Structural Analysis Report 06-03-09
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Structural Analysis Report
Structure
115 ft Pirod Self Supported Tower
A TC Site Name
Hazeltine, MN
A TC Site Number
81388
Proposed Carrier
Carrier Site Name
ITT Corporation
Chanhassen
Carrier Site Number
173-21
County
Carver
Engineering Number
43396122
Date
June 3, 2009 *
40% Legs, 70% Diagonals,
9% Horizontals
Usage
Submitted by:
Christopher L. Jolly, E.!.
Design Engineer
American Tower Engineering Services
400 Regency Forest Drive
Cary, NC 27518
Phone: 919-468-0112
PROFESSIONAL ENGU-!EER
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I hereby specification. or
report was :y; under my direct
supcrvisi::n, :md t;'.;.,; Licensed
Professio"a! I!!,dc;' ;;.<~ ;;;:''''15 of the
State of T\-'j L~-:nC5Uj_':..
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Date:~ Lic~nse it 44557
Engineering Number 43396122
June 3, 2009
Page 1
Introduction
The purpose of this report is to summarize results of the structural analysis performed on the 115 ft
Pirod Self Supported Tower located at 2290 Lyman Blvd., Chanhassen, Minnesota, 55317, Carver
County (ATC Site No. 81388). The tower was originally designed and manufactured by Pirod
(Drawing No. 114515-B, dated August 15, 1990).
Analvsis
The tower was analyzed using Semaan Engineering Solutions, Inc., Software. The analysis assumes that
the tower is in good, undamaged, and non-corroded condition.
Basic Wind Speed:
Radial Ice:
Code:
80 mph (Fastest Mile)
69 mph (Fastest Mile) wi 12" ice
TIA/EIA-222-F I 2006 IBC Section 1609.1.1, Exception (4) and Section
3108.4 12007 Minnesota State Building Code
Antenna Loads
The following antenna loads were used in the tower analysis.
Existing Antennas
Ehr. Qty Antennas Mount Coax Carrier.
(if)
6 Swedcom ALP 9214-N (6) 7/8"
6 Antel LP A -185080/8CF (6) 1 5/8"
114.0 6 ITA (3) Flat Light Sector Frames -- Verizon
3 CSS X7C-880 m7/8"
3 CSS DBC-750 --
Proposed Antennas
Ehr. Qty Antennas Mount Coax Carrier
(if)
1 Vertex 101VVPD (1) 7/8"
95.0 1 DB Systems 5100A (3) Stand Off (0.1 5/8" ITT Corporation
4 DB Systems 5100A-D (4) 1 5/8"
Install proposed coax on empty tower leg.
Engineering Number 43396122
June 3, 2009
Page 2
Results
The maximum structure usage is: 70%
Leg Forces Original Design Current Analysis % Of Design
Reactions Reactions
Uplift (Kips) 223.9 91.0 41
Axial (Kios) 241.9 109.1 45
Shear (Kios) 40.6 15.9 39
The structure base reactions resulting from this analysis are acceptable when compared to the reactions
shown on the original structure drawings, therefore no modification or reinforcement of the foundation
will be required.
Conclusion
Based on the analysis results, the structure meets the requirements per TIAlEIA-222-F and 2007
MSBC standards. The tower and foundation can support the existing and proposed antennas with the
TX line distribution as described in this report.
If you have any questions or require additional information, please call 919-465-6545.
Standard Conditions
All engineering services are performed on the basis that the information used is current and correct. This
information may consist of, but is not necessary limited, to:
Information supplied by the client regarding the structure itself, the antenna and feed line loading
on the structure and its components, or other relevant information.
Information from drawings in the possession of American Tower Corporation, or generated by
field inspections or measurements of the structure.
It is the responsibility of the client to ensure that the information provided to A TC Engineering Services
and used in the performance of our engineering services is correct and complete. In the absence of
information to the contrary, we assume that all structures were constructed in accordance with the
drawings and specifications and are in an un-corroded condition and have not deteriorated; and we,
therefore, assume that their capacity has not significantly changed from the "as new" condition.
