 -78.78 35.86 -45.51 0.030%7 45.81 -35.21 79.35 -45.78 35.21 -79.34 0.038%8 0.02 -34.55 90.78 -0.02 34.55 -90.81 0.025%9 -45.78 -35.21 79.33 45.74 35.21 -79.31 0.038%

10 -78.78 -35.87 45.48 78.76 35.86 -45.47 0.030%11 -91.59 -35.21 -0.02 91.56 35.21 0.04 0.038%12 -78.61 -34.55 -45.41 78.63 34.55 45.42 0.025%13 -45.81 -35.21 -79.35 45.82 35.21 79.32 0.038%14 0.00 -59.54 0.00 -0.00 59.54 0.00 0.001%15 -0.00 -59.60 -4.14 0.00 59.60 4.14 0.006%16 2.11 -59.54 -3.66 -2.11 59.54 3.65 0.011%17 3.58 -59.49 -2.07 -3.58 59.49 2.06 0.010%18 4.22 -59.54 0.00 -4.22 59.54 -0.00 0.011%19 3.59 -59.60 2.07 -3.58 59.60 -2.07 0.006%20 2.11 -59.54 3.66 -2.11 59.54 -3.66 0.006%21 0.00 -59.49 4.14 -0.00 59.49 -4.13 0.010%22 -2.11 -59.54 3.66 2.11 59.54 -3.65 0.011%23 -3.59 -59.60 2.07 3.58 59.60 -2.07 0.006%24 -4.22 -59.54 -0.00 4.22 59.54 0.00 0.011%25 -3.58 -59.49 -2.07 3.58 59.49 2.07 0.010%26 -2.11 -59.54 -3.66 2.11 59.54 3.66 0.005%27 -0.00 -30.04 -11.24 0.00 30.04 11.23 0.017%28 5.65 -29.96 -9.79 -5.65 29.96 9.79 0.012%


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Project

16PSPB1400 (R1)

Date

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Client


ZShepherd

LoadComb.

Sum of Applied Forces Sum of Reactions% ErrorPX

KPYK

PZK

PXK

PYK

PZK

29 9.70 -29.88 -5.60 -9.70 29.88 5.60 0.007%30 11.31 -29.96 0.00 -11.30 29.96 -0.00 0.012%31 9.73 -30.04 5.62 -9.72 30.04 -5.62 0.017%32 5.66 -29.96 9.80 -5.65 29.96 -9.80 0.012%33 0.00 -29.88 11.21 -0.00 29.88 -11.21 0.003%34 -5.65 -29.96 9.79 5.65 29.96 -9.79 0.012%35 -9.73 -30.04 5.62 9.72 30.04 -5.61 0.017%36 -11.31 -29.96 -0.00 11.30 29.96 0.01 0.012%37 -9.70 -29.88 -5.61 9.70 29.88 5.61 0.003%38 -5.66 -29.96 -9.80 5.66 29.96 9.79 0.012%

Non-Linear Convergence Results

LoadCombination

Converged? Numberof Cycles

DisplacementTolerance

ForceTolerance

1 Yes 6 0.00000001 0.000254952 Yes 24 0.00015360 0.000220533 Yes 23 0.00022014 0.000275344 Yes 14 0.00015223 0.000240475 Yes 23 0.00022050 0.000280186 Yes 24 0.00015367 0.000224667 Yes 23 0.00021952 0.000295778 Yes 14 0.00017099 0.000273519 Yes 23 0.00022051 0.0002756310 Yes 24 0.00015336 0.0002150311 Yes 23 0.00022088 0.0002808212 Yes 14 0.00017400 0.0002924013 Yes 23 0.00021954 0.0002962414 Yes 7 0.00000001 0.0000617615 Yes 11 0.00000001 0.0000457616 Yes 10 0.00000001 0.0000811717 Yes 10 0.00000001 0.0000729818 Yes 10 0.00000001 0.0000819519 Yes 11 0.00000001 0.0000483520 Yes 11 0.00000001 0.0000477921 Yes 10 0.00000001 0.0000770722 Yes 10 0.00000001 0.0000819423 Yes 11 0.00000001 0.0000467524 Yes 10 0.00000001 0.0000814525 Yes 10 0.00000001 0.0000726926 Yes 11 0.00000001 0.0000443227 Yes 12 0.00000001 0.0001184328 Yes 12 0.00000001 0.0000778829 Yes 10 0.00000001 0.0000656630 Yes 12 0.00000001 0.0000812931 Yes 12 0.00000001 0.0001232832 Yes 12 0.00000001 0.0000955433 Yes 11 0.00000001 0.0000723934 Yes 12 0.00000001 0.0000770135 Yes 12 0.00000001 0.0001144636 Yes 12 0.00000001 0.0000794737 Yes 11 0.00000001 0.0000787638 Yes 12 0.00000001 0.00009205


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Project

16PSPB1400 (R1)

Date

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Client


ZShepherd

Maximum Tower Deflections - Service Wind

SectionNo.

Elevation

ft

Horz.Deflection

in

Gov.Load

Comb.

Tilt

°

Twist

°T1 235 - 220 1.921 33 0.0328 0.2504T2 220 - 200 1.828 33 0.0251 0.2540T3 200 - 180 1.704 33 0.0305 0.2603T4 180 - 160 1.577 33 0.0334 0.2683T5 160 - 140 1.424 33 0.0337 0.2663T6 140 - 120 1.302 33 0.0300 0.2668T7 120 - 100 1.162 33 0.0347 0.2593T8 100 - 80 1.033 29 0.0250 0.2498T9 80 - 60 0.929 29 0.0311 0.2390T10 60 - 40 0.774 27 0.0423 0.2257T11 40 - 20 0.583 28 0.0539 0.2133T12 20 - 6.66667 0.323 28 0.0702 0.1970T13 6.66667 - 0 0.111 28 0.0775 0.1730

Critical Deflections and Radius of Curvature - Service Wind

Elevation

ft

Appurtenance Gov.Load

Comb.

