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Structural Analysis Report
Structure
ATC Site Name
ATC Site Number
Proposed Carrier
Carrier Site Name
Carrier Site Number
County
Eng. Number
Date
Usage
Submitted by:
Worth L. Godwin III, PE
Project Engineer
92 ft Mapped Guyed Tower
Winchester VA, VA
6520
ITT Corp.
Winchester
173 -01
Frederick
43194822
May 1, 2009
58% Legs, 72% Diagonals,
32% Guys
American Tower Engineering Services
400 Regency Forest Drive
Cary, NC 27518
Phone: 919 - 468 -0112
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RAPHAELI I. 7:
Iv OF A'gJ ED T
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Introduction
Eng. Number 43194822
May 1, 2009
Page I
The purpose of this report is to summarize results of the structural analysis performed on the 92 It
Guyed Tower located on Big North Mountain Wolf Springs Rd., Winchester, VA 22602, Frederick
County (ATC site #6520). The tower was originally designed and manufactured by Andrew Inc. The
tower geometry and member sizes were obtained from a mapping for ATC (Dated April 8, 2004).
Analysts
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: 70 mph (Fastest Mile)
Radial Ice: 61 mph (Fastest Mile) w /' /z" ice
Code: ANSI /TIA/EIA -222 -F / 2006 IBC Criteria per Section 1609.1.1, Exception
(4) and Section 3108.4 / 2006 Virginia Uniform Statewide Building Code
Antenna Loads
The following antenna loads were used in the tower analysis.
Existing Antennas
Elev.
(ft)
Qty
Antennas
Mount
Coax
(in)
Carrier
102.0
1
8'Omni
Pie
(1)7/8
Carrier
90.0
2
8' Omni
Side Arms
(2)7/8
Arch
$4.0
1
Andrew HP6 -65
Pie
(1) EW52
810
I
Andrew UHX6 -59
Pie
I EW52
Standoff
72.0
1
Andrew HP6-65
Pie
1) EW52
4 _
65.0
1
Andrew HSX6 -59
Pie
(1 ) EW52
61.0
1
AndrewHP6 -65
Pie
(1) EW52
AT &T Mobility
60.0
1
Andrew HP6 -65
Pie
(1) EW52
55.0
1
Andrew HP6 -65
Pie
1) EW52
54.0
1
Andrew UHX6 -59W
Pie
(1) EW52
28.0
1
8'Omni
Standoff
(1)7/8
Arch
Proposed Antennas
Elev.
Coax
Qty
Antennas
Mount
Carrier
(ft)
(in)
I
DB Systems 5100A
(5) 15/8
91.0
1
Vertex 101V VPD
Standoff
(1) 7/8
ITTCorp.
4 _
DB.Systems 5100A -D
_
Install proposed coax on empty tower face.
0
Results
The maximum structure usage is: 72%
Tower Load
Current Analysis
(kip)
Base Compression
47.6
Base Shear
0.8
Anchor Uplift
15.6
Anchor Shear
21.3
0
Eng. Nwnber 43194822
May 1, 2009
Page 2
The structure base reactions resulting from this analysis were found to be acceptable through analysis
based on geotechnical and foundation information, therefore no modification or reinforcement of the
foundation will be required.
Conclusion
Based on these analysis results, the structure meets requirements per the ANSI /f1A/EIA -222 -17
standard and the 2006 IBC / 2006 VUSBC. The tower and foundation can support the existing and
proposed antenna and transmission line loading as described in this report.
If you have any questions or require additional infomnation, please call 919- 466 -5527.
0
Standard Conditions
a
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 ATC 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 ANSUEIA -222.
All services are performed, results obtained, and recommendations made in accordance with generally
accepted engineering principles and practices. ATC Engineering Services is not responsible for the
conclusions, opinions and recommendations made by others based on the infonnation we supply.
Copyright Semaan Engineering Solutions, Inc
Loads: 70 mph no ice
61 mph w/ 1/2" radial ice
Job Information
Tower : 6520 Location : Winchester VA, VA
Code: TIA /EIA -222 Rev F Shape : Triangle Base Width : 3.50 ft
Client: ITT Corporation
Sections
1
CHN 50ks1 C15 x 33.9
CHN 50ks1 C15 x 33.9
2.3
PLA 50ksl M46-53 LEG
PLA 36ksi M46 -Y LACING
4
PLA West M46-64 LEG
PLA 36ksi M46 -Y LACING
5
PLA 50ks1 M46S4 LEG
PLA 361ksi M46 -Y LACING SAE 36ksi 2%2X0.1875
6
PLA SOksi M46.65 LEG
PLA 361ksi M46 -Y LACING
7
PLA Must M46.65 LEG
DAE 36ksi 1.75%1.75X0.125 SAE 36ksi 2X2%0.25
8
PLA 50ksi M46-65 LEG
PLA 36ksi M46 -Y LACING
Whip
1
DB Systems 5100A
90.00
Whip
Discrete Appurtenance
Vert 47.62 k Uplift 15.60 k
Horiz 0.83 k Horiz 21.33 k
Elev
92.00
Straiaht Arm
1
Pipe
92.00
Whip
1
8' Omni
91.00
Straiqht Arm
4
Round Side Arm
91.00
Whip
4
DB Systems 510OA -D
91.00
Panel
1
Vertex 101V VPD
91.00
Whip
1
DB Systems 5100A
90.00
Whip
2
S' Omni
90.00
Straight Arm
2
Round Side Arm
84.00
Dish
1
Andrew HP6-65
82.00
Dish
1
Andrew UHX6 -59
78.00
Other
1
Torque Arms
72.00
Dish
1
Andrew HP6 -65
65.00
Dish
1
Andrew HSX6-59
61.00
Dish
1
Andrew HP6-65
60.00
Dish
1
Andrew HP6-65
55.00
Dish
1
Andrew HP6-65
54.00
Dish
i
Andrew UHX6 -59W
52.00
Other
i
Torque Arms