All services will be performed to the codes specified by the client, and we do not imply to meet any
other codes or requirements unless explicitly agreed in writing. If wind and ice loads or other relevant
parameters. are to be different from the minimum values recommended by the codes, the client shall
specifY the exact requirement. In the absence of information to the contrary, all work will be performed
in accordance with the latest relevant revision of ANSI/EIA-222.
All services are performed, results obtained, and recommendations made in accordance with generally
accepted engineering principles and practices. A TC Engineering Services is not responsible for the
conclusions, opinions and recommendations made by others based on the information we supply.
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Gh: 1.15
LoadCase Normal No Ice
Allow Stress Inc: 1.333
Dead LF: 1.000
Wind LF: 1.000
Wind
Sect Height
Seq (ft) qz
6 102.5 22.65
5 80.00 21.10
4 60.00 19.44
3 40.00 17.31
2 20.00 16.38
1 5.00 16.38
Total
Flat
Area
(sqft)
12.37
14.44
15.97
17.56
25.68
13.71
Total
Round
Area
(sqft)
19.53
17.23
17.23
18.83
18.83
9.42
LoadCase 60 dea No Ice
Allow Stress Inc: 1.333
Dead LF: 1.000
Wind LF: 1.000
Site Number: 81388
Location: Hazeltine, MN
Copyright Semaan Engineering Solutions, Inc
~91'49'''PM
Code: TIAlEIA-222 Rev F
Section Forces
80.00 mph Wind Normal To Face with No Ice
Ice Ice
Round Eft Linear Linear Total Struct Linear Total
Area Sol Area Area Area Weight Weight Force Force Force Eft
(sqft) Ratio Cf Of Dr Rr (sqft) (sqft) ( sqft) (Ib) Ice (Ib) (Ib) (Ib) (Ib) Face
0.00 0.15 2.791.00 1.00 0.58 23.71 54.21 0.00 2,676.9 0.0 1,724.19 1,697.2 3,421.47 1
0.00 0.14 2.791.00 1.00 0.58 24.45 59.47 0.00 2,789.4 0.0 1,660.13 1,734.6 3,394.74 1
0.00 0.13 2.861.00 1.00 0.58 25.93 59.47 0.00 2,857.7 0.0 1,657.74 1,597.7 3,255.47 1
0.00 0.12 2.88 1.00 1.00 0.58 28.44 59.47 0.00 3.825.9 0.0 1.633.06 1,422.9 3.056.02 1
0.00 0.13 2.84 1.00 1.00 0.58 36.57 59.47 0.00 4,068.3 0.0 1,962.56 1,346.8 3,309.42 1
0.00 0.12 2.87 1.00 1.00 0.58 19.15 29.73 0.00 2,085.8 0.0 1,035.75 673.43 1,709.18 1
18,303.9 0.0 18,146.30
80.00 mph Wind at 60 deg From Face with No Ice
Total Total Ice Ice
Wind Flat Round Round Eft Linear Linear Total Struct Linear Total
Sect Height Area Area Area Sol Area Area Area Weight Weight Force Force Force Eft
Seq (ft) qz (sqft) (sqft) (sqft) Ratio Cf Of Dr Rr (sqft) (sqft) ( sqft) lib) Ice (Ib) (Ib) (Ib) (Ib) Face
6 102.5 22.65 12.37 19.53 0.00 0.15 2.790.80 1.00 0.58 21.24 54.21 0.00 2,676.9 0.0 1,544.35 1,697.2 3,241.63 1
