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DESIGN CALCULATIONS
FOR
BURGER KING #576
CLEARANCE BAR
6598 US Hwy 1— Port St Lucie
GENERAL NOTES:
1. Design is in accordance with the Florida Building Code 6th Edition (2017)
for use within and outside the High Velocity Hurricane Zone (HVHZ).
2. Wind loads have been calculated per the requirements of ASCE 7-10 as
shown herein, except where noted otherwise.
3. These engineering calculations pertain only to the structural integrity of
those systems, components, and/or other construction explicitly
specified herein and/or in accompanying engineering drawings. The
existing host structure (if any) is assumed to be in good condition,
capable of supporting the loaded system, subject to building department
approval. No warranty, either expressed or implied, is contained herein.
4. System components shall be as noted herein. All references to named
components and installation shall conform to manufacturer's or industry
specifications as summarized herein.
S. Where site conditions deviate from those noted herein, revisions may be
required or a separate site -specific engineering evaluation performed.
6. Aluminum components in contact with steel or embedded in concrete
shall be protected as prescribed in the 2015 Aluminum Design Manual,
Part 1-A. Steel components in contact with, but not encased in, concrete
shall be coated, painted, or otherwise protected against corrosion.
7. Engineer seal affixed hereto validates structural design as shown only.
Use of this specification by contractor, et. Al, indemnifies and saves
harmless this engineer for all costs & damages including legal fees &
apellate fees resulting from deviation from this design.
SCANNED
BY
St. Lucie County
Index:
Pg 1
Cover
Pg 2
Wind Loads
Pg 3
Footing Design
Pg4
Primary Support(s)
No.
k 31124
Federal Hwy, t1200 Easy Seals ,com Page 1
Bocaoca Raton,
ton, FL33432 7
etasySeqls CALCULATION!`_
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ASCE 7-10 Design Wind Loads
FREESTANDING SOLID SIGNS AND WALLS (AT GRADE)
Building Specs
V=. 150:mph. ;Bosicwindspeed
Exposure! f:C _ .1
Calculations
a.=9.5 3-sec gust speed power law exponent
Z. = 900' Nominal ht. of atmos. boundary layer
G = 0.85
150 mph
-
Exp "C"
Monuments at grade
W/Ht Ratio 5 0.5
DESIGN
SIGN
WIND
HEIGHT
PRESSURES
15 ft,
tl
32.9'psf
+
34.1 psf
IS ft
20 ft
t
34.9 psf
30 ft
+
38.0 psf
35 ft
+
39.3 psf
40ft,
+
40.4 psf
45-ft,
+
41.4 psf
-50 ft
+
42.3 psf
55ft
+
43.2 psf
60 ft.
t
44.0 psf
70 ft
+
45.4 psf
80 ft
+
46.7 psf
90 ft '
+
47.9 psf
100 ft
+
49.0 psf
110ft
+
50.0 psf
120 ft
+
50.9 psf
130 ft.
+
51.8 psf
140 ft.
+
52.6 psf
150 ft '
+
53.3 psf
175 ft
t
55.1 psf
200 ft
+
56.7 psf
250 ft
t
59.4 psf
Risk Category 1 Structure
ASD Load Combo Coeff: E 0.6
N
Y
II
t
Y
a .
0.85
24.9
0.88
25.9
0.90
26.5
0.98
28.9
1.01
29.8
1.04
30.7
1.07
31.4
1.09
32.1
1.12
32.8
1.14
33.4
1.17
34.5
1.21
35.5
1.24
36.4
1.27
37.2
1.29
37.9
1.32
38.6
1.34
39.3
1.36
39.9
1.38
40.5
1.42
41.8
1.46
43.0
1.53
45.1
DR FREESTANDING SIGNS
Kd= 0.85 Directionalityfactor
Kzt={r7_ 1.0.�_�Topogrophicfactor
Cf= 1.55 Y Force Coefficient
...Width /Height ratio >_ 0.5
Page 2
r03EdsySeaIS CALCULATION',; OR FREESTANDING SIGNS
Footing Design for Freestanding Signs and Flagpoles
Structure Dimensions & Loading
Design wind pressure:
P = ;
32.9 T j psf
Overturning Safety Factor:
0 = -
1.5 , ;i
... FBc 1807.2.3
Sign area 1:
I .r
Al = i.