28.00
Whip
1
8' Omni
28.00
Straight Arm
1
Standoff
Linear Appurtenance
Elev
(ft)
From
To
Qty
Description
6.000
102.00
1
718" Coax
5.000
91.000
1
718" Coax
5.000
91.000
5
1 5/8" Coax
5.000
90.000
2
718" Coax
5.000
84.000
1
EW52
5.000
82.000
1
EW52
5.000
72.000
1
EW52
5.000
65.000
1
EW52
5.000
61.000
1
EW52
5.000
60.000
1
EW52
5.000
55.000
1
EW52
5.000
54.000
1
EW52
0 9
Copyright Semaan Engineering Solutions, Inc
Site Number: 6520 Y 5/112009 3:46:04 PM
Location: Winchester VA, VA
Code: TIAIEIA -222 Rev F x
Gh : 1.17 Section Forces
LoadCase Normal No Ice 70.00 mph Wind Normal To Face with No Ice
Allow Stress Inc: 1.333
Dead LF: 1.000
Wind LF: 1.000
Total Total Ice Ice
Wind
Flat
Round
Round
Ice
Eff
Linear
Linear
Total
Struct
Linear
Total
Sect Height
Area
Area
Area
Sol
Round
Area
Area
Area
Weight
Weight
Force
Force
Force
Eff
Seq (ft) qz
(sqft)
(sqft)
(sqft)
Ratio
Cf Df Dr Rr (sqft)
(sqft)
(sqft)
(I b)
Ice (lb)
(lb)
(I b)
(I b)
Face
8 90.00 16.71
3.30
2.75
0.00
0.43
2.001.00 1.00 0.67
5.12
0.00
0.00
139.4
0.0
200.49
0.00
200.49
1
7 82.00 16.27
11.05
10.99
0.00
0.52
1.871.00 1.00 0.71
18.86
0.00
0.00
604.4
0.0
670.18
0.00
670.18
1
6 74.00 15.80
3.30
3.66
0.00
0.50
1.90 1.00 1.00 0.70
5.85
0.00
0.00
149.9
0.0
205.52
0.00
205.52
1
5 67.00 15.36
10.11
9.16
0.00
0.55
1.84 1.00 1.00 0.72
16.74
0.00
0.00
427.4
0.0
553.59
0.00
553.59
1
4 52.00 14.28
16.95
21.94
0.00
0.56
1.841.00 1.00 0.73
32.90
0.00
0.00
740.0
0.0
1,009.43
0.00
1,009.43
3
3 32.00 12.54
15.91
22.50
0.00
0.55
1.84 1.00 1.00 0.72
32.19
0.00
0.00
644.6
0.0
870.28
0.00
870.28
3
2 12.00 12.54
14.01
19.13
0.00
0.47
1.941.00 1.00 0.68
27.10
0.00
0.00
554.1
0.0
769.21
0.00
769.21
3
1 1.00 12.54
9.92
0.00
0.00
1.00
2.101.001.00 1.00
9.92
0.00
0.00
645.1
0.0
305.29
0.00
102.58
1 "
= 2QzGhAg Controls
1.94 0.80 1.00 0.68
24.30
0.00
0.00
554.1
0.0
689.66
0.00
3,904.8
0.0
1
1.00 12.54
4,381.28
0.00
LoadCase 60 deg No Ice 70.00 mph Wind at 60 deg From Face with No Ice
Allow Stress Inc: 1.333
Dead LF: 1.000
Wind LF: 1.000 -
LoadCase 90 deg No Ice 70.00 mph Wind at 90 deg From Face with No Ice
Allow Stress Inc: 1.333
Dead LF: 1.000
Wind LF: 1.000
Total
Total
Total
Ice
Ice
Ice
Wind
Flat
Wind
Flat
Round
Round
Eff
Linear
Eff
Linear
Linear
Total
Linear
Struct
Linear
Total
Area
Sect
Height
Area
Area
Area
Sol
Area
Area
Area
Area
Weight
Weight
Force
Force
Force
Eff
Seq
(ft) qz
(sqft)
(sqft)
(sqft)
Ratio
Cf Df Dr Fr (sqft)
(sqft)
(sqft)
(I b)
Ice (lb)
(lb)
(I b)
(I b)
Face
8
90.00 16.71
3.30
2.75
0.00
0.43
2.00 0.80 1.00 0.67
4.46
0.00
0.00
139.4
0.0
174.69
0.00
174.69
1
7
82.00 16.27
11.05
10.99
0.00
0.52
1.87 0.80 1.00 0.71
16.65
0.00
0.00
604.4
0.0
591.65
0.00
591.65
1
6
74.00 15.80
3.30
3.66
0.00
0.50
1.90 0.80 1.00 0.70
5.19
0.00
0.00
149.9
0.0
182.34
0.00
182.34
1
5
67.00 15.36
10.11
9.16
0.00
0.55
1.84 0.80 1.00 0.72
14.72
0.00
0.00
427.4
0.0
486.75
0.00
486.75
1
4
52.00 14.28
16.95
21.94
0.00
0.56
1.84 0.80 1.00 0.73
29.51
0.00
0.00
740.0
0.0
905.44
0.00
905.44
3
3
32.00 12.54
15.91
22.50
0.00
0.55
1.84 0.80 1.00 0.72
29.01
0.00
0.00
644.6
0.0
784.25
0.00
784.25
3
2
12.00 12.54
14.01
19.13
0.00
0.47
1.94 0.80 1.00 0.68
24.30
0.00
0.00
554.1
0.0
689.66
0.00
689.66
3
1
1.00 12.54
9.92
0.00
0.00
1.00
2.10 0.80 1.00 1.00
7.94
0.00
0.00
645.1
0.0
244.23
0.00
102.58
1 "
` =
2QzGhAg Controls
3,904.8
0.0
3,917.37
LoadCase 90 deg No Ice 70.00 mph Wind at 90 deg From Face with No Ice
Allow Stress Inc: 1.333
Dead LF: 1.000
Wind LF: 1.000
Page 1
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 Df Dr Rr
(sqft)
(sqft)
(sqft)
(I b)
Ice (I b)
(I b)
(lb)
(lb)
Face
8 90.00 16.71
3.30
2.75
0.00
0.43
2.00 0.85 1.00 0.67
4.63
0.00
0.00
139.4
0.0
181.14
0.00
181.14
1
7 82.00 16.27
11.05
10.99
0.00
0.52
1.87 0.85 1.00 0.71
17.20
0.00
0.00
604.4
0.0
611.28
0.00
611.28
1
6 74.00 15.80
3.30
3.66
0.00
0.50
1.90 0.85 1.00 0.70
5.35
0.00
0.00
149.9
0.0
188.13
0.00
188.13
1
5 67.00 15.36
10.11
9.16
0.00
0.55
1.84 0.85 1.00 0.72
15.23
0.00
0.00
427.4
0.0
503.46
0.00
503.46
1
4 52.00 14.28
16.95
21.94
0.00
0.56
1.84 0.85 1.00 0.73
30.36
0.00
0.00
740.0
0.0
931.44
0.00
931.44
3
Page 1
LoadCase Normal Ice 60.62 mph Wind Normal To Face with Ice
Allow Stress Inc: 1.333
Dead LF: 1.000
Wind LF: 1.000
Wind
Sect Height
Seq (ft) qz
Total
Flat
Area
(sqft)
Total
Round
Area
(sqft)
Ice
Round
Area
(sqft)
Sol
Ratio
Eff
Area
Cf Df Dr Fir (sqft)
Linear
Area
(sqft)
Ice
Linear
Area
(sqft)
Total
Weight Weight
(I b) Ice (lb)
Copyright Sem ian Engineering Solutions, Inc
Linear
Force
(lb)
Total
Force
(lb)
Site Number: 6520
8 90.00 12.53
3.30
Y 3:46:04 PM
3.05
0.65
Location: Winchester VA, VA
7.85
0.00
0.00
172.8
33.4
