3100 Adams St-1.tif dip
FDH Engineering, Inc.
222 S. Central Avenue Suite 1110
St. Louis, MO 63105
314 - 773 -4000
Thursday, March 06, 2014
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RIGOROUS STRUCTURAL ANALYSIS
60' Monopole
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AT &T DESIGNATION: Site ID: 114877 -A
Site FA: 10084514
Site Name: Blair
Project Number: 1422012400
Carrier Project: MOD LTE 1.16.14
ANALYSIS CRITERIA: ANSI/TIA -222 -G
Codes:
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SITE DATA: 3100 Adams Street, Blair, NE 68008, Washington County
Latitude 41.55132, Longitude - 96.16041
Market: ND /SD /NE /MN /IA
60' Monopole
Pat Conlin,
FDH Engineering Inc. is pleased to submit this Structural Analysis Report to determine the structural integrity of
the aformentioned tower. The purpose of the analysis is to determine the suitability of the tower with the existing
and proposed loading configuration detailed in the analysis report.
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Analysis Results
Tower Stress Level with Proposed Equipment: 96.90% Pass
Foundation Ratio with Proposed Equipment: 66.50% Pass
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We at FDH Engineering Inc. appreciate the opportunity of providing our continuing professional services to you
and AT &T Towers. If you have any questions or need further assistance on this or any other projects please give
us a call.
Respectfully Submitted by: Michael Brennan, El NL
Q DENNIS
0.
Analysis Prepared by: Michael Brennan, El a ABEL
E -11907
Analysis Reviewed by: Dennis D. Abel, PE's OF�N
p -T-dbZat `l
AT &T Proprietary (Internal Use Only)
Not for use or disclosure outside the AT &T companies
except under written agreement
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FDH Engineering, Inc., 222 S. Central Avenue, Suite 1110 St. Louis, MO 63105, Ph. 314.773.4000, Fax 314.773.4002
Rigorous Structural Analysis for
FMHC Corporation
60' Monopole Tower
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AT &T Site Name: Blair
AT &T Site ID: 114877 -A
Carrier Project: MOD LTE 1.16.14
FA Number: 10084514
FDH Project Number 1422012400
Analysis Results
Tower Components 96.9% Sufficient
Foundation 66.5% Sufficient
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Prepared By: Reviewed By:
kLi Aq
Michael Brennan, El Dennis D. Abel, PE
Project Engineer Director of Structural Engineering
NE PE License No. E -11907
FDH Engineering, Inc. L J
222 S. Central Avenue, Suite 1110 II
St. Louis, MO 63105 neNertls
(314) 773 -4000 ABEL
E-1 1907
info @fdh- inc.com
OF ld
March 6, 2014 0 9 -06
Prepared pursuant to ANSIITIA -222 -G Structural Standard for Antenna Supporting Structures and Antennas
Document No. ENG- RPT -501S ffi _ Revision Date: 06/17111
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Structural Analysis Report
FMHC Corporation
AT &T Site I D:114877 -A
March 6, 2014
TABLE OF CONTENTS
EXECUTIVESUMMARY ............................................. ........... .............................. .............. ........................................................
3
Conclusions.............................................................................................................................................. ..............................3
Recommendations................................................................................................................................... ..............................3
APPURTENANCELISTING ......................................................................................................................... ..............................4
RESULTS .................................................................................................................................................... ...............................
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GENERAL COMMENTS
LIMITATIONS............................................................................................................................................... ..............................6
APPENDIX ................................................................................................................................................... ..............................7
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Document No. ENG- RPT -501S Revision Date: 06/17/11 j
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Structural Analysis Report
FMHC Corporation
AT &T Site ID: 114877 -A
March 6, 2014
EXECUTIVE SUMMARY
At the request of FMHC Corporation, FDH Engineering, Inc. performed a structural analysis of the monopole located in Blair,
NE to determine whether the tower is structurally adequate to support both the existing and proposed loads pursuant to the
Structural Standard for Antenna Supporting Structures and Antennas, ANSI/TIA- 222 -G. Information pertaining to the
existing /proposed antenna loading, current tower geometry, geotechnical data, foundation dimensions, and member sizes
was obtained from:
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❑ Valmont (Order No. 143432) original design drawings dated March 1, 2011
❑ ISG & Associates, Inc. (Project No. 10174) Geotechnical Engineering Report dated December 6, 2010
❑ All documents and photos from AT &T's Siterra
❑ FMHC Corporation
The basic design wind speed per the ANSIITIA -222 -G standard is 90 mph without ice and 50 mph with 3/4" radial ice. Ice is
considered to increase in thickness with height. Furthermore, this structure as analyzed as a Class II structure in Exposure
Category C with a topographical factor 1 and Spectral Response Accelerations of Ss =0.119 and S1= 0.040.
Note: Per Section 2.7.3 of the ANSI /TIA -222 -G standard, the seismic /earthquake loading effects can be ignored if spectral
response acceleration at short periods (Ss) is less than or equal to 1.00. The tower's location mandates a design Ss of less
than 1.00, thus seismic loading was not considered as part of the analysis of this structure.
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Conclusions
With the existing and proposed antennas from AT &T in place at 50 ft, the tower meets the requirements of the ANSI1TIA -222-
G standard provided the Recommendations listed below are satisfied. Furthermore, provided the foundation was
constructed per the original design drawings (see Valmont Order No. 143432) and utilizing the existing soil parameters (see
ISG Project No. 10174) the foundation should have the necessary capacity to support the existing and proposed loading. For
a more detailed description of the analysis of the tower, see the Results section of this report.
Our structural analysis has been performed assuming all information provided to FDH Engineering, Inc. is accurate (i.e., the
steel data, tower layout, existing antenna loading, and proposed antenna loading) and that the tower has been properly
erected and maintained per the original design drawings.
Recommendations
To ensure the requirements of the ANSI /TIA -222 -G standard are met with the existing and proposed loading in place, we
have the following recommendations:
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1. Feedlines must be installed inside the pole's shaft.
