T Mobile Exhibit D

8/9/2019 T Mobile Exhibit D

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tnxTower Report - version 6.0.4.0

Date: June 04, 2013

Danielle Bavcevic AW SolutionsCrown Castle 300 Crown Oak Centre Drive5350 North 48th Street Suite 305 Longwood, FL 32750Chandler, AZ 85226 (407) 260-0231

Subject: Structural Analysis Report

Carrier Designation: T-Mobile Co-Locate Carrier Site Number: BA21693BCarrier Site Name: N/A

Crown Castle Designation: Crown Castle BU Number: 824496Crown Castle Site Name: Hercules Tower FarmCrown Castle JDE Job Number: 235437Crown Castle Work Order Number: 615863Crown Castle Application Number: 189346 Rev. 1

Engineering Firm Designation: AW Solutions Project Number: 824496

Site Data: 998 Turquoise Dr., Hercules, Contra Costa County, CA Latitude 37° 59' 35.57'' , Longitude -122° 16' 9.88'' 40 Foot - Monopole Tower

Dear Danielle Bavcevic,

AW Solutions is pleased to submit this “Structural Analysis Report” to determine the structural integrity of theabove mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural‘Statement of Work’ and the terms of Crown Castle Purchase Order Number 550402, in accordance withapplication 189346, revision 1.

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

LC5: Existing + Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and existing/reserved loading, respectively.

The analysis has been performed in accordance with the TIA-222-G standard and California Building Codebased upon a wind speed of 85 mph 3-second gust, exposure category C with topographic category 4 and crestheight of 226 feet.

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

We at AW Solutions appreciate the opportunity of providing our continuing professional services to you andCrown Castle. If you have any questions or need further assistance on this or any other projects please give usa call.

Structural analysis prepared by: Qian Ma,E.I.

Respectfully submitted by:

Emmanuel Poulin, P.E.VP of Engineering

xTower Re rt - versi n 6.0.4.0

.

tructural s e a : n M

es ectfully s :

m nuel Pou . ....P of gineerin 6/4/13

Exp. 6/30/13


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June 04, 2013 40 Ft Monopole Tower Structural Analysis CCI BU No 824496 Project Number 824496, Application 189346, Revision 1 Page 3


1) INTRODUCTION

This tower is a 40 ft Monopole tower designed by ROHN in August of 2009. The tower was originally designedfor a wind speed of 85 mph per TIA-222-G.

2) ANALYSIS CRITERIA

The structural analysis was performed for this tower in accordance with the requirements of TIA-222-GStructural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust windspeed of 85 mph with no ice, 30 mph with 0 inch ice thickness and 60 mph under service loads, exposurecategory C with topographic category 4 and crest height of 226 feet.

Table 1 - Proposed Antenna and Cable Information

MountingLevel (ft)

CenterLine

Elevation(ft)

Numberof

Antennas Antenna

Manufacturer Antenna Model Numberof FeedLines

FeedLine

Size (in)Note

40.0 40.0 1 radiowaves HP2-18 1 13/32 1Notes: 1) Proposed Equipment

Table 2 - Existing and Reserved Antenna and Cable Information

MountingLevel (ft)

CenterLine

Elevation(ft)

Numberof

Antennas Antenna


FeedLine

Size (in)Note

40.0 40.0

3 andrew E15S08P80 18 7/8 1

3 andrew E15S08P80 3311/647/8 2

6 ericsson AIR 21 w/ Mount Pipe - - 13 ericsson AIR 21 w/ Mount Pipe 21 tower mounts Platform Mount [LP 303-1] 1

Notes: 1) Existing Equipment 2) Equipment To Be Removed

Table 3 - Design Antenna and Cable Information

MountingLevel (ft)

CenterLine

Elevation(ft)

Numberof

Antennas Antenna


FeedLine

Size (in)

70 70 9 RFS APX16DV-16DWV-S-E-A20 18 7/860 60 9 RFS APX16DV-16DWV-S-E-A20 18 7/850 50 9 RFS APX16DV-16DWV-S-E-A20 18 7/840 40 9 RFS APX16DV-16DWV-S-E-A20 18 7/830 30 9 RFS APX16DV-16DWV-S-E-A20 18 7/8


