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DESIGN CALCULATIONS
FOR
BURGER KING #576
MONUMENTSIGN
6598 US Hwy i — Port St Lucie
SCANNED
BY
St. Lucie County
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, exceptwhere noted. otherwise..
3.
These engineering calculations pertain only to the structural integrity of
Index:
those systems, components, and/or other construction explicitly
specified herein and/or in accompanying engineering drawings. The
Pg 1 Cover
existing host structure (if any) is assumed to be in good condition,
Pg 2 wind Loads
capable of supporting the loaded system, subject to building department
Pg 3 Footing Design
approval. No warranty, either expressed or implied, is contained herein.
Pg4 Primarysupport(s)
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
Y
required or a separate site -specific engineering evaluation performed.
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Eng;�e � t�ial valid
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6.
Aluminum components in contact with steel or embedded in concrete••tn�
shall be protected as prescribed in the 2015 Aluminum Design Manual,
No. 67 8
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.
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'�%�Ot•: Jun ..S9,'4.
.
Use of this specification by contractor, et. AI, indemnifies and saves
."..
Cti fi # 67382
harmless this engineer for all costs & damages including legal fees &
,q@
apellate fees resulting from deviation from this design.
EOSy:Se�19nnn( �Auth # 31124
Federal Hwy, nzoo Easy Seals .com Page 1
BocaRaton,
ton, FL 33432
EasySeals
mm
CALCULATIOI FOR FREESTANDING SIGNS
ASCE 7-10 Design Wind Loads
FREESTANDING SOLID SIGNS AND WALLS (AT GRADE)
Building Specs
V = j' ik mph i Basic wind speed Risk Category 1 Structure
Exposure - C ASD Load Combo Coeff- �0.6
Calculations
a=9.5 3-sec gust speed power law exponent
Zg = 900' Nominal ht. of atmos. boundary layer
G = 0.85
150 mph
-
Exp "C"
Monuments at grade
W/Ht Ratios 0.5
DESIGN
SIGN
WIND
HEIGHT
PRESSURES
15 ft
±
32.9psf
18 ft
±
34.1 psf
20 ft
±
34.9 psf
30 ft
±
38.0 psf
35 ft
±
39.3 psf
40 ft
±
_40.4 psf
45 ft
±
41.4 psf
Soft .
±
42.3 psf
55 ft
±
43.2 psf
60 ft
±
44.0 psf
70 ft
±
45.4 psf
80 ft ,
±
46.7 psf
90 It
±
47.9 psf
100 ft
±
49.0 psf
110 It .
±
50.0 psf
120 ft
±
50.9 psf
130 ft
±
51.8 psf
140 It
±
52.6 psf
150 ft
±
53.3 psf
175 ft
±
55.1 psf
200 It
±
56.7 psf
250 ft
±
59.4 psf
Kd = 0.85 Directionality factor
KA = 1.0_ =-Top�rophiefaaror_ _ _
E~-- -
Cf = 1.55 Force Coefficient
..Width/Height ratio >_0.5
YQ:
- --- -- -- - ---
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
Page 2
',OEasySeals CALCULATION: 'FOR FREESTANDING SIGNS
,`M
Footing Design For Freestanding Signs and Flagpoles
Structure Dimensions & Loading
Design wind pressure:
P = j
32.9
j psf
Overturning Safety Factor:
Q _i
1.5
i
... FBC 1807.2.3
Sign area 1:
Al=
49.5 -
isq ft
... tributary area 1 for each footer (e.g. sign)
Height of applied force above grade:
h1=
4.0
ift
... height of area 1 centroid
Sign area2:
A2=;
0.0
isgft
... tributary area 2 for each footer (e.g. post)
Height of applied force above grade:
h2 = i
0.0
� ft
... height of area 2 centroid
Overturning Moment:
Mn
= P*(Al*hl+A2*h2)
Mn
= 6.5
kip-ft
LSq / Rect! Footing dimensions:
Footing depth:
Superstructure weight:
Soil cover weight:
Footing weight:
Total weight:
13=3� 3.75 Ift
Dr=4
--1
200__Ib
Ds=
0
lb
Df=
5273
lb
D =
5473
lb
Soil Strength ...FBc rubles 1806.2,1819.6
Soil class: r 4.'Sand, silty sand, silty gravel '
Lateral bearing strength: Plat = 150 psf/ft
Vertical bearing strength: Pbrg = 2000 psf
Check Vertical Soil Bearing Pressures
e = - 1.19 ft ...=(P)*(Al*hl+A2*h2) / D
qtoe = 2*D/[3*L*(B/2-e))
qtoe = 1418 psf
Resisting moment due to Dead Load: My = D*13/2
My = 10.3
p__._ —.T
L=L_3'.75�-eft _
Soil cover: ds =s _ TO �;ft
... = 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= 6.8 kip-ft
... > B/6
qtoe < Pbrg OK
Mtot > Mn OK
Page 3
. ) EasySeaLs CALCULATIOI, FOR FREESTANDING SIGNS
Hollow Structural Pipe in Bending
Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings
Material Properties
Yield Stress, A53 Grd B Steel: Fy =1 '35 rv.'r ksi Safety Factor =!_ -,1.69 Per section 133.4
Modulus of Elasticity: E = . 29000 ksi
End Supports: I Cantilever
Member Properties ANSI 5" Schedule 40 steel pipe
Nominal size: _Vidiam - (Sch 40
Outside Diameter _ d =( 5.563 'in Moment of Inertia: Ix = 15.2 in'
Wall Thickness t=1J0.258 Iin Section Modulus: S= _SAS in'
�V Deflection Limit: Defl
Design wind pressure: P = 32.9 j psf
Sign area: Al = 49.5 j sq ft ... tributary area for each post (e.g. sign+post)
Eccentricity of applied force: e1= t _4`0 . ft ... distance to area centroid (weighted avg hl,h2)
(1): Yielding Limit State
Mn = Fy*S Allowable Moment: Mallow = Mn / 1.67
Mn = 190.8 kip -in Mallow = 114.2 kip -in
Check Member Bending
Moment in member: Mmax = P*Al*el
Mmax = 78.1 kip -in
Check Member Deflection:
Allowable-beflection: Aaiiuw = 0.60 in
Deflection in member: Amax= P*(A*eA3) / (3*E*1)
Amax= 0.14 in
L/80
Mmax < Mallow... OK
Amax < Aallow ... OK
Page 4