Deflection

in

Tilt

°

Twist

°

Radius ofCurvature

ft235.00 Beacon 33 1.921 0.0328 0.2504 Inf226.02 Guy 33 1.865 0.0271 0.2522 Inf215.00 BXA-70080-8CF-2 w/ Mount Pipe 33 1.797 0.0252 0.2561 859670196.61 Guy 33 1.683 0.0314 0.2598 346393195.00 741 989 w/Mount Pipe 33 1.674 0.0318 0.2601 660720160.00 Work Platform 33 1.424 0.0337 0.2663 69888156.61 Guy 33 1.401 0.0329 0.2662 83898117.50 Sidemarker 33 1.144 0.0340 0.2581 235393106.69 Guy 29 1.072 0.0280 0.2530 11583480.00 Work Platform 29 0.929 0.0311 0.2390 5415956.61 Guy 27 0.744 0.0440 0.2234 216082

Maximum Tower Deflections - Design Wind

SectionNo.

Elevation

ft

Horz.Deflection

in

Gov.Load

Comb.

Tilt

°

Twist

°T1 235 - 220 40.039 10 0.8129 0.9251T2 220 - 200 37.559 10 0.7496 0.9704T3 200 - 180 34.269 6 0.7907 1.0458T4 180 - 160 31.015 6 0.8039 1.1169T5 160 - 140 27.585 6 0.7843 1.1264T6 140 - 120 24.516 6 0.7284 1.1503T7 120 - 100 21.388 6 0.7478 1.1359T8 100 - 80 18.414 2 0.6585 1.1098T9 80 - 60 15.655 2 0.7100 1.0829T10 60 - 40 12.435 2 0.8121 1.0339T11 40 - 20 8.888 2 0.9225 0.9821T12 20 - 6.66667 4.716 2 1.0670 0.9131


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Project

16PSPB1400 (R1)

Date

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Client


ZShepherd

SectionNo.

Elevation

ft

Horz.Deflection

in

Gov.Load

Comb.

Tilt

°

Twist

°T13 6.66667 - 0 1.605 2 1.1297 0.8181

Critical Deflections and Radius of Curvature - Design Wind

Elevation

ft

Appurtenance Gov.Load

Comb.

Deflection

in

Tilt

°

Twist

°

Radius ofCurvature

ft235.00 Beacon 10 40.039 0.8129 0.9251 205285226.02 Guy 10 38.555 0.7661 0.9515 114259215.00 BXA-70080-8CF-2 w/ Mount Pipe 10 36.731 0.7505 0.9875 155532196.61 Guy 6 33.725 0.7973 1.0603 118380195.00 741 989 w/Mount Pipe 6 33.467 0.7995 1.0671 64524160.00 Work Platform 6 27.585 0.7843 1.1264 7281156.61 Guy 6 27.042 0.7735 1.1295 8424117.50 Sidemarker 6 21.000 0.7407 1.1325 19627106.69 Guy 2 19.371 0.6852 1.1181 1214680.00 Work Platform 2 15.655 0.7100 1.0829 684356.61 Guy 2 11.860 0.8289 1.0247 21705

Bolt Design Data

SectionNo.

Elevation

ft

ComponentType

BoltGrade

Bolt Size

in

NumberOf

Bolts

MaximumLoad per

BoltK

AllowableLoad

K

RatioLoad

Allowable

AllowableRatio

Criteria

T1 235 Leg A325N 0.7500 3 2.55 29.820.086

1 Bolt Tension

T2 220 Leg A325N 0.7500 3 3.52 29.820.118

1 Bolt Tension

T3 200 Leg A325N 0.7500 3 4.57 29.820.153

1 Bolt Tension

T4 180 Leg A325N 0.7500 3 6.17 29.820.207

1 Bolt Tension

T5 160 Leg A325N 0.7500 3 5.49 29.820.184

1 Bolt Tension

T6 140 Leg A325N 0.7500 3 5.84 29.820.196

1 Bolt Tension

T7 120 Leg A325N 0.7500 3 6.88 29.820.231

1 Bolt Tension

T8 100 Leg A325N 0.7500 3 7.59 29.820.254

1 Bolt Tension

T9 80 Leg A325N 0.7500 3 6.91 29.820.232

1 Bolt Tension

T10 60 Leg A325N 0.7500 3 9.07 29.820.304

1 Bolt Tension

T11 40 Leg A325N 0.7500 3 8.92 29.820.299

1 Bolt Tension

Guy Design Data

SectionNo.

Elevation

ft

Size InitialTension

K

BreakingLoad

K

ActualTu

K

AllowableTn

K

RequiredS.F.

ActualS.F.


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Project

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Client


ZShepherd

SectionNo.

Elevation

ft

Size InitialTension

K

BreakingLoad

K

ActualTu

K

AllowableTn

K

RequiredS.F.

ActualS.F.