204.76
0.00
204.76
7 82.00 12.20
11.05
Code: TIA/EIA -222 Rev F
10.66
0.78
Gh : 1.17
30.08
Section Forces
0.00
998.0
3 32.00 12.64 15.91
22.50 0.00 0.55
1.84 0.85 1.00 0.72 29.81 0.00 0.00
644.6
0.0 805.76 0.00 805.76 3
2 12.00 12.54 14.01
19.13 0.00 0.47
1.94 0.85 1.00 0.68 25.00 0.00 0.00
554.1
0.0 709.55 0.00 709.55 3
1 1.00 12.54 9.92
0.00 0.00 1.00
2.10 0.85 1.00 1.00 8.43 0.00 0.00
645.1
0.0 259.50 0.00 102.58 1
' = 2QzGhAg Controls
234.84
3,904.8
234.84
0.0 4,033.34
LoadCase Normal Ice 60.62 mph Wind Normal To Face with Ice
Allow Stress Inc: 1.333
Dead LF: 1.000
Wind LF: 1.000
Wind
Sect Height
Seq (ft) qz
Total
Flat
Area
(sqft)
Total
Round
Area
(sqft)
Ice
Round
Area
(sqft)
Sol
Ratio
Eff
Area
Cf Df Dr Fir (sqft)
Linear
Area
(sqft)
Ice
Linear
Area
(sqft)
Total
Weight Weight
(I b) Ice (lb)
Struct
Force
(I b)
Linear
Force
(lb)
Total
Force
(lb)
Eff
Face
8 90.00 12.53
3.30
5.80
3.05
0.65
1.78 1.00 1.00 0.79
7.85
0.00
0.00
172.8
33.4
204.76
0.00
204.76
1
7 82.00 12.20
11.05
21.65
10.66
0.78
1.801.00 1.00 0.88
30.08
0.00
0.00
998.0
393.6
772.46
0.00
772.46
1
6 74.00 11.85
3.30
7.22
3.55
0.75
1.791.00 1.00 0.86
9.49
0.00
0.00
209.1
59.3
234.84
0.00
234.84
1
5 67.00 11.52
10.11
19.57
10.41
0.85
1.861.00 1.00 0.94
28.43
0.00
0.00
652.6
225.2
711.24
0.00
711.24
1
4 52.00 10.71
16.95
39.85
17.92
0.81
1.821.00 1.00 0.91
53.05
0.00
0.00
1,207.7
467.7
1,211.56
0.00
1,211.56
3
3 32.00 9.41
15.91
40.67
18.17
0.81
1.821.00 1.00 0.90
52.64
0.00
0.00
1,148.4
503.8
1,054.32
0.00
1,064.32
3
2 12.00 9.41
14.01
34.32
15.19
0.69
1.78 1.00 1.00 0.81
41.91
0.00
0.00
993.9
439.8
817.99
0.00
817.99
3
1 1.00 9.41
9.92
0.77
0.77
1.00
2.101.00 1.00 1.00
10.69
0.00
0.00
806.4
161.3
246.62
0.00
76.93
1 "
" = 2QzGhAg Controls
6,188.9
2,284.1
5,084.11
LoadCase 60 den Ice 60.62 mph Wind at 60 deg From Face with Ice
Allow Stress Inc: 1.333
Dead LF: 1.000
Wind LF: 1.000
Wind
Sect Height
Seq (ft) qz
Total
Flat
Area
(sqft)
Total
Round
Area
(sqft)
Ice
Round
Area
(sqft)
Sol
Ratio
Eff
Area
Cf Df Dr Rr (sqft)
Linear
Area
(sqft)
Ice
Linear
Area
(sqft)
Total
Weight Weight
(I b) Ice (lb)
Struct
Force
(I b)
Linear
Force
(lb)
Total
Force
(Ib)
Eff
Face
8 90.00 12.53
3.30
5.80
3.05
0.65
1.78 0.80 1.00 0.79
7.19
0.00
0.00
172.8
33.4
187.57
0.00
187.57
1
7 82.00 12.20
11.05
21.65
10.66
0.78
1.80 0.80 1.00 0.88
27.87
0.00
0.00
998.0
393.6
715.71
0.00
715.71
1
6 74.00 11.85
3.30
7.22
3.55
0.75
1.79 0.80 1.00 0.86
8.83
0.00
0.00
209.1
59.3
218.50
0.00
218.50
1
5 67.00 11.52
10.11
19.57
10.41
0.85
1.86 0.80 1.00 0.94
26.41
0.00
0.00
652.6
225.2
660.68
0.00
660.68
1
4 52.00 10.71
16.95
39.85
17.92
0.81
1.820.80 1.00 0.91
49.66
0.00
0.00
1,207.7
467.7
1,134.15
0.00
1,134.15
3
3 32.00 9.41
15.91
40.67
18.17
0.81
1.82 0.80 1.00 0.90
49.46
0.00
0.00
1,148.4
503.8
990.58
0.00
990.58
3
2 12.00 9.41
14.01
34.32
15.19
0.69
1.78 0.80 1.00 0.81
39.11
0.00
0.00
993.9
439.8
763.31
0.00
763.31
3
1 1.00 9.41
9.92
0.77
0.77
1.00
2.10 0.80 1.00 1.00
8.70
0.00
0.00
806.4
161.3
200.83
0.00
76.93
1
" = 2QzGhAg Controls
6,188.9
2,284.1
4,747.43
LoadCase 90 deg Ice 60.62 mph Wind at 90 deg From Face with Ice
Allow Stress Inc: 1.333
Dead LF: 1.000
Wind LF: 1.000
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 Df Dr 131 (sqft) (sqft) (sqft) (I b) Ice (lb) (I b) (lb) (lb) Face
Page 2
Site Number: 6520
Location: Winchester VA, VA
Code: TIA/EIA -222 Rev F
Copyright Semaan Engineering Solutions, Inc
Y 51112009 3:46:04 PM
X
Gh :
1.17
Section Forces
8
90.00
12.53
3.30
5.80
3.05
0.65
1.78 0.85 1.00
0.79
7.36
0.00
0.00
172.8
33.4
191.87
7
82.00
12.20
11.05
21.65
10.66
0.78
1.80 0.85 1.00
0.88
28.42
0.00
0.00
998.0
393.6
729.90
6
74.00
11.85
3.30
7.22
3.55
0.75
1.79 0.85 1.00
0.86
8.99
0.00
0.00
209.1
59.3
222.59
5
67.00
11.52
10.11
19.57
10.41
0.85
1.86 0.85 1.00
0.94
26.92
0.00
0.00
652.6
225.2
673.32
4
52.00
10.71
16.95
39.85
17.92
0.81
1.82 0.85 1.00
0.91
50.51
0.00
0.00
1,207.7
467.7
1,153.50
3
32.00
9.41
15.91
40.67
18.17
0.81
1.82 0.85 1.00
0.90
50.26
0.00
0.00
1,148.4
503.8
1,006.52
2
12.00
9.41
14.01
34.32
15.19
0.69
1.78 0.85 1.00
0.81
39.81
0.00
0.00
993.9
439.8
776.98
1
1.00
9.41
9.92
0.77
0.77
1.00
2.10 0.85 1.00
1.00
9.20
0.00
0.00
806.4
161.3
212.28
2QzGhAg Controls 6,188.9 2,284.1
Page 3
0.00 191.87 1
0.00 729.90 1
0.00 222.59 1
0.00 673.32 1
0.00 1,153.50 3
0.00 1,006.52 3
0.00 776.98 3
0.00 76.93 1
4,831.60
0
Site Number: 6520
0
Location: Winchester VA, VA
Code: TIA/EIA -222 Rev F
Tower Loading
Discrete Appurtenance Properties
Copyright Semaan Engineering Solutions, Inc
Y 5/112009 3:46:04 PM
X
Attach
Elev
To
(ft)
Description
Qty
Width
(in)
No Ice
Pct
In Wind
Spread On
Faces
