Report • dah3
•I
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RECEIVED Mil
Date: February 03, 2015 MAR 16 2015 MORRISON HERSHFIELD
Mr. Brandon Coffey Morrison Hershfield
Crown Castle CITY OF TIGARD 1455 Lincoln Parkway, Suite 500
5350 North 48th Street, Suite 3o5BUILDING DIVISION Atlanta, GA 30346
Chandler, AZ 85226 (770)379-8500
Subject: Structural Analysis Report
Carrier Designation: AT&T Mobility Co-Locate
Carrier Site Number: Pr91
Carrier Site Name: Scholls Ferry Beef Bend
Crown Castle Designation: Crown Castle BU Number: 855864
Crown Castle Site Name: Scholls Ferry Beef Bend
Crown Castle JDE Job Number: 321260
Crown Castle Work Order Number: 1000782
Crown Castle Application Number: 280246 Rev. 0
Engineering Firm Designation: Morrison Hershfield Project Number: CN4-226/6150003
Site Data: 17026 Southwest Friendly Lane, Beaverton,Washington County, OR
Latitude 45°25'32.01", Longitude -122°51'7.53"
78.5 Foot-Monopole Tower
Dear Mr. Coffey,
Morrison Hershfield is pleased to submit this "Structural Analysis Report" to determine the structural integrity
of the above 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 751199, in accordance
with application 280246, revision 0.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we
have determined the tower stress level for the structure and foundation, under the following load case,to be:
LC7: Existing + Proposed for all applicants Sufficient Capacity
Note:See Table I and Table II for the proposed and existing/reserved loading,respectively.
This analysis has been performed in accordance with the 2014 Oregon Structural Specialty Code (OSSC)
based upon an ultimate 3-second gust wind speed of 120 mph converted to a nominal 3-second gust wind
speed of 93 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of
Section 1609.1.1. Exposure Category C with a maximum topographic factor, Kzt, of 1.0 and Risk Category II
were used in this analysis.
We at Morrison Hershfield appreciate the opportunity of providing our continuing professional services to you
and Crown Castle. If you have any questions or need further assistance on this or any other projects please
give us a call.
Respectfully submitted by: co „‘ E-
G NEFR (/
2
51504PE r
G. Lance Cooke, P.E. (OR License No. 51504PE)
Senior Engineer
^9,L� IEGO x/17
•
\, `1Y1'
•tnxTower Report-version 6.1.4.1
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TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2- Existing and Reserved Antenna and Cable Information
Table 3-Design Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 4-Documents Provided
3.1)Analysis Method
3.2)Assumptions
4) ANALYSIS RESULTS
Table 5-Section Capacity(Summary)
Table 6—Tower Components vs. Capacity
4.1)Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
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February 03, 2015
78.5 Ft Monopole Tower Structural Analysis CC/BU No 855864
Project Number CN4-226/6150003,Application 280246, Revision 0 Page 3
1) INTRODUCTION
V This tower is a 78.5 ft monopole tower designed Paul J. Ford and Company, in February of 1999. The tower
was originally designed for a wind speed of 90 mph per TIA/EIA-222-F.
2)ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind
speed of 93 mph with no ice, 30 mph with 1 inch ice thickness and 60 mph under service loads, exposure
category C with topographic category 1.
Table 1 -Proposed Antenna and Cable Information
Center Feed
Number
Mounting Line Number of Antenna Line
Level (ft) Elevation Antennas Manufacturer Antenna Model of Feed Size Note
(ft) Lines (in)
3 Alcatel Lucent 9442 RRH 700
3 I Alcatel Lucent RRH2x40-07-L
85.0 r 3 Alcatel Lucent RRH4x25-WCS
II 1 Raycap 1 DC6-48-60-18-8F 2 3/8
80.0 -
3 Alcatel Lucent 13JR52703AAAA w/pipe mount 4 3/4
82.0
1 3 I Kathrein I 800-10866 w/pipe mount
1— - I Miscellaneous [NA 509-3]
80.0 I 1 I I Miscellaneous [NA 510-1]
Table 2 -Existing and Reserved Antenna and Cable Information
Center Number Number Feed
Mounting Line Antenna Line
of Antenna Model of Feed Note
Level (ft) Elevation Antennas Manufacturer Lines Size
(ft) (in)
3 j Alcatel Lucent 9442 RRH
1 Powerwave 3 1/2
6 Technologies LGP 21403 4 3/4 3
85.0
Powerwave
6 Technologies LGP21401 6 7/8 1
1 I Raycap DC6-48-60-18-8F 6 1-5/8
1 KMW AM-X-CD-16-65-00T-RET w/ r 3
80.0 Communications pipe mount
F 3 Kathrein I 742-265 w/pipe mount
82.0 AP14/17- 1
3 Kathrein 880/1940/065D/ADT/XXP - -
w/Mount Pipe
2 Powerwave P65-17-XLH-RR w/pipe mount 3
Technologies
I 80.0 1 - Platform Mount[LP 1001-1] I 1
3 1 - I T-Arm Mount[TA 701-1]
6 Andrew 850/1900 DUAL BAND TMA 12 7/8 1
60.0 60.0 3 Antel BXA-70063/8CF w/pipe mount
3 Antel BXA-80080/8CF w/pipe mount 1 13/32 2
3 I CSS I AXP18-80-0 w/pipe mount �i
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February 03, 2015
78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864
Project Number CN4-226/6150003,Application 280246, Revision 0 Page 4
Center Number Number Feed
Mounting Line Antenna Line
Antenna Model of Feed
of Note
4 Level (ft) Elevation Manufacturer Size
(ft) Antennas Lines (in)
3 CSS 1 XP18-80-0 w/pipe mount r I 1
3 Ericsson I- RRUS-11 - - 2
1 Raycap I RCMDC-3315-PF-48
-
40.0 f 40.0 I 1 I GPS i-Slde Arm GPS ASO 701-1j 1 1/2 1
Notes:
1) Existing equipment that is to remain on the tower.
2) This equipment is reserved and has been considered in this analysis.
3) The existing equipment is to be removed and has not been considered in the calculations for this analysis.
Table 3-Design Antenna and Cable Information
Center Number Number Feed
Mounting Line of Antenna Antenna Model of Feed Line
Level (ft) Elevation Antennas Manufacturer Lines Size(in)
(ft)
78.5 78.5 - - 3/4 Lightning Rod - -
85.25 I 85.25 I 4 I Celwave I PD10041 I - I -
80 80 ( - 116-Ft Platform w/Handrails - -
1 12 Celwave PD10201
I 65.25 I 65.25 4 I Celwave I PD10041 I - -
60 60 f - [ 16-Ft Platform w/Handrails - -
12 Celwave r PD10201
40 I 40 I 1 I - I HP-6 I - I -
3) ANALYSIS PROCEDURE
Table 4-Documents Provided
Document Remarks Reference Source
4-GEOTECHNICAL REPORTS Redmond&Associates, Project 5532600 CCISITES
No.110.086.G, Dated 03/13/1997
4-TOWER FOUNDATION Moffatt, Nichol &Bonney, Inc., Project 5532605 CCISITES
DRAWINGS/DESIGN/SPECS No.P5822, Dated 02/17/1999
4-TOWER MANUFACTURER Fort Worth Tower, Inc., Project No. 5532607 I CCISITES
DRAWINGS 19030000, Dated 02/25/1999
4-TOWER STRUCTURAL Morrison Hershfield, Project No.ATT- 5148639 I CCISITES
ANALYSIS REPORTS 609/6140035, Dated 11/19/2013
3.1) Analysis Method
tnxTower(version 6.1.4.1), a commercially available analysis software package, was used to create a
three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A.
tnxTower Report-version 6.1.4.1
February 03, 2015
78.5 Ft Monopole Tower Structural Analysis CC!BU No 855864
Project Number CN4-226/6150003,Application 280246,Revision 0 Page 5
3.2) Assumptions
1) The tower and structures were built in accordance with the manufacturer's specifications and
applicable ANSI/TIA/EIA standards.
