TOWER DESIGN NOTES Tower designed for a 85 mph basic wind in accordance with the TIA/EIA-222-F Standard. Tower is also designed for a 74 mph basic wind with 0.50 in ice. Deflections are based upon a 50 mph wind. TOWER RATING: 99.3%
5 . 3
7 0 3 . 3 4
74.8 ft
3 . 5
0 0 5 . 5
0 0 0 . 5 4
1. 2. 3. 4.
YIELD GRADE 65 ksi
39.5 ft
AXIAL 38 K 4 5 5 . 1 4
5 8 7 1 3 . 0
0 8 7 . 0 5
4 . 8
SHEAR 23 K
MOMENT 2542 kip-ft
74 mph WIND - 0.500 in ICE AXIAL 32 K MOMENT 3001 kip-ft SHEAR 27 K
) t f ( n h o t i t g c e n e S L
s e d i S f o r e b m u N
) n i ( s s e n k c i h T
) t f ( e c i l p S p a L
5 . 9 1 ) n i ( a i D p o T
) n i ( a i D t o B
e d a r G
0.0 ft
REACTIONS - 85 mph WIND
) K ( t h g i e W
Computerized Structural 8989 N. Port Washington Road Milwaukee, WI 53217 Consulting Engineers
TOWER DESIGN NOTES Tower designed for a 85 mph basic wind in accordance with the TIA/EIA-222-F Standard. Tower is also designed for a 74 mph basic wind with 0.50 in ice. Deflections are based upon a 50 mph wind. TOWER RATING: 99.3%
5 . 3
7 0 3 . 3 4
74.8 ft
3 . 5
0 0 5 . 5
0 0 0 . 5 4
1. 2. 3. 4.
YIELD GRADE 65 ksi
39.5 ft
AXIAL 38 K 4 5 5 . 1 4
5 8 7 1 3 . 0
0 8 7 . 0 5
4 . 8
SHEAR 23 K
MOMENT 2542 kip-ft
74 mph WIND - 0.500 in ICE AXIAL 32 K MOMENT 3001 kip-ft SHEAR 27 K
) t f ( n h o t i t g c e n e S L
s e d i S f o r e b m u N
) n i ( s s e n k c i h T
) t f ( e c i l p S p a L
5 . 9 1 ) n i ( a i D p o T
) n i ( a i D t o B
e d a r G
0.0 ft
REACTIONS - 85 mph WIND
) K ( t h g i e W
Computerized Structural 8989 N. Port Washington Road Milwaukee, WI 53217 Consulting Engineers
Computerized Structural 8989 N. Port Washington Road Milwaukee, WI 53217 Phone: (414) 351-5588 FAX: (414) 351-4617
Project
Date
Summit Pole
16:40:05 07/15/03
Client
Designed by
CSD
horn
Tower Input Data There is a pole section. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply: Basic wind speed of 85 mph. Nominal ice thickness of 0.500 in. Ice density of 56 pcf. A wind speed of 74 mph is used in combination with ice. Deflections calculated using a wind speed of 50 mph. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1.333. Local bending stresses due to climbing loads and feedline supports are not considered
Options Consider Moments - Legs Conside r Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification v U se Code Stress Ratios v Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile
Distribute Leg Loads As Uniform Assume Le gs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension v Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas
Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules v Calculate Redundant Bracing Forces Consider Feedline Torque v S R Leg Bolts Resist Compression v All Leg Panels Have Same Allowable Offset Girt At Foundation Poles Include Shear-Torsion Interaction Always Use Sub-Critical Flow Use Top Mounted Sockets