Bundling
Arrangement
Ice
102.0
Distance
1
Vert
FIPv
100.00
2
Weight
Caka
CaAa
Weight
5
CaAa
CaAa
From Face
XAngle
Ecc
(ft)
Description
Qty
(I b)
(sf)
Factor
(I b)
1
(sf)
Factor
(ft)
(deg)
(ft)
92.00
Pipe
1
752.00
Separate
5.000
1.00
900.00
1
6.750
1.00
0.000
0.00
5.000
92.00
8' Omni
1
40.00
2.25
2.400
1.00
62.00
Separate
3.230
1.00
0.000
0.00
14.000
91.00
Round Side Arm
4
150.00
5.00
5.200
0.67
175.00
2.25
5.900
0.67
0.000
0.00
0.000
91.00
DB Systems 5100A -D
4
38.00
0.59
3.110
1.00
66.00
5.00
3.520
1.00
0.000
0.00
0.000
91.00
Vertex 101 V VPD
1
4.00
55.00
2.540
1.00
26.20
0.59
4.520
1.00
0.000
0.00
0.000
91.00
DB Systems 5100A
1
21.00
100.00
2.070
1.00
36.30
28.00
2.460
1.00
0.000
0.00
3.240
90.00
8' Omni
2
40.00
2.400
1.00
62.00
3.230
1.00
0.000
0.00
4.000
90.00
Round Side Arm
2
150.00
5.200
1.00
175.00
5.900
1.00
0.000
0.00
0.000
84.00
Andrew HP6 -65
1
281.00
35.670
1.00
501.00
36.670
1.00
0.000
0.00
0.000
82.00
Andrew UHX6 -59
1
281.00
35.670
1.00
501.00
36.670
1.00
0.000
0.00
0.000
78.00
Torque Arms
1
500.00
15.000
1.00
650.00
20.250
1.00
0.000
0.00
0.000
72.00
Andrew HP6 -65
1
281.00
35.670
1.00
501.00
36.670
1.00
0.000
0.00
0.000
65.00
Andrew HSX6 -59
1
281.00
35.670
1.00
501.00
36.670
1.00
0.000
0.00
0.000
61.00
Andrew HP6 -65
1
281.00
35.670
1.00
501.00
36.670
1.00
0.000
0.00
0.000
60.00
Andrew HP6 -65
1
281.00
35.670
1.00
501.00
36.670
1.00
0.000
0.00
0.000
55.00
Andrew HP6 -65
1
281.00
35.670
1.00
501.00
36.670
1.00
0.000
0.00
0.000
54.00
Andrew UHX6 -59W
1
281.00
35.670
1.00
501.00
36.670
1.00
0.000
0.00
0.000
52.00
Torque Arms
1
500.00
15.000
1.00
650.00
20.250
1.00
0.000
0.00
0.000
28.00
8' Omni
1
40.00
2.400
1.00
62.00
3.230
1.00
0.000
0.00
4.000
28.00
Standoff
1
200.00
3.500
1.00
300.00
4.500
1.00
0.000
0.00
0.000
Totals
28
5437.00
8132.50
Number of Appurtenances:
20
Linear Appurtenance Properties
Elev
From
(ft)
Elev
To
(ft)
Description
Qty
Width
(in)
Weight
(lb /ft)
Pct
In Wind
Spread On
Faces
Bundling
Arrangement
5.00
102.0
7/8" Coax
1
1.09
0.33
100.00
2
Separate
5.00
91.00
1 5/8" Coax
5
1.98
0.82
100.00
1
Separate
5.00
91.00
7/8" Coax
1
1.09
0.33
100.00
1
Separate
5.00
90.00
7/8" Coax
2
1.09
0.33
50.00
2
Separate
5.00
84.00
EW52
1
2.25
0.59
100.00
3
Separate
5.00
82.00
EW52
1
2.25
0.59
100.00
3
Separate
5.00
72.00
EW52
1
2.25
0.59
100.00
3
Separate
5.00
65.00
EW52
1
2.25
0.59
100.00
3
Separate
5.00
61.00
EW52
1
2.25
0.59
100.00
3
Separate
5.00
60.00
EW52
1
2.25
0.59
100.00
3
Separate
5.00
55.00
EW52
1
2.25
0.59
100.00
2
Separate
5.00
54.00
EW52
1
2.25
0.59
100.00
2
Separate
5.00
28.00
718" Coax
1
1.09
0.33
100.00
2
Separate
Page 4
Site Number: 6520
Location: Winchester VA, VA
Code: TIA/EIA -222 Rev F
Force /Stress Summary
Copyright Semaan Engineering Solutions, Inc
Y 5/112009 3:46:04 PM
X
Section: 1 Base
Force
Bot Elev (ft): 0.00
Height (ft):
2.000
Use.
Max Tension Member
(KIP) Load Case
(ksi) (kip) Bolts
Holes
Member
/,
Shear
Bear
LEG
Force
Len Bracing
%
Fa Cap Num
Num
Cap
Cap Use
Max Compression Member
(kip)
Load Case (ft) X Y
Z KLIR
(ksi) (kip) Bolts
Holes
(kip)
(kip) % Controls
LEG CHN - C15 x 33.9
-21.26
Normal Ice 2.84 100 100
100 37.7
34.9 347.17 0
0
0.00
0.00 6 Member Y
HORIZ
0.00
0.000 0 0
0 0.0
0.0 0.00 0
0
0.00
0.00 0
DIAG
0.00
0.000 0 0
0 0.0
0.0 0.00 0
0
0.00
0.00
Page 5
Force
Fy Cap Num
Num
Shear Bear
Use.
Max Tension Member
(KIP) Load Case
(ksi) (kip) Bolts
Holes
Cap (kip) Cap(kip)
/,
Controls
LEG
0.00
0 0.00 0
0
0.00 0.00
0
HORIZ CHN - C15 x 33.9
8.76 Normal Ice
50 398.36 0
0
0.00 0.00
2
Member
DIAG
0.00
0 0.00 0
0
0.00 0.00
0
Section: 2 typ
Bot Elev (ft): 2.00 Height (ft):
20.000
Member
Shear Bear
Force
Len Bracing %
Fa Cap Num Num
Cap Cap
Use
Max Compression Member
(kip) Load Case
(ft) X Y Z
KUR
(ksi) (kip) Bolts Holes
(kip) (kip)
% Controls
LEG PLA - M46.53 LEG
-18.59 60 deg Ice
2.00 200 200 200
66.6
28.7 31.99 0
0
0.00 0.00
58 Member Z
HORIZ
0.00
0.000 0 0 0
0.0
0.0 0.00 0
0
0.00 0.00
0
DIAG PLA - M46 -Y LACING
-0.57 Normal Ice
4.031 100 100 100
188.7
5.6 1.92 1
1
8.53 7.25
29 Member X
Force
W Cap Num
Num
Shear Bear
Use
Max Tension Member
(kip) Load Case
(ksi) (kip) Bolts
Holes
Cap(kip) Cap(kip)
%
Controls
LEG
0.00
0 0.00 0
0
0.00 0.00
0
HORIZ
0.00
0 0.00 0
0
0.00 0.00
0
DIAG PLA - M46 -Y LACING
0.54 90 deg Ice
36 7.45 1
1
8.53 7.25
7
Bolt Bear
Section: 3 typ
Bot Elev (ft): 22.00 Height (ft):
20.000
Member
Shear Bear
Force
Len Bracing %
Fa Cap Num Num
Cap Cap
Use
Max Compression Member
(kip) Load Case
(ft) X Y Z
KL1R
(ksi) (kip) Bolts Holes
(kip) (kip)
% Controls
LEG PLA - M46 -53 LEG
-18.51 60 deg Ice
3.33 100 100 100
55.5
31.3 34.82 0
0
0.00 0.00
53 Member Z
HORIZ
