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Bankuf America
Miami Shores
STA ,. 9190 tscayn1P
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INFINI I'Y ENGINEERING
GROUP,LLC
1135 Marbbella Plaza DrNe '
Tampa, Florida 33619 ,
T:813.434.47706
F:813.445.4211
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Job Address: 9190 Biscayne Blvd.,
Miami Shores,FL 33138 ]N I--J/NIY
Date: 1/12/2015
Infinity lob Number: 10-176.00 "
DESIGN CRITERIA:
Calculation has been prepared in compliance with ASCE 7-10,2010 FBC
LIGHT POLE FOLIDNATION
INPUT DATA:
Project Location FL
Basic Wind Speed,V 175 mph
Exposure Category C
Topographic Factor,Krt 1.0(Flat Terrain)
Velocity Pressure Exposure Coefficient,Kh 1.04
Wind Directionality Factor,Kd 0.85
Gust Effect Factor,G 0.85
Net Force Coefficient,Cf 1.95(Case A)
Wind Effective Sign Area,As 18.50 it,
Mean Height,H 11.35 it
Number of Support,Ns 1
Diameter of Foundation,Dia 2.00,it
Proposed Depth of Foundation,Dprop w 6.00 ft
Soil Bearing Capacity,S 1,500 psf
ANALYSIS:
Velocity Pressure
qh=0.00256 Kh K,,Kd V3 = 69.31 psf
Wind Force(Der support)
F=ghGCfk/Ns = 2,125.17 lb.
Overturning Moment at Base
M=F.H = 24,123.55 ft.lb
Required Buried Depth
_/L18xn 1 1.88xDiaxHxS = 5.50 ft OK!
Dre4' tD1axS1 Ill+ 1+ F
• • • • • • •
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STEEL COLLUM
INPUT DATA:
ATA Machine 10,000 lb
number of column 3
3 kip
Basic Wind Speed,V 175 mph
Try Tube Section:
HSS 10 x 10 x 1/4.'
Fy 46 ksi
E 29000 ksi
Sx 28.3 in3
A 8.96 int
Ix 141 in4
ry 3.97 in
b 10 in
t 0.233 in
ANALYSIS:
Check local buckling
b 5 190
t (Fy)A0.5
b/t 42.91845
190/(Fy)A0.5 28.01397
Check compact section non compact section
Fb= 0.6xFy
27.6 ksi
Axial Compression stress:
fa=V/A 0.372024 ksi
Effective length factor(Pinned,Pinned)
K 1
Height of column(H) 5 it
K_H 15.11335
ry
Critical Slenderness ratio(Cc)=(2nA2.E/Fy)A0.5 111.4974
K_H < Critical Slenderness ratio(Cc)
N
Fa = ((L-((KH/r)A2/2CcA2)).Fv 26.54191
((5/3)+((3.(KL/r))/(8.Cc))-((KL/r)A3/8.CcA3)
fa = 0.014016 < 0.15 OK
Fa
FOUDNATION
INPUT DATA:
ATA Machine 10,0001b
number of column 3
3 kip
Try Base plate: •• •s• • • • • • s• S.SO ft
s • •• • • ♦ • • 1.50 ft
• • s • • • • • - 0.75 inch
•• •s• •• • 0 s ••
ANALYSIS: • •.• • ••• ••• •
Total area • • • • • • • • s 2.25 sf
• • • • • • •
Bearing load per column • 0 0• 0 0 • •1411.481 psf < 1,500 OK