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.
4) The foundation was properly designed and constructed for the original design loads.
This analysis may be affected if any assumptions are not valid or have been made in error. Morrison
Hershfield should be notified to determine the effect on the structural integrity of the tower.
4) ANALYSIS RESULTS
Table 5-Section Capacity(Summary)
Section Component Critical PP allow
No. Elevation(ft) Type Size Element P(� (I) Capacity Pass/Fail
L1 78.5-49.33 Pole TP28.012x18.87x0.1875 1 -10.41 1054.59 59.1 Pass
L2 49.33-0 Pole TP43.1x26.4868x0.3125 2 -19.60 2861.65 50.9 Pass
Summary
Pole(L1) 59.1 Pass
I r 1 I I Rating= I 59.1 I Pass
Table 6 -Tower Component Stresses vs. Capacity—LC7
Notes Component I Elevation(ft) %Capacity Pass/Fail
1 1 Anchor Rods j 0 40.8 I Pass
1 I Base Plate 0 I 24.2 I Pass
1 [Foundation Bearing I 0 II 59.4 r Pass
1 Foundation 0 I 42.1 I Pass
Overturning
Structure Rating(max from all components)= 59.4%
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, reserved and proposed
loads. No modifications are required at this time.
tnxTower Report-version 6.1.4.1
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report-version 6.1.4.1
t I
W. p DESIGNED APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATION
78 5 ft --
742-285 w/pipe mount 80 006-48-60-18-8F 80
742-265 w/pipe mount 80 Miscellaneous[NA 510-1] 80
742-265 w/pipe mount 80 Miscellaneous[NA 509-3] 80
0P14/17-880/1940/065D/ADT/xXP 80 XP18-80-0 w/pipe mount 60
w/Mount Pipe XP18-80-0 w/pipe mount 60
_ AP14/17-8801 1940/065D/ADTOO(P 80 XP18-80-0 w/pipe mount 60
w/Mount Pipe
BXA-70063/8CF w/pipe mount 60
AP14 117-880/1940/065D/ADT/)0(P 80 BXA-70063/8CF w/pipe mount 60
w/Mount Pipe
-
BXA-70063/8CF w/pipe mount 60
(2)LGP21401 80 .
(2)LGP21401 80 (2)850!1900 DUAL BAND TMA 60
(2)LGP21401 80 (2)850/1900 DUAL BAND TMA 60
80 DC6-4860-18-8F 80 (2)850/1900 DUAL BAND TMA 60
Platform Mount[LP 1001-1] 80 T-Arm Mount[TA 701-1] 60
n 800-10866 w/pipe mount 80 T-Arm Mount[TA 701-1] 60
o `" 800-10866 w/pipe mount 80 T-Arm Mount[TA 701-1] 60
E. 800-10866 w/pipe mount 80 BXA-80080/8CF w/pipe mount 60
3JR52703AAAA w/pipe mount 80 BXA-80080/BCF w/pipe mount 60
BXA-80080/8CF w/pipe mount 60
I 3JR52703AAAA w/pipe mount 80
3JR52703AAAA w/pipe mount 80 AXP18-860 w/pipe mount 60
(2)RRH2x40-07-L 80 AXP18-80-0 w/pipe mount 60
RRH2x40-07-L 80 AXP18A0-0 w/pipe mount 60
9442 RRH 700 80 RRUS-11 60
9442 RRH 700 80 RRUS-11 60
/ 9442 RRH 700 80 RRUS-11 60
RRH4x25-WCS 80
RCMDC-3315-PF-48 60
RRH4x25-WCS 80 GPS A 40
49.3 ft RRH4x25-WCS 80
Side Arm Mount[SO 701-1] 40
MATERIAL STRENGTH
GRADE Fy _ Fu GRADE Fy Fu
A572-65 65 ksi 80 ke:
Q
TOWER DESIGN NOTES
b 1. Tower is located in Washington County,Oregon.
2. Tower designed for Exposure C to the TIA-222-G Standard.
3. Tower designed for a 93 mph basic wind in accordance with the TIA-222-G Standard.
4. Tower is also designed for a 30 mph basic wind with 1.00 in ice.Ice is considered to
increase in thickness with height.
5. Deflections are based upon a 60 mph wind.
6. Tower Structure Class II.
7. Topographic Category 1 with Crest Height of 0.00 ft
8. TOWER RATING:59.1%
ALL REACTIONS
ARE FACTORED
AXIAL
43 K
SHEAR MOMENT
2 K j J 149 kip-ft
TORQUE 0 kip-ft
30 mph WIND-1.0000 in ICE
AXIAL
20 K
EAR MOMENT
19
19 K r+ 1265 kip-ft
0.0 ft
TORQUE 1 kip-ft
N :_='_ a REACTIONS-93 mph WIND
C o t3 J ` C g
9
w E x 3 0 I a
A 3 2' m0 S r9 3
Ira 1 i Morrison Hershfield job;CN4-226/6150003
1455 Lincoln Parkway,Suite 500 Prye t:855864/Schols Ferry Beef Bend
Atlanta,GA 30346 cl1Bnt:Crown castle USA Drawn by SB APO
Consulting Engineers Phone:(770)379-8500 code-TIA-222-G Date:02/03/15 scale: Ni
FAX:(770)379-8501 Path: Dwg No E
February 03, 2015
78.5 Ft Monopole Tower Structural Analysis CC/BU No 855864
Project Number CN4-226/6150003,Application 280246, Revision 0 Page 7
Tower Input Data
There is a pole section.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Tower is located in Washington County, Oregon.
Basic wind speed of 93 mph.
Structure Class II.
Exposure Category C.
Topographic Category 1.
Crest Height 0.00 ft.
Nominal ice thickness of 1.0000 in.
Ice thickness is considered to increase with height.
Ice density of 56 pcf.
A wind speed of 30 mph is used in combination with ice.
Temperature drop of 50 F.
Deflections calculated using a wind speed of 60 mph.