0.00
0.000 0 0 0
0.0
0.0 0.00 0
0
0.00 0.00
0
DIAG PLA - M46 -Y LACING
-0.57 90 deg Ice
4.833 50 75 50
169.6
6.9 2.37 1
1
8.53 7.25
24 Member Y
Force
Fy Cap Num
Num
Shear Bear
Use
Max Tension Member
(KIP) Load Case
(ksi) (kip) Bolts
Holes
Cap (kip) Cap (kip)
%
Controls
LEG
0.00
0 0.00 0
0
0.00 0.00
0
HORIZ
0.00
0 0.00 0
0
0.00 0.00
0
DIAG PLA - M46 -Y LACING
0.46 90 deg Ice
36 7.45 1
1
8.53 7.25
6
Bolt Bear
Page 5
9 0
Site Number: 6520
Location: Winchester VA, VA
Code: TIA/EIA -222 Rev F
Force /Stress Summary
Copynght Semaan Engineering Solutions, Inc
Y 51112009 3:46:04 PM
X
Section: 4 typ Bot Elev (ft): 42.00 Height (ft): 20.000
Member Shear Bear
HORIZ 0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0
DIAG PLA - M46 -Y LACING -1.55 90 deg Ice 4.833 50 75 50 169.6 6.9 2.37 1 1 8.53 7.25 65 Member Y
Force Fy Cap Num Num Shear Bear Use
Max Tension Member (kip) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap (kip) % Controls
LEG 0.00 0 0.00 0 0 0.00 0.00 0
HORIZ 0.00 0 0.00 0 0 0.00 0.00 0
DIAG PLA - M46•Y LACING 1.30 90 deg No Ice 36 7.45 1 1 8.53 7.25 17 Bolt Bear
Section: 5 typ Bot Elev (ft): 62.00 Height (ft): 10.000
Member Shear Bear
Force Len Bracing % Fa Cap Num Num Cap Cap Use
Max Compression Member (kip) Load Case (ft) X Y Z KL/R (ksi) (kip) Bolts Holes (kip) (kip) % Controls
LEG PLA - M46 -54 LEG -10.16 Normal Ice 2.50 100 100 100 41.7 34.1 50.50 0 0 0.00 0.00 20 Member
HORIZ 0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0
DIAG PLA - M46 -Y LACING -0.08 Normal No Ice 4.301 50 75 50 150.9 8.7 3.00 1 1 8.53 7.25
Force Fv Cap Num Num Shear Bear Use
Max Tension Member (kip) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap (kip) % Controls
LEG 0.00 0 0.00 0 0 0.00 0.00 0
HORIZ SAE - 2X2X0.1875 0.77 60 deg Ice 36 17.00 1 1 8.53 10.87 9 Bolt Shear
DIAG PLA - M46 -Y LACING 0.18 60 deg Ice 36 7.45 1 1 8.53 7.25 2 Bolt Bear
Section: 6 typ Bot Elev (ft): 72.00 Height (ft): 4.000
Member Shear Bear
Force Len Bracing % Fa Cap Num Num Cap Cap Use
Max Compression Member (kip) Load Case (ft) X Y Z KL/R (ksi) (kip) Bolts Holes (kip) (kip) % Controls
LEG PLA - M46 -65 LEG -10.28 Normal No Ice 4.00 100 100 100 59.5 30.4 62.94 0 0 0.00 0.00 16 Member Z
HORIZ 0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0
DIAG PLA - M46 -Y LACING - -1.41 Normal No Ice 5.315 50 75 50 186.5 5.7 1.96 1 1 8.53 7.25 72 Member Y
Force Fy Cap Num Num Shear Bear Use
Max Tension Member (kip) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap(kip) % Controls
LEG PLA - M46 -65 LEG 6.98 60 deg No Ice 50 82.79 0 0 0.00 0.00 8 Member
HORIZ 0.00 0 0.00 0 0 0.00 0.00 0
DIAG PLA - M46 -Y LACING 1.24 90 deg No Ice 36 7.45 1 1 8.53 7.25 17 Bolt Bear
Page 6
Force L
Len B
Bracing % F
Fa C
Cap Num N
Num C
Cap C
Cap U
Use
Max Compression Member (
(kip) Load Case (
(ft) X
X Y Z KL/R (
(ksi) (
(kip) Bolts Holes (
(kip) (
(kip) %
% Controls
LEG PLA- M46 -64 LEG -
-15.82 Normal Ice 3
3.33 1
100 100 100 49.5 3
32.6 5
53.93 0 0
0 0
0.00 0
0.00 2
29 Member
Force Fy Cap Num Num Shear Bear Use
Max Tension Member (kip) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap (kip) % Controls
LEG 0.00 0 0.00 0 0 0.00 0.00 0
HORIZ 0.00 0 0.00 0 0 0.00 0.00 0
DIAG PLA - M46•Y LACING 1.30 90 deg No Ice 36 7.45 1 1 8.53 7.25 17 Bolt Bear
Section: 5 typ Bot Elev (ft): 62.00 Height (ft): 10.000
Member Shear Bear
Force Len Bracing % Fa Cap Num Num Cap Cap Use
Max Compression Member (kip) Load Case (ft) X Y Z KL/R (ksi) (kip) Bolts Holes (kip) (kip) % Controls
LEG PLA - M46 -54 LEG -10.16 Normal Ice 2.50 100 100 100 41.7 34.1 50.50 0 0 0.00 0.00 20 Member
HORIZ 0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0
DIAG PLA - M46 -Y LACING -0.08 Normal No Ice 4.301 50 75 50 150.9 8.7 3.00 1 1 8.53 7.25
Force Fv Cap Num Num Shear Bear Use
Max Tension Member (kip) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap (kip) % Controls
LEG 0.00 0 0.00 0 0 0.00 0.00 0
HORIZ SAE - 2X2X0.1875 0.77 60 deg Ice 36 17.00 1 1 8.53 10.87 9 Bolt Shear
DIAG PLA - M46 -Y LACING 0.18 60 deg Ice 36 7.45 1 1 8.53 7.25 2 Bolt Bear
Section: 6 typ Bot Elev (ft): 72.00 Height (ft): 4.000
Member Shear Bear
Force Len Bracing % Fa Cap Num Num Cap Cap Use
Max Compression Member (kip) Load Case (ft) X Y Z KL/R (ksi) (kip) Bolts Holes (kip) (kip) % Controls
LEG PLA - M46 -65 LEG -10.28 Normal No Ice 4.00 100 100 100 59.5 30.4 62.94 0 0 0.00 0.00 16 Member Z
HORIZ 0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0
DIAG PLA - M46 -Y LACING - -1.41 Normal No Ice 5.315 50 75 50 186.5 5.7 1.96 1 1 8.53 7.25 72 Member Y
Force Fy Cap Num Num Shear Bear Use