5 80.00 21.10 14.44 17.23 0.00 0.14 2.790.80 1.00 0.58 21.56 59.47 0.00 2,789.4 0.0 1,463.97 1,734.6 3,198.57 1
4 60.00 19.44 15.97 17.23 0.00 0.13 2.86 0.80 1.00 0.58 22.74 59.47 0.00 2,857.7 0.0 1,453.59 1,597.7 3,051.32 1
3 40.00 17.31 17.56 18.83 0.00 0.12 2.88 0.80 1.00 0.58 24.92 59.47 0.00 3,825.9 0.0 1,431.35 1,422.9 2,854.31 1
2 20.00 16.38 25.68 18.83 0.00 0.13 2.84 0.80 1.00 0.58 31.44 59.47 0.00 4,068.3 0.0 1,687.01 1,346.8 3,033.87 1
1 5.00 16.38 13.71 9.42 0.00 0.12 2.87 0.80 1.00 0.58 16.41 29.73 0.00 2,085.8 0.0 887.47 673.43 1,560.90 1
18,303.9 0.0 16,940.60
LoadCase 90 dea No Ice
Allow Stress Inc: 1.333
Dead LF: 1.000
Wind LF: 1.000
80.00 mph Wind at 90 deg From Face with No Ice
Total Total Ice Ice
Wind Flat Round Round Eft Linear Linear Total Struct Linear Total
Sect Height Area Area Area Sol Area Area Area Weight Weight Fore\! Force Force Eft
Seq (ft) qz (sqft) (sqft) (sqft) Ratio Cf Of Dr Rr (sqft) (sqft) (sqft) (Ib) Ice (Ib) lib) (Ib) (Ib) Face
6 102.5 22.65 12.37 19.53 0.00 0.15 2.790.85 1.00 0.58 21.86 54.21 0.00 2,676.9 0.0 1,589.31 1,697.2 3,286.59 1
5 80.00 21.10 14.44 17.23 0.00 0.14 2.790.85 1.00 0.58 22.28 59.47 0.00 2,789.4 0.0 1,513.01 1,734.6 3,247.61 1
4 60.00 19.44 15.97 17.23 0.00 0.13 2.86 0.85 1.00 0.58 23.54 59.47 0.00 2,857.7 0.0 1,504.63 1,597.7 3,102.36 1
3 40.00 17.31 17.56 18.83 0.00 0.12 2.88 0.85 1.00 0.58 25.80 59.47 0.00 3,825.9 0.0 1,481.78 1,422.9 2,904.74 1
2 20.00 16.38 25.68 18.83 0.00 0.13 2.84 0.85 1.00 0.58 32.72 59.47 0.00 4,068.3 0.0 1,755.90 1,346.8 3,102.76 1
1 5.00 16.38 13.71 9.42 0.00 0.12 . 2.87 0.85 1.00 0.58 17.09 29.73 0.00 2,085.8 0.0 924.54 673.43 1,597.97 1
18,303.9 0.0 17,242.02
Page 1
Code: TIAlEIA-222 Rev F
Copyright Semaan Engineering Solutions, Inc
J-:""91''''08 PM
Site Number: 81388
Location: Hazeltine, MN
Gh: 1.15
Section Forces
LoadCase Normal Ice
Allow Stress Inc: 1.333
Dead LF: 1.000
Wind LF: 1.000
69.28 mph Wind Normal To Face with Ice
Total Total Ice Ice
Wind Flat Round Round Eff Linear Linear Total Struct Linear Total
Sect Height Area Area Area Sol Area Area Area Weight Weight Force Force Force Eff
Seq (ft) qz (sqft) (sqft) (sqft) Ratio Cf Of Dr Rr (sqft) (sqft) (sqft) (Ib) Ice (Ib) (Ib) (Ib) (Ib) Face
6 102.5 16.99 12.37 28.82 9.29 0.19 2.64 1.00 1.00 0.59 29.31 54.21 34.58 3,832.4 1,155.5 1,511.79 2,084.9 3,596.72 1
5 80.00 15.82 14.44 . 25.53 8.30 0.18 2.66 1.00 1.00 0.59 29.42 59.47 36.67 4,018.6 1,229.2 1,425.82 2,102.9 3,528.81 1
4 60.00 14.58 15.97 26.04 8.81 0.16 2.731.00 1.00 0.58 31.15 59.47 36.67 4,133.5 1,275.8 1,427.82 1.937.0 3,364.87 1