T1 226.02 (A)(507)

7/8 EHS 7.97 79.70 43.96 47.82 1.0001.088

226.02 (B)(506)

7/8 EHS 7.97 79.70 43.95 47.82 1.0001.088

226.02 (C)(502)

7/8 EHS 7.97 79.70 43.93 47.82 1.0001.089

T3 196.61 (A)(513)

3/4 EHS 4.66 58.30 31.57 34.98 1.0001.108

196.61 (B)(512)

3/4 EHS 4.66 58.30 31.55 34.98 1.0001.109

196.61 (C)(508)

3/4 EHS 4.66 58.30 31.52 34.98 1.0001.110

T5 156.61 (A)(519)

5/8 EHS 2.97 42.40 23.61 25.44 1.0001.078

156.61 (B)(518)

5/8 EHS 2.97 42.40 23.60 25.44 1.0001.078

156.61 (C)(514)

5/8 EHS 2.97 42.40 23.57 25.44 1.0001.080

T7 106.69 (A)(525)

5/8 EHS 3.39 42.40 22.89 25.44 1.0001.112

106.69 (B)(524)

5/8 EHS 3.39 42.40 22.89 25.44 1.0001.111

106.69 (C)(520)

5/8 EHS 3.39 42.40 22.88 25.44 1.0001.112

T10 56.61 (A)(531)

1/2 EHS 4.04 26.90 14.04 16.14 1.0001.149

56.61 (B) (530) 1/2 EHS 4.04 26.90 14.04 16.14 1.0001.150

56.61 (C) (526) 1/2 EHS 4.04 26.90 14.04 16.14 1.0001.149

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 235 - 220 1 3/4 15.00 2.97 81.4K=1.00

2.4053 -29.86 66.70 0.448 1

T2 220 - 200 1 3/4 20.00 3.31 90.7K=1.00

2.4053 -32.91 59.34 0.555 1

T3 200 - 180 1 3/4 20.00 3.31 90.7K=1.00

2.4053 -41.45 59.34 0.698 1

T4 180 - 160 1 3/4 20.00 3.31 90.7K=1.00

2.4053 -52.10 59.34 0.878 1

T5 160 - 140 1 3/4 20.00 3.31 90.7K=1.00

2.4053 -60.71 59.34 1.023 1

4.8.1 (1.02 CR) - 163/5T6 140 - 120 1 3/4 20.00 3.31 90.7

K=1.002.4053 -50.46 59.34 0.850 1

T7 120 - 100 2 20.00 3.31 79.3 3.1416 -73.55 89.23 0.824 1


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Project

16PSPB1400 (R1)

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Client


ZShepherd

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

K=1.00

T8 100 - 80 2 20.00 3.31 79.3K=1.00

3.1416 -67.63 89.23 0.758 1

T9 80 - 60 2 20.00 3.31 79.3K=1.00

3.1416 -69.47 89.23 0.779 1

T10 60 - 40 2 20.00 3.31 79.3K=1.00

3.1416 -81.20 89.23 0.910 1

T11 40 - 20 2 1/4 20.00 3.31 70.5K=1.00

3.9761 -84.50 124.38 0.679 1

T12 20 - 6.66667 2 1/4 13.33 3.31 70.7K=1.00

3.9761 -79.14 124.19 0.637 1

T13 6.66667 - 0 2 1/4 7.00 1.98 42.3K=1.00

3.9761 -70.18 157.00 0.447 1

1P u / Pn controls

Diagonal Design Data (Compression)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 235 - 220 1 1/4 4.72 4.53 121.8K=0.70

1.2272 -10.25 18.21 0.563 1

T2 220 - 200 1 1/4 4.94 4.74 127.5K=0.70

1.2272 -8.56 16.90 0.507 1

T3 200 - 180 1 1/4 4.94 4.74 127.5K=0.70

1.2272 -7.10 16.90 0.420 1

T4 180 - 160 1 1/4 4.94 4.74 127.5K=0.70

1.2272 -6.03 16.90 0.357 1

T5 160 - 140 1 1/4 4.94 4.74 127.5K=0.70

1.2272 -6.81 16.90 0.403 1

T6 140 - 120 1 1/4 4.94 4.74 127.5K=0.70

1.2272 -3.59 16.90 0.213 1

T7 120 - 100 1 1/4 4.94 4.71 126.7K=0.70

1.2272 -7.38 17.07 0.432 1

T8 100 - 80 1 1/4 4.94 4.71 126.7K=0.70

1.2272 -6.23 17.07 0.365 1

T9 80 - 60 1 1/4 4.94 4.71 126.7K=0.70

1.2272 -3.86 17.07 0.226 1

T10 60 - 40 1 1/4 4.94 4.71 126.7K=0.70

1.2272 -6.14 17.07 0.360 1

T11 40 - 20 1 1/4 4.94 4.69 126.0K=0.70

1.2272 -3.12 17.24 0.181 1

T12 20 - 6.66667 1 1/4 4.94 4.69 126.1K=0.70

1.2272 -5.12 17.21 0.297 1

1P u / Pn controls


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Project

16PSPB1400 (R1)

Date

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Client


ZShepherd

Horizontal Design Data (Compression)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 235 - 220 1 3.67 3.52 118.4K=0.70

0.7854 -0.52 12.16 0.043 1

T2 220 - 200 1 3.67 3.52 118.4K=0.70

0.7854 -2.73 12.16 0.224 1

T3 200 - 180 1 3.67 3.52 118.4K=0.70

0.7854 -1.43 12.16 0.118 1

T4 180 - 160 1 3.67 3.52 118.4K=0.70

0.7854 -0.90 12.16 0.074 1

T5 160 - 140 1 3.67 3.52 118.4K=0.70

0.7854 -1.05 12.16 0.086 1

T6 140 - 120 1 3.67 3.52 118.4K=0.70

0.7854 -0.87 12.16 0.072 1

T7 120 - 100 1 3.67 3.50 117.7K=0.70

0.7854 -1.27 12.27 0.104 1

T8 100 - 80 1 3.67 3.50 117.7K=0.70

0.7854 -1.17 12.27 0.095 1

T9 80 - 60 1 3.67 3.50 117.7K=0.70

0.7854 -1.20 12.27 0.098 1

T10 60 - 40 1 3.67 3.50 117.7K=0.70

0.7854 -1.41 12.27 0.115 1

T11 40 - 20 1 3.67 3.48 117.0K=0.70

0.7854 -1.46 12.38 0.118 1

T12 20 - 6.66667 1 3.67 3.48 117.0K=0.70

0.7854 -1.37 12.38 0.111 1

T13 6.66667 - 0 9 x 3/8 2.35 2.17 240.3K=1.00

3.3750 -0.39 13.21 0.030 1

KL/R > 200 (C) - 500

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 235 - 220 1 3.67 3.52 118.4K=0.70