A non-linear(P-delta)analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole 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 Treat Feedline Bundles As Cylinder
Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules
Consider Moments-Diagonals ' Assume Rigid Index Plate Calculate Redundant Bracing Forces
Use Moment Magnification 11 Use Clear Spans For Wind Area Ignore Redundant Members in FEA
'l Use Code Stress Ratios Use Clear Spans For KUr SR Leg Bolts Resist Compression
Ai Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable
Escalate Ice NI Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz NI Use Azimuth Dish Coefficients 11 Consider Feedline Torque
Use Special Wind Profile NI Project Wind Area of Appurt. Include Angle Block Shear Check
Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles
Leg Bolts Are At Top Of Section SR Members Have Cut Ends NI Include Shear-Torsion Interaction
Secondary 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 Use TIA-222-G Tension Splice
Capacity Exemption
Tapered Pole Section Geometry
Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
ft ft ft Sides in in in in
L1 78.50-49.33 29.17 3.67 18 18.8700 28.0120 0.1875 0.7500 A572-65
(65 ksi)
L2 49.33-0.00 53.00 18 26.4868 43.1000 0.3125 1.2500 A572-65
(65 ksi)
Tapered Pole Properties
Section Tip Dia. Area I r C I/C J It/Q w w/t
in in2 in' in in in' in' in2 in
L1 19.1611 11.1184 490.2873 6.6323 9.5860 51.1464 981.2197 5.5603 2.9911 15.953
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February 03, 2015
78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864
Project Number CN4-226/6150003,Application 280246, Revision 0 Page 8
Section Tip Dia. Area I r C 1/C J It/Q w w/t
in in2 in' in in in' in' in2 in
.r 28.4441 16.5591 1619.6745 9.8777 14.2301 113.8204 3241.4803 8.2811 4.6001 24.534
L2 28.0635 25.9616 2247.0873 9.2919 13.4553 167.0039 4497.1315 12.9833 4.1117 13.157
43.7649 42.4399 9816.2392 15.1896 21.8948 448.3366 19645.394 21.2240 7.0356 22.514
8
Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle
Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt
(per face) Ar Spacing Spacing
Diagonals Horizontals
ft ft2 in in in
L1 78.50- 1 1 1
49.33
L2 49.33-0.00 1 1 1
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Secto Component Placement Total Number Start/En Width or Perimete Weight
r Type Number Per Row d Diamete r
ft Position r Of
in in
Safety Line 3/8" A Surface Ar 78.50-10.00 1 1 0.000 0.3750 0.22
(CaAa) 0.000
Climbing Rungs A Surface Ar 78.50-10.00 1 1 -0.100 0.7050 1.80
(CaAa) 0.100
Feed Line/Linear Appurtenances - Entered As Area
Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
Leg ft ft2/ft plf
LDF5-50A(7/8") C No Inside Pole 78.50-7.00 6 No Ice 0.00 0.33
1/2"Ice 0.00 0.33
1"Ice 0.00 0.33
LDF7-50A(1-5/8") C No Inside Pole 78.50-7.00 6 No Ice 0.00 0.82
1/2"Ice 0.00 0.82
1"Ice 0.00 0.82
FB-L98B-002-XXX( C No Inside Pole 78.50-7.00 2 No Ice 0.00 0.06
3/8) 1/2"Ice 0.00 0.06
1"Ice 0.00 0.06
WR-VG86ST-BRD( C No Inside Pole 78.50-7.00 4 No Ice 0.00 0.58
3/4) 1/2"Ice 0.00 0.58
1"Ice 0.00 0.58
LDF5-50A(7/8") A No Inside Pole 60.00-7.00 12 No Ice 0.00 0.33
1/2"Ice 0.00 0.33
1"Ice 0.00 0.33
_ RFF-16SM-808-418- A No Inside Pole 60.00-7.00 1 No Ice 0.00 0.75
APE(1 3/32") 1/2"Ice 0.00 0.75
1"Ice 0.00 0.75
LDF4-50A(1/2") C No Inside Pole 40.00-7.00 1 No Ice 0.00 0.15
1/2"Ice 0.00 0.15
1"Ice 0.00 0.15
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February 03, 2015
78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864
Project Number CN4-226/6150003,Application 280246,Revision 0 Page 9
Feed Line/Linear Appurtenances Section Areas
0 Tower Tower Face AR AF CAAA CAAA Weight
Sectio Elevation In Face Out Face
n ft ft2 ft2 ft2 K
L1 78.50-49.33 A 0.000 0.000 3.150 0.000 0.11
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.27
L2 49.33-0.00 A 0.000 0.000 4.248 0.000 0.28
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.40
Feed Line/Linear Appurtenances Section Areas - With Ice
Tower Tower Face Ice AR AF CAAA CAAA Weight
Sectio Elevation or Thickness In Face Out Face
n ft Leg in ft2 ft2 ft2 ft2 K
L1 78.50-49.33 A 2.133 0.000 0.000 28.044 0.000 0.52
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.27
L2 49.33-0.00 A 1.937 0.000 0.000 37.812 0.000 0.83
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.40
Feed Line Center of Pressure
Section Elevation CPx CPz CPx CPz
Ice Ice
ft in in in in
L1 78.50-49.33 -0.1343 -0.0776 -0.7564 -0.4367
L2 49.33-0.00 -0.1041 -0.0601 -0.6926 -0.3999
Shielding Factor Ka
Tower Feed Line Description Feed Line Ka Ka
Section Record No. Segment No Ice Ice
Elev.
L1 1 Safety Line 3/8" 49.33- 1.0000 1.0000
78.50
L1 2 Climbing Rungs 49.33- 1.0000 1.0000
78.50
Discrete Tower Loads
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft2 ft2 K
ft °
ft
742-265 w/pipe mount A From Leg 4.00 0.0000 80.00 No Ice 8.10 6.52 0.09
-6.00 1/2" 8.77 7.82 0.16
2.00 Ice 9.48 8.97 0.23
1"Ice
742-265 w/pipe mount B From Leg 4.00 0.0000 80.00 No Ice 8.10 6.52 0.09
-6.00 1/2" 8.77 7.82 0.16
2.00 Ice 9.48 8.97 0.23
1"Ice
742-265 w/pipe mount C From Leg 4.00 0.0000 80.00 No Ice 8.10 6.52 0.09
tnxTower Report-version 6.1.4.1
February 03, 2015
78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864
Project Number CN4-226/6150003,Application 280246, Revision 0 Page 10
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
'V Vert
ft ft ft ft2 K
ft °
ft
-6.00 1/2" 8.77 7.82 0.16
2.00 Ice 9.48 8.97 0.23
1"Ice
AP14/17- A From Leg 4.00 0.0000 80.00 No Ice 5.81 4.17 0.06
880/1940/065D/ADT/XXP 2.00 1/2" 6.50 5.21 0.11
w/Mount Pipe 2.00 Ice 7.08 5.97 0.16
1"Ice
AP14/17- B From Leg 4.00 0.0000 80.00 No Ice 5.81 4.17 0.06
880/1940/065D/ADT/XXP 2.00 1/2" 6.50 5.21 0.11
w/Mount Pipe 2.00 Ice 7.08 5.97 0.16
1"Ice
AP14/17- C From Leg 4.00 0.0000 80.00 No Ice 5.81 4.17 0.06
880/1940/065D/ADT/XXP 2.00 1/2" 6.50 5.21 0.11
w/Mount Pipe 2.00 Ice 7.08 5.97 0.16
1"Ice
(2)LGP21401 A From Leg 4.00 0.0000 80.00 No Ice 1.29 0.23 0.01
0.00 1/2" 1.45 0.31 0.02
5.00 Ice 1.61 0.40 0.03
1"Ice
(2)LGP21401 B From Leg 4.00 0.0000 80.00 No Ice 1.29 0.23 0.01
0.00 1/2" 1.45 0.31 0.02
5.00 Ice 1.61 0.40 0.03
1"Ice
(2)LGP21401 C From Leg 4.00 0.0000 80.00 No Ice 1.29 0.23 0.01
0.00 1/2" 1.45 0.31 0.02
5.00 Ice 1.61 0.40 0.03
1"Ice
DC6-48-60-18-8F C From Leg 1.00 0.0000 80.00 No Ice 2.22 2.22 0.02