3 40.00 12.98 17.56 28.18 9.35 0.15 2.761.00 1.00 0.58 33.96 59.47 36.67 5,168.6 1,342.7 1,402.89 1,725.1 3,128.05 1
2 20.00 12.29 25.68 28.75 9.91 0.16 2.731.00 1.00 0.58 42.44 59.47 36.67 5,646.5 1,578.2 1,642.75 1,632.9 3,275.65 1
1 5.00 12.29 13.71 14.59 5.17 0.15 2.761.00 1.00 0.58 22.20 29.73 18.33 2,900.8 815.0 867.43 816.45 1,683.88 1
25,700.3 7,396.4 18,577.98
LoadCase 60 dea Ice
Allow Stress Inc: 1.333
Dead LF: 1.000
Wind LF: 1.000
69.28 mph Wind at 60 deg From Face with Ice
Total Total Ice Ice
Wind Flat Round Round Eff Linear Linear Total Struct Linear Total
Sect Height Area Area Area Sol Area Area Area Weight Weight Force Force Force Eff
Seq (ft) qz (sqft) (sqft) (sqft) Ratio Cf Of Dr Rr (sqft) (sqft) (sqft) (Ib) Ice (Ib) (I b) (Ib) (Ib) Face
6 102.5 16.99 12.37 28.82 9.29 0.19 2.64 0.80 1.00 0.59 26.84 54.21 34.58 3,832.4 1,155.5 1,384.24 2,084.9 3,469.17 1
5 80.00 15.82 14.44 25.53 8.30 0.18 2.66 0.80 1.00 0.59 26.53 59.47 36.67 4,018.6 1,229.2 1,285.84 2,102.9 3,388.83 1
4 60.00 14.58 15.97 26.04 8.81 0.16 2.730.80 1.00 0.58 27.96 59.47 36.67 4,133.5 1,275.8 1,281.47 1,937.0 3,218.52 1
3 40.00 12.98 17.56 28.18 9.35 0.15 2.760.80 1.00 0.58 30.45 59.47 36.67 5,168.6 1,342.7 1,257.79 1,725.1 2,982.95 1
2 20.00 12.29 25.68 28.75 9.91 0.16 2.730.80 1.00 0.58 37.30 59.47 36.67 5.646.5 1.578.2 1,443.96 1.632.9 3.076.86 1
1 5.00 12.29 13.71 14.59 5.17 0.15 2.760.80 1.00 0.58 19.46 29.73 18.33 2,900.8 815.0 760.30 816.45 1,576.75 1
25,700.3 7,396.4 17,713.08
LoadCase 90 deg Ice
Allow Stress Inc: 1.333
Dead LF: 1.000
Wind LF: 1.000
69.28 mph Wind at 90 deg From Face with Ice
Wind
Sect Height
Seq (ft) qz
6 102.5 16.99
5 80.00 15.82
4 60.00 14.58
3 40.00 12.98
2 20.00 12.29
1 5.00 12.29
Total
Flat
Area
(sqft)
12.37
14.44
15.97
17.56
25.68
13.71
Total Ice
Round Round
Area Area Sol
(sqft) (sqft) Ratio
28.82 9.29 0.19
25.53 8.30 0.18
26.04 8.81 0.16
28.18 9.35 0.15
28.75 9.91 0.16
14.59 5.17 0.15
Eff
Area
Cf Of Dr Rr (sqft)
2.640.85 1.00 0.59 27.46
2.660.85 1.00 0.59 27.26
2.730.85 1.00 0.58 28.76
2.760.85 1.00 0.58 31.33
2.730.85 1.00 0.58 38.59
2.760.85 1.00 0.58 20.14
Linear
Area
(sqft)
54.21
59.47
59.47
59.47
59.47
29.73
Ice
Linear Total
Area Weight Weight
(sqft) (Ib) Ice (Ib)
34.58 3.832.4 1.155.5
36.67 4,018.6 1,229.2
36.67 4,133.5 1,275.8
36.67 5,168.6 1,342.7
36.67 5,646.5 1,578.2
18.33 2,900.8 815.0
25,700.3 7,396.4
Struct
Force
(Ib)
1,416.12
1,320.83
1,318.06
1,294.06
1,493.66
787.08
Linear Total
Force Force Eff
(Ib) (Ib) Face
2.084.9 3.501.06
2,102.9 3,423.82
1,937.0 3,255.11