0.7854 -4.35 12.16 0.358 1

T2 220 - 200 1 3.67 3.52 118.4K=0.70

0.7854 -1.47 12.16 0.121 1

T3 200 - 180 1 3.67 3.52 118.4K=0.70

0.7854 -1.21 12.16 0.099 1

T4 180 - 160 1 3.67 3.52 118.4K=0.70

0.7854 -0.37 12.16 0.031 1

T5 160 - 140 1 3.67 3.52 118.4K=0.70

0.7854 -1.23 12.16 0.101 1

T6 140 - 120 1 3.67 3.52 118.4 0.7854 -0.03 12.16 0.003 1


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

K=0.70

T7 120 - 100 1 3.67 3.50 117.7K=0.70

0.7854 -0.67 12.27 0.054 1

T8 100 - 80 1 3.67 3.50 117.7K=0.70

0.7854 -0.50 12.27 0.041 1

T9 80 - 60 1 3.67 3.50 117.7K=0.70

0.7854 -0.05 12.27 0.004 1

T10 60 - 40 1 3.67 3.50 117.7K=0.70

0.7854 -0.56 12.27 0.046 1

T11 40 - 20 1 3.67 3.48 117.0K=0.70

0.7854 -0.01 12.38 0.001 1

T12 20 - 6.66667 1 3.67 3.48 117.0K=0.70

0.7854 -0.28 12.38 0.022 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 235 - 220 1 3.67 3.52 118.4K=0.70

0.7854 -1.30 12.16 0.107 1

T2 220 - 200 1 3.67 3.52 118.4K=0.70

0.7854 -1.13 12.16 0.093 1

T3 200 - 180 1 3.67 3.52 118.4K=0.70

0.7854 -0.08 12.16 0.006 1

T4 180 - 160 1 3.67 3.52 118.4K=0.70

0.7854 -0.87 12.16 0.072 1

T5 160 - 140 1 3.67 3.52 118.4K=0.70

0.7854 -0.39 12.16 0.032 1

T6 140 - 120 1 3.67 3.52 118.4K=0.70

0.7854 -0.32 12.16 0.026 1

T7 120 - 100 1 3.67 3.50 117.7K=0.70

0.7854 -0.82 12.27 0.067 1

T8 100 - 80 1 3.67 3.50 117.7K=0.70

0.7854 -0.26 12.27 0.021 1

T9 80 - 60 1 3.67 3.50 117.7K=0.70

0.7854 -0.30 12.27 0.024 1

T10 60 - 40 1 3.67 3.50 117.7K=0.70

0.7854 -0.29 12.27 0.024 1

T11 40 - 20 1 3.67 3.48 117.0K=0.70

0.7854 -0.00 12.38 0.000 1

T13 6.66667 - 0 12x3/8 0.28 0.09 9.7K=1.00

4.5000 -6.77 145.08 0.047 1

1P u / Pn controls


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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

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 235 - 220 1 3/4 15.00 2.97 81.4 2.4053 24.50 108.24 0.226 1

1P u / Pn controls

Diagonal Design Data (Tension)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 235 - 220 1 1/4 4.72 4.53 174.0 1.2272 10.25 39.76 0.258 1

T2 220 - 200 1 1/4 4.94 4.74 182.1 1.2272 8.40 39.76 0.211 1

T3 200 - 180 1 1/4 4.94 4.74 182.1 1.2272 6.89 39.76 0.173 1

T4 180 - 160 1 1/4 4.94 4.74 182.1 1.2272 5.71 39.76 0.144 1

T5 160 - 140 1 1/4 4.94 4.74 182.1 1.2272 6.60 39.76 0.166 1

T6 140 - 120 1 1/4 4.94 4.74 182.1 1.2272 3.14 39.76 0.079 1

T7 120 - 100 1 1/4 4.94 4.71 181.1 1.2272 6.87 39.76 0.173 1

T8 100 - 80 1 1/4 4.94 4.71 181.1 1.2272 5.70 39.76 0.143 1

T9 80 - 60 1 1/4 4.94 4.71 181.1 1.2272 3.25 39.76 0.082 1

T10 60 - 40 1 1/4 4.94 4.71 181.1 1.2272 5.46 39.76 0.137 1

T11 40 - 20 1 1/4 4.94 4.69 180.0 1.2272 2.11 39.76 0.053 1

T12 20 - 6.66667 1 1/4 4.94 4.69 180.1 1.2272 4.65 39.76 0.117 1

1P u / Pn controls

Horizontal Design Data (Tension)


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88682-A_(478-132)_Varnamtown

Page

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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 235 - 220 1 3.67 3.52 169.2 0.7854 6.77 25.45 0.266 1

T2 220 - 200 1 3.67 3.52 169.2 0.7854 2.85 25.45 0.112 1

T3 200 - 180 1 3.67 3.52 169.2 0.7854 5.29 25.45 0.208 1

T4 180 - 160 1 3.67 3.52 169.2 0.7854 0.90 25.45 0.035 1

T5 160 - 140 1 3.67 3.52 169.2 0.7854 4.50 25.45 0.177 1

T6 140 - 120 1 3.67 3.52 169.2 0.7854 0.87 25.45 0.034 1

T7 120 - 100 1 3.67 3.50 168.2 0.7854 4.94 25.45 0.194 1

T8 100 - 80 1 3.67 3.50 168.2 0.7854 1.17 25.45 0.046 1

T9 80 - 60 1 3.67 3.50 168.2 0.7854 1.20 25.45 0.047 1

T10 60 - 40 1 3.67 3.50 168.2 0.7854 3.40 25.45 0.133 1

T11 40 - 20 1 3.67 3.48 167.2 0.7854 1.46 25.45 0.058 1

T12 20 - 6.66667 1 3.67 3.48 167.2 0.7854 1.37 25.45 0.054 1

T13 6.66667 - 0 9 x 3/8 1.32 1.13 125.0 3.3750 0.06 109.35 0.001 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 235 - 220 1 3.67 3.52 169.2 0.7854 4.35 25.45 0.171 1