Max Tension Member (kip) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap(kip) % Controls
LEG PLA - M46 -65 LEG 6.98 60 deg No Ice 50 82.79 0 0 0.00 0.00 8 Member
HORIZ 0.00 0 0.00 0 0 0.00 0.00 0
DIAG PLA - M46 -Y LACING 1.24 90 deg No Ice 36 7.45 1 1 8.53 7.25 17 Bolt Bear
Page 6
Section: 5 typ Bot Elev (ft): 62.00 Height (ft): 10.000
Member Shear Bear
Force Len Bracing % Fa Cap Num Num Cap Cap Use
Max Compression Member (kip) Load Case (ft) X Y Z KL/R (ksi) (kip) Bolts Holes (kip) (kip) % Controls
LEG PLA - M46 -54 LEG -10.16 Normal Ice 2.50 100 100 100 41.7 34.1 50.50 0 0 0.00 0.00 20 Member
HORIZ 0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0
DIAG PLA - M46 -Y LACING -0.08 Normal No Ice 4.301 50 75 50 150.9 8.7 3.00 1 1 8.53 7.25
Force Fv Cap Num Num Shear Bear Use
Max Tension Member (kip) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap (kip) % Controls
LEG 0.00 0 0.00 0 0 0.00 0.00 0
HORIZ SAE - 2X2X0.1875 0.77 60 deg Ice 36 17.00 1 1 8.53 10.87 9 Bolt Shear
DIAG PLA - M46 -Y LACING 0.18 60 deg Ice 36 7.45 1 1 8.53 7.25 2 Bolt Bear
Section: 6 typ Bot Elev (ft): 72.00 Height (ft): 4.000
Member Shear Bear
Force Len Bracing % Fa Cap Num Num Cap Cap Use
Max Compression Member (kip) Load Case (ft) X Y Z KL/R (ksi) (kip) Bolts Holes (kip) (kip) % Controls
LEG PLA - M46 -65 LEG -10.28 Normal No Ice 4.00 100 100 100 59.5 30.4 62.94 0 0 0.00 0.00 16 Member Z
HORIZ 0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0
DIAG PLA - M46 -Y LACING - -1.41 Normal No Ice 5.315 50 75 50 186.5 5.7 1.96 1 1 8.53 7.25 72 Member Y
Force Fy Cap Num Num Shear Bear Use
Max Tension Member (kip) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap(kip) % Controls
LEG PLA - M46 -65 LEG 6.98 60 deg No Ice 50 82.79 0 0 0.00 0.00 8 Member
HORIZ 0.00 0 0.00 0 0 0.00 0.00 0
DIAG PLA - M46 -Y LACING 1.24 90 deg No Ice 36 7.45 1 1 8.53 7.25 17 Bolt Bear
Page 6
Force Fv Cap Num Num Shear Bear Use
Max Tension Member (kip) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap (kip) % Controls
LEG 0.00 0 0.00 0 0 0.00 0.00 0
HORIZ SAE - 2X2X0.1875 0.77 60 deg Ice 36 17.00 1 1 8.53 10.87 9 Bolt Shear
DIAG PLA - M46 -Y LACING 0.18 60 deg Ice 36 7.45 1 1 8.53 7.25 2 Bolt Bear
Section: 6 typ Bot Elev (ft): 72.00 Height (ft): 4.000
Member Shear Bear
Force Len Bracing % Fa Cap Num Num Cap Cap Use
Max Compression Member (kip) Load Case (ft) X Y Z KL/R (ksi) (kip) Bolts Holes (kip) (kip) % Controls
LEG PLA - M46 -65 LEG -10.28 Normal No Ice 4.00 100 100 100 59.5 30.4 62.94 0 0 0.00 0.00 16 Member Z
HORIZ 0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0
DIAG PLA - M46 -Y LACING - -1.41 Normal No Ice 5.315 50 75 50 186.5 5.7 1.96 1 1 8.53 7.25 72 Member Y
Force Fy Cap Num Num Shear Bear Use
Max Tension Member (kip) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap(kip) % Controls
LEG PLA - M46 -65 LEG 6.98 60 deg No Ice 50 82.79 0 0 0.00 0.00 8 Member
HORIZ 0.00 0 0.00 0 0 0.00 0.00 0
DIAG PLA - M46 -Y LACING 1.24 90 deg No Ice 36 7.45 1 1 8.53 7.25 17 Bolt Bear
Page 6
Section: 6 typ Bot Elev (ft): 72.00 Height (ft): 4.000
Member Shear Bear
Force Len Bracing % Fa Cap Num Num Cap Cap Use
Max Compression Member (kip) Load Case (ft) X Y Z KL/R (ksi) (kip) Bolts Holes (kip) (kip) % Controls
LEG PLA - M46 -65 LEG -10.28 Normal No Ice 4.00 100 100 100 59.5 30.4 62.94 0 0 0.00 0.00 16 Member Z
HORIZ 0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0
DIAG PLA - M46 -Y LACING - -1.41 Normal No Ice 5.315 50 75 50 186.5 5.7 1.96 1 1 8.53 7.25 72 Member Y
Force Fy Cap Num Num Shear Bear Use
Max Tension Member (kip) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap(kip) % Controls
LEG PLA - M46 -65 LEG 6.98 60 deg No Ice 50 82.79 0 0 0.00 0.00 8 Member
HORIZ 0.00 0 0.00 0 0 0.00 0.00 0
DIAG PLA - M46 -Y LACING 1.24 90 deg No Ice 36 7.45 1 1 8.53 7.25 17 Bolt Bear
Page 6
Force Fy Cap Num Num Shear Bear Use
Max Tension Member (kip) Load Case (ksi) (kip) Bolts Holes Cap (kip) Cap(kip) % Controls
LEG PLA - M46 -65 LEG 6.98 60 deg No Ice 50 82.79 0 0 0.00 0.00 8 Member
HORIZ 0.00 0 0.00 0 0 0.00 0.00 0
DIAG PLA - M46 -Y LACING 1.24 90 deg No Ice 36 7.45 1 1 8.53 7.25 17 Bolt Bear
Page 6
Page 6
9 0
Site Number: 6520
Location: Winchester VA, VA
Code: TIA/EIA -222 Rev F
Force /Stress Summary
Copyright Semaan Engineering Solutions, Inc
Y 5/112009 3:46:04 PM
X
Section: 7 typ
Bot Elev (ft): 76.00
Height (ft):
12.000
Cap Num
Num
Shear Bear
Use
Max Tension Member
(kip)
Load Case
(ksi)
(kip) Bolts
Holes
Member
%
Shear
Bear
6.81
60 deg No Ice
Force
Len
Bracing%
0.00 0.00
8
Fa
Cap Num
Num
Cap
Cap
Use
Max Compression Member
(kip) Load Case
(ft)
X
Y Z