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3) ANALYSIS PROCEDURE Table 4 - Documents Provided

Document Remarks Reference Source

4-GEOTECHNICAL REPORTS Brown and Mills Inc 3512422 CCISITES

4-TOWER FOUNDATIONDRAWINGS/DESIGN/SPECS Rohn 3839311 CCISITES4-TOWER MANUFACTURER

DRAWINGS Rohn 3512423 CCISITES

4-TOWER STRUCTURAL ANALYSIS REPORTS

Tower Engineering Professionals,Inc. 3512424 CCISITES

3.1) Analysis Method

tnxTower (version 6.0.4.0), a commercially available analysis software package, was used to create athree-dimensional model of the tower and calculate member stresses for various loading cases.Selected output from the analysis is included in Appendix A.

3.2) Assumptions

1) Tower and structures were built in accordance with the manufacturer’s specifications.2) The tower and structures have been maintained in accordance with the manufacturer’s

specification.3) The configuration of antennas, transmission cables, mounts and other appurtenances are as

specified in Tables 1 and 2 and the referenced drawings.This analysis may be affected if any assumptions are not valid or have been made in error. AWSolutions should be notified to determine the effect on the structural integrity of the tower.

4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Section

No. Elevation (ft) Component Type Size Critical

Element P (K) SF*P_allow

(K) %

Capacity Pass / Fail L1 40 - 0 Pole TP26x18x0.25 1 -5.68 1506.86 26.2 Pass

Summary Pole (L1) 26.2 PassRating = 26.2 Pass

Table 6 - Tower Component Stresses vs. Capacity – LC5

Notes Component Elevation (ft) % Capacity Pass / Fail

1 Anchor Rods 0 30.5 Pass1 Base Plate 0 24.5 Pass

1 Base Foundation 0 53.2 Pass

Structure Rating (max from all components) = 53.2% Notes: 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity

consumed.

4.1) Recommendations

The tower and its foundation have sufficient capacity to carry the existing and proposed loads. Nomodifications are required at this time.


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APPENDIX A

TNXTOWER OUTPUT


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AW Solutions

AW Solutions

300 Crown Oak Centre Drive Longwood, FL 32750

Phone: (407) 260-0231 FAX: (407) 260-0231

Job: BU824496 Project:WO615863 Client: Crown Castle Drawn by:Qian MaCode:

TIA-222-GDate:

06/04/13 Path:R:\Central_Data\CROWN CASTLE\CRC - STRUCTURAL\BU824496 - WO615863\ENGINEERING\BU824496 - W

40.0 ft

0.0 ft

REACTIONS - 85 mph WINDTORQUE 1 kip-ft

7 K SHEAR

206 kip-ft MOMENT

6 K AXIAL

ARE FACTORED ALL REACTIONS

L e n g t

h ( f t )

4 0 . 0

0

N u m

b e r o

f S i d e s

1 8

T h i c k n e s s

( i n )

0 . 2 5 0 0

T o p

D i a ( i n )

1 8 . 0

0 0 0

B o t

D i a ( i n )

2 6 . 0

0 0 0

G r a

d e

A 5 7 2 - 6 5

W e i g h

t ( K )

2 . 3

2 . 3

E15S08P80 40(2) AIR 21 w/ Mount Pipe 40E15S08P80 40(2) AIR 21 w/ Mount Pipe 40E15S08P80 40(2) AIR 21 w/ Mount Pipe 40Platform Mount [LP 303-1] 40(2) 5'x2 1/2" Pipe Mount 40(2) 5'x2 1/2" Pipe Mount 40(2) 5'x2 1/2" Pipe Mount 40HP2-18 40DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVAT

E15S08P80 40(2) AIR 21 w/ Mount Pipe 40E15S08P80 40(2) AIR 21 w/ Mount Pipe 40E15S08P80 40(2) AIR 21 w/ Mount Pipe 40

Platform Mount [LP 303-1] 40(2) 5'x2 1/2" Pipe Mount 40(2) 5'x2 1/2" Pipe Mount 40(2) 5'x2 1/2" Pipe Mount 40HP2-18 40