T2 220 - 200 1 3.67 3.52 169.2 0.7854 1.56 25.45 0.061 1

T3 200 - 180 1 3.67 3.52 169.2 0.7854 1.29 25.45 0.051 1

T4 180 - 160 1 3.67 3.52 169.2 0.7854 0.45 25.45 0.018 1

T5 160 - 140 1 3.67 3.52 169.2 0.7854 1.33 25.45 0.052 1

T6 140 - 120 1 3.67 3.52 169.2 0.7854 0.13 25.45 0.005 1

T7 120 - 100 1 3.67 3.50 168.2 0.7854 0.82 25.45 0.032 1

T8 100 - 80 1 3.67 3.50 168.2 0.7854 0.70 25.45 0.028 1


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88682-A_(478-132)_Varnamtown

Page

44 of 47



Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T9 80 - 60 1 3.67 3.50 168.2 0.7854 0.24 25.45 0.009 1

T10 60 - 40 1 3.67 3.50 168.2 0.7854 0.80 25.45 0.031 1

T11 40 - 20 1 3.67 3.48 167.2 0.7854 0.28 25.45 0.011 1

T12 20 - 6.66667 1 3.67 3.48 167.2 0.7854 0.60 25.45 0.024 1

T13 6.66667 - 0 12x3/8 3.39 3.21 355.5 4.5000 2.71 145.80 0.019 1

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 235 - 220 1 3.67 3.52 169.2 0.7854 1.34 25.45 0.052 1

T2 220 - 200 1 3.67 3.52 169.2 0.7854 1.21 25.45 0.048 1

T3 200 - 180 1 3.67 3.52 169.2 0.7854 0.18 25.45 0.007 1

T4 180 - 160 1 3.67 3.52 169.2 0.7854 1.01 25.45 0.040 1

T5 160 - 140 1 3.67 3.52 169.2 0.7854 0.49 25.45 0.019 1

T6 140 - 120 1 3.67 3.52 169.2 0.7854 0.46 25.45 0.018 1

T7 120 - 100 1 3.67 3.50 168.2 0.7854 1.01 25.45 0.040 1

T8 100 - 80 1 3.67 3.50 168.2 0.7854 0.49 25.45 0.019 1

T9 80 - 60 1 3.67 3.50 168.2 0.7854 0.50 25.45 0.020 1

T10 60 - 40 1 3.67 3.50 168.2 0.7854 0.55 25.45 0.022 1

T11 40 - 20 1 3.67 3.48 167.2 0.7854 0.34 25.45 0.013 1

T12 20 - 6.66667 1 3.67 3.48 167.2 0.7854 10.59 25.45 0.416 1

T13 6.66667 - 0 12x3/8 0.28 0.09 9.7 4.5000 5.84 145.80 0.040 1

1P u / Pn controls


ttnnxxTToowweerrJob

88682-A_(478-132)_Varnamtown

Page

45 of 47



Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

Top Guy Pull-Off Design Data (Tension)

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

Pu

K

Pn

K

RatioPu

Pn

T1 235 - 220 3x3/8 3.67 3.52 390.7 1.1250 9.70 36.45 0.266 1

T3 200 - 180 3x3/8 3.67 3.52 390.7 1.1250 7.58 36.45 0.208 1

T5 160 - 140 3x3/8 3.67 3.52 390.7 1.1250 6.44 36.45 0.177 1

T7 120 - 100 3x3/8 3.67 3.50 388.3 1.1250 7.08 36.45 0.194 1

T10 60 - 40 3x3/8 3.67 3.50 388.3 1.1250 4.86 36.45 0.133 1

1P u / Pn controls

Top Guy Pull-Off Bending Design Data

SectionNo.

Elevation

ft

Size Mux

kip-ft

Mnx

kip-ft

RatioMux

Mnx

Muy

kip-ft

Mny

kip-ft

RatioMuy

Mny

T1 235 - 220 3x3/8 0.00 2.28 0.000 0.00 0.28 0.000T3 200 - 180 3x3/8 0.00 2.28 0.000 0.00 0.28 0.000T5 160 - 140 3x3/8 0.00 2.28 0.000 0.00 0.28 0.000T7 120 - 100 3x3/8 0.00 2.28 0.000 0.00 0.28 0.000

T10 60 - 40 3x3/8 0.00 2.28 0.000 0.00 0.28 0.000

Top Guy Pull-Off Interaction Design Data

SectionNo.

Elevation

ft

Size RatioPu

Pn

RatioMux

Mnx

RatioMuy

Mny

Comb.StressRatio

Allow.StressRatio

Criteria

T1 235 - 220 3x3/8 0.266 0.000 0.000 0.266 1 1.0004.8.1

T3 200 - 180 3x3/8 0.208 0.000 0.000 0.208 1 1.0004.8.1

T5 160 - 140 3x3/8 0.177 0.000 0.000 0.177 1 1.0004.8.1

T7 120 - 100 3x3/8 0.194 0.000 0.000 0.194 1 1.0004.8.1

T10 60 - 40 3x3/8 0.133 0.000 0.000 0.133 1 1.0004.8.1

1P u / Pn controls

Section Capacity Table

SectionNo.

Elevationft

ComponentType

Size CriticalElement

PK

øPallow

K%

CapacityPassFail


ttnnxxTToowweerrJob

88682-A_(478-132)_Varnamtown

Page

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Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

SectionNo.