2. RRH /RRU Stipulation: The equipment may be installed in any arrangement as determined by the client.
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Document No. ENG- RPT -501S Revision Date: 06/17/11
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Structural Analysis Report
FMHC Corporation
AT &T Site ID: 114877 -A
March 6, 2014
APPURTENANCE LISTING
The proposed and existing antennas with their corresponding cables /coax lines are shown in Table 1. If the actual layout
determined in the field deviates from the layout, FDH Engineering, Inc, should be contacted to perform a revised analysis, j
Table 1 - Appurtenance Loading
Existing Loading:
Descri Antenna Mount
Elevation
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50 (6) Kathrein 80010765 w/ Mount Pipe 6 Powerwave TT19- 08BP111 -001 TMAs (12)1 518" AT &T 50 (1) Platform w/ Handrails
1. Feedlines located inside the pole's shaft unless otherwise noted.
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Proposed Loading:
Descri Antenna Mount
Elevation •. lines Carrier Elevation Mount .- Azimutho
(6) Andrew SBNHH -1 D65B w/ Mount Pipe
(3) ALU RRH2x40 -07 -L RRHs (1) Platform
50� (3) ALU RRH2X40- 07L -DE RRHs (4) 0.773 DC AT &T 50 w / Handrails 1,110,220 j
(3) ALU RRH2X40 -AWS RRHs (1) 0.4" Fiber (existing)
(3) ALU RRH4x25 -WCS RRHs
2 Ra cap DC6- 48- 60 -18 -8F Fiber Box
1. Proposed loading is in addition to the existing loading at 50'.
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Document No. ENG- RPT -501S Revision Date: 06/17/11
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Structural Analysis Report
FMHC Corporation
AT &T Site ID: 114877 -A
March 6, 2014
RESULTS
The following yield strength of steel for individual members was used for analysis:
Table 2 - Material Strength
Yiel Member Type Strength
Tower Shaft Sections 65 ksi
Base Plate 50 ksi
Anchor Bolts 75 ksi
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Table 3 displays the summary of the ratio (as a percentage) of force in the member to their capacities. Values greater than
100% indicate locations where the maximum force in the member exceeds its capacity. Note: Capacities up to 105% are
considered acceptable. Table 4 displays the maximum foundation reactions.
If the assumptions outlined in this report differ from actual field conditions, FDH Engineering, Inc. should be contacted to
perform a revised analysis. Furthermore, as no information pertaining to the allowable twist and sway requirements for the
existing or proposed appurtenances was provided, deflection and rotation were not taken into consideration when performing
this analysis.
See the Appendix for detailed modeling information
Table 3 - Summary of Working Percentage of Structural Components
Section Elevation C
N ft Type Fail
L1 60-36.67 Pole TP15.425x12.2754.188 1 32.9 Pass
L2 36.67-0 Pole 720x14.60.188 96.9 1 Pass
Anchor Bolts 4 2.25 "G wl a 26.81" B.C. 60.0 Pass
Base Plate I PL 32.51'0: 2" Thk. 64.7 Pass
Table 4 - Maximum Base Reactions Current Analysis* Base • •
Reacti , �,
Axial 7 k 6 k
Shear 7 k 4 k
Moment 337 k-ft 181 k -ft
'Foundation determined adequate per independent analysis.
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Document No. ENG- RPT -501S Revision Date: 06/17/11
5
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Structural Analysis Report
FMHC Corporation
AT &T Site ID: 114877 -A
March 6, 2014
GENERAL COMMENTS
This engineering analysis is based upon the theoretical capacity of the structure. It is not a condition assessment of the
tower and its foundation. It is the responsibility of FMHC Corporation to verify that the tower modeled and analyzed is the
correct structure (with accurate antenna loading information) modeled. If there are substantial modifications to be made or
the assumptions made in this analysis are not accurate, FDH Engineering, Inc. should be notified immediately to perform a
revised analysis.
LIMITATIONS
All opinions and conclusions are considered accurate to a reasonable degree of engineering certainty based upon the
evidence available at the time of this report. All opinions and conclusions are subject to revision based upon receipt of new
or additional /updated information. All services are provided exercising a level of care and diligence equivalent to the
standard and care of our profession. No other warranty or guarantee, expressed or implied, is offered. Our services are
confidential in nature and we will not release this report to any other party without the client's consent. The use of this
engineering work is limited to the express purpose for which it was commissioned and it may not be reused, copied, or
distributed for any other purpose without the written consent of FDH Engineering, Inc.
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Document No. ENG- RPT -501S Revision Date: 06/17/11
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DESIGNED APPURTENANCE LOADING
60.0 ft TYPE ELEVATION TYPE ELEVATION
Lightning Rod 60 RRH2x40 -07 -L 50
(1) Platform w/ Handrails 50 RRH2X40- 07L -DE 50 !
(2) 800 10765 w/ Mount Pipe 50 RRH2X40- 07L -DE 50
(2) 800 10765 w/ Mount Pipe 50 RR112X40- 071--DE 50
(2) 800 10765 w/ Mount Pipe 50 RRH2X40 -AWS 50 j
(2)7719- 08BP111 -001 TMA 50 RRH2X40 -AWS 50
(2)TT19- 08SP111 -001 TMA 50 RRH2X40 -AWS 50
(2) TT10.08BP111 -001 TMA 50 RRH4x25 -WCS RRH 50
(2) SBNHH -1D65B w/ Mount Pipe 50 RRH4x25 -WCS RRH 50
(2) SBNHH -1D65B w/ Mount Pipe 50 RRH4x25•WCS RRH 50
(2) SBNHH -1D65B w/ Mount Pipe 50 DC6-48-60 -18-8F 50
RRH2x40.07 -L 5o DC6- 48- 60 -18-8F 50
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in ".:= ." RRH2x40.07 -L 50
M r N ro
c6 W M N C
N �2 �2 MATERIAL STRENGTH
GRADE Fy Fu GRADE I Fy Fu
A572 -65 165 ksi 180 ksi
TOWER DESIGN NOTES
1. Tower is located in Washington County, Nebraska.
2. Tower designed for Exposure C to the TIA -222 -G Standard.
3. Tower designed for a 90 mph basic wind in accordance with the TIA -222 -G Standard.
4. Tower is also designed for a 50 mph basic wind with 0.75 in ice. Ice is considered to increase
in thickness with height.
5. Deflections are based upon a 60 mph wind.
36.7 ft 6. Tower Structure Class II.