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A572-65 65 ksi 80 ksi

TOWER DESIGN NOTES1. Tower is located in Contra Costa County, California.2. Tower designed for Exposure C to the TIA-222-G Standard.3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard4. Deflections are based upon a 60 mph wind.5. Tower Structure Class II.6. Topographic Category 4 with Crest Height of 226.00 ft7. TOWER RATING: 26.2%


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Tower Input Data

There is a pole section.This tower is designed using the TIA-222-G standard.The following design criteria apply:

2) Tower is located in Contra Costa County, California.3) Basic wind speed of 85 mph.4) Structure Class II.5) Exposure Category C.6) Topographic Category 4.7) Crest Height 226.00 ft.8) Deflections calculated using a wind speed of 60 mph.9) A non-linear (P-delta) analysis was used.10) Pressures are calculated at each section.11) Stress ratio used in pole design is 1.12) Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are

not considered.

OptionsConsider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As CylinderConsider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly RulesConsider Moments - Diagonals Assume Rigid Index Plate Calculate Redundant Bracing ForcesUse Moment Magnification Use Clear Spans For Wind Area Ignore Redundant Members in FEA

Use Code Stress Ratios Use Clear Spans For KL/r SR Leg Bolts Resist Compression Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable

Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz Use Azimuth Dish Coefficients Consider Feedline TorqueUse Special Wind Profile Project Wind Area of Appurt. Include Angle Block Shear CheckInclude Bolts In Member Capacity Autocalc Torque Arm Areas PolesLeg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion InteractionSecondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow

Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC .6D+W Combination

Tapered Pole Section Geometry

Section Elevation

ft

SectionLength

ft

SpliceLength

ft

Number of

Sides

TopDiameter

in

BottomDiameter

in

WallThickness

in

Bend Radius

in

Pole Grade

L1 40.00-0.00 40.00 18 18.0000 26.0000 0.2500 1.0000 A572-65(65 ksi)

Tapered Pole Properties

Section Tip Dia.in

Areain2

I in4

r in

C in

I/C in3

J in4

It/Qin2

w in

w/t

L1 18.2777 14.0846 560.6340 6.3012 9.1440 61.3117 1122.0058 7.0437 2.7280 10.91226.4011 20.4326 1711.6544 9.1412 13.2080 129.5922 3425.5610 10.2183 4.1360 16.544

TowerElevation

ft

Gusset Area

(per face)

ft 2

GussetThickness

in

Gusset GradeAdjust. Factor A f

Adjust.Factor

A r

Weight Mult. Double AngleStitch BoltSpacing

Diagonalsin

Double AngleStitch BoltSpacing

Horizontalsin


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TowerElevation

ft

Gusset Area

(per face)

ft 2

GussetThickness

in

Gusset GradeAdjust. Factor A f

Adjust.Factor

A r

Weight Mult. Double AngleStitch BoltSpacing

Diagonalsin

Double AngleStitch BoltSpacing

Horizontalsin

L1 40.00-0.00 1 1 1

Feed Line/Linear Appurtenances - Entered As Area Description Face

orLeg

Allow Shield

ComponentType

Placement

ft

TotalNumber

C A A A

ft 2 /ft

Weight

plf LDF5-50A(7/8'') B No Inside Pole 40.00 - 0.00 18 No Ice 0.00 0.33

7810A-RG-8 TYPE(13/32'')

B No Inside Pole 40.00 - 0.00 1 No Ice 0.00 0.08

Feed Line/Linear Appurtenances Section Areas

Tower Sectio

n

TowerElevation

ft

Face A R

ft 2

AF

ft 2

C A A AIn Face

ft 2

C A A AOut Face

ft 2

Weight

K L1 40.00-0.00 A

BC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.2410.000

Feed Line Center of Pressure

Section Elevation

ft

CP X

in

CP Z

in

CP X Icein

CP Z Icein

L1 40.00-0.00 0.0000 0.0000 0.0000 0.0000

Shielding Factor Ka Tower

Section Feed Line

Record No. Description Feed Line

SegmentElev.

