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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
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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
Manufacturer Antenna Model Numberof FeedLines
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
Manufacturer Antenna Model Numberof FeedLines
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
0.9 Dead+1.6 Wind 60 deg -No Ice
4.27 5.65 -3.27 -100.98 -174.31 -0.76
1.2 Dead+1.6 Wind 90 deg -No Ice
5.69 6.48 -0.01 -0.53 -199.85 -0.69
0.9 Dead+1.6 Wind 90 deg -No Ice
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
0.9 Dead+1.6 Wind 120 deg- No Ice
4.27 5.61 3.17 96.75 -172.69 -0.59
1.2 Dead+1.6 Wind 150 deg- No Ice
5.69 3.08 5.70 176.41 -93.65 0.40
0.9 Dead+1.6 Wind 150 deg- No Ice
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
0.9 Dead+1.6 Wind 180 deg- No Ice
4.27 -0.22 6.58 203.24 8.71 1.05
1.2 Dead+1.6 Wind 210 deg- No Ice
5.69 -3.39 5.70 176.47 106.01 1.05
0.9 Dead+1.6 Wind 210 deg- No Ice
4.27 -3.39 5.70 176.22 105.83 1.05
1.2 Dead+1.6 Wind 240 deg- No Ice
5.69 -5.70 3.39 105.84 176.65 0.96
0.9 Dead+1.6 Wind 240 deg- No Ice
4.27 -5.70 3.39 105.71 176.35 0.96
1.2 Dead+1.6 Wind 270 deg- No Ice
5.69 -6.58 0.22 8.55 203.71 1.07
0.9 Dead+1.6 Wind 270 deg- No Ice
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
1.2 Dead+1.6 Wind 330 deg- No Ice
5.69 -3.17 -5.61 -173.15 97.04 0.03
0.9 Dead+1.6 Wind 330 deg- No Ice
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
Dead+Wind 180 deg -Service
4.74 -0.06 1.83 56.56 2.43 0.29
Dead+Wind 210 deg -Service
4.74 -0.94 1.59 49.02 29.51 0.29
Dead+Wind 240 deg -Service
4.74 -1.59 0.94 29.36 49.17 0.27
Dead+Wind 270 deg -Service
4.74 -1.83 0.06 2.28 56.70 0.30
Dead+Wind 300 deg -Service
4.74 -1.59 -0.86 -26.21 49.15 0.27
Dead+Wind 330 deg -Service
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
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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
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APPENDIX B
BASE LEVEL DRAWING
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APPENDIX C
ADDITIONAL CALCULATIONS
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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)
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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
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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
* * * * * * * * * * * * * * * * * * * * * * * * *
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* * * * * * * * * * * * * * * * * * * * * *
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C A I S S O N
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P
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F o u n
d a t i
o n s
A n a
l y s
i s
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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
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A W
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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 %
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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