Elevationft

ComponentType


PK

øPallow

K%

CapacityPassFail

T1 235 - 220 Leg 1 3/4 2 -29.86 66.70 44.8 PassT2 220 - 200 Leg 1 3/4 38 -32.91 59.34 55.5 PassT3 200 - 180 Leg 1 3/4 80 -41.45 59.34 69.8 PassT4 180 - 160 Leg 1 3/4 121 -52.10 59.34 87.8 PassT5 160 - 140 Leg 1 3/4 163 -60.71 59.34 102.3 FailT6 140 - 120 Leg 1 3/4 205 -50.46 59.34 85.0 PassT7 120 - 100 Leg 2 248 -73.55 89.23 82.4 PassT8 100 - 80 Leg 2 291 -67.63 89.23 75.8 PassT9 80 - 60 Leg 2 333 -69.47 89.23 77.9 Pass

T10 60 - 40 Leg 2 375 -81.20 89.23 91.0 PassT11 40 - 20 Leg 2 1/4 416 -84.50 124.38 67.9 PassT12 20 - 6.66667 Leg 2 1/4 458 -79.14 124.19 63.7 PassT13 6.66667 - 0 Leg 2 1/4 489 -70.18 157.00 44.7 PassT1 235 - 220 Diagonal 1 1/4 23 -10.25 18.21 56.3 PassT2 220 - 200 Diagonal 1 1/4 76 -8.56 16.90 50.7 PassT3 200 - 180 Diagonal 1 1/4 119 -7.10 16.90 42.0 PassT4 180 - 160 Diagonal 1 1/4 131 -6.03 16.90 35.7 PassT5 160 - 140 Diagonal 1 1/4 204 -6.81 16.90 40.3 PassT6 140 - 120 Diagonal 1 1/4 216 -3.59 16.90 21.3 PassT7 120 - 100 Diagonal 1 1/4 262 -7.38 17.07 43.2 PassT8 100 - 80 Diagonal 1 1/4 329 -6.23 17.07 36.5 PassT9 80 - 60 Diagonal 1 1/4 340 -3.86 17.07 22.6 Pass

T10 60 - 40 Diagonal 1 1/4 407 -6.14 17.07 36.0 PassT11 40 - 20 Diagonal 1 1/4 424 -3.12 17.24 18.1 PassT12 20 - 6.66667 Diagonal 1 1/4 466 -5.12 17.21 29.7 PassT1 235 - 220 Horizontal 1 19 6.77 25.45 26.6 PassT2 220 - 200 Horizontal 1 74 -2.73 12.16 22.4 PassT3 200 - 180 Horizontal 1 117 5.29 25.45 20.8 PassT4 180 - 160 Horizontal 1 133 -0.90 12.16 7.4 PassT5 160 - 140 Horizontal 1 201 4.50 25.45 17.7 PassT6 140 - 120 Horizontal 1 223 -0.87 12.16 7.2 PassT7 120 - 100 Horizontal 1 265 4.94 25.45 19.4 PassT8 100 - 80 Horizontal 1 302 -1.17 12.27 9.5 PassT9 80 - 60 Horizontal 1 350 -1.20 12.27 9.8 Pass

T10 60 - 40 Horizontal 1 411 3.40 25.45 13.3 PassT11 40 - 20 Horizontal 1 428 -1.46 12.38 11.8 PassT12 20 - 6.66667 Horizontal 1 469 -1.37 12.38 11.1 PassT13 6.66667 - 0 Horizontal 9 x 3/8 496 0.06 109.35 3.5 PassT1 235 - 220 Top Girt 1 5 -4.35 12.16 35.8 PassT2 220 - 200 Top Girt 1 42 -1.47 12.16 12.1 PassT3 200 - 180 Top Girt 1 83 -1.21 12.16 9.9 PassT4 180 - 160 Top Girt 1 125 -0.37 12.16 3.1 PassT5 160 - 140 Top Girt 1 168 -1.23 12.16 10.1 PassT6 140 - 120 Top Girt 1 208 0.13 25.45 0.5 PassT7 120 - 100 Top Girt 1 252 -0.67 12.27 5.4 PassT8 100 - 80 Top Girt 1 293 -0.50 12.27 4.1 PassT9 80 - 60 Top Girt 1 334 0.24 25.45 0.9 Pass

T10 60 - 40 Top Girt 1 378 -0.56 12.27 4.6 PassT11 40 - 20 Top Girt 1 419 0.28 25.45 1.1 PassT12 20 - 6.66667 Top Girt 1 462 0.60 25.45 2.4 PassT13 6.66667 - 0 Top Girt 12x3/8 490 2.71 145.80 1.9 PassT1 235 - 220 Bottom Girt 1 9 -1.30 12.16 10.7 PassT2 220 - 200 Bottom Girt 1 44 -1.13 12.16 9.3 PassT3 200 - 180 Bottom Girt 1 87 0.18 25.45 0.7 PassT4 180 - 160 Bottom Girt 1 128 -0.87 12.16 7.2 PassT5 160 - 140 Bottom Girt 1 169 -0.39 12.16 3.2 PassT6 140 - 120 Bottom Girt 1 213 -0.32 12.16 2.6 PassT7 120 - 100 Bottom Girt 1 253 -0.82 12.27 6.7 PassT8 100 - 80 Bottom Girt 1 296 -0.26 12.27 2.1 PassT9 80 - 60 Bottom Girt 1 339 -0.30 12.27 2.4 Pass

T10 60 - 40 Bottom Girt 1 380 -0.29 12.27 2.4 Pass


ttnnxxTToowweerrJob

88682-A_(478-132)_Varnamtown

Page

47 of 47



Project

16PSPB1400 (R1)

Date

14:40:13 08/31/16


Client


ZShepherd

SectionNo.