K aNo Ice

K aIce

Discrete Tower Loads Description Face

orLeg

OffsetType

Offsets:Horz

LateralVert

ft ft ft

Azimuth Adjustmen

t

°

Placement

ft

C A A AFront

ft 2

C A A ASide

ft 2

Weight

K

*40*E15S08P80 A From Leg 4.00

0.000.00

0.0000 40.00 No Ice 0.89 0.36 0.010

(2) AIR 21 w/ Mount Pipe A From Leg 4.000.000.00

0.0000 40.00 No Ice 6.54 5.51 0.110

E15S08P80 B From Leg 4.000.00

0.0000 40.00 No Ice 0.89 0.36 0.010


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Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ft ft ft

Azimuth Adjustmen

t

°

Placement

ft

C A A AFront

ft 2

C A A ASide

ft 2

Weight

K

0.00(2) AIR 21 w/ Mount Pipe B From Leg 4.000.000.00

0.0000 40.00 No Ice 6.54 5.51 0.110

E15S08P80 C From Leg 4.000.000.00

0.0000 40.00 No Ice 0.89 0.36 0.010

(2) AIR 21 w/ Mount Pipe C From Leg 4.000.000.00

0.0000 40.00 No Ice 6.54 5.51 0.110

****Platform Mount [LP 303-1] C None 0.0000 40.00 No Ice 14.66 14.66 1.250(2) 5'x2 1/2'' Pipe Mount C From Leg 4.00

0.000.00

0.0000 40.00 No Ice 1.33 1.33 0.030

(2) 5'x2 1/2'' Pipe Mount B From Leg 4.000.000.00

0.0000 40.00 No Ice 1.33 1.33 0.030

(2) 5'x2 1/2'' Pipe Mount A From Leg 4.000.000.00

0.0000 40.00 No Ice 1.33 1.33 0.030

Dishes Description Face

orLeg

DishType

OffsetType

Offsets:Horz

Lateral Vert

ft

Azimuth Adjustment

°

3 dBBeamWidth

°

Elevation

ft

OutsideDiameter

ft

Aperture Area

ft 2

Weight

K HP2-18 A Paraboloid w/o

RadomeFromLeg

4.000.000.00

45.0000 40.00 2.00 No Ice 3.14 0.030

Load Combinations

Comb.No.

Description

1 Dead Only2 1.2 Dead+1.6 Wind 0 deg - No Ice3 0.9 Dead+1.6 Wind 0 deg - No Ice4 1.2 Dead+1.6 Wind 30 deg - No Ice5 0.9 Dead+1.6 Wind 30 deg - No Ice6 1.2 Dead+1.6 Wind 60 deg - No Ice7 0.9 Dead+1.6 Wind 60 deg - No Ice8 1.2 Dead+1.6 Wind 90 deg - No Ice9 0.9 Dead+1.6 Wind 90 deg - No Ice10 1.2 Dead+1.6 Wind 120 deg - No Ice11 0.9 Dead+1.6 Wind 120 deg - No Ice12 1.2 Dead+1.6 Wind 150 deg - No Ice13 0.9 Dead+1.6 Wind 150 deg - No Ice14 1.2 Dead+1.6 Wind 180 deg - No Ice15 0.9 Dead+1.6 Wind 180 deg - No Ice16 1.2 Dead+1.6 Wind 210 deg - No Ice17 0.9 Dead+1.6 Wind 210 deg - No Ice18 1.2 Dead+1.6 Wind 240 deg - No Ice19 0.9 Dead+1.6 Wind 240 deg - No Ice


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Comb.No.

Description

20 1.2 Dead+1.6 Wind 270 deg - No Ice21 0.9 Dead+1.6 Wind 270 deg - No Ice22 1.2 Dead+1.6 Wind 300 deg - No Ice23 0.9 Dead+1.6 Wind 300 deg - No Ice24 1.2 Dead+1.6 Wind 330 deg - No Ice

25 0.9 Dead+1.6 Wind 330 deg - No Ice26 Dead+Wind 0 deg - Service27 Dead+Wind 30 deg - Service28 Dead+Wind 60 deg - Service29 Dead+Wind 90 deg - Service30 Dead+Wind 120 deg - Service31 Dead+Wind 150 deg - Service32 Dead+Wind 180 deg - Service33 Dead+Wind 210 deg - Service34 Dead+Wind 240 deg - Service35 Dead+Wind 270 deg - Service36 Dead+Wind 300 deg - Service37 Dead+Wind 330 deg - Service

Maximum Member Forces Sectio

nNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Axial

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ft L1 40 - 0 Pole Max Tension 1 0.00 0.00 0.00

Max. Compression 10 -5.68 -172.98 -96.87Max. Mx 20 -5.68 203.71 -8.55Max. My 14 -5.68 8.73 -203.54Max. Vy 20 -6.58 203.71 -8.55Max. Vx 14 6.58 8.73 -203.54

Max. Torque 20 -1.07

Maximum Reactions Location Condition Gov.

