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Inn
I
3'-0 "
22'-0 "
3'-0 "
2'-0 "
1 /4" x 6" steel plates
welded to tubes with 2 ea
10'-0 " 3/8" gr8 bolts through
81-0 plates into cabinet
2" x 2" x 1 /4" steel, -
angle welded to tubes
existing 6" x 6" x 0.250" wall
steel tube
section modulus = 10.6 inA3
min req = 9.33 inA3 \
2" x 3" x 1 /4" steel
angle welded to tubes
with 2ea 3/8" gr8
bolts through angles
into cabinet
5"tube into 6" tube
field welded with
properly sized
spacer pieces
grade
existing 2' 0" x 6' 0" x TO" deep
3000 psi concrete embedment
Note: this drawing and attached
calculations apply only to the
sign installed at the address
shown on sheet 2.
This sign conforms to the
requirements of ASCE 7-95
double sided
lighted signs
" Travel Inn " 22' 0"
sign by GloMaster Sign Co.
John J. Orlando, PE 0044089
State of Florida
scale: 1/4" = 1' 0" sheet 1 of 2
job 0101 G
Calculations for GloMaster Sign Co., Inc.
" Economy Inn " 22' 0" OAH, sign foundation and pole size calculation
To be installed on existing poles and foundation at 3425 S. US#1, Ft. Pierce, FL 34982
Definition of terms:
M=larger sign dimension (ft), N=smaller sign dimension (ft)
Af = projected area normal to wind direction (so
Cf=Force Coefficient, F = design wind force (Ibs)
Gh = Gust response factor, H = mean height where an equivalent point force is applied (ft)
I = importance factor, Kz = vel pressure exposure coefficient evaluation at height z
Kzt = topographic factor
Qz = velocity pressure evaluated at height z (psf)
V = basic wind speed (mph), z = height above ground level (ft)
Mw=Turning moment at base (ft-Ibs)), P=Load per post (Ibs)
b=Width of concrete embedment (ft), S1=allowable soil stress (psf)
D=Depth of concrete embedment (ft)
Determine wind load calculation constants
From ASCE 7-95, Sec. 6.5, Fig. 6-1, p. 19, V= 140 mph
From ASCE 7-95, Sec. 6.4, Table 6-1, p. 16, F=QzGhCfAf
Sec. 6.5, p. 17, Eq. 6-1, Qz = 0.00256KzKztV^21
Table 6-2, p.17, Category 1, 1= 0.87
Page 31, Exposure C
Table 6-8, p. 33, Cf = 2
Page 34, Sec. 6.5.5, Kzt= 1
Page 34, Sec.6.6.1, G= 0.85
2. Calculate wind load and turning moments
Height Hor Dim Vert Dim
Af
Kz
Qz"G'Cf
F
H
M (base)
z (ft) (ft) (ft)
(sfl
(psf)
(Ibs)
(ft)
(ft-Ibs)
0-15 8 3
24.0
0.85
37.8
908
16.0
14533
20
0.0
0.90
40.1
0
0
20 10 4
40.0
0.90
40.1
1603
20.0
32059
25
0.0
0.94
41.9
0
0
30
0.0
0.98
43.6
0
0
40
0.0
1.04
46.3
0
0
50
0.0
1.09
48.5
0
0
Total
64.0
2511
18.6
46592
3. Determine required section modulus (in"3) at base
max stress = (P"(H+0.34D)"12)/section modulus
max stress < allowable stress
for outdoor signs, allowable stress < (0.66)(1.33)(yield strength)
for ASTM A37 steel, yield strength = 36000psi
required section > (P'(H+0.34D)"12)/31600
number of poles =
At base, minimum section modulus =
Existing poles is 6" square x 1/4" wall steel tube, section modulus =
4. Size foundation, using method presented by Dunham, pp.229 forward
Definition of terms:
M=overturning moment (ft - #)
P=total bearing load including weight of foundation (#)
e=eccentricity of resultant pressure at base (ft)
L=length of footer in wind direction (ft), b=width of Tooter (ft)
D=depth of Tooter (ft)
p1=maximum soil pressure at full wind load (psf)
L1=location of max pressure (ft)
M= 23295
L= 6 b= 2 D= 3
Weight of foundation = volume 145 Ibslft^3 = 5220
Weight of sign= 4000
P= 9220
e=M/P 2.5
L1=3(L/2-e) 1.4
p1=2P/(3b(L/2-e)) 6493.3
Foundation is OK since L1 greater than 0 (does not overturn)
References: Structural Engineering Handbook, Gaylord&Gaylord editors,
Fourth edition, McGraw Hill, NY 1997
ASCE 7-88
Standard Building Code (SBCCI), 1997 Rev.
Mechanics of Materials, Beer and Johnston, McGraw Hill, NY 1981
Foundations of Structures, Dunham, Clarence W., Second ad.,
McGraw Hill, NY, 1962
John J. Orlando, P.E. No. 0044089
State of Florida
2
9.33 in"3
10.60 in^3
THESE PI AN$ AND ALL PROPOSED WORK
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
MAY BE NECESSARY IN ORDER TO
COMPLY VuITH AILL APPLICABLE CODES.
WL?
F I L E
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Lt1CIE COUNTY
BUILDING DIVISION
REVIEWED
FOR COMP161iNCE
RSVIEWED BY "'
DATE I- ---------
PLANS AND PERMIT
MUST 13EXEPT ON JOB OR
NO IidSPECTION WILL BE MADE
sheet 2 of 2