0.00 1/2" 2.44 2.44 0.04
5.00 Ice 2.66 2.66 0.06
1"Ice
Platform Mount[LP 1001- C None 0.0000 80.00 No Ice 47.70 47.70 3.02
1] 1/2" 59.50 59.50 3.62
Ice 71.30 71.30 4.22
1"Ice
800-10866 w/pipe mount A From Leg 4.00 0.0000 80.00 No Ice 14.35 9.93 0.12
-2.00 1/2" 15.28 11.55 0.23
2.00 Ice 16.22 13.19 0.34
1"Ice
800-10866 w/pipe mount B From Leg 4.00 0.0000 80.00 No Ice 14.35 9.93 0.12
-2.00 1/2" 15.28 11.55 0.23
2.00 Ice 16.22 13.19 0.34
1"Ice
800-10866 w/pipe mount C From Leg 4.00 0.0000 80.00 No Ice 14.35 9.93 0.12
-2.00 1/2" 15.28 11.55 0.23
2.00 Ice 16.22 13.19 0.34
1"Ice
3JR52703AAAA w/pipe A From Leg 4.00 0.0000 80.00 No Ice 11.91 14.21 0.16
mount 6.00 1/2" 12.63 15.76 0.27
2.00 Ice 13.36 17.34 0.39
1"Ice
- 3JR52703AAAA w/pipe B From Leg 4.00 0.0000 80.00 No Ice 11.91 14.21 0.16
mount 6.00 1/2" 12.63 15.76 0.27
2.00 Ice 13.36 17.34 0.39
1"Ice
3JR52703AAAA w/pipe C From Leg 4.00 0.0000 80.00 No Ice 11.91 14.21 0.16
mount 6.00 1/2" 12.63 15.76 0.27
2.00 Ice 13.36 17.34 0.39
1"Ice
(2)RRH2x40-07-L A From Leg 4.00 0.0000 80.00 No Ice 2.12 1.77 0.07
0.00 1/2" 2.32 1.97 0.09
5.00 Ice 2.54 2.17 0.11
1"Ice
RRH2x40-07-L B From Leg 4.00 0.0000 80.00 No Ice 2.12 1.77 0.07
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February 03, 2015
78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864
Project Number CN4-226/6150003,Application 280246,Revision 0 Page 11
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
. Vert
R ft ft2 ft2 K
ft °
ft
0.00 1/2" 2.32 1.97 0.09
5.00 Ice 2.54 2.17 0.11
1"Ice
9442 RRH 700 A From Leg 4.00 0.0000 80.00 No Ice 3.53 1.60 0.04
0.00 1/2" 3.80 1.82 0.06
5.00 Ice 4.08 2.06 0.09
1"Ice
9442 RRH 700 B From Leg 4.00 0.0000 80.00 No Ice 3.53 1.60 0.04
0.00 1/2" 3.80 1.82 0.06
5.00 Ice 4.08 2.06 0.09
1"Ice
9442 RRH 700 C From Leg 4.00 0.0000 80.00 No Ice 3.53 1.60 0.04
0.00 1/2" 3.80 1.82 0.06
5.00 Ice 4.08 2.06 0.09
1"Ice
RRH4x25-WCS A From Leg 4.00 0.0000 80.00 No Ice 4.45 3.81 0.09
0.00 1/2" 4.77 4.11 0.13
5.00 Ice 5.09 4.43 0.16
1"Ice
RRH4x25-WCS B From Leg 4.00 0.0000 80.00 No Ice 4.45 3.81 0.09
0.00 1/2" 4.77 4.11 0.13
5.00 Ice 5.09 4.43 0.16
1"Ice
RRH4x25-WCS C From Leg 4.00 0.0000 80.00 No Ice 4.45 3.81 0.09
0.00 1/2" 4.77 4.11 0.13
5.00 Ice 5.09 4.43 0.16
1"Ice
DC6-48-60-18-8F A From Leg 1.00 0.0000 80.00 No Ice 2.22 2.22 0.02
0.00 1/2" 2.44 2.44 0.04
5.00 Ice 2.66 2.66 0.06
1"Ice
Miscellaneous[NA 510-1] C None 0.0000 80.00 No Ice 6.00 6.00 0.26
1/2" 8.50 8.50 0.34
Ice 11.00 11.00 0.42
1"Ice
Miscellaneous[NA 509-3] C None 0.0000 80.00 No Ice 11.84 11.84 0.28
1/2" 16.96 16.96 0.30
Ice 22.08 22.08 0.32
1"Ice
XP18-80-0 w/pipe mount A From Leg 4.00 0.0000 60.00 No Ice 4.91 4.83 0.05
0.00 1/2" 5.37 5.75 0.10
0.00 Ice 5.82 6.54 0.15
1"Ice
XP18-80-0 w/pipe mount B From Leg 4.00 0.0000 60.00 No Ice 4.91 4.83 0.05
0.00 1/2" 5.37 5.75 0.10
0.00 Ice 5.82 6.54 0.15
1"Ice
XP18-80-0 w/pipe mount C From Leg 4.00 0.0000 60.00 No Ice 4.91 4.83 0.05
0.00 1/2" 5.37 5.75 0.10
0.00 Ice 5.82 6.54 0.15
1"Ice
BXA-70063/8CF w/pipe A From Leg 4.00 0.0000 60.00 No Ice 10.68 7.88 0.06
mount 0.00 1/2" 11.30 9.28 0.13
0.00 Ice 11.92 10.53 0.22
1"Ice
BXA-70063/8CF w/pipe B From Leg 4.00 0.0000 60.00 No Ice 10.68 7.88 0.06
mount 0.00 1/2" 11.30 9.28 0.13
0.00 Ice 11.92 10.53 0.22
1"Ice
BXA-70063/8CF w/pipe C From Leg 4.00 0.0000 60.00 No Ice 10.68 7.88 0.06
mount 0.00 1/2" 11.30 9.28 0.13
0.00 Ice 11.92 10.53 0.22
1"Ice
(2)850/1900 DUAL BAND A From Leg 4.00 0.0000 60.00 No Ice 2.15 0.48 0.03
tnxTower Report-version 6.1.4.1
•
February 03, 2015
78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864
Project Number CN4-226/6150003,Application 280246, Revision 0 Page 12
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
~ Vert
ft ft ft2 ft2 K
ft °
ft
TMA 0.00 1/2" 2.35 0.60 0.04
0.00 Ice 2.55 0.74 0.06
1"Ice
(2)850/1900 DUAL BAND B From Leg 4.00 0.0000 60.00 No Ice 2.15 0.48 0.03
TMA 0.00 1/2" 2.35 0.60 0.04
0.00 Ice 2.55 0.74 0.06
1"Ice
(2)850/1900 DUAL BAND C From Leg 4.00 0.0000 60.00 No Ice 2.15 0.48 0.03
TMA 0.00 1/2" 2.35 0.60 0.04
0.00 Ice 2.55 0.74 0.06
1"Ice
T-Arm Mount[TA 701-1] A From Leg 2.00 0.0000 60.00 No Ice 14.16 9.13 0.36
0.00 1/2" 14.16 12.17 0.47
0.00 Ice 14.16 15.21 0.57
1"Ice
T-Arm Mount[TA 701-1] B From Leg 2.00 0.0000 60.00 No Ice 14.16 9.13 0.36
0.00 1/2" 14.16 12.17 0.47
0.00 Ice 14.16 15.21 0.57
1"Ice
T-Arm Mount[TA 701-1] C From Leg 2.00 0.0000 60.00 No Ice 14.16 9.13 0.36
0.00 1/2" 14.16 12.17 0.47
0.00 Ice 14.16 15.21 0.57
1"Ice
BXA-80080/8CF w/pipe A From Leg 4.00 0.0000 60.00 No Ice 8.47 8.73 0.07
mount 0.00 1/2" 9.17 10.23 0.14
0.00 Ice 9.88 11.76 0.22
1"Ice
BXA-80080/8CF w/pipe B From Leg 4.00 0.0000 60.00 No Ice 8.47 8.73 0.07
mount 0.00 1/2" 9.17 10.23 0.14
0.00 Ice 9.88 11.76 0.22
1"Ice
BXA-80080/8CF w/pipe C From Leg 4.00 0.0000 60.00 No Ice 8.47 8.73 0.07
mount 0.00 1/2" 9.17 10.23 0.14
0.00 Ice 9.88 11.76 0.22
1"Ice
AXP18-80-0 w/pipe mount A From Leg 4.00 0.0000 60.00 No Ice 4.91 4.82 0.05
0.00 1/2" 5.36 5.74 0.10
0.00 Ice 5.82 6.54 0.15
1"Ice
AXP18-80-0 w/pipe mount B From Leg 4.00 0.0000 60.00 No Ice 4.91 4.82 0.05
0.00 1/2" 5.36 5.74 0.10
0.00 Ice 5.82 6.54 0.15
1"Ice
AXP18-80-0 w/pipe mount C From Leg 4.00 0.0000 60.00 No Ice 4.91 4.82 0.05
0.00 1/2" 5.36 5.74 0.10
0.00 Ice 5.82 6.54 0.15
1"Ice
RRUS-11 A From Leg 4.00 0.0000 60.00 No Ice 3.25 1.37 0.05
0.00 1/2" 3.49 1.55 0.07
0.00 Ice 3.74 1.74 0.10
1"Ice
- RRUS-11 B From Leg 4.00 0.0000 60.00 No Ice 3.25 1.37 0.05
0.00 1/2" 3.49 1.55 0.07
0.00 Ice 3.74 1.74 0.10
1"Ice
RRUS-11 C From Leg 4.00 0.0000 60.00 No Ice 3.25 1.37 0.05
0.00 1/2" 3.49 1.55 0.07
0.00 Ice 3.74 1.74 0.10
1"Ice
RCMDC-3315-PF-48 A From Leg 1.00 0.0000 60.00 No Ice 4.42 2.90 0.03
0.00 1/2" 4.72 3.16 0.06
0.00 Ice 5.02 3.42 0.10
1"Ice
tnxTower Report-version 6.1.4.1
February 03, 2015
78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864
Project Number CN4-226/6150003,Application 280246,Revision 0 Page 13
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral
✓ Vert
ft ft ft2 ft2 K
ft
ft
GPS_A B From Leg 3.00 0.0000 40.00 No Ice 0.30 0.30 0.00
0.00 1/2" 0.37 0.37 0.00
0.00 Ice 0.46 0.46 0.01
1"Ice
Side Arm Mount[SO 701- B From Leg 1.50 0.0000 40.00 No Ice 0.85 1.67 0.07
1] 0.00 1/2" 1.14 2.34 0.08
0.00 Ice 1.43 3.01 0.09
1"Ice
Load Combinations
Comb. Description
No.