1,725.1 3,019.22
1,632.9 3,126.56
816.45 1,603.53
17,929.31
Page 2
Code: TIAlEIA-222 Rev F
Copyright Semaan Engineering Solutions, Inc
J:009'''''08 PM
Site Number: 81388
Location: Hazeltine, MN
Tower Loading
Discrete Appurtenance Properties
Attach No Ice Ice Distance Vert
Elev Wei~ht CaAa CaAa Weiqht CaAa CaAa From Face X Angle Ecc
(ft) Description Qty (Ib) (sf) Factor (Ib) (sf) Factor (ft) (deg) (ft)
114.0 CSS DBC-750 3 4.88 0.510 0.67 7.65 0.650 0.67 0.000 0.00 0.000
114.0 CSS X7C-880 3 40.00 12.580 0.82 110.60 13.560 0.82 0.000 0.00 0.000
114.0 TTA 6 10.00 1.400 0.67 20.34 1.640 0.67 0.000 0.00 0.000
114.0 Flat Light Sector Frames 3 400.00 17.900 0.75 510.00 22.200 0.75 0.000 0.00 0.000
114.0 Antel LPA-185080/8CF 6 7.00 2.095 1.17 25.04 2.400 1.17 0.000 0.00 0.000
114.0 Swedcom ALP 9214-N 6 53.00 11.890 1.04 151.00 12.860 1.04 0.000 0.00 0.000
95.00 DB Systems 5100A-D 4 38.00 3.090 1.00 66.00 3.500 1.00 0.000 0.00 3.240
95.00 DB Systems 5100A 1 21.00 2.070 1.00 36.30 2.460 1.00 0.000 0.00 3.240
95.00 Stand Off 3 150.00 6.300 0.67 230.00 7.000 0.67 0.000 0.00 0.000
95.00 Vertex 1 OW VPD 1 4.00 2.540 1.00 26.20 4.520 1.00 0.000 0.00 0.000
Totals 36 2381.64 4079.51 Number of Appurtenances: 10
Linear Appurtenance Properties
Elev Elev
From To
(ft) (ft) Description Qty
0.00 115.0 Climbin~ Ladder 1
0.00 114.0 1 5/8" Coax 6
0.00 114.0 7/8" Coax 9
0.00 95.00 1 5/8" Coax 5
0.00 95.00 7/8" Coax 1
Width
(in)
3.00
1.98
1.09
1.98
1.09
Weight Pct Spread On
(Ib/ft) In Wind Faces
6.90 100.00 Lin App
0.82 100.00 Lin App
0.33 100.00 Lin App
0.82 100.00 Lin App
0.33 100.00 Lin App
Bundling
Arrangement
Separate
Separate
Separate
Separate
Separate
Page 3
Copyright Semaan Engineering Solutions, Inc
~"49'''PM
Site Number: 81388
Location: Hazeltine, MN
Code: TIAlEIA-222 Rev F
Force/Stress Summary
Section: 1 1.75
Max Compression Member
LEG 12B -12"BD 1.75"
HORlZ
DlAG SAE - 4X4XO.25
Max Tension Member
LEG 12B -12"BD US"
HORtZ
DIAG SAE - 4X4XO.25
Max Splice Forces
Top Tension
Top Compression
Bot Tension
Bot Compression
Bot Elev (ft): 0.00 Height (ft): 10.000
Member Shear Bear
Force Len Bracing % Fa Cap Num Num Cap Cap Use
(kip) Load Case (ft) X Y Z KUR (ksi) (kip) Bolts Holes (kip) (kip) % Controls
-103.98 Normal No Ice 10.02 100 100 100 0.0 0.0 258.77 0 0 0.00 0.00 40 User Input
0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0
-5.07 90 deg No Ice 21.03 50 75 50 158.7 7.9 15.33 1 1 21.98 23.20 33 Member Z
Force Fy Cap Num Num Shear Bear Use
(kiP) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap (kip) % Controls