7. Topographic Category 1 with Crest Height of 0.00 ft
8. TOWER RATING: 96.9%
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ALL REACTIONS
ARE FACTORED
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AXIAL
15K
SHEAR MOMENT
3K 164 kip -ft
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TORQUE 0 kip -ft
50 mph WIND - 0.750 in ICE
AXIAL
7K
SHEAR MOMENT
7 K 337 kip -ft
N
0.0 a TORQUE 1 kip -ft
REACTIONS - 90 mph WIND
- m _
o E m p N
y E
m � z' t✓ m r m c0 3
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FDHEiigineering, Inc. l ob: Blair - NE (114877 -A)
6521 Meridien Drive, Suite 107 Pro)ect 1422012400
Raleigh, North Carolina C1ient FMHC Corporatio Drawn by:MBrenna App'd:
Tower Analysis Phone: 9197551012 Code: TIA -222 -G Date :03 /06/14 Scale: NTS
FAX: 9197551031 Path ciu rs m e w �sxm am t a o m a�i. NE 4w al8lair NE.eA Dwg No ' E -1
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Job Page
tYlxToWer Blair - NE (114877 -A) 1 of 11
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FDHEngineering, Inc. Project Date
6521 Meridien Drive, Suite 107 1422012400 14:32:5103/06/14
Raleigh, North Carolina Client Designed by
Phone: 9197551012 FMHC Corporation MBrennan
FAX: 9197551031
Tower Input Data
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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, Nebraska.
Basic wind speed of 90 mph.
Structure Class IL
Exposure Category C.
Topographic Category 1.
Crest Height 0.00 ft.
Nominal ice thickness of 0.750 in.
Ice thickness is considered to increase with height.
Ice density of 56 pcf.
A wind speed of 50 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 4 Assume Rigid Index Plate q Calculate Redundant Bracing Forces
Use Moment Magnification J Use Clear Spans For Wind Area Ignore Redundant Members in FEA
Use Code Stress Ratios 4 Use Clear Spans For KL /r SR Leg Bolts Resist Compression
4 Use Code Safety Factors - Guys 4 Retension Guys To Initial Tension All Leg Panels Have Same Allowable
Escalate Ice 4 Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz Use Azimuth Dish Coefficients Consider Feedline Torque
Use Special Wind Profile 4 Project Wind Area of Appurt. Include Angle Block Shear Check
4 Include Bolts In Member Capacity Autocalc Torque Arni Areas Poles
4 Leg Bolts Are At Top Of Section SR Members Have Cut Ends 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
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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 60.00 -36.67 23.33 3.33 18 12.275 15.425 0.188 0.750 A572 -65
(65 ksi)
L2 36.67 -0.00 40.00 18 14.600 20.000 0.188 0.750 A572 -65
(65 ksi)
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Job Page (
tnz�'Ower Blair - NE (114877 -A) 2 of 11
FDHEngizzeering, Inc. Project Date
6521 Meridien Drive, Suite 107 1422012400 14:32:51 O3/O6/14
Raleigh, North Carolina Client Designed by
Phone: 9197.551012 FMHC Corporation MBrennan
FAX.- 9197551031
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Tapered Pole Properties
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Section Tip Dia. Area I r C I/C J It /Q w w/t
in in in in in in in in in
L1 12.464 7.194 132.787 4.291 6.236 21.295 265.748 3.597 1.830 9.762
15.663 9.068 266.003 5.409 7.836 33.947 532.356 4.535 2.385 12.719
L2 15.282 8.577 225.112 5.117 7.417 30.351 450.520 4.290 2.240 11.945
20.309 11.791 584.741 7.033 10.160 57.553 1170.251 5.897 3.190 17.013
Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. WeightMult. Double Angle Double Angle
Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt
(perface) A Spacing Spacing
Diagonals Horizontals
ft fr in in in
Ll 60.00 -36.67 1 1 1
L2 36.67 -0.00 1 1 1
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Feed Line /Linear Appurtenances - Entered As Area
Description Face Allow Component Placement Total CAA Weight
or Shield Type Number
Leg ft ft pf
1 -5/8" C No Inside Pole 50.00-0.00 12 No Iee 0.00 1.04
1/2" Ice 0.00 1.04
P Ice 0.00 1.04
0.773 DC C No Inside Pole 50.00-0.00 4 No Ice 0.00 0.47
1/2" Ice 0.00 0.47
I" Ice 0.00 0.47
0.4" Fiber C No Inside Pole 50.00-0.00 1 No Ice 0.00 0.25
1/2" Ice 0.00 0.25
P Ice 0.00 0.25
Safety Line 3/8 C No CaAa (Out Of 60.00-0.00 1 No Ice 0.04 0.22
Face) 1/2" Iee 0.14 0.75
1" Ice 0.24 1.28
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Feed Line /Linear Appurtenances Section Areas
Tower Tower Face AR AF CAAA CAAA Weight
Section Elevation In Face Out Face
ft ft ft ft ft K
LI 60.00 -36.67 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.875 0.20
L2 36.67 -0.00 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 1.375 0.54
Feed Line /Linear Appurtenances Section Areas - With Ice
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Job Page
tnx-Tower Blair - NE (114877 -A) 3 of 11
FDHEngineering, Inc. Project Date
6521 Meridien Drive, Suite 107 1422012400 14:32 :51 03/06/14
Raleigh, North Carolina Client Designed by
Phone: 9197551012 FMHC Corporation MBrennan
FAX. 9197551031
Tower Tower Face Ice A A C A A A C A A A Weight
Section Elevation or Thickness In Face Out Face
ft Leg in fi? fl ft f? K
L1 60.00 -36.67 A 1.557 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 8.139 0.24
L2 36.67 -0.00 A 1.412 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 12.794 0.60
Feed Line Center of Pressure
Section Elevation CPX CP CPX CPz
Ice Ice
ft in in in in
L1 60.00 -36.67 -0.046 0.027 -0.294 0.170
L2 36.67 -0.00 -0.047 0.027 -0.316 0.183
Shielding Factor Ka
Tower Feed Line Description Feed Line K. K.