LoadComb.

Vertical K

Horizontal, XK

Horizontal, ZK

Pole Max. Vert 18 5.69 5.70 -3.39Max. Hx 21 4.27 6.58 -0.22Max. Hz 2 5.69 -0.01 6.48Max. Mx 2 200.02 -0.01 6.48Max. Mz 8 199.85 -6.48 0.01

Max. Torsion 6 0.76 -5.65 3.27Min. Vert 11 4.27 -5.61 -3.17Min. Hx 8 5.69 -6.48 0.01Min. Hz 14 5.69 0.22 -6.58Min. Mx 14 -203.54 0.22 -6.58Min. Mz 20 -203.71 6.58 -0.22

Min. Torsion 20 -1.07 6.58 -0.22

Tower Mast Reaction Summary

LoadCombination

Vertical

K

Shear x

K

Shear z

K

OverturningMoment, M x

kip-ft

OverturningMoment, M z

kip-ft

Torque

kip-ft Dead Only 4.74 0.00 0.00 -0.14 0.00 0.001.2 Dead+1.6 Wind 0 deg -No Ice

5.69 0.01 -6.48 -200.02 -0.36 0.01

0.9 Dead+1.6 Wind 0 deg - 4.27 0.01 -6.48 -199.64 -0.36 0.01


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LoadCombination

Vertical

K

Shear x

K

Shear z

K

OverturningMoment, M x

kip-ft

OverturningMoment, M z

kip-ft

Torque

kip-ft No Ice1.2 Dead+1.6 Wind 30 deg -No Ice

5.69 3.27 -5.65 -174.78 -101.02 -0.42

0.9 Dead+1.6 Wind 30 deg -

No Ice

4.27 3.27 -5.65 -174.44 -100.85 -0.42

1.2 Dead+1.6 Wind 60 deg -No Ice

5.69 5.65 -3.27 -101.19 -174.61 -0.76


4.27 5.65 -3.27 -100.98 -174.31 -0.76


5.69 6.48 -0.01 -0.53 -199.85 -0.69


4.27 6.48 -0.01 -0.48 -199.51 -0.69

1.2 Dead+1.6 Wind 120 deg- No Ice

5.69 5.61 3.17 96.87 -172.98 -0.59


4.27 5.61 3.17 96.75 -172.69 -0.59


5.69 3.08 5.70 176.41 -93.65 0.40


4.27 3.08 5.70 176.16 -93.50 0.40

1.2 Dead+1.6 Wind 180 deg- No Ice 5.69 -0.22 6.58 203.54 8.73 1.05


4.27 -0.22 6.58 203.24 8.71 1.05


5.69 -3.39 5.70 176.47 106.01 1.05


4.27 -3.39 5.70 176.22 105.83 1.05


5.69 -5.70 3.39 105.84 176.65 0.96


4.27 -5.70 3.39 105.71 176.35 0.96


5.69 -6.58 0.22 8.55 203.71 1.07


4.27 -6.58 0.22 8.58 203.37 1.07

1.2 Dead+1.6 Wind 300 deg- No Ice 5.69 -5.70 -3.08 -93.83 176.58 0.980.9 Dead+1.6 Wind 300 deg- No Ice

4.27 -5.70 -3.08 -93.63 176.28 0.98


5.69 -3.17 -5.61 -173.15 97.04 0.03


4.27 -3.17 -5.61 -172.82 96.88 0.03

Dead+Wind 0 deg - Service 4.74 0.00 -1.81 -55.77 -0.10 0.00Dead+Wind 30 deg - Service 4.74 0.91 -1.57 -48.74 -28.12 -0.12Dead+Wind 60 deg - Service 4.74 1.57 -0.91 -28.26 -48.60 -0.21Dead+Wind 90 deg - Service 4.74 1.81 -0.00 -0.24 -55.63 -0.19Dead+Wind 120 deg -Service