87.14 60 deg No Ice 50 288.64 0 0 0.00 0.00 30 User Input
0.00 0 0.00 0 0 0.00 0.00 0
6.64 90 deg Ice 36 48.55 1 1 21.98 23.20 30 Bolt Shear
Force
(kip) Load Case
83.10 60 deg No Ice
99.90 Normal No Ice
91.8860 deg No Ice
109.21 Normal No Ice
Capacity Use
(kip) %
0.00 0
0.00 0
305.25 30
0.00 0
Num
Bolts Bolt Type
6 1 A687
Section: 2 1.75
Max Compression Member
LEG 12B -12"BD US"
HORIZ
DIAG SAE - 4X4XO.25
Max Tension Member
LEG 12B -12"BD US"
HORlZ
DIAG SAE - 4X4XO.25
Max Splice Forces
Top Tension
Top Compression
Bot Tension
Bot Compression
Len
(ft)
10.02
0.000
20.15
Height (ft): 20.000
Member
Fa Cap Num Num
(ksi) (kip) Bolts Holes
0.0 258.77 0 0
0.0 0.00 0 0
8.6 16.69 1 1
Shear Bear
Cap Cap
(kip) (kip)
0.00 0.00
0.00 0.00
21.98 23.20
Bot Elev (ft): 10.00
Force
(kip) Load Case
-95.42 Normal No Ice
0.00
-6.12 90 deg Ice
Bracing %
X Y ZKUR
100 100 100 0.0
o 0 0 0.0
50 75 50 152.1
Force Fy Cap Num Num Shear Bear Use
(kip) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap (kip) % Controls
79.54 60 deg No Ice 50 288.64 0 0 0.00 0.00 27 User Input
0.00 0 0.00 0 0 0.00 0.00 0
5.39 90 deg Ice 36 48.55 1 1 21.98 23.20 24 Bolt Shear
Force
(kip) Load Case
66.64 60 deg No Ice
80.39 Normal No Ice
83.1060 deg No Ice
99.90 Normal No Ice
Capacity Use
(kip) %
0.00 0
0.00 0
276.45 30
0.00 0
Num
Bolts Bolt Type
6 1 A325
Page 4
Use
% Controls
36 User Input
o
36 Member Z
Copyright Semaan Engineering Solutions, Inc
~091"9'" PM
Site Number: 81388
Location: Hazeltine, MN
Code: TIAlEIA-222 Rev F
Force/Stress Summary
Section: 3 1.75
Max Compression Member
LEG 12B -12"BO 1.75"
HORIZ
OIAG SAE - 3X3XO.3125
Max Tension Member
LEG 12B -12"BO 1.75"
HORIZ
OIAG SAE - 3X3XO.3125
Max Splice Forces
Top Tension
Top Compression
Bot Tension
Bot Compression
Bot Elev (ft): 30.00 Height (ft): 20.000
Member Shear Bear
Force Len Bracing % Fa Cap Num Num Cap Cap Use
(kip) Load Case (ft) X Y Z KUR (ksi) (kip) Bolts Holes (kip) (kip) % Controls
-75.38 Normal No Ice 10.02 100 100 100 0.0 0.0 258.77 0 0 0.00 0.00 29 User Input
0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0
-4.92 90 deg Ice 18.44 50 75 50 187.9 5.6 10.03 1 1 21.98 29.00 49 Member Z
Force Fy Cap Num Num Shear Bear Use
(kiP) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap (kip) % Controls
63.25 60 deg No Ice 50 288.64 0 0 0.00 0.00 21 User Input
0.00 0 0.00 0 0 0.00 0.00 0
4.65 90 deg No Ice 36 41.99 1 1 21.98 29.00 21 Bolt Shear
Force
(kip) Load Case
50.48 60 deg No Ice
60.74 Normal No Ice
66.64 60 deg No Ice
80.39 Normal No Ice
Capacity Use
(kip) %
0.00 0
0.00 0
276.45 24
0.00 0
6 1 A325