Section Record No. Segment Elev. No Ice Ice
Discrete Tower Loads
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustment Front Side
Leg Lateral
Vert
ft ft f? f? K
ft
ft
Lightning Rod C From Leg 0.00 0.0000 60.00 No Ice 0.25 0.25 0.03
0.00 1/2" Ice 0.66 0.66 0.03
2.00 1" Ice 0.97 0.97 0.04
(1) Platform w/ Handrails C None 0.0000 50.00 No Ice 30.10 30.10 1.59
1/2" Ice 40.80 40.80 2.03
1" Ice 51.50 51.50 2.47
(2) 800 10765 w/ Mount Pipe A From Leg 4.00 0.0000 50.00 No Ice 8.90 6.72 0.08
0.00 1/2" Ice 9.57 7.95 0.15
0.00 1" Ice 10.22 8.92 0.22
(2) 800 10765 w/ Mount Pipe B From Leg 4.00 0.0000 50.00 No Ice 8.90 6.72 0.08
0.00 1/2" Ice 9.57 7.95 0.15
0.00 V Ice 10.22 8.92 0.22
(2) 800 10765 w/ Mount Pipe C From Leg 4.00 0.0000 50.00 No Ice 8.90 6.72 0.08
0.00 1/2" Ice 9.57 7.95 0.15
0.00 P Ice 10.22 8.92 0.22
(2) TT19- 08BP111 -001 TMA A From Leg 4.00 0.0000 50.00 No Ice 0.64 0.52 0.02
0.00 1/2" Ice 0.76 0.62 0.02
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Job Page
tnzTo_,wer Blair - NE (114877 -A) 4 of 11
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FDHEngineering, Inc. Project Date
6521 Meridien Drive, Suite 107 1422012400 14:32:51 03/06/14
Raleigh, North Carolina Client Designed by
Phone: 9197551012 FMHC Corporation MBrennan
FAX- 9197551031
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustment Front Side
Leg Lateral
Vert
ft o ft fig fry K
ft
ft
0.00 1" Ice 0.88 0.74 0.03
(2) TT19- 08BP111 -001 TMA B From Leg 4.00 0.0000 50.00 No Ice 0.64 0.52 0.02
0.00 1/2" Ice 0.76 0.62 0.02
0.00 V Ice 0.88 0.74 0.03
(2) TT19- 08BP111 -001 TMA C From Leg 4.00 0.0000 50.00 No Ice 0.64 0.52 0.02
0.00 1/2" Ice 0.76 0.62 0.02
0.00 1" Ice 0.88 0.74 0.03
(2) SBNHH -1D65B w/ A From Leg 4.00 0.0000 50.00 No Ice 8.86 7.30 0.07
Mount Pipe 0.00 1 /2" Ice 9.62 8.58 0.14
0.00 1" Ice 10.34 9.72 0.22
(2) SBNHH -1D65B w/ B From Leg 4.00 0.0000 50.00 No Ice 8.86 7.30 0.07
Mount Pipe 0.00 1 /2" Ice 9.62 8.58 0.14
0.00 V Ice 10.34 9.72 0.22
(2) SBNHH -1D65B w/ C From Leg 4.00 0.0000 50.00 No Ice 8.86 7.30 0.07
Mount Pipe 0.00 1/2" Ice 9.62 8.58 0.14
0.00 V Ice 10.34 9.72 0.22
RRH2x40 -07 -L A From Leg 4.00 0.0000 50.00 No Ice 1.99 1.82 0.05
0.00 1/2" Ice 2.19 2.01 0.07
0.00 1" Ice 2.40 2.21 0.09
RRH2x40 -07 -L B From Leg 4.00 0.0000 50.00 No Ice 1.99 1.82 0.05
0.00 1/2" Ice 2.19 2.01 0.07
0.00 P Ice 140 2.21 0.09
RRH2x40 -07 -L C From Leg 4.00 0.0000 50.00 No Ice 1.99 1.82 0.05
0.00 1/2" Ice 2.19 2.01 0.07
0.00 1" Ice 2.40 2.21 0.09
RRH2X40- 07L -DE A From Leg 4.00 0.0000 50.00 No Ice 2.99 1.49 0.05
0.00 1/2" Ice 3.24 1.70 0.07
0.00 1" Ice 3.49 1.92 0.09
RRH2X40- 07L -DE B From Leg 4.00 0.0000 50.00 No Ice 2.99 1.49 0.05
0.00 1 /2" Ice 3.24 1.70 0.07
0.00 1" Ice 3.49 1.92 0.09
RRH2X40- 07L -DE C From Leg 4.00 0.0000 50.00 No Ice 2.99 1.49 0.05
0.00 1/2" Ice 3.24 1.70 0.07
0.00 1" Ice 3.49 1.92 0.09
RRH2X40 -AWS A From Leg 4.00 0.0000 50.00 No Ice 2.52 1.59 0.04
0.00 1/2" Ice 2.75 1.80 0.06
0.00 1" Ice 2.99 2.01 0.08
RRH2X40 -AWS B From Leg 4.00 0.0000 50.00 No Ice 2.52 1.59 0.04 j
0.00 1/2" Ice 2.75 1.80 0.06
0.00 1" Ice 2.99 2.01 0.08
RRH2X40 -AWS C From Leg 4.00 0.0000 50.00 No Ice 2.52 1.59 0.04
0.00 1/2" Ice 2.75 1.80 0.06
0.00 V Ice 2.99 2.01 0.08
RRH4x25 -WCS RRH A From Leg 4.00 0.0000 50.00 No Ice 4.45 3.81 0.09
0.00 VT Ice 4.77 4.11 0.13
0.00 1" Ice 5.09 4.43 0.16
RRH4x25 -WCS RRH B From Leg 4.00 0.0000 50.00 No Ice 4.45 3.81 0.09
0.00 1/2" Ice 4.77 4.11 0.13
0.00 V Ice 5.09 4.43 0.16
RRH4x25 -WCS RRH C From Leg 4.00 0.0000 50.00 No Ice 4.45 3.81 0.09
0.00 1/2" Ice 4.77 4.11 0.13
0.00 1" Ice 5.09 4.43 0.16
DC6- 48- 60 -18 -8F A From Leg 4.00 0.0000 50.00 No Ice 2.57 4.32 0.02
0.00 1/2" Ice 2.80 4.60 0.05
0.00 1" Ice 3.04 4.88 0.09
DC6- 48- 60 -18 -8F B From Leg 4.00 0.0000 50.00 No Ice 2.57 4.32 0.02
0.00 1/2" Ice 2.80 4.60 0.05
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Job Page
tn xTower Blair - NE (114877 -A) 5 of 11
FDHEngineering, Inc. Project Date
6521 Meridien Drive, Suite 107 1422012400 14:32:5103/06/14
I
Raleigh, North Carolina Client Designed by
Phone: 9197551012 FMHC Corporation MBrennan
FAX.- 9197551031
Description Face Offset Offs ets: Azimuth Placement C CAAA Weight
or Type Harz Adjustment Front Side
Leg Lateral
Vert
ft o ft ft� frz K
ft
ft
0.00 1" Iee 3.04 4.88 0.09
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Tower Pressures - No Ice
G =1.100
Section z Kz qz AG F AF AR Al Leg CAAA CAAA
Elevation a % In Out
c Face Face
t ft Psf fr e f? .f� fi� f? f?