: ��.4.0 k sq ft
...tributary area 1 for each footer (e.g. sign)
Height of applied force above grade:
hl =':','
'=8.8 _ -ift
... height of area 1 centroid
Sign area l:
A2 =
_: 9.9, ,°, I sq ft
... tributary area 2 for each footer (e.g. post)
Height of applied force above grade:
h2 =I �
4.3_ Jft
... height of area 2 centroid
Overturning Moment:
Mn = P*(Al*h1+A2*h2)
Mn = 2.5
kip-ft
7
Sq / k Ct Footing dimensions:
Footing depth:
B= 3 ;;ft
d= 2-_- _jft
Superstructure weight:
Dr =tj
200
_I lb
Soil cover weight:
Ds =
0
lb
Footing weight:
Df=
2700
lb
Total weight:
D =
2900
lb
Soil Strength ...FBC Tables 1806.P, 1819.6
Soil class: r
4r Sand, silty sand, silty gravel
Lateral bearing strength:
Plat =
150
psf/ft
Vertical bearing strength:
Pbrg =
2000
psf
Check Vertical Soil Bearing Pressures
e = 0.88 ft =(P)*(Al*hi+A2*h2)/D
gtoe= 2*D/[3*L*(B/2-e))
qtoe = 1038 psf
Resisting moment due to Dead Load: My = D*131/2
Mv, = 4.4
L i 3,- ft w-
Soil cover. ds ) : 0 __ yft
... = 100pcf*B*L*ds
... = 150pcf*B*L*d
...=Dr+Ds+of
...reaction below footer at toe
kip-ft
Total Resisting Moment: Mtot = My / 0
Mtot= 2.9 kip-ft
... > B/6
qtoe < Pbrg OK
Mtot > Mn OK
Page 3
CQEwsySeals CALCULATION JR FREESTANDING SIGNS
Hollow Structural Rectangular Tubing in Bending
Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings
Material Properties
Yield Stress, A500 Gird B Steel: Fy =i 46, ksi Safety Factor =; " 1.67 `_ s Per Section 133.4
Modulus of Elasticity: E _ ,r29000. , ksi
Member Properties
Flange: b=� 4 ^sin
Flange Thickness: tf =) 3/8 . #=
Web: d=1 - 4 ,. jin
Web Thickness: tw=?3/8" i=
Design wind pressure:
Sign area:
Eccentricity of applied force:
Unbraced Length:
Moment of Inertia:
Ix = 11.4 in'
0.349"
Section Modulus:
S = 5.7 in'
Deflection Limit:
.......i-,........ ,
Defl= L/80
0.349"
End Supports:
l antileyers
P = 7_
iY—q `j psf
Al =
t
13.9 ! sq ft
tributary area for each post (e.g. sign+post)
e1 =;
5.6, ; ft
... distance to area centroid (weighted avg hl,h2)
Lc=!
5.6- gift
Check for Limiting Width -Thickness Ratios (Compact/Noncompact, per Table 84.1)
Flanges Webs
b/t = 9.5 = (b-2*t2)/tl d/t = 9.5 = (d-2*tl)/t2
1.12*J(E/Fy) = 28.1 Flange Compact Limit 2.42*V(E/Fy) = 60.8 Web Compact Limit
1.40*J(E/Fy) = 35.2 Flange NonCompact Limit 5.70*V(E/Fy) = 143.1 Web NonCompact Limit
Flanges are compact Webs are compact
(1): Yielding Limit State
This criteria applies to all members, compact and noncompact
Mn = Fy*S Mallow = Mn / 1.67
Mn= 262.7 kip -in Mallow = 157.3 kip -in
Check Member Bending
Allowable Moment: Mn = 157.3 kip -in Minimum of Mallow values above
Moment in member: Mmax = P*Al*e1
Mmax = 30.6 kip -in
Check Member Deflection:
Allowable Deflection:
Deflection in member:
Darrow = 0.83 in
Amax= P*(A*eA3) / (3*E*I)
Amax= 0.14 in
L/80
Mmax < Mn ... OK
Amax<Aallow ... OK
Page 4