KUR
(ksi)
(kip) Bolts
Holes
(kip)
(kip)
% Controls
LEG PLA - M46 -65 LEG
-10.10 Normal No Ice
4.00
100
100 100
59.5
30.4
62.94 0
0
0.00
0.00
16 Member Z
HORIZ
0.00
0.000
0
0 0
0.0
0.0
0.00 0
0
0.00
0.00
0
DIAG DAE - 1.75X1.75X0.12
-1.59 90 deg No Ice
5.315
50
75 50
92.4
18.5
15.66 2
2
17.06
14.50
10 Bolt Bear
Page 7
Force
Fy
Cap Num
Num
Shear Bear
Use
Max Tension Member
(kip)
Load Case
(ksi)
(kip) Bolts
Holes
Cap (kip) Cap(kip)
%
Controls
LEG PLA - M46 -65 LEG
6.81
60 deg No Ice
50
82.79 0
0
0.00 0.00
8
Member
HORIZ
0.00
0
0.00 0
0
0.00 0.00
0
DIAG DAE - 1.75X1.75X0.12
1.47
60 deg No Ice
36
19.49 2
2
17.06 14.50
10
Bolt Bear
Section: 8 typ
Bot Elev (ft): 88.00 Height (ft):
4.000
Member
Shear Bear
Force
Len
Bracing %
Fa Cap Num Num
Cap Cap Use
Max Compression Member
(kip)
Load Case
(ft)
X Y Z
KUR
(ksi) (kip) Bolts Holes
(kip) (kip) % Controls
LEG PLA - M46 -65 LEG
-1.32
Normal Ice
4.00 100 100 100
59.5
30.4 62.94 0
0
0.00 0.00 2 Member Z
HORIZ
0.00
0.000
0 0 0
0.0
0.0 0.00 0
0
0.00 0.00 0
DIAG PLA - M46 -Y LACING
-0.78
Normal No Ice
5.315
50 75 50
186.5
5.7 1.96 1
1
8.53 7.25 39 Member Y
Force
Fv
Cap Num
Num
Shear Bear
Use
Max Tension Member
(kip)
Load Case
(ksi)
(kip) Bolts
Holes
Cap (kip) Cap (kip)
/o
Controls
LEG
0.00
0
0.00 0
0
0.00 0.00
0
HORIZ
0.00
0
0.00 0
0
0.00 0.00
0
DIAG PLA - M46 -Y LACING
0.37
Normal No Ice
36
7.45 1
1
8.53 7.25
5
Bolt Bear
Page 7
0
Site Number: 6520
Location: Winchester VA, VA
Code: TIA/EIA -222 Rev F
Support Forces Summary
FX FY FZ
Load Case Node (kip) (kip) (kip)
90 deg Ice Alb
-17.63
-14.78
-10.01
Ala
7.16
-6.02
-4.31
Al
-0.41
-10.40
14.31
1
-0.78
47.23
0.01
60 deg Ice Alb
-18.47
-15.60
-10.66
Ala
9.41
-8.06
-5.81
Al
-0.33
-8.04
11.05
1
-0.65
47.62
-0.36
Normal Ice Alb
-15.14
-12.84
-9.11
Ala
15.14
-12.84
-9.11
Al
0.00
-5.05
7.14
1
0.00
46.86
-0.83
90 den No Ice Alb
-15.41
-13.18
-8.81
Ala
4.85
4.05
-2.89
Al
-0.21
-8.61
11.69
1
-0.68
36.05
0.00
60 deg No Ice Alb
-16.21
-13.94
-9.36
Ala
7.12
-6.10
4.31
Al
-0.17
-6.07
8.31
1
-0.56
36.27
-0.32
Normal No Ice Alb
-13.08
-11.25
-7.75
Ala
13.08
-11.25
-7.75
Al
0.00
-3.08
4.42
1
0.00
35.84
-0.73
Max Reactions (kip)
Base
Anchl
Vertical
47.62
-15.60
Horizonal
0.83
21.33
Page 8
Copyright Semaan Engineering Solutions, Inc
Y 5/112009 3:46:05 PM
x
( -) = Uplift ( +) = Down
0 0
Site Number: 6520
Location: Winchester VA, VA
Code: TIAIEIA -222 Rev F
Cable Forces Summary
Page 9
Copyright Semaan Engineering Solutions, Inc
Y 51112009 3:46:05 PM
X
Allow
Applied
Elevation
Tension
Tension
Use
Load Case
(ft)
Cable
Node 1
Node 2
(kip)
(kip)
%
Normal No Ice
52.00
518 EHS
Al
T1
21.20
1.80
8
518 EHS
Alb
T1 b
21.20
4.77
22
518 EHS
Ala
Tla
21.20
4.67
22
518 EHS
Ala
T1
21.20
4.78
22
518 EHS
Alb
Tla
21.20
4.67
22
518 EHS
Al
T1 b
21.20
1.80
8
76.00
518 EHS
Al
T2
21.20
1.02
4
518 EHS
Alb
T2b
21.20
4.86
22
578 EHS
Ala
T2a
21.20
4.92
23
518 EHS
Ala
T2
21.20
4.86
22
518 EHS
Alb
T2a
21.20
4.92
23
518 EHS
At
T2b
21.20
1.02
4
60 deg No Ice
52.00
518 EHS
At
T1
21.20
2.89
13
518 EHS
Alb
T1 b
21.20
5.67
26
518 EHS
Ala
Tla
21.20
2.75
12
518 EHS
Ala
T1
21.20
2.86
13
5/8 EHS
Alb
Tla
21.20
5.67
26
518 EHS
Al
T1 b
21.20
2.77
13
76.00
518 EHS
Al
T2
21.20
2.46
11
5/8 EHS
Alb
T2b
21.20
6.16
29
518 EHS
Ala
T2a
21.20
2.48
11
578 EHS
Ala
T2
21.20
2.49
11
518 EHS
Alb
T2a
21.20
6.18
29
518 EHS
Al
T2b
21.20
2.44
11
90 deg No Ice
52.00
518 EHS
Al
T1
21.20
3.82
18
518 EHS
Alb
T1b
21.20
5.40
25
5/8 EHS
Ala
Tla
21.20
2.05
9
518 EHS
Ala
Tl
21.20
2.11
9
5/8 EHS
Alb
Tla
21.20
5.44
25
5/8 EHS
Al
Ttb
21.20
3.69
17
76.00
518 EHS
Al
T2
21.20
3.65
17
578 EHS
Alb
T2b
21.20
5.82
27
518 EHS
Ala
T2a
21.20
1.50
7
518 EHS
Ala
T2
21.20
1.54
7
518 EHS
Alb
T2a
21.20
5.77
27
518 EHS
Al
T2b
21.20
3.65
17
Normal Ice
52.00
518 EHS
Al
T1
21.20
2.72
12
5/8 EHS
Alb
T1b
21.20
5.70
26
518 EHS
Ala
Tla
21.20
5.54
26
518 EHS
Ala
Tl
21.20
5.71
26
518 EHS
Alb
Tla
21.20
5.54
26
518 EHS
Al
T1 b
21.20
2.72
12
76.00
518 EHS
Al
T2
21.20
1.87
8
518 EHS
Alb
T2b
21.20
5.54
26
518 EHS
Ala
T2a
21.20
5.56
26
518 EHS
Ala
T2
21.20
5.54
26
5/8 EHS
Alb
T2a
21.20
5.56
26
518 EHS
Al
T2b
21.20
1.87
8
Page 9
Copyright Semaan Engineering Solutions, Inc
Y 51112009 3:46:05 PM
X
60 deg Ice
90 deg Ice
52.00 518 EHS
518 EHS
5/8 EHS
518 EHS
b/8 EHS
518 EHS
76.00 518 EHS
518 EHS
5/8 EHS
518 EHS
518 EHS
518 EHS
52.00 5/8 EHS
518 EHS
518 EHS
518 EHS
518 EHS
5/8 EHS
76.00 518 EHS
5/8 EHS
5/8 EHS
5/8 EHS
5/8 EHS
5/8 EHS
Al
Alb
Ala
Ala
Alb
Al
Al
Alb
Ala
Ala
Alb
Al
Al
Alb
Ala
Ala
Alb
Al
At
Alb
Ala
Ala
Alb
Al
F
Site Number:
6520
Location:
Winchester
VA, VA
Code:
TIAIEIA -222 Rev F
T1
21.20
3.85
18
T1 b
21.20
6.63
31
Tla
21.20
3.62
17
T1
21.20
3.82
18.