L160.00 -36.67 47.89 1.084 21 27.342 A 0.000 27.342 27.342 100.00 0.000 0.000
B 0.000 27.342 100.00 0.000 0.000
C 0.000 27.342 100.00 0.000 0.875
L2 36.67 -0.00 18.04 0.883 18 54.379 A 0.000 54.379 54.379 100.00 0.000 0.000
B 0.000 54.379 100.00 0.000 0.000
C 1 0,0001 54.379 1 1 100.00 1 0.000 1.375
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Tower Pressure - With Ice
GH =1.100
Section z K q tz A F A A At, Leg CAAA C
Elevation a % In Out
c Face Face
ft ft sf in ft� e ft� f? ft� ft� ft�
L160.00 -36.67 47.89 1.084 7 1.557 33.396 A 0.000 33.396 33.396 100.00 0.000 0.000
B 0.000 33.396 100.00 0.000 0.000
C 0.000 33.396 100.00 0.000 8.139
L2 36.67 -0.00 18.04 0.883 5 1.412 63.895 A 0.000 63.895 63.895 100.00 0.000 0.000
B 0.000 63.895 100.00 0.000 0.000
C 0.000 63.895 100.00 0.000 12.794
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Tower Pressure - Service j
G 1.loo
Section z Kz q AG F AF A A,,, Leg CAAA CAAA
i
Elevation a % In Out
c Face Face
.ft ft Psf f? e f? .f� f? f� f?
L160.00 -36.67 47.89 1.084 8 27.342 A 0.000 27.342 27.342 100.00 0.000 0.000
B 0.000 27.342 100.00 0.000 0.000
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Job Page
tnx. - T wer Blair - NE (114877 -A) 6 of 11
FDHEngineering, Inc. Project Date
6521 Meridien Drive, Suite 107 1422012400 14:32:51 03/06/14
Raleigh, North Carolina Client Designed by
Phone: 9197551012 FMHC Corporation
FAX.- 9197551031 p MBrennan
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Section z KZ q Ao F A AR A,,, Leg CAAA CAAA
Elevation a % In Out
c Face Face
ft ft sf ft� e k ft� ? .f?
C 0.000 27.342 100.00 0.000 0.875
L2 36.67 -0.00 18.04 0.883 7 54.379 A 0.000 54.379 54.379 100.00 0.000 0.000
B 0.000 54.379 100.00 0.000 0.000
C 0.000 54.379 100.00 0.000 1.375
Tower Forces - No Ice Wind Normal To Face
Section Add Self F e C q= D D A F w Ctrl.
Elevation Weight Weight a Face
c Psf
ft K K e f? K Plf
L1 0.20 0.65 A 1 0.65 21 1 1 27.342 0.44 18.77 C
60.00 -36.67 B 1 0.65 1 1 27.342
C 1 0.65 1 1 27.342
L2 36.67 -0.00 0.54 1.39 A 1 0.65 18 1 1 54.379 0.72 19.58 C
B 1 0.65 1 1 54.379
C 1 0.65 1 1 54.379
Sum Weight: 0.74 2.03 OTM 33.93 1.16
ki -tI
Tower Forces - No Ice - Wind 60 To Face
Section Add Self F e C q: D D A F w Ctrl.
Elevation Weight Weight a Face
c Psf
ft K K e ft K Plf
Ll 0.20 0.65 A 1 0.65 21 1 1 27.342 0.44 18.77 C
60.00 -36.67 B 1 0.65 1 1 27.342 j
C 1 0.65 1 1 27.342
L2 36.67 -0.00 0.54 1.39 A 1 0.65 18 1 1 54.379 0.72 19.58 C
B 1 0.65 1 1 54.379
C 1 0.65 1 1 54.379
Sum Weight: 0.74 2.03 OTM 33.93 1.16
kip-ft
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Tower Forces - No Ice - Wind 90 To Face j
Section Add Self F e CF qz DF D A F w CO.
Elevation Weight Weight a Face
c Psf
f} K K e ft� K Pf
L1 0.20 0.65 A 1 0.65 21 1 1 27.342 0.44 18.77 C
60.00 -36.67 B 1 0.65 1 1 27.342
C 1 0.65 1 1 27.342
L2 36.67 -0.00 0.54 1.39 A 1 0.65 18 1 1 54.379 0.72 19.58 C
B 1 0.65 1 1 54.379
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Job Page
tnx -Tower Blair - NE (114877 -A) 7 of 11
Project Date
FDHEngineering, Inc. 1422012400 14:32:51 03/06/14
6521 Meridien Drive, State 107
Raleigh, North Carolina Client Designed by
Phone: 9197551012 FMHC Corporation MBrennan
FAX.- 9197551031
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Section Add Self F e C q: D D A F w Ctrl.
Elevation Weight Weight a Face
c psf
ft K K e ft K PIf
C 1 0.65 1 1 54.379
Sum Weight: 0.74 2.03 OTM 3193 1.16
kip-ft
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Tower Forces - With Ice - Wind Normal To Face
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Section Add Self F e C q= D D A F w Ctrl.
Elevation Weight Weight a Face
c psf
ft K K e K Pf
Ll 0.24 1.34 A 1 1.2 7 1 1 33.396 0.35 14.98 C
60.00 -36.67 B 1 1.2 1 1 33.396
C 1 1.2 1 1 33.396
L2 36.67 -0.00 0.60 2.60 A 1 1.2 5 1 1 63.895 0.54 1432 C
B 1 1.2 I 1 63.895
C 1 1.2 1 1 63.895
Sum Weight: 0.84 3.93 OTM 26.48 0.89
kip -ft
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Tower Forces - With Ice - Wind 60 To Face
Section Add Self F e C 9= Dr• D A F w Ctrl.
Elevation Weight Weight a Face
c psf
t K K e ft K PV
L1 0.24 134 A 1 1.2 7 1 1 33.396 0.35 14.98 C
60.00 -36.67 B 1 1.2 1 1 33.396
C 1 1.2 1 1 33.396
L2 36.67 -0.00 0.60 2.60 A 1 1.2 5 1 1 63.895 0.54 14.72 C
B 1 1.2 1 1 63.895
C 1 1.2 1 1 63.895
Sum Weight: 0.84 3.93 OTM 26.48 0.89
kip -ft
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Tower Forces - With Ice - Wind 90 To Face
Section Add Self F e CF q. DF DR AE F w Ctrl.
Elevation Weight Weight a Face
c psf
ft K K e ? K Ph'
L1 0.24 1.34 A 1 1.2 7 1 1 33.396 0.35 14.98 C
60.00 -36.67 B 1 1.2 1 1 33.396
C 1 1.2 1 1 33.396
L2 36.67 -0.00 0.60 2.60 A 1 1.2 5 1 1 63.895 0.54 14.72 C
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Job
Page
t -Tower Blair - NE (114877 -A) 8 of 11
FDHEngineering, Inc. Project Date
6521 Meridien Drive, Suite 107 1422012400 14:32:51 03/06/14
Raleigh, North Carolina Client Designed by
Phone: 9197551012 FMHC Corporation MBrennan
FAX.- 9197551031
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Section Add Self F e CF q� D D AE F w Ctrl.