Elevationft

ComponentType


PK

øPallow

K%

CapacityPassFail

T11 40 - 20 Bottom Girt 1 423 0.34 25.45 1.3 PassT12 20 - 6.66667 Bottom Girt 1 463 10.59 25.45 41.6 PassT13 6.66667 - 0 Bottom Girt 12x3/8 493 -6.38 145.08 8.0 PassT1 235 - 220 Guy [email protected] 7/8 507 43.96 47.82 91.9 PassT3 200 - 180 Guy [email protected] 3/4 513 31.57 34.98 90.2 PassT5 160 - 140 Guy [email protected] 5/8 519 23.61 25.44 92.8 PassT7 120 - 100 Guy [email protected] 5/8 525 22.89 25.44 90.0 Pass

T10 60 - 40 Guy [email protected] 1/2 531 14.04 16.14 87.0 PassT1 235 - 220 Guy [email protected] 7/8 506 43.95 47.82 91.9 PassT3 200 - 180 Guy [email protected] 3/4 512 31.55 34.98 90.2 PassT5 160 - 140 Guy [email protected] 5/8 518 23.60 25.44 92.8 PassT7 120 - 100 Guy [email protected] 5/8 524 22.89 25.44 90.0 Pass

T10 60 - 40 Guy [email protected] 1/2 530 14.04 16.14 87.0 PassT1 235 - 220 Guy [email protected] 7/8 502 43.93 47.82 91.9 PassT3 200 - 180 Guy [email protected] 3/4 508 31.52 34.98 90.1 PassT5 160 - 140 Guy [email protected] 5/8 514 23.57 25.44 92.6 PassT7 120 - 100 Guy [email protected] 5/8 520 22.88 25.44 89.9 Pass

T10 60 - 40 Guy [email protected] 1/2 526 14.04 16.14 87.0 PassT1 235 - 220 Top Guy

[email protected]/8 503 9.70 36.45 26.6 Pass

T3 200 - 180 Top [email protected]

3x3/8 511 7.58 36.45 20.8 Pass


3x3/8 517 6.44 36.45 17.7 Pass


3x3/8 521 7.08 36.45 19.4 Pass


3x3/8 529 4.86 36.45 13.3 Pass

SummaryLeg (T5) 102.3 FailDiagonal

(T1)56.3 Pass

Horizontal(T1)

26.6 Pass

Top Girt(T1)

35.8 Pass

Bottom Girt(T12)

41.6 Pass

Guy A (T5) 92.8 PassGuy B (T5) 92.8 PassGuy C (T5) 92.6 Pass

Top GuyPull-Off

(T1)

26.6 Pass

Bolt Checks 30.4 PassRATING = 102.3 Fail

Program Version 7.0.5.1 - 2/1/2016 File://fdh-server/Projects/2016 Effective - Client Jobs/HIGHPE_High Performance Services LLC/NC/88682-A -

ATA-Varnamtown (478-132)/16PSPB1400-STAGOO_ATT/R.1/Analysis/ReportedTower/478-132 Varnamtown.eri


Version: 2.0

VersionDate: 6/24/2015

P rojectN o.

P rojectN am e

S iteID

Date

Code 4.5ft

27ft

Density Concrete 150 pcf Anchor 3.5ft

L ength 27 ft O uter

W idth 4 ft

T hickness 3.5 ft 4 ft 4 ft

DepthtoT opofBlock 4.5 ft

AnchorAnglefrom Grade 40 º

85 k

0.42 ft BoringL og 169.3 k

4 ft B-2 50.2% P ass

3 102 k

1 157.98 k

4 64.6% P ass

k

-

1 0.42 S 115 0.42 31 0 -

2 4 S 115 3.58 31 0 in2

3 4.5 S 115 0.5 31 0 ksi

4 8 S 115 3.5 31 0 0.8 -

5 N /A 0.0 k

6 N /A - M IS S IN G DA T A

7 N /A

8 N /A

M ustBeInt.>=1,<=7

T hickness

(ft)

U nitW eight

(pcf)S oilT ype(C/S )

Cohesion

(psf)

Friction

A ngle

(°)

Yes

S oilL ayersO K?

Guy A nchorBlockFoundationCalculator

FDH Velocitel--6521 M eridienDrive,R aleigh,N C 27616 --P h.919.755.1012 --Fax 919.755.1031

P artial

Allow ableU pliftL oad

AnchorU plift

U pliftCapacity

P roject& S iteDetails

Varnam tow n

16P S P B1400

S oilInform ation

A nchorBlockInform ation

"Full"forCrow nanalyses,

<<< "P artialforallothersunless

otherw isenoted.

88682-A (478-132)

AN S I/T IA-222-G

W ednesday,August31,2016

FrostDepth

W aterT ableDepth

# ofL ayersAboveAnchor:

Capacity

Allow ableL ateralL oad

AnchorL ateral

Capacity

Depthat

Bottom (ft)

L ateralCapacity

A nchorS haftCapacityL ayer

ConsiderL ateralP assiveP ressurew ithinthe

FrostDepth?

M ustBeInt.>=2,<=8

M ustBeInt.>=1,<=7# ofL ayersAdjacentAnchor:

T otal# ofL ayers:

AnchorT ype

N o.ofAnchors

AnchorT ension

Capacity

Allow ableT ension

Factor(L R FD)

YieldS trength,Fy

CrossS ectionalArea

m

f


Version: 2.0


P rojectN o.

P rojectN am e

S iteID

Date

Code 4.5ft

27ft



W idth 4 ft




85 k


4 ft B-3 49.2% P ass

4 102 k

1 165.77 k

5 61.5% P ass

k

-

1 0.42 S 110 0.42 30 0 -

2 3.5 S 110 3.08 30 0 in2

3 4 S 115 0.5 33 0 ksi

4 4.5 S 115 0.5 33 0 0.8 -

5 8 S 115 3.5 33 0 0.0 k


7 N /A

8 N /A

M ustBeInt.>=1,<=7

T hickness

(ft)

U nitW eight


Cohesion

(psf)

Friction

A ngle

(°)

Yes

S oilL ayersO K?