Section: 4 1.5
Max Compression Member
LEG 12B -12"BO 1.5"
HORIZ
OIAG SAE - 3X3XO.1875
Max Tension Member
LEG 12B -12"BO 1.5"
HORlZ
OIAG SAE - 3X3XO.1875
Max Splice Forces
Top Tension
Top Compression
Bot Tension
Bot Compression
Num
Bolts Bolt Type
Bot Elev (ft): 50.00
Height (ft): 20.000
Member
Fa Cap Num Num
(ksi) (kip) Bolts Holes
0.0 185.18 0 0
0.0 0.00 0 0
7.0 7.58 1 1
Shear Bear
Cap Cap
(kip) (kip)
0.00 0.00
0.00 0.00
21.98 17.40
Force
Bracing %
X Y ZKUR
100 100 100 0.0
o 0 0 0.0
50 75 50 169.2
Len
(kip) Load Case
-55.66 Normal No Ice
0.00
-4.33 90 deg Ice
(ft)
10.02
0.000
16.80
Force Fy Cap Num Num Shear Bear Use
(kiP) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap (kip) % Controls
46.93 60 deg No Ice 50 211.98 0 0 0.00 0.00 22 User Input
0.00 0 0.00 0 0 0.00 0.00 0
4.26 90 deg No Ice 36 25.83 1 1 21.98 17.40 24 Bolt Bear
Force Capacity Use Num
(kip) Load Case (kip) % Bolts Bolt Type
34.03 60 deg No Ice 0.00 0
41.33 Normal No Ice 0.00 0
50.48 60 deg No Ice 276.45 18 6 1 A325
60.74 Normal No Ice 0.00 0
Page 5
Use
% Controls
30 User Input
o
57 Member Z
Site Number: 81388
Location: Hazeltine, MN
Copyright Semaan Engineering Solutions, Inc
~"'49'08 PM
Code: TIAIEIA-222 Rev F
Section: 5 1.5
Force/Stress Summary
Max Compression Member
LEG 12B -12"BO 1.5"
HORlZ
OIAG SAE - 3X3XO.1875
Max Tension Member
LEG 128 -12"80 1.5"
HORlZ
OIAG SAE - 3X3XO.1875
Max Splice Forces
Top Tension
Top Compression
Bot Tension
Bot Compression
Bot Elev (ft): 70.00 Height (ft): 20.000
Member Shear Bear
Force Len Bracing % Fa Cap Num Num Cap Cap Use
(kip) Load Case (ft) X Y Z KUR (ksi) (kip) Bolts Holes (kip) (kip) % Controls
-36.50 Normal No Ice 10.02 100 100 100 0.0 0.0 185.18 0 0 0.00 0.00 19 User Input
0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0
-3.97 90 deg No Ice 15.24 50 75 50 153.4 8.5 9.22 1 1 21.98 17.40 43 Member Z
Force Fy Cap Num Num Shear Bear Use
(kiP) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap (kip) % Controls
30.31 60 deg No Ice 50 211.98 0 0 0.00 0.00 14 User Input
0.00 0 0.00 0 0 0.00 0.00 0
3.94 90 deg No Ice 36 25.83 1 1 21.98 17.40 22 Bolt Bear
Force
(kip) Load Case
17.3260 deg No Ice
22.06 Normal No Ice
34.03 60 deg No Ice
41.33 Normal No Ice
Capacity Use
(kip) %
0.00 0
0.00 0
276.45 12
0.00 0
Num
Bolts Bolt Type
6 1 A325
Section: 6 1.25
Max Compression Member
LEG 12B -12"BO 1.25"
HORlZ SAE - 2.5X2.5XO.1875
OIAG SAE - 2.5X2.5XO.1875
Max Tension Member
LEG 12B -12"BO 1.25"
HORIZ SAE - 2.5X2.5XO.1875
OIAG SAE - 2.5X2.5XO.1875
Max Splice Forces
Top Tension
Top Compression
Bot Tension
Bot Compression