1 Dead Only
2 1.2 Dead+1.6 Wind 0 deg-No Ice
3 0.9 Dead+1.6 Wind 0 deg-No Ice
4 1.2 Dead+1.6 Wind 30 deg-No Ice
5 0.9 Dead+1.6 Wind 30 deg-No Ice
6 1.2 Dead+1.6 Wind 60 deg-No Ice
7 0.9 Dead+1.6 Wind 60 deg-No Ice
8 1.2 Dead+1.6 Wind 90 deg-No Ice
9 0.9 Dead+1.6 Wind 90 deg-No Ice
10 1.2 Dead+1.6 Wind 120 deg-No Ice
11 0.9 Dead+1.6 Wind 120 deg-No Ice
12 1.2 Dead+1.6 Wind 150 deg-No Ice
13 0.9 Dead+1.6 Wind 150 deg-No Ice
14 1.2 Dead+1.6 Wind 180 deg-No Ice
15 0.9 Dead+1.6 Wind 180 deg-No Ice
16 1.2 Dead+1.6 Wind 210 deg-No Ice
17 0.9 Dead+1.6 Wind 210 deg-No Ice
18 1.2 Dead+1.6 Wind 240 deg-No Ice
19 0.9 Dead+1.6 Wind 240 deg-No Ice
20 1.2 Dead+1.6 Wind 270 deg-No Ice
21 0.9 Dead+1.6 Wind 270 deg-No Ice
22 1.2 Dead+1.6 Wind 300 deg-No Ice
23 0.9 Dead+1.6 Wind 300 deg-No Ice
24 1.2 Dead+1.6 Wind 330 deg-No Ice
25 0.9 Dead+1.6 Wind 330 deg-No Ice
26 1.2 Dead+1.0 Ice+1.0 Temp
27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp
28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp
29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp
30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp
31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp
32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp
33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp
34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp
35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp
36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp
37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp
38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp
39 Dead+Wind 0 deg-Service
40 Dead+Wind 30 deg-Service
41 Dead+Wind 60 deg-Service
42 Dead+Wind 90 deg-Service
43 Dead+Wind 120 deg-Service
44 Dead+Wind 150 deg-Service
45 Dead+Wind 180 deg-Service
46 Dead+Wind 210 deg-Service
47 Dead+Wind 240 deg-Service
48 Dead+Wind 270 deg-Service
tnxTower Report-version 6.1.4.1
February 03, 2015
78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864
Project Number CN4-226/6150003,Application 280246, Revision 0 Page 14
Comb. Description
No.
v 49 Dead+Wind 300 deg-Service
50 Dead+Wind 330 deg-Service
Maximum Member Forces
Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis
n ft Type Load Moment Moment
No. Comb. K kip-ft kip-ft
L1 78.5-49.33 Pole Max Tension 1 0.00 0.00 0.00
Max.Compression 26 -29.24 -0.20 2.16
Max.Mx 8 -10.42 -334.05 0.51
Max.My 2 -10.41 -0.04 335.77
Max.Vy 8 15.84 -334.05 0.51
Max.Vx 2 -15.93 -0.04 335.77
Max.Torque 20 -0.95
L2 49.33-0 Pole Max Tension 1 0.00 0.00 0.00
Max.Compression 26 -43.49 0.23 2.43
Max.Mx 8 -19.60 -1258.47 0.68
Max.My 2 -19.60 -0.30 1265.44
Max.Vy 8 19.03 -1258.47 0.68
Max.Vx 2 -19.13 -0.30 1265.44
Max.Torque 20 -0.95
Maximum Reactions
Location Condition Gov. Vertical Horizontal,X Horizontal,Z
Load K K K
Comb.