Elevation Weight Weight a Face
c psf
ft K K e ft� K Plf
B 1 1.2 1 1 63.895
C 1 1.2 1 1 63.895
Sum Weight: 0.84 3.93 OTM 26.48 0.89
kip-ft
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Tower Forces - Service - Wind Normal To Face
Section Add Self F e CF q= DF D AE F w Face
Elevation Weight Weight a
c psf
ft K K e ft K Plf
L1 0.20 0.65 A 1 0.65 8 1 1 27.342 0.17 7.47 C
60.00 -3667 B 1 0.65 1 1 27.342
C 1 0.65 1 1 27.342
L2 36.67 -0.00 0.54 1.39 A 1 0.65 7 1 1 54.379 0.29 7.79 C
B 1 0.65 1 1 54.379
C 1 0.65 1 1 54.379
Sum Weight: 0.74 2.03 OTM 13.49 0.46
kip-ft
Tower Forces - Service -Wind 60 To Face
Section Add Self F e C q, D D A F w Orl.
Elevation Weight Weight a Face
c psf
ft K K e K Plf
Ll 0.20 0.65 A 1 0.65 8 1 1 27.342 0.17 7.47 C
60.00 -36.67 B 1 0.65 1 1 27.342
C 1 0.65 1 1 27.342
L2 36.67 -0.00 0.54 1.39 A 1 0.65 7 1 1 54.379 0.29 7.79 C
B 1 0.65 1 1 54.379
C 1 0.65 1 1 54.379
Sum Weight: 0.74 2.03 OTM 13.49 0.46
kip-ft
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Tower Forces - Service - Wind 90 To Face
Section Add Self F e C q= DF DR A F w Ctrl.
Elevation Weight Weight a Face
c psf
ft K K e K Pf
Ll 0.20 0.65 A 1 0.65 8 1 1 27.342 0.17 7.47 C
60.00 -36.67 B 1 0.65 1 1 27.342
C 1 0.65 1 1 27.342
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Job Page
tnxTower Blair - NE (114877 -A) 9 of 11
Project Date
FDHEngineering, Ine. 1422012400 14:32:51 03/06/14
6521 Meridien Drive, Suite 107
Raleigh, North Carolina Client Designed by
Phone: 9197551012 FMHC Corporation MBrennan
FAX.- 9197551031
Section Add Self F e C q= D D A F w Ctrl.
Elevation Weight Weight a Face
c psf
ft K K e f K Plf
L2 36.67 -0.00 0.54 1.39 A 1 0.65 7 1 1 54.379 0.29 7.79 C
B 1 0.65 1 1 54.379
C 1 0.65 1 1 54.379
Sum Weight: 0.74 2.03 OTM 13.49 0.46
kip -ft
Force Totals
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Load Vertical Sam¢ of Seim of Sum of Sum of Sum of Torques
Case Forces Forces Forces Overturning Overturning
X Z Moments, M Moments, M
K K K kip-ft kip -ft kip,ft
Leg Weight 2.03 _
Bracing Weight 0.00 a
Total Member Self - Weight 2.03 0.03 -0.06 ,
Total Weight 6.14 -0.03 -0.06
Wind 0 deg - No Ice 0.01 -4.46 - 199.23 -0.78 0.29
Wind 30 deg - No Ice 2.25 -3.87 - 172.90 - 100.69 0.17
Wind 60 deg - No Ice 3.88 -2.24 - 100.25 - 173.64 0.00
Wind 90 deg - No Ice 4.48 -0.01 -0.75 - 200.08 -0.17
Wind 120 deg -No Ice 3.87 2.22 98.94 - 172.92 -0.29
Wind 150 deg - No Ice 2.23 3.86 172.11 -99.45 -0.34
Wind 180 deg - No Ice -0.01 4.46 199.16 0.66 -0.29
Wind 210 deg - No Ice -2.25 3.87 172.83 100.58 -0.17
Wind 240 deg - No Ice -3.88 2.24 100.19 173.53 0.00
Wind 270 deg - No Ice -4.48 0.01 0.68 199.96 0.17
Wind 300 deg - No Ice -3.87 -2.22 -99.01 172.81 0.29
Wind 330 deg - No Ice -2.23 -3.86 - 172.18 99.33 0.34
Member Ice 1.90
Total Weight Ice 13.90
0.25 0.43
Wind 0 deg - Ice 0,00 3.24 - 144.59 -0.67 0.04
Wind 30 deg - Ice 1.63 -2.81 - 125.37 -72.95 0.02
Wind 60 deg - Ice 2.82 -1.63 -72.63 - 125.80 0.00
Wind 90 deg - Ice 3.25 -0.00 -0.49 - 145.05 -0.02
Wind 120 deg - Ice 2.81 1.62 71.71 - 125.56 -0.04
Wind 150 deg - Ice 1.62 2.81 124.64 -72.53 -0.04
Wind 180 deg - Ice -0.00 3.24 144.09 -0.19 -0.04
Wind 210 deg - Ice -1.63 2.81 124.88 72.09 -0.02
Wind 240 deg - Ice -182 1.63 72.13 124.93 0.00
Wind 270 deg - Ice -3.25 0.00 -0.01 144.19 0.02
Wind 300 deg - Ice -2.81 -1.62 -72.21 124.69 0.04
Wind 330 deg - Ice -1.62 -2.81 - 125.13 71.67 0.04
Total Weight 6.14_, -0.03 -0.06 :m
Wind 0 deg - Service 0.01 -1.77 -79.25 -0.35 0.13
Wind 30 deg - Service 0.89 -1.54 -68.78 -40.08 0.07
Wind 60 deg - Service 1.54 -0.89 -39.89 -69.09 0.00
Wind 90 deg - Service 1.78 -0.01 -0.32 -79.61 -0.07
Wind 120 deg - Service 1.54 0.88 39.32 -68.81 -0.13
Wind 150 deg - Service 0.89 1.53 68.42 -39.59 -0.15
Wind 180 deg - Service -0.01 1.77 79.17 0.22 -0.13
Wind 210 deg - Sery icc -0.89 1.54 68.70 39.95 -0.07
Wind 240 deg - Service -1.54 0.89 39.82 68.96 0.00
Wind 270 deg - Servicc -1.78 0.01 0.25 79.48 0.07
Wind 300 deg - Sery ice -1.54 -0.88 -39.40 68.68 0.13 j
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Job Page
tnxTower Blair - NE (114877 -A) 10 of 11
Project Date
FDHEngineering, Inc. 1422012400 14:32:51 03/06/14
6521 Meridien Drive, Suite 107
Raleigh, North Carolina Client Designed by
Phone: 9197551012 FMHC Corporation MBrennan
FAX.- 9197551031
I
Load Vertical Sum of Sum of Sum of Sum of Sum of Torques
Case Forces Forces Forces Overturning Overturning
X z Moments, M Moments, M
K K K kip ft ki ft kip ft
Wind 330 de - Service 0.89 1.53 -68.49 39.46 0.15
Compression Checks
Pole Design Data
Section Elevation Size L L„ KI /r A P„ �P„ Ratio
No. P"
ft f t ft in K K W.