4.74 1.56 0.88 26.87 -48.15 -0.17

Dead+Wind 150 deg -Service

4.74 0.86 1.59 49.01 -26.07 0.11


4.74 -0.06 1.83 56.56 2.43 0.29


4.74 -0.94 1.59 49.02 29.51 0.29


4.74 -1.59 0.94 29.36 49.17 0.27


4.74 -1.83 0.06 2.28 56.70 0.30


4.74 -1.59 -0.86 -26.21 49.15 0.27


4.74 -0.88 -1.56 -48.29 27.01 0.01


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Solution Summary

Load Comb.

Sum of Applied Forces Sum of Reactions% ErrorPX

K PY K

PZ K

PX K

PY K

PZ K

1 0.00 -4.74 0.00 0.00 4.74 0.00 0.000%

2 0.01 -5.69 -6.48 -0.01 5.69 6.48 0.000%3 0.01 -4.27 -6.48 -0.01 4.27 6.48 0.000%4 3.27 -5.69 -5.65 -3.27 5.69 5.65 0.000%5 3.27 -4.27 -5.65 -3.27 4.27 5.65 0.000%6 5.65 -5.69 -3.27 -5.65 5.69 3.27 0.000%7 5.65 -4.27 -3.27 -5.65 4.27 3.27 0.000%8 6.48 -5.69 -0.01 -6.48 5.69 0.01 0.000%9 6.48 -4.27 -0.01 -6.48 4.27 0.01 0.000%10 5.61 -5.69 3.17 -5.61 5.69 -3.17 0.000%11 5.61 -4.27 3.17 -5.61 4.27 -3.17 0.000%12 3.08 -5.69 5.70 -3.08 5.69 -5.70 0.000%13 3.08 -4.27 5.70 -3.08 4.27 -5.70 0.000%14 -0.22 -5.69 6.58 0.22 5.69 -6.58 0.000%15 -0.22 -4.27 6.58 0.22 4.27 -6.58 0.000%16 -3.39 -5.69 5.70 3.39 5.69 -5.70 0.000%17 -3.39 -4.27 5.70 3.39 4.27 -5.70 0.000%18 -5.70 -5.69 3.39 5.70 5.69 -3.39 0.000%19 -5.70 -4.27 3.39 5.70 4.27 -3.39 0.000%20 -6.58 -5.69 0.22 6.58 5.69 -0.22 0.000%21 -6.58 -4.27 0.22 6.58 4.27 -0.22 0.000%22 -5.70 -5.69 -3.08 5.70 5.69 3.08 0.000%23 -5.70 -4.27 -3.08 5.70 4.27 3.08 0.000%24 -3.17 -5.69 -5.61 3.17 5.69 5.61 0.000%25 -3.17 -4.27 -5.61 3.17 4.27 5.61 0.000%26 0.00 -4.74 -1.81 -0.00 4.74 1.81 0.000%27 0.91 -4.74 -1.57 -0.91 4.74 1.57 0.000%28 1.57 -4.74 -0.91 -1.57 4.74 0.91 0.000%29 1.81 -4.74 -0.00 -1.81 4.74 0.00 0.000%30 1.56 -4.74 0.88 -1.56 4.74 -0.88 0.000%31 0.86 -4.74 1.59 -0.86 4.74 -1.59 0.000%32 -0.06 -4.74 1.83 0.06 4.74 -1.83 0.000%33 -0.94 -4.74 1.59 0.94 4.74 -1.59 0.000%34 -1.59 -4.74 0.94 1.59 4.74 -0.94 0.000%35 -1.83 -4.74 0.06 1.83 4.74 -0.06 0.000%36 -1.59 -4.74 -0.86 1.59 4.74 0.86 0.000%37 -0.88 -4.74 -1.56 0.88 4.74 1.56 0.000%