Tla
21.20
6.63
31
T1 b
21.20
3.64
17
T2
21.20
3.37
15
T2b
21.20
6.83
32
T2a
21.20
3.31
15
T2
21.20
3.39
16
T2a
21.20
6.85
32
T2b
21.20
3.27
-15
T1
21.20
4.77
22
T1 b
21.20
6.32
29
Tla
21.20
2.93
13
T1
21.20
3.04
14
Tla
21.20
6.39
30
Tlb
21.20
4.56
21
T2
21.20
4.45
20
T2b
21.20
6.47
30
T2a
21.20
2.34
11
T2
21.20
2.42
11
T2a
21.20
6.43
30
T2b
21.20
4.39
20
Page 10
Copyright Semaan Engineering Solutions, Inc
Y 51112009 3:46:05 PM
X
Copyright Semaen Engineering Solutions, Inc
Site Number: 6520 Y 5/112009 3:46:05 PM
Location: Winchester VA, VA
Code: TIAIEIA -222 Rev F x
Deflections and Rotations
Page 11
Elevation
Deflection
Twist
Sway
Load Case
(ft)
(ft)
(deg)
(deg)
60.62 mph Wind Normal To Face with Ice
28.67
0.0354
0.0015
0.0306
52.00
0.0361
0.0001
0.0275
55.33
0.0383
0.0001
0.0424
58.67
0.0405
0.0000
0.0396
62.00
0.0428
0.0000
0.0429
64.50
0.0447
0.0000
0.0418
72.00
0.0502
0.0001
0.0401
76.00
0.0531
0.0002
0.0648
80.00
0.0588
0.0002
0.0971
84.00
0.0657
0.0003
0.0979
88.00
0.0722
0.0004
0.0986
92.00
0.0806
0.0005
0.1785
60.62 mph Wind at 60 deg From Face with Ice
28.67
0.0359
0.0016
0.0259
52.00
0.0419
0.0002
0.0414
55.33
0.0447
0.0001
0.0594
58.67
0.0480
0.0002
0.0574
62.00
0.0512
0.0002
0.0598
64.50
0.0540
0.0002
0.0621
72.00
0.0617
0.0008
0.0578
76.00
0.0659
0.0013
0.0770
80.00
0.0725
0.0018
0.1078
84.00
0.0798
0.0023
0.1055
88.00
0.0874
0.0030
0.1179
92.00
0.0950
0.0033
0.0999
60.62 mph Wind at 90 deg From Face with Ice
28.67
0.0354
0.0020
0.0180
52.00
0.0389
0.0023
0.0354
55.33
0.0414
0.0027
0.0524
58.67
0.0441
0.0032
0.0486
62.00
0.0470
0.0037
0.0508
64.50
0.0492
0.0042
0.0523
72.00
0.0556
0.0042
0.0464
76.00
0.0590
0.0038
0.0659
80.00
0.0648
0.0035
0.0943
84.00
0.0712
0.0033
0.0919
88.00
0.0779
0.0031
0.1092
92.00
0.0846
0.0030
0.0095
70.00 mph Wind Normal To Face with No Ice
28.67
0.0324
0.0012
0.0337
52.00
0.0381
0.0001
0.0441
55.33
0.0415
0.0000
0.0620
58.67
0.0447
0.0000
0.0569
62.00
0.0482
0.0000
0.0595
64.50
0.0504
0.0000
0.0569
72.00
0.0579
0.0002
0.0558
76.00
0.0623
0.0002
0.0818
80.00
0.0694
0.0003
0.1171
84.00
0.0773
0.0003
0.1175
88.00
0.0856
0.0004
0.1182
92.00
0.0949
0.0005
0.1997
Page 11
0
70.00 mph Wind at 60 deg From Face with No Ice
70.00 mph Wind at 90 deg From Face with No Ice
F-
L]
Site Number: 6520
Location: Winchester VA, VA
Code: TIAIEIA -222 Rev F
Copyright Semaan Engineering Solutions, Inc
Y 5/112009 3:46:05 PM
X
28.67
0.0309
0.0012
0.0243
52.00
0.0389
0.0001
0.0498
55.33
0.0427
0.0001
0.0686
58.67
0.0463
0.0001
0.0640
62.00
0.0501
0.0001
0.0648
64.50
0.0526
0.0001
0.0651
72.00
0.0607
0.0008
0.0602
76.00
0.0651
0.0013
0.0807
80.00
0.0722
0.0018
0.1147
84.00
0.0800
0.0024
0.1114
88.00
0.0879
0.0031
0.1243
92.00
0.0965
0.0035
0.1054
28.67
0.0313
0.0014
0.0183
52.00
0.0383
0.0014
0.0478
55.33
0.0420
0.0017
0.0665
58.67
0.0453
0.0020
0.0601
62.00
0.0489
0.0023
0.0611
64.50
0.0513
0.0027
0.0604
72.00
0.0588
0.0027
0.0543
76.00
0.0627
0.0024
0.0758
80.00
0.0694
0.0022
0.1076
84.00
0.0768
0.0020
0.1039
88.00
0.0844
0.0019
0.1220
92.00
0.0921
0.0018
0.0109
0.0000
0.0000
0.0000
Page 12
Site Name: f t Wnc�ter VA'VA
Site Number: 20 f
Engineer. r WLG
Date: 5/1/2009_
Design Loads (Unfactored)
Compression /Leg:
Shear /Leg:
Diameter of Prismatic Portion of Pedestal (d):
Length of Pedestal (1):
Height of Pedestal above Ground (h):
Width of Pad (W):
Length of Pad (L):
Thickness of Pad (t):
Ultimate Coefficient of Shear Friction:
Allowable Compressive Bearing Pressure:
Ultimate Passive Pressure on Pad Face:
Allowable Capacity Increase:
Strength Analysis of Soil Resistance
Axial Capacities
47.6; k
0:8'k
;.;20ft
2N , 3.0?ft
3' ft
a 4 :0�ft
i - .: =.2:0ft
0.3Q.°
X32001 psf
0 psf
_ 1.33,(Due to Transient Loads)
Allowable Compression per Leg:
Compression Design Load /Compression Resistance:
Lateral Capacities
Ultimate Shear Resistance:
Ultimate Passive Pressure Resistance:
Allowable Shear per Leg (FS = 2):
Shear Design /Shear Resistance:
73.2 k
0.65 Result: OK
14.3 k
0.0 k
7.1 k
0.11 Result: OK
Site Name: h; ; ester „VA VA
Site Number: 6520
Engineer: WLG {
Date: 5/112009
Design Loads (Unfactored)
Uplift:
Shear:
Anchor Base Depth (d):
Width of Anchor (W):
Length of Anchor (L):
Thickness of Anchor (t):
Depth Below Ground Surface to Water Table (w):
Soil Uplift at Base / Top of Anchor (BIT):
Unit Weight of Concrete:
Unit Weight of Soil Above Water Table:
Unit Weight of Water:
Internal Angle of Friction:
Cohesion:
Allowable Skin Friction of Pad Sides to Soil:
Ultimate Coefficient of Shear Friction:
Allowable Capacity Increase:
Strength Analysis of Soil Resistance
Ij
Buoyant Anchor Concrete Volume:
Dry Anchor Concrete Volume:
Buoyant Concrete Weight:
Dry Concrete Weight:
Buoyant Soil Volume above / around Anchor:
Dry Soil Volume above / around Anchor:
Buoyant Soil Weight:
Dry Soil Weight:
Weight of Concrete (Buoyancy Effect Considered):
Weight of Soil (Buoyancy Effect Considered):
15:6 k
_:._._.. _.21.31k
Allowable Uplift Resistance from Skin Friction on Length Face:
Allowable Uplift Resistance (FS = 1.5 to 2):
Uplift Design Load /Allowable Uplift Resistance:
Shear
w
C7
150.0ipcf
115.Opcf
62.4jpcf
32 Degrees
0 psf
1201 psf
0' 30i
1.33.i (Due to Transient Loads)
Ultimate Shear Friction Resistance Due to Normal Force - Uplift:
Passive Pressure:
Ultimate Passure Pressure Resistance:
Allowable Shear Resistance from Skin Friction of Side Faces:
Allowable Shear Resistance (FS = 1.5 to 2):
Shear Design Load /Allowable Shear Resistance:
0 ft3
75.0 ft'
0.0 k
11.3 k
0.0 ft3
181.6 ft'
0.0 k
20.9 k
11.3 k
20.9 k
1.8 k
21.8 k
0.71 Result: OK
1.7 k
1871 psf
28.1 k
3.6 k
22.3 k
0.96 Result: OK