L1 60 - 36.67 (1) TP15.425x12.275x0.188 23.33 0.00 0.0 8.801 -4.31 653.84 0.007
L2 36.67-0(2) TP20xl4.6x0.188 40.00 0.00 0.0 11.791 -7.35 863.69 0.009
Pole Bending Design Data
Section Elevation Size M, �M- Ratio M W Ratio
No. M- M„
ft Idp ft Idp ft �M, kip t kiPft (OM
L1 60 - 36.67 (1) TP15.425x12.275x0.188 63.78 197.88 0.322 0.00 197.88 0.000
L2 36.67-0(2) TP20xl4.6x0.188 337.19 351.32 0.960 0.00 351.32 0.000
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Pole Shear Design Data
Section Elevation Size Actual V, Ratio Actual (OT Ratio
No. V. V T, T
ft K K � I n kip ft Idp ft �T
LI 60 - 36.67 (1) TPI5.425x12.275x0.188 6.36 326.92 0.019 0.00 396.24 0.000
L2 36.67-0(2) TP20x14.60.188 7.20 431.85 0.017 0.00 703.50 0.000
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Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. P„ M„. M V„ T. Stress Stress
ft �P ¢M ¢M �V �T, Ratio Ratio
Ll 60 - 36.67 (1) 0.007 0.322 0.000 0.019 0.000 0.329 1.000 4.8.2 1
L2 36.67-0(2) 0.009 0.960 0.000 0.017 0.000 0.969 1.000 4.8.2
Job Page
A ower Blair - NE (114877 -A) 11 of 11
FDHEngineering, Inc. Project Date
6521 Meridien Drive, Suite 107 1422012400 14:32:51 03/06/14
Raleigh, North Carolina Client Designed by
Phone: 9197551012 FMHC Corporation MBrennan
FAX.• 9197551031
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Section Capacity Table
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Section Elevation Component Size Critical P op.11,,, % Pass
No ft Type Element K K Capacity F ail
L 60-36.67 Pole TP15.425x12.275x0.188 1 -4.31 653.84 319 Pass
L2 36.67-0 Pole TP20xl4.6x0.188 2 -7.35 863.69 96.9 Pass
Summary
Pole (L2) 96.9 Pass
RATING = 96.9 Pass
Program Version 6.1.4.1 - 12/17/2013 File :C: /Users/MBrennan /Desktop /Current Projects/Blair, NE /Analysis/Blair, NE.eri
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Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material
Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding
TIA Rev G (1) *(Rod Diameter)
Site Data Reactions
BU #: Mu: 337 ft -kips
Site Name: Axial, Pu: 7 kips
App #: Shear, Vu: 7 kips
Pole Manufacturer: Other Eta Factor, rl 0.5 TIA G (Fig. 4 -4)
Anchor Rod Data 11' No stiffeners, Criteria: I AISC LRFD < -Only Applcable to Unstiffened Cases
Qty: 4
Diam: 2.25 in
Rod Material: A615 -J Anchor Rod Results Rigid
Strength (Fu): 100 ksi Max Rod (Cu+ Vu /I ): 156.1 Kips AISC LRFD
Yield (Fy): 75 ksi Allowable Axial, O *Fu *Anet: 260.0 Kips cp *Tn
Bolt Circle: 26.81 lin Anchor Rod Stress Ratio: 60.0% a
Plate Data
Diam: 32.5 in Base Plate Results Flexural Check Rigid
Thick: 2 in Base Plate Stress: 29.1 ksi AISC LRFD
Grade: 50 ksi Allowable Plate Stress: 45.0 ksi w *Fy
Single -Rod B -eff: 15.87 in Base Plate Stress Ratio: 64.7% ` ' & -- Y.L. Length:
17.85
Stiffe Dat (Welding at both side n/a
Config: 0 * Stiffener Results
Weld Type: Both Horizontal Weld : n/a
Groove Depth: 0.3125 in ** Vertical Weld: n/a
Groove Angle: 45 degrees Plate Flex +Shear, fb /Fb +(fv /Fv) ^2: n/a
Fillet H. Weld: 0.3125 in Plate Tension +Shear, ft/Ft +(fv /Fv) ^2: n/a
Fillet V. Weld: 0.3125 in Plate Comp. (AISC Bracket): n/a
Width: 10 in
Height: 12 in Pole Results
Thick: 1 in Pole Punching Shear Check: n/a
Notch: 0.5 in
Grade:l 50 ksi
Weld str.: 70 ksi
Pole Data
Diam: 20 in c
Thick: 0.1875 in o o
Grade: 65 ksi o o''t , s ,
# of Sides: 18 "0" IF Round
N
Fu 80 ksi ij j ( A
Reinf. Fillet Weld 0 °0° if None h
•,
* 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
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CClplate 1.5 - Circular Base G 1.3, Effective March 19, 2012 Analysis Date: 316/2014
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CAISSON Version 10.61 2:34:16 PM Thursday, March 06, 2014
FDH Engineering
******************************************************************* * * * ** * * * * * * * * * * ** * * * * * * * * * ** * **
* *
* CAISSON - Pier Foundatinns Analysis and Design - Copyright Power Line Systems, Inc. 1993 -2010
* *
Project Title: Blair - NE
Project Notes: 1422012400
Calculation Method: Full 8CD
* * * * * ** I N P U T D A T A
Pier Properties
Diameter Distance Concrete Steel
of Top of Pier Strength Yield
above Ground Strength
(£t) (ft) (ksi) (ksi)
4.50 0.50 4.00 60.00
Soil Properties
Layer Type Thickness Depth at Top Density CU RP PHI
of Layer
(ft) (£t) (lbs /ft'3) (psf) (deg)
- -
-------- ---- ---- --- - - - -- --- - - - -- -- - - --- ------ --------- -- -- - - - - -- ° ° - - - -- --
1 Sand 4.50 0.00 100.0 0.000 88.85
2 Clay 5.50 4.50 100.0 200.0
3 Clay 9.00 10.00 100.0 1000.0
Design (Factored) Loads at Top of Pier
Moment Axial Shear Additional Safety
Load Load Factor Against
Soil Failure
(£t -k) (kips) (kips)
337.0 7.0 7.00 2.00
* * * * * ** R E S U L T S