Pole Max.Vert 26 43.49 -0.00 0.00
Max.H. 20 19.62 19.01 -0.01
Max.H. 2 19.62 -0.01 19.11
Max.M. 2 1265.44 -0.01 19.11
Max.M. 8 1258.47 -19.01 0.01
Max.Torsion 10 0.91 -16.46 -9.55
Min.Vert 19 14.72 16.47 -9.56
Min.H. 8 19.62 -19.01 0.01
Min.H, 14 19.62 0.01 -19.11
Min.M. 14 -1264.00 0.01 -19.11
Min.M. 20 -1257.80 19.01 -0.01
Min.Torsion 22 -0.91 16.46 9.55
Tower Mast Reaction Summary
Load Vertical Shear, Shear Overturning Overturning Torque
Combination Moment,M. Moment,M„
K K K kip-ft kip-ft kip-ft
Dead Only 16.35 0.00 0.00 -0.58 -0.27 0.00
1.2 Dead+1.6 Wind 0 deg- 19.62 0.01 -19.11 -1265.44 -0.30 0.39
No Ice
0.9 Dead+1.6 Wind 0 deg- 14.72 0.01 -19.11 -1259.15 -0.22 0.38
No Ice
1.2 Dead+1.6 Wind 30 deg- 19.62 9.51 -16.56 -1095.98 -629.37 -0.08
No Ice
0.9 Dead+1.6 Wind 30 deg- 14.72 9.51 -16.56 -1090.51 -626.25 -0.08
No Ice
1.2 Dead+1.6 Wind 60 deg- 19.62 16.47 -9.56 -633.05 -1089.89 -0.52
No Ice
0.9 Dead+1.6 Wind 60 deg- 14.72 16.47 -9.56 -629.81 -1084.55 -0.52
No Ice
tnxTower Report-version 6.1.4.1
February 03, 2015
78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864
Project Number CN4-226/6150003,Application 280246, Revision 0 Page 15
Load Vertical Shear, Shear, Overturning Overturning Torque
Combination Moment,M, Moment,MM
K K K kip-ft kip-ft kip-ft
" 1.2 Dead+1.6 Wind 90 deg- 19.62 19.01 -0.01 -0.68 -1258.47 -0.83
No Ice
0.9 Dead+1.6 Wind 90 deg- 14.72 19.01 -0.01 -0.50 -1252.31 -0.82
No Ice
1.2 Dead+1.6 Wind 120 deg 19.62 16.46 9.55 631.67 -1089.92 -0.91
-No Ice
0.9 Dead+1.6 Wind 120 deg 14.72 16.46 9.55 628.80 -1084.58 -0.90
-No Ice
1.2 Dead+1.6 Wind 150 deg 19.62 9.50 16.55 1094.58 -629.43 -0.75
-No Ice
0.9 Dead+1.6 Wind 150 deg 14.72 9.50 16.55 1089.48 -626.30 -0.74
-No Ice
1.2 Dead+1.6 Wind 180 deg 19.62 -0.01 19.11 1264.00 -0.37 -0.39
-No Ice
0.9 Dead+1.6 Wind 180 deg 14.72 -0.01 19.11 1258.08 -0.28 -0.39
-No Ice
1.2 Dead+1.6 Wind 210 deg 19.62 -9.51 16.56 1094.55 628.70 0.08
-No Ice
0.9 Dead+1.6 Wind 210 deg 14.72 -9.51 16.56 1089.45 625.75 0.08
-No Ice
1.2 Dead+1.6 Wind 240 deg 19.62 -16.47 9.56 631.62 1089.22 0.53
-No Ice
0.9 Dead+1.6 Wind 240 deg 14.72 -16.47 9.56 628.75 1084.05 0.52
-No Ice
1.2 Dead+1.6 Wind 270 deg 19.62 -19.01 0.01 -0.75 1257.80 0.83
-No Ice
0.9 Dead+1.6 Wind 270 deg 14.72 -19.01 0.01 -0.56 1251.81 0.82
-No Ice
1.2 Dead+1.6 Wind 300 deg 19.62 -16.46 -9.55 -633.11 1089.26 0.91
-No Ice
0.9 Dead+1.6 Wind 300 deg 14.72 -16.46 -9.55 -629.87 1084.08 0.91
-No Ice
1.2 Dead+1.6 Wind 330 deg 19.62 -9.50 -16.55 -1096.01 628.76 0.75
-No Ice
0.9 Dead+1.6 Wind 330 deg 14.72 -9.50 -16.55 -1090.54 625.81 0.74
-No Ice
1.2 Dead+1.0 Ice+1.0 Temp 43.49 0.00 -0.00 -2.43 0.23 0.00
1.2 Dead+1.0 Wind 0 43.49 0.00 -2.19 -148.68 0.17 0.05
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 30 43.49 1.09 -1.90 -129.13 -72.63 0.01
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 60 43.49 1.89 -1.10 -75.64 -125.91 -0.04
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 90 43.49 2.18 -0.00 -2.56 -145.39 -0.08
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 120 43.49 1.89 1.10 70.54 -125.85 -0.09
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 150 43.49 1.09 1.90 124.07 -72.53 -0.09
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 180 43.49 -0.00 2.19 143.68 0.29 -0.05
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 210 43.49 -1.09 1.90 124.13 73.09 -0.01
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 240 43.49 -1.89 1.10 70.65 126.37 0.04
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 270 43.49 -2.18 0.00 -2.44 145.84 0.08
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 300 43.49 -1.89 -1.10 -75.54 126.30 0.09
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 330 43.49 -1.09 -1.90 -129.07 72.98 0.09
. deg+1.0 Ice+1.0 Temp
Dead+Wind 0 deg-Service 16.35 0.00 -4.45 -294.15 -0.27 0.09
Dead+Wind 30 deg-Service 16.35 2.21 -3.85 -254.82 -146.28 -0.02
Dead+Wind 60 deg-Service 16.35 3.83 -2.23 -147.37 -253.18 -0.12
Dead+Wind 90 deg-Service 16.35 4.43 -0.00 -0.59 -292.30 -0.19
Dead+Wind 120 deg- 16.35 3.83 2.22 146.19 -253.18 -0.21
Service
Dead+Wind 150 deg- 16.35 2.21 3.85 253.64 -146.30 -0.17
Service
tnxTower Report-version 6.1.4.1
February 03, 2015
78.5 Ft Monopole Tower Structural Analysis CC/BU No 855864
Project Number CN4-226/6150003,Application 280246,Revision 0 Page 16
Load Vertical Shear, Shear Overturning Overturning Torque
Combination Moment,M. Moment,M,
K K K kip-ft kip-ft kip-ft
Dead+Wind 180 deg- 16.35 -0.00 4.45 292.96 -0.28 -0.09
Service
Dead+Wind 210 deg- 16.35 -2.21 3.85 253.63 145.73 0.02
Service
Dead+Wind 240 deg- 16.35 -3.83 2.23 146.18 252.62 0.12
Service
Dead+Wind 270 deg- 16.35 -4.43 0.00 -0.60 291.75 0.19
Service
Dead+Wind 300 deg- 16.35 -3.83 -2.22 -147.38 252.63 0.21
Service
Dead+Wind 330 deg- 16.35 -2.21 -3.85 -254.83 145.74 0.17
Service
Solution Summary
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ %Error
Comb. K K K K K K
1 0.00 -16.35 0.00 0.00 16.35 0.00 0.000%
2 0.01 -19.62 -19.11 -0.01 19.62 19.11 0.000%
3 0.01 -14.72 -19.11 -0.01 14.72 19.11 0.000%
4 9.51 -19.62 -16.56 -9.51 19.62 16.56 0.000%
5 9.51 -14.72 -16.56 -9.51 14.72 16.56 0.000%
6 16.47 -19.62 -9.56 -16.47 19.62 9.56 0.000%
7 16.47 -14.72 -9.56 -16.47 14.72 9.56 0.000%
8 19.01 -19.62 -0.01 -19.01 19.62 0.01 0.000%
9 19.01 -14.72 -0.01 -19.01 14.72 0.01 0.000%
10 16.46 -19.62 9.55 -16.46 19.62 -9.55 0.000%
11 16.46 -14.72 9.55 -16.46 14.72 -9.55 0.000%
12 9.50 -19.62 16.55 -9.50 19.62 -16.55 0.000%
13 9.50 -14.72 16.55 -9.50 14.72 -16.55 0.000%
14 -0.01 -19.62 19.11 0.01 19.62 -19.11 0.000%
15 -0.01 -14.72 19.11 0.01 14.72 -19.11 0.000%
