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SCANNED
BY
St. Lucie Countv
GENERAL NOTES:
peals
easyseals.com
DESIGN CALCULATIONS
FOR
FLORIDA TURNPIKE
FREESTANDING SIGNS
Port St Lucie, FL
1. Design is in accordance with the Florida Building Code 5th Edition (2014)
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 2010 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 &
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Index:
Pg 1 Cover
Pg 2 Wind Loads
Pg 3 Footing Design
Pg 4-5 Primary Support(s)
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`auyaCALCULATION'_ 'OR FREESTANDING SIGNSCOD-)EasySeaLs
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ASCE 7-10 Design Wind Loads
FREESTANDING SOLID SIGNS AND WALLS (AT GRADE)
Building Specs
V = 150 mph Basic wind speed
Fxposure C
Calculations
a=9.5 3-sec gust speed power law exponent
zs = 900' Nominal ht. of atmos. boundary layer
G = 0.85
150 mph
- UP "C"
Monuments
at grade
W/Ht Ratio 5 0.5
DESIGN
SIGN
WIND
HEIGHT
PRESSURES
15 ft
± 32.9 psf
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
50 ft
+ 42.3 psf
55 ft
+ 43.2 psf
60 ft
+ 44.0 psf
70 ft
± 45.4 psf
80 It
+ 46.7 psf
90 ft
± 47.9 psf
100 ft
± 49.0 psf
110 ft
+ 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
± 55.1 psf
200 ft
+ 56.7 psf
250 ft
± 59.4 psf
Risk Category 1 Structure
ASD Load Combo Coeff: 0.6
N
Y
n
t
Y
4 �
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
Kd = 0.85 Directionalityfactor
Kzt = 1.0 Topographic factor
Cf = 1.55 Force Coefficient
...Width /Height ratio >_ 0.5
Page 2
0 EdsySeaL5 CALCULATIOI` :OR FREESTANDING SIGNS
Footing Design for Freestanding Signs and Flagpoles
Structure Dimensions & Loading
Design wind pressure: P =
Overturning Safety Factor: Q =
Sign area 1: Al =
Height of applied force above grade: hl =
Sign area 2: A2 =
Height of applied force above grade: h2 =
Overturning Moment:
32.9 psf
1.5
... FBC 1807.2.3
46.0
sq ft
... tributary area 1 for each footer (e.g. sign)
3.8
ft
... height of area 1 centroid
0.0
sq ft
... tributary area 2 for each footer (e.g. post)
0.0
ft
... height of area 2 centroid
Mn=
P*(Al*h1+A2*h2)
Mn =
5.8
kip-ft
Sq / Rect Footing dimensions:
B =
3.5
ft
Footing depth:
d =
2.5
ft
Superstructure weight:
Dr=
200
lb
Soil cover weight:
Ds =
404
lb
Footing weight:
Df =
4594
lb
Total weight:
D =
5198
lb
Soil Strength ...FBC Tables 1806.2,1819.6
Soil class:
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= 1.12 ft ... = (P)*(Al*hl+A2*h2) / D
gtoe= 2*D/[3*L*(B/2-e))
qtoe = 1560 psf
Resisting moment due to Dead Load: My = D*13/2
My = 9.1
L = 3.5 ft
Soil cover: ds = 0.33 ft
... = 100pcf*B*L*ds
... = 150pcf*B*L*d
...=Dr+Ds+of
...reaction below footer at toe
kip-ft
Total Resisting Moment: Mtot = My / O
Mtot = 6.1 kip-ft
... > B/6
qtoe < Pbrg OK
Mtot>Mn OK
Page 3
Ea seals CALCULATIOIS" "OR FREESTANDING SIGNS
wysealsmm -
Hollow Structural Rectangular Tubing in Bending
Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings
Material Properties
Yield Stress, A500 Grd B Steel: Fy = 46 ksi Safety Factor = 1.67 Per section 83.4
Modulus of Elasticity: E = 29000 ksi
Member Properties
Flange: b = 4 in
Moment of Inertia:
Ix = 8.3 in
Flange Thickness: tf = 1/4" =
0.233"
Section Modulus:
S = 4.2 in
Web: d = 4 in
Deflection Limit:
Defl = L / 80
Web Thickness: tw = 1/4" =
0.233"
Support type:
Cantilever
Design wind pressure:
P =
32.9 psf
Sign area 1:
A1=
46.0 sq ft ...
tributary area 1 for each post (e.g. sign)
Eccentricity of applied force:
e1=
3.8 ft ...
distance to area 1 centroid
Sign area 2:
A2 =
0.0 sq ft ...
tributary area 2 for each post (e.g. post)
Eccentricity of applied force:
e2 =
0.0 ft ...
distance to area 2 centroid
Unbraced Length:
Lc=
3.8 ft
Check for Limiting Width -Thickness Ratios (Compact/Noncompact, per Table B4.1)
Flanges Webs
b/t = 15.2 = (b-2*t2)/t1 d/t = 15.2 = (d-2*t1)A2
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*J(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
Mn = 191.4 kip -in
(2): Flange Local Buckling Limit State
This criteria applies to sections with noncompact flanges
Mn= Mp-(Mp-Fy*S)(3.57*b/tf*V(Fy/E)-4.0)
Mn= 191.4 kip -in
This criteria applies to sections with slender flanges
be = 1.92*tf*V(E/Fy)*[1-0.38/(b/tf)*V(E/Fy)]
be = 4.00 in Effective width of compression flange
Seff= 4.2 in Effective section modulus (use be)
Mn = Fy*Seff
Mn = 191.4 kip -in
Mallow= Mn/1.67
Mallow = 114.6 kip -in
Mallow =
Mallow =
N/A
N/A
Page 4
FdsySeals CALCULATION' ,"OR FREESTANDING SIGNS
eaV�m
(3): Web Local Buckling Limit State
This criteria applies to sections with noncompact webs
Mn = Mp-(Mp-Fy*S)(0.305*h/tw*J(Fy/E)-0.738)
Mn= 191.4 kip -in
Check Member Bending
Allowable Moment: Mn = 114.6 kip -in
Moment in member: Mmax = P*(A1*e1+A2*e2)
Mmax = 69.6 kip -in
Check Member Deflection:
Allowable Deflection: 0.58 in
Mallow = N/A
Minimum of Mallow values above
L/80
Deflection in member: Amax= P*(A1*e1A3+A2*e2A3) / (3*E*I)
Omax= 0.20 in
Mmax < Mn ...
OK
Amax < Aallow ... OK
Page 5