i E_4}jQS P�hMA 5IX}n31 L3�n�i4' i6it3 C
,
(�
3 ; ;
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82.33 , ps3
' 1
4
soiL AF- AcrioN5 wbRmA .SHE CNAGRAM d&C7msh L
FDH Engineering Page 1/2
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Calculated Pier Properties
Length Weight Pressure Pressure Total
Due To Due To End - Bearing
Axial Load Weight Pressure
(ft) (kips) (psf) (psf) (psf)
---------------------------------------------------------------
19.000 45.327 440.1 2850.0 3290.1
Ultimate Resisting Forces Along Pier
Type Distance of Top of Layer Thickness Density CU KP Force Arm
to Top of Pier
(ft) (ft) (lbs /ft''3) (psf) (kips) (ft)
---------------------------------------------------------------------------------------------------
Sand 0.50 4.50 100.0 0.000 0.00 3.50
Clay 5.00 5.50 100.0 200.0 39.60 7.75
Clay 10.50 3.90 100.0 1000.0 140.34 12.45
Clay 14.40 4.60 100.0 1000.0 - 165.66 16.70
Shear and Moments Along Pier
Distance below Shear Moment Shear Moment
Top of Pier (with Safety Factor) (with Safety Factor) (without Safety Factor) (without Safety Factor)
(ft) (kips) (ft -k) (kips) (ft -k)
------------------- -- ---------------- ---- -- ----- -- ------------ ------------- --- -- ---- - -- - -- ---- -- - - - - - --
0.00 14.3 712.3 7.1 356.1
1.90 14.3 739.4 7.1 369.7 j
3.80 14.3 766.6 7.1 383.3
5.70 9.2 791.9 4.6 396.0
7.60 -4.4 796.5 -2.2 398.3
9.50 -18.1 775.1 -9.1 387.5
11.40 -57.7 716.0 -28.9 358.0
13.30 -126.1 541.4 -63.1 270.7
15.20 -136.8 259.9 -68.4 130.0
17.10 -68.4 65.0 -34.2 32.5
19.00 -0.0 -0.0 -0.0 -0.0
Reinforcement and Capacity
Total Reinforcement Usable Usable
Reinforcement Area Axial Moment
Percent Capacity Capacity
--- ---- --------- ----- --- ---- )--- ---(kips)------ (ft_k)
0.38 8.70 7.0 868.3
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US Standard Re -Bars (Select one of the following)
Quantity Name Area Diameter Spacing
(in''2) (in) (in)
---- ---- 44 ------ #4 - -- 0.20 ---- -- 0.500 ----- - 3.14
29 #5 0.31 0.625 4.77
20 #6 0.44 0.750 6.91
15 #7 0.60 0.875 9.22
12 #8 0.79 1.000 11.52
9 #9 1.00 1.128 15.36
7 #10 1.27 1.270 19.75
6 #11 1.56 1.410 23.04
4 #14 2.25 1.693 34.56
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FDH Engineering Page 2/2
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Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
Note: Shaft assumed to have ties, not spiral, transverse reinforcing
Site Data Maximum Shaft Superimposed Forces j
BU #: TIA Revision: G
Site Name: Blair Max. Factored Shaft Mu: 398.3 ft -kips (* Note)
App #: Max. Factored Shaft Pu: 7 kips
Max Axial Force Type: Comp.
* Note: Max Shaft Superimposed Moment does not necessarily
Loads Already Factored equal to the shaft top reaction moment
For M (WL) 1.3 1 < - - -- Disregard
For P (DL) 1.3 < - - -- Disregard Load Factor Shaft Factored Loads
1.00 Mu:j 398.3 ft -kips
Pier Properties 1.00 Pu: 1 7 Ikips
Concrete:
Pier Diameter = 4.5 ft Material Properties
Concrete Area = 2290.2 in Concrete Comp. strength, f = 4000 psi
Reinforcement yield strength, Fy = 60 ksi
Reinforcement: Reinforcing Modulus of Elasticity, E = 29000 ksi
Clear Cover to Tie=F In Reinforcement yield strain = 0.00207
Horiz. Tie Bar Size = Limiting compressive strain = 0.003
Vert. Cage Diameter = 3.83 ft ACI 318 Code
Vert. Cage Diameter = 46.00 in Select Analysis ACI Code= 1 2008
Vertical Bar Size =® Seismic Properties
Bar Diameter = 1.00 in Seismic Design Category = B
Bar Area = 0.79 in' Seismic Risk = Low
Number of Bars = 18
As Total= 14.22 in Solve < -- Press Upon Completing All Input
As/ Aconc, Rho: 0.0062 0.62% (Run)
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ACI 10.5 , ACI 21.10.4, and IBC 1810. Results:
Min As for Flexural Tension Controlled Shafts: Governing Orientation Case: 2
(3) *(Sgrt(fc) /Fy: 0.0032 E E
200 / Fy: 0.0033
Mu r Mu
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Case 1 Case 2
Dist. From Edge to Neutral Axis: 8.05 in
Extreme Steel Strain, et: 0.0155
Minimum Rho Check: et > 0.0050, Tension Controlled
Actual Req'd Min. Rho: 0.33% Flexural Reduction Factor,cp: 0.900
Provided Rho:F OK
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Ref. Shaft Max Axial Capacities, (b Max(Pn or Tn):
Max Pu = ((p =0.65) Pn. Output Note: Negative Pu= Tension
Pn per ACI 318 (10 -2) 4467.63 kips For Axial Compression, cp Pn = Pu: 7.00 kips
at Mu= ((p= 0.65)Mn= 1736.86 ft -kips Drilled Shaft Moment Capacity, cpMn: 1437.64 ft -kips
Drilled Shaft Superimposed Mu: 398.30 ft -kips
Max Tu, ((P =0.9) Tn = 767.88 1kips
at Mu= �)= (0.90)Mn= 0.00 ft - kips (Mu /cpMn, Drilled Shaft Flexure CSR: 1 27.7%
Drilled DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 3/6/2014
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