16 -9.51 -19.62 16.56 9.51 19.62 -16.56 0.000%
17 -9.51 -14.72 16.56 9.51 14.72 -16.56 0.000%
18 -16.47 -19.62 9.56 16.47 19.62 -9.56 0.000%
19 -16.47 -14.72 9.56 16.47 14.72 -9.56 0.000%
20 -19.01 -19.62 0.01 19.01 19.62 -0.01 0.000%
21 -19.01 -14.72 0.01 19.01 14.72 -0.01 0.000%
22 -16.46 -19.62 -9.55 16.46 19.62 9.55 0.000%
23 -16.46 -14.72 -9.55 16.46 14.72 9.55 0.000%
24 -9.50 -19.62 -16.55 9.50 19.62 16.55 0.000%
25 -9.50 -14.72 -16.55 9.50 14.72 16.55 0.000%
26 0.00 -43.49 0.00 -0.00 43.49 0.00 0.000%
27 0.00 -43.49 -2.19 -0.00 43.49 2.19 0.000%
28 1.09 -43.49 -1.90 -1.09 43.49 1.90 0.000%
29 1.89 -43.49 -1.10 -1.89 43.49 1.10 0.000%
30 2.18 -43.49 -0.00 -2.18 43.49 0.00 0.000%
31 1.89 -43.49 1.10 -1.89 43.49 -1.10 0.000%
32 1.09 -43.49 1.90 -1.09 43.49 -1.90 0.000%
33 -0.00 -43.49 2.19 0.00 43.49 -2.19 0.000%
34 -1.09 -43.49 1.90 1.09 43.49 -1.90 0.000%
35 -1.89 -43.49 1.10 1.89 43.49 -1.10 0.000%
. 36 -2.18 -43.49 0.00 2.18 43.49 -0.00 0.000%
37 -1.89 -43.49 -1.10 1.89 43.49 1.10 0.000%
38 -1.09 -43.49 -1.90 1.09 43.49 1.90 0.000%
39 0.00 -16.35 -4.45 -0.00 16.35 4.45 0.000%
40 2.21 -16.35 -3.85 -2.21 16.35 3.85 0.000%
41 3.83 -16.35 -2.23 -3.83 16.35 2.23 0.000%
42 4.43 -16.35 -0.00 -4.43 16.35 0.00 0.000%
43 3.83 -16.35 2.22 -3.83 16.35 -2.22 0.000%
44 2.21 -16.35 3.85 -2.21 16.35 -3.85 0.000%
45 -0.00 -16.35 4.45 0.00 16.35 -4.45 0.000%
46 -2.21 -16.35 3.85 2.21 16.35 -3.85 0.000%
47 -3.83 -16.35 2.23 3.83 16.35 -2.23 0.000%
48 -4.43 -16.35 0.00 4.43 16.35 -0.00 0.000%
tnxTower Report-version 6.1.4.1
February 03, 2015
78.5 Ft Monopole Tower Structural Analysis CC1 BU No 855864
Project Number CN4-226/6150003,Application 280246, Revision 0 Page 17
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ %Error
Comb. K K K K K K
r 49 -3.83 -16.35 -2.22 3.83 16.35 2.22 0.000%
50 -2.21 -16.35 -3.85 2.21 16.35 3.85 0.000%
Non-Linear Convergence Results
Load Converged? Number Displacement Force
Combination of Cycles Tolerance Tolerance
1 Yes 4 0.00000001 0.00000001
2 Yes 4 0.00000001 0.00005347
3 Yes 4 0.00000001 0.00003145
4 Yes 5 0.00000001 0.00003208
5 Yes 4 0.00000001 0.00080626
6 Yes 5 0.00000001 0.00003415
7 Yes 4 0.00000001 0.00085783
8 Yes 4 0.00000001 0.00016488
9 Yes 4 0.00000001 0.00009918
10 Yes 5 0.00000001 0.00003054
11 Yes 4 0.00000001 0.00076995
12 Yes 5 0.00000001 0.00003416
13 Yes 4 0.00000001 0.00085873
14 Yes 4 0.00000001 0.00005568
15 Yes 4 0.00000001 0.00003282
16 Yes 5 0.00000001 0.00003279
17 Yes 4 0.00000001 0.00082546
18 Yes 5 0.00000001 0.00003091
19 Yes 4 0.00000001 0.00077909
20 Yes 4 0.00000001 0.00016717
21 Yes 4 0.00000001 0.00010060
22 Yes 5 0.00000001 0.00003486
23 Yes 4 0.00000001 0.00087584
24 Yes 5 0.00000001 0.00003106
25 Yes 4 0.00000001 0.00078186
26 Yes 4 0.00000001 0.00001007
27 Yes 4 0.00000001 0.00024757
28 Yes 4 0.00000001 0.00025437
29 Yes 4 0.00000001 0.00025200
30 Yes 4 0.00000001 0.00023972
31 Yes 4 0.00000001 0.00024177
32 Yes 4 0.00000001 0.00023949
33 Yes 4 0.00000001 0.00023108
34 Yes 4 0.00000001 0.00023827
35 Yes 4 0.00000001 0.00024017
36 Yes 4 0.00000001 0.00023802
37 Yes 4 0.00000001 0.00025059
38 Yes 4 0.00000001 0.00025333
39 Yes 4 0.00000001 0.00000001
40 Yes 4 0.00000001 0.00002686
41 Yes 4 0.00000001 0.00003221
42 Yes 4 0.00000001 0.00001265
43 Yes 4 0.00000001 0.00002466
44 Yes 4 0.00000001 0.00003206
45 Yes 4 0.00000001 0.00000001
46 Yes 4 0.00000001 0.00002833
. 47 Yes 4 0.00000001 0.00002467
48 Yes 4 0.00000001 0.00001263
49 Yes 4 0.00000001 0.00003421
50 Yes 4 0.00000001 0.00002514
tnxTower Report-version 6.1.4.1
February 03, 2015
78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864
Project Number CN4-226/6150003,Application 280246, Revision 0 Page 18
Maximum Tower Deflections - Service Wind
r Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. °
L1 78.5-49.33 6.388 39 0.8034 0.0028
L2 53-0 2.786 39 0.5049 0.0009
Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ft
80.00 742-265 w/pipe mount 39 6.388 0.8034 0.0028 18058
60.00 XP18-80-0 w/pipe mount 39 3.648 0.5837 0.0013 4880
40.00 GPS A 39 1.587 0.3684 0.0003 4691
Maximum Tower Deflections - Design Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. .
L1 78.5-49.33 27.445 2 3.4437 0.0119
L2 53-0 11.982 2 2.1712 0.0037
Critical Deflections and Radius of Curvature - Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ° ft
80.00 742-265 w/pipe mount 2 27.445 3.4437 0.0119 4230
60.00 XP18-80-0 w/pipe mount 2 15.685 2.5078 0.0056 1142
40.00 GPS_A 2 6.833 1.5867 0.0013 1095
Compression Checks
Pole Design Data
Section Elevation Size L L„ Ki/r A P„ (1P, Ratio
No. P
ft ft ft in2 K K BPD
L1 78.5-49.33 TP28.012x18.87x0.1875 29.17 0.00 0.0 15.874 -10.41 1054.59 0.010
. (1) 5
L2 49.33-0(2) TP43.1x26.4868x0.3125 53.00 0.00 0.0 42.439 -19.60 2861.65 0.007
8
Pole Bending Design Data
Section Elevation Size M„x 4M„„ Ratio M y 4M,,,, Ratio
No. M. M„y
ft kip-ft kip-ft (wnx kip-ft kip-ft $M„r
tnxTower Report-version 6.1.4.1
I
February 03, 2015
78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864
Project Number CN4-226/6150003,Application 280246, Revision 0 Page 19
Section Elevation Size Mux 4M„x Ratio Muy (I)My Ratio
No. Mux Muy
ft kip-ft kip-ft 1:,Mnx kip-ft kip-ft oMny
r
L1 78.5-49.33 TP28.012x18.87x0.1875 335.77 578.93 0.580 0.00 578.93 0.000
(1)
L2 49.33-0(2) TP43.1x26.4868x0.3125 1265.43 2519.22 0.502 0.00 2519.22 0.000
Pole Shear Design Data
Section Elevation Size Actual WV Ratio Actual 4T Ratio
No. V Vu To T
ft K K Oyu kip-ft kip-ft OT,,
L1 78.5-49.33 TP28.012x18.87x0.1875 15.93 522.25 0.031 0.19 1159.28 0.000
(1)