Bot Elev (ft): 90.00
Force
(kip) Load Case
-18.68 Normal No Ice
-0.52 60 deg No Ice
-4.99 Normal No Ice
Len
(ft)
10.02
7.500
13.12
Height (ft): 25.000
Member
Fa Cap Num Num
(ksi) (kip) Bolts Holes
0.0 123.45 0 0
6.0 5.43 1 1
7.9 7.09 1 1
Use
% Controls
15 User Input
9 Member Z
70 Member Z
Shear Bear
Cap Cap
(kip) (kip)
0.00 0.00
21.98 17.40
21.98 17.40
Bracing %
X Y ZKUR
100 100 100 0.0
100 100 100 181.8
50 75 50 159.1
Force Fy Cap Num Num Shear Bear Use
(kiP) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap (kip) % Controls
15.46 60 deg No Ice 50 147.19 0 0 0.00 0.00 10 User Input
0.46 Normal No Ice 36 20.38 1 1 21.98 17.40 2 Bolt Bear
4.89 60 deg No Ice 36 20.38 1 1 21.98 17.40 28 Bolt Bear
Force
(kip) Load Case
0.00
1.58 Normal Ice
17.32 60 deg No Ice
22.06 Normal No Ice
Capacity Use
(kip) %
0.00 0
0.00 0
276.45 6
0.00 0
Num
Bolts Bolt Type
6 1 A325
Page 6
Load Case
90 deQ Ice
60 deQ Ice
Normal Ice
90 deQ No Ice
60 deQ No Ice
Normal No Ice
Max Uplift:
Max Down:
Max Shear:
Site Number: 81388
Location: Hazeltine, MN
Code: TIAlEIA-222 Rev F
Support Forces Summary
FX FY FZ
Node (kip) (kip) (kip)
1b -12.72 -73.98 -6.37
1a -8.01 93.83 3.67
1 -1.66 9.93 2.70
1b -13.73 -86.28 -7.93
1a -4.05 57.98 0.71
1 -1.41 58.08 -3.87
1b -7.49 -39.65 -6.06
1a 7.49 -39.65 -6.06
1 0.00 109.08 -10.91
1b -9.97 -78.74 -4.80
1a -10.87 92.53 5.34
1 -1.64 6.90 -0.54
1b -10.96 -90.97 -6.32
1a -6.86 55.77 2.36
1 -1.38 55.88 -7.12
1b -4.79 -44.12 -4.50
1a 4.79 -44.12 -4.50
1 0.00 108.93 -14.38
90.97 (ki p)
109.08(kip)
15.86 (kip)
Moment:
Total Down:
Total Shear:
1,678.86 (ft-kip) Normal No Ice
20.69 (kip)
23.39 (kip)
Page 7
Copyright Semaan Engineering Solutions, Inc
J-:OO"''''09 PM
(-) = Uplift (+) = Down
'.. '
Code: TIAlEIA-222 Rev F
Copyright Semaan Engineering Solutions, Inc
~091'49'09 .M
Site Number: 81388
Location: Hazeltine, MN
Deflections and Rotations
Elevation Deflection Twist Sway
Load Case (ft) (ft) (deg) (deg)
69.28 mph Wind Normal To Face with Ice 90.00 0.1723 0.0046 0.2019
115.00 0.2894 0.0204 0.5948
69.28 mph Wind at 60 deg From Face with Ice 90.00 0.1678 0.0096 0.1938
115.00 0.2827 0.0263 0.5884
69.28 mph Wind at 90 deg From Face with Ice 90.00 0.1687 0.0083 0,1912
115.00 0.2840 0.0182 0.5715
80.00 mph Wind Normal To Face with No Ice 90.00 0.1782 0.0042 0.2127
115.00 0.3036 0.0218 0.6536
80.00 mph Wind at 60 deg From Face with No Ice 90.00 0.1718 0.0100 0.2020
115.00 0.2937 0.0288 0.6429
80.00 mph Wind at 90 deg From Face with No Ice 90.00 0.1734 0.0090 0.1994
115.00 0.2960 0.0202 0.6252
0.0000 0.0000 0.0000
Page 8