P artial


AnchorU plift

U pliftCapacity


Varnam tow n

16P S P B1400

S oilInform ation




otherw isenoted.

88682-A (478-132)

AN S I/T IA-222-G


FrostDepth

W aterT ableDepth


Capacity


AnchorL ateral

Capacity

Depthat

Bottom (ft)

L ateralCapacity



FrostDepth?

M ustBeInt.>=2,<=8


T otal# ofL ayers:

AnchorT ype

N o.ofAnchors

AnchorT ension

Capacity

Allow ableT ension

Factor(L R FD)

YieldS trength,Fy

CrossS ectionalArea

m

f


Version: 2.0


P rojectN o.

P rojectN am e

S iteID

Date

Code 4.5ft

27ft



W idth 4 ft




85 k


4 ft B-4 48.6% P ass

3 102 k

1 164.95 k

4 61.8% P ass

k

-

1 0.42 S 115 0.42 32 0 -

2 4 S 115 3.58 32 0 in2

3 4.5 S 115 0.5 32 0 ksi

4 8 S 115 3.5 32 0 0.8 -

5 N /A 0.0 k


7 N /A

8 N /A

M ustBeInt.>=1,<=7

T hickness

(ft)

U nitW eight


Cohesion

(psf)

Friction

A ngle

(°)

Yes

S oilL ayersO K?



P artial


AnchorU plift

U pliftCapacity


Varnam tow n

16P S P B1400

S oilInform ation




otherw isenoted.

88682-A (478-132)

AN S I/T IA-222-G


FrostDepth

W aterT ableDepth


Capacity


AnchorL ateral

Capacity

Depthat

Bottom (ft)

L ateralCapacity



FrostDepth?

M ustBeInt.>=2,<=8


T otal# ofL ayers:

AnchorT ype

N o.ofAnchors

AnchorT ension

Capacity

Allow ableT ension

Factor(L R FD)

YieldS trength,Fy

CrossS ectionalArea

m

f


Version: 3.6


P rojectN o. R ev. 0 S hearL oad,VT N X 4 k

P rojectN ame AxialL oad,P T N X 184 k

S iteID

Date

Code

O verstressCapacity,S oil

O verstressCapacity,S teel

0.15

S quare

2.5 2.5ft

0.5 6in

10 10 ft

1.5 1.5ft

3 3 ft

N o

U ltimateBearingCapacity,N et 5 ksf

# ofL ayersAboveP ad 1 -

AverageS oilU nitW eight 110 pcf

S oilL ayerstopatT opofP ad T R U E Depth

W eightofConcrete 24.4 kAxialForce,P u 191.8 kAxialBearing S tress,qu 2.0 ksf

1 1.5 110 Allow able Bearing S tress, Φqn 3.0 ksf

2 BearingCapacity 66.7% P A S S

3

4

5 O ne-W ay CriticalS hear,Vcrit 49.3 k

6 N ominal S hear S trength, ΦVn 134.9 k

O ne-W ay S hearCapacity 36.5% P A S ST w o-W ay CriticalS hear,Vcrit 39.9 k

#7 N ominal S hear S trength, ΦVn 98.3 k

0.875 T w o-W ay S hearCapacity 40.6% P A S S

11 M omentatEdgeofP ier,M u 132.9 k-ft

3000 N ominal Flexural S trength, ΦM n 388.1 k-ft

3 S teelYielding?

60 P ad FlexuralCapacity 34.3% P A S S

#7 AxialCompressiveL oad,P u 184.0 k

0.875 N ominal Compressive S trength, ΦP n 1337.1 k

8 Com pressiveCapacity 13.8% P A S S

#4 R einforcementS tress,ft 3.6 ksi

0.5 Allow ableS tress,Ft 54.0 ksi

3 BendingCapacity 6.7% P A S S

P ierS teelCapacities

P ad S teelCapacities

T ow erR eactions

O K

S oilInform ation


Foundation Inform ation

105%

kcf

110%

BoringL og

B-1

1.5'

HasisbeenM odified?

0

0

VelocitelEngineering,P L L C --6521 M eridienDrive,R aleigh,N C 27616 --P h.919.755.1012 --Fax 919.755.1031

AT A-Varnamtow n(478-132)

88682-A


AN S I/T IA-222-G

16P S P B1400

psi

-

in

-

S trengthofConcrete,fc'

N umberofHorizontalBars,n

P adBarDiameter,db

HorizontalBarS ize

ft

ft

1.5

P ad S teelInform ation

-

T otalU ltimateCompressiveR esistance

M odificationT ype

L ayer

T hickness

(ft)

U nit

W eight

(pcf)

Depth at

Bottom

(ft)

0

0

0

L ayer

-

in

-

ksi

in

P ierS teelInform ation

N umberofVerticalBars,nv

P ierBarDiameter,dv

VerticalBarS ize

YieldS trengthofS teel,Fy

ClearCover,ccpad

P ierS hape

Density Concrete

GuyedT ow erP ad& P ierCalculator

S oilBearingCapacity

P adBearing Depth,D

P adT hickness,T

P adW idth,W

P ierHeightAboveGrade,ext

ft

-

k

ft

ft

P ierW idth,d

ClearCover,ccpier

T ieBarDiameter,dt

T ieS ize

in

in

-

2.5 ft6 in

10 ft

10 ft

1.5 ft3 ft


Documents

Structural Analysis for High Performance Services LLCdocuments.brunswickcountync.gov/BCMS/0/edoc/581586... · 8/31/2016 · Structural Analysis Report High Performance Services LLC