Non-Linear Convergence Results

LoadCombination

Converged? Numberof Cycles

DisplacementTolerance

ForceTolerance

1 Yes 4 0.00000001 0.000000012 Yes 4 0.00000001 0.000000013 Yes 4 0.00000001 0.000000014 Yes 4 0.00000001 0.000000015 Yes 4 0.00000001 0.000000016 Yes 4 0.00000001 0.000000017 Yes 4 0.00000001 0.000000018 Yes 4 0.00000001 0.000000019 Yes 4 0.00000001 0.0000000110 Yes 4 0.00000001 0.0000000111 Yes 4 0.00000001 0.0000000112 Yes 4 0.00000001 0.0000000113 Yes 4 0.00000001 0.0000000114 Yes 4 0.00000001 0.0000000115 Yes 4 0.00000001 0.0000000116 Yes 4 0.00000001 0.0000000117 Yes 4 0.00000001 0.0000000118 Yes 4 0.00000001 0.0000000119 Yes 4 0.00000001 0.0000000120 Yes 4 0.00000001 0.00000001


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21 Yes 4 0.00000001 0.0000000122 Yes 4 0.00000001 0.0000000123 Yes 4 0.00000001 0.0000000124 Yes 4 0.00000001 0.0000000125 Yes 4 0.00000001 0.0000000126 Yes 4 0.00000001 0.0000000127 Yes 4 0.00000001 0.0000000128 Yes 4 0.00000001 0.0000000129 Yes 4 0.00000001 0.0000000130 Yes 4 0.00000001 0.0000000131 Yes 4 0.00000001 0.0000000132 Yes 4 0.00000001 0.0000000133 Yes 4 0.00000001 0.0000000134 Yes 4 0.00000001 0.0000000135 Yes 4 0.00000001 0.0000000136 Yes 4 0.00000001 0.0000000137 Yes 4 0.00000001 0.00000001

Pole Design Data

SectionNo.

Elevation

ft

Size L

ft

Lu

ft

Kl/r A

in2

P u

K

P n

K

RatioP u P n

L1 40 - 0 (1) TP26x18x0.25 40.00 0.00 0.0 20.4326

-5.68 1506.86 0.004

Pole Bending Design Data

SectionNo.

Elevation

ft

Size M ux

kip-ft

M nx

kip-ft

RatioM uxM nx

M uy

kip-ft

M ny

kip-ft

RatioM uyM ny

L1 40 - 0 (1) TP26x18x0.25 205.93 796.43 0.259 0.00 796.43 0.000

Pole Shear Design Data

SectionNo.

Elevation

ft

Size Actual V u K

V n

K

RatioV u V n

Actual T u

kip-ft

T n

kip-ft

RatioT u T n

L1 40 - 0 (1) TP26x18x0.25 6.64 753.43 0.009 0.96 1594.80 0.001

Pole Interaction Design Data

SectionNo.

Elevation

ft

RatioP u P n

RatioM uxM nx

RatioM uyM ny

RatioV u V n

RatioT u T n

Comb.StressRatio

Allow.StressRatio

Criteria

L1 40 - 0 (1) 0.004 0.259 0.000 0.009 0.001 0.262 1.000 4.8.2


14/23



Section Capacity Table Section

No.Elevation

ft Component

TypeSize Critical

Element P K

øP allowK

%Capacity

PassFail

L1 40 - 0 Pole TP26x18x0.25 1 -5.68 1506.86 26.2 PassSummary

Pole (L1) 26.2 PassRATING = 26.2 Pass


15/23



APPENDIX B

BASE LEVEL DRAWING


16/23


17/23



APPENDIX C

ADDITIONAL CALCULATIONS


18/23

BU#:Site Name:

App#:

KZT (RSM 03)

tnxTower RowNumber

Section Height Above Base (ft.) Wind Pressure

MultiplierAdjustment Factor

Face Ar2.258

1 40 0.794 1.000 2.111

Topographic Category:

226Crest Height (ft.):

4

Crest Point Elevation (ft. AMSL)

Tower Point Elevation (ft. AMSL)

At Base:

Base Point Elevation (ft. AMSL)

Crest to Mid-Height Distance (L/2) (ft.)

tnxTower Input

824496Hercules Tower Farm

575

362

Mid-Height Elevation (ft.)

Structure Upwind Distance (x)(ft.)