L2 49.33-0(2) TP43.1x26.4868x0.3125 19.13 1430.82 0.013 0.39 5044.59 0.000
Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. Pu Mux M„ Vu Tu Stress Stress
ft OP OM x OM,,,, 4V 4T Ratio Ratio
L1 78.5-49.33 0.010 0.580 0.000 0.031 0.000 0.591 1.000 4.8.2 ✓
(1) V
L2 49.33-0(2) 0.007 0.502 0.000 0.013 0.000 0.509 1.000 482 ✓
V
Section Capacity Table I
Section Elevation Component Size Critical P OPua„u % Pass
No. ft Type Element K K Capacity Fail
L1 78.5-49.33 Pole TP28.012x18.87x0.1875 1 -10.41 1054.59 59.1 Pass
L2 49.33-0 Pole TP43.1x26.4868x0.3125 2 -19.60 2861.65 50.9 Pass
Summary
Pole(L1) 59.1 Pass
RATING= 59.1 Pass
J
tnxTower Report-version 6.1.4.1
1
t
APPENDIX B
BASE LEVEL DRAWING
tnxTower Report-version 6.1.4.1
(PROPOSED)
(2)3/8'TO 80 FT LEVEL
(4)3/4'TO 80 FT LEVEL
(WSTALLfD-TO BE REMOVED)
(3) 1/2'TO 80 FT LEVEL
(4)3/4'TO 80 FT LEVEL
(WSTALLFD)
(1) 1/2'TO 40 FT LEVEL
(6)7/8'TO 80 FT LEVEL
(6) 1-5/8'TO 80 FT LEVEL
MBING PEGS W/
SAFETY DUMB
BUSINESS UNIT:856864 TOWER ID:C_BISELEVEL
(PROPOSE
(1) 1 J/;
(INSTALLET
(12) 7/8'
APPENDIX C
ADDITIONAL CALCULATIONS
tnxTower Report-version 6.1.4.1
0, I
Stiffened or Unstiffened, Ungrouted, Circular Base Plate -Any Rod Material
LTIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter)
Site Data Reactions
BU#: 855860 Mu: 1265 ft-kips
Site Name: Schol/s Ferry Beef Bend Axial,Pu: 20 kips
App#: 280246 Rev.0 Shear,Vu: 19 kips
Pole Manufacturer:I Other I Eta Factor,n 0.5 TA G(Fig.4-4)
Anchor Rod Data If No stiffeners,Criteria: 1 AISC LRFD <-Only Applcable to Unstiffened Cases
Qty: 12
Diam: 2.25 in
Rod Material: Other Anchor Rod Results Rigid
Strength(Fu): 100 ksi Max Rod(Cu+Vu/n): 106.0 Kips AISC LRFD
Yield(Fy): 75 ksi Allowable Axial,0*Fu*Anet: 260.0 Kips "Tn
Bolt Circle: 50 in Anchor Rod Stress Ratio: 40.8% Pass
Plate Data _—
Diam: 56 in Base Plate Results Flexural Check Rigid
Thick: 2.5 in Base Plate Stress: 13.0 ksi AISC LRFD
Grade: 60 ksi Allowable Plate Stress: 54.0 ksi cp'Fy
Single-Rod B-eff: 11.40 in Base Plate Stress Ratio: 24.2% Pass Y.L.Length:
25.35
Stiffener Data(Welding at both sides) n/a
Config: 0 Stiffener Results
Weld Type: Horizontal Weld: n/a
Groove Depth: <–Disregard Vertical Weld: n/a
Groove Angle: <–Disregard Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a
Fillet H.Weld: in Plate Tension+Shear,ft/Ft+(fv/Fv)^2: n/a
Fillet V.Weld: in Plate Comp.(AISC Bracket): n/a
Width: in
Height: in Pole Results
Thick: in Pole Punching Shear Check: n/a
Notch: in
Grade: ksi
Weld str.: ksi
Pole Data _
Diam: 43.1 in °
Thick: 0.3125 in
Grade: 65 ksi `
#of Sides: 18 "0"IF Round
Fu 80 ksi `
Reinf.Fillet Weld 0 "0"if None 0 c
•0=none,1=every bolt,2=every 2 bolts,3=2 per bolt
"'Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes
CClplate v2.0 Analysis Date:2/3/2015
(Bearing and Stability Checks) Tool for TIA Rev F or G -Application (MP, SST with unitbase)
Monopole Base Reaction Forces
Site Data TIA Revision: G <-Pull Down
BU#: 855864 Factored DL Axial, PDu: 20 kips
Site Name: Scholls Ferry Beef Bend Factored WL Axial, PWu: 0 kips
App#: 280246 Rev. 0 Factored WL Shear,Vu: 19 kips
Factored WL Moment, Mu: 1265 ft-kips
Loads Alread Factored Load Factor Shaft Factored Loads
For P(DL) 1.2 <----Disregard 1.00 1.2D+1.6W,Pu: 20 kips
For P,V,and M 1.35 0.90 0.9D+1.6W,Pu: 15 kips
(WL)
<----Disregard Vu: 19 kips
1.00
Mu: 1265 ft-kips
Pad &Pier Data
Base PL Dist.Above Pier: 0 in 1.2D+1.6W Load Combination, Bearing Results:
Pier Dist.Above Grade: 6 in (No Soil Wedges) 386 77 P1="1.2D+1.6W"
Pad Bearing Depth, D: 15 ft [Reaction+Conc+Soil] (Kips)
Pad Thickness,T: 2 ft Factored"1.6W"Overturning 1540.95 ft-kips
Pad Width=Length, L: 13 ft Moment(MW-Msoil),M1
Pier Cross Section Shape: Round <--Pull Down
Enter Pier Diameter: 5.33 ft Orthogonal Direction:
Concrete Density: 150.0 pcf
Pier Cross Section Area: 22.31 ft^2 eccl = M1/P1 = 3.98 ft
Pier Height: 13.50 ft Orthogonal qu= 5.91 ksf
Soil (above pad) Height: 13.00 ft qu/l)*qn Ratio= 49.27% Pass
Soil Parameters Diagonal Direction:
Unit Weight,y: 110.0 pcf
Ultimate Bearing Capacity, qn: 16.00 ksf ecc2 = (0.707M1)/P1 = 2.82 ft
Strength Reduct.factor, 4): 0.75 Diagonal qu= 7.13 ksf
Angle of Friction,0: 28.0 degrees qu/4*qn Ratio= 59.40% Pass
Undrained Shear Strength, Cu: 0.00 ksf
Allowable Bearing:4)*qn: 12.00 ksf Run <--Press Upon Completing All Input
Passive Pres. Coeff., Kp_ 2.77
Overturning Stability Check
Forces/Moments due to Wind and Lateral Soil 0.9D+1.6W Load Combination,Bearing Results:
Minimum of (cp*Ultimate Pad
Passive Force,Vu): 19.0 kips
Pad Force Location Above D: 0.98 ft (w/Soil Wedges) 402.85 P2="0.9D+1.6W"
()(Passive Pressure Moment): 18.55 ft-kips [Reaction+Conc+Soil] (Kips)
Factored O.T. M(WL),"1.6W": 1559.5 ft-kips
Factored OT(MW-Msoil), M1 1540.95 ft-kips Factored"1.6W"Overturning
Moment(MW-Msoil)-0.9(M of 579.41 ft-kips
Wedge+M of Cohesion),M2
Resistance due to Foundation Gravity
Soil Wedge Projection grade,a: 6.91 ft
Sum of Soil Wedges Wt: 125.30 kips Orthogonal ecc3= M2/P2 = 1.44 ft
Soil Wedges ecc, K1: 8.53 ft Ortho Non Bearing Length,NBL= 2.88 ft
Ftg+Soil above Pad wt: 305.6 kips Orthogonal qu= 3.44 ksf
Unfactored(Total ftg-soil Wt): 430.94 kips Diagonal qu= 3.35 ksf
1.2D. No Soil Wedges. 386.77 kips
0.9D. With Soil Wedges 402.85 kips Max Reaction Moment(ft-kips)so that qu=cp*qn = 100%
Capacity Ratin
Resistance due to Cohesion (Vertical) Actual M: 1265.00
4)*(1/2*Cu)(Total Vert. Planes) 0.00 kips M Orthogonal: 3113.51 40.63% Pass
Cohesion Force Eccentricity, K2 0.00 ft M Diagonal: 3002.95 42.13% Pass
"Bearing/Stability Pier Square Pad"Tool, BSPSQP,Version 3.0- Effective 06/27/2011 Analysis Date: 2/3/2015