Topographic Factors for use in tnxTower (v. 2.0)per SEAW RSM-03 Figure 3-3

Topographic Input588

567107

475Crest Height (H)(ft.) 226

Exposure BExposure C

Exposure D

Exposure Category

Continuous Escarpment

Flat Topped Hill

Hill

Flat Topped Ridge

Continuous Ridge

Topographic Feature

Tower base is located on the upper half of the feature

Feature i s isolated

Tower Type

Monopole

Guyed

Self Support (Truss Leg)

Self Support (Non-Truss Leg)


19/23

TIA Rev GSite Data

BU#: 206 ft-kipsSite Name: 6 kips

App #: 7 kipsOther Eta Factor, 0.5 TIA G (Fig. 4-4)

If No stiffeners, Criteria: AISC LRFD


20/23

A W

S o

l u t

i o n s

I n c

P a g e

1 / 3

C A I S S O N

V e r s

i o n

1 0

. 6 0

1 1

: 1 4

: 3 5

A M

T u e s

d a y ,

J u n e

0 4

,

2 0 1 3

A W

S o

l u t

i o n s

I n c

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

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

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

*

*

*

C A I S S O N

-

P

i e r

F o u n

d a t i

o n s

A n a

l y s

i s

a n

d

D e s

i g n

-

C o p y r

i g

h t

P o w e r

L

i n e

S y s

t e m s ,

I n c .

1 9 9 3

- 2 0 1 0

*

*

*

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

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

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

P r o

j e c t

T

i t

l e :

B U

8 2 4 4 9 6

P r o

j e c t

N o t e s :

W O

6 1 5 8 6 3

C a

l c u

l a t

i o n

M e t

h o

d :

F u

l l

8 C D

* * * * * * *

I

N

P

U

T

D

A T

A

P i

e r

P r o p e r

t i

e s

D i

a m e

t e r

D i

s t a

n c e

C o n c r e

t e

S t

e e

l

o f

T o p

o f

P

i e r

S t

r e n g

t h

Y i

e l d

a b

o v e

G r o

u n

d

S t

r e n g

t h

( f t )

(

f t )

( k

s i )

( k

s i )

- - - - - - - - - - - - - - - - - - - - - - - - -

- - - - - - - - - - - - - - - - - - - - - - -

4 .

5 0

0

. 5 0

4 .

0 0

6 0

. 0 0

S o

i l

P r o p e r

t i

e s

L a y e r

T y p e

T h i

c k n

e s s

D e p

t h

a t

T o p

D e n s

i t

y

C U

K P

P H I

o f

L a y e r

(

f t )

( f t )

( l b

s / f t ^ 3 )

( p s

f )

( d

e g

)

- - - - - - - - - - - - - - - - - - - - - - - - -

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

- - - - - - - - - - - -

1

C l

a y

2

. 2 5

0 .

0 0

1 0 0

. 0

0 .

0

2

C l

a y

1 3

. 2 5

2 .

2 5

1 0 0

. 0

5 0 0

. 0


21/23

A W

S o

l u t

i o n s

I n c

P a g e

2 / 3

D e s

i g n

( F a c

t o r e

d )

L o a

d s a

t

T o p

o f

P i

e r

M o m e n

t

A x

i a

l

S h

e a

r

A d d i t i

o n a

l

S a

f e

t y

L o a

d

L o a

d

F a c

t o r

A g a

i n s

t

S o

i l

F a

i l

u r e

( f t

- k )

( k i

p s

)

( k i

p s

)

- - - - - - - - - - - - - - - - - - - - - - - - -

- - - - - - - - - - - - - - - - - - - - - -

2 0 6

. 0

6 .

0

7 . 0

0

2 .

5 0

* * * * * * *

R

E

S

U

L

T

S

1 . 3 3 / 2

. 5 = 5

3 . 2 %


22/23


23/23

Site DataBU#: G

Site Name: 247.9 ft-kips(* Note) App #: 6 kips

Comp.

For M (WL) 1.3 0.0050, Tension Controlled

Case 1 Case 2

Limiting compressive strain =

Pier Properties

Pier Diameter =Concrete Comp. strength, f'c =Reinforcement yield strength, Fy =

Number of Bars =

Vert. Cage Diameter =

Mu Mu

E Q EQ