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GENERAL NOTES:
SCANNED
BY
St. Lucie County
DESIGN CALCULATIONS
1:101A
LAQUINTA INN & SUITES
FREESTANDING SIGNS
1147 Hernando St— Fort Pierce
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.
5. 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.
Index:
Pg 1
Cover
Pg 2
Wind Loads
Pg 3
Footing Design
Pg4
Primary Support(s)
valid
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Federal Hwy, N200 Ear SeQils .com Page 1
Bocaoca Raton,
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Easy Seals CALCULATIONS FOR FREESTANDING SIGNS
ASCE 7-10 Design Wind Loads
FREESTANDING SOLID SIGNS (ELEVATED)
Building Specs
V = 150 mph Basic wind speed
Exposure C
Calculations
a=9.5 3-sec gust speed power law exponent
zg = 900, Nominal ht. of otmos. boundary layer
G = 0.85
150 mph
- Exp "C"
Elevated Signs
W/Ht Ratio = 0.2 to 2.0
DESIGN
SIGN
WIND
HEIGHT
PRESSURES
15 ft
± 39.2 psf
18 ft
± 40.7 psf
20 ft
+ 41.7 psf
30 ft
± 45.4 psf
35 ft
± 46.9 psf
40 ft
± 48.2 psf
45 ft
± 49.4 psf
50 ft
+ 50.5 psf
55 ft
± 51.5 psf
60 ft
± 52.5 psf
70 ft
± 54.2 psf
80 ft
± 55.8 psf
90 ft
± 57.2 psf
100 ft
± 58.5 psf
110 ft
± 59.6 psf
120 ft
+ 60.8 psf
130 ft
± 61.8 psf
140 ft
± 62.8 psf
150 ft
± 63.7 psf
175 ft
± 65.8 psf
200 ft
± 67.6 psf
L.250 ft
± 70.9 psf
Risk Category 1 Structure
ASD Load Combo Coeff: 0.6
N
Y
u
L
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 = 1.85 Force Coefficient
...Width /Height ratio = 0.2 to 10
Page 2
CALCULATIONS FOR FREESTANDING SIGNS
• Footing Design for Freestanding Signs and Flagpoles
Structure Dimensions & Loading
Design wind pressure:
P =
Overturning Safety Factor:
IZ =
Sign area 1:
A1=
Height of applied force above grade:
h1=
Sign area 2:
A2 =
Height of applied force above grade:
h2 =
Overturning Moment:
45.4 psf
1.5 ... FBC 1807.2.3
99.1
sq ft
... tributary area 1 for each footer (e.g. sign)
15.3
ft
... height of area 1 centroid
8.7
sq ft
... tributary area 2 for each footer (e.g. post)
2.8
ft
... height of area 2 centroid
Mn=
P*(A1*h1+A2*h2)
Mn =
69.6
kip-ft
Round Footing Diameter:
B =
3
ft
Footing depth:
d =
10
ft
Superstructure weight:
Dr=
200
lb
Soil cover weight:
Ds =
0
lb
Footing weight:
Df=
10603
lb
Total weight:
D =
10803
lb
Soil Strength ...FBC Tables 1806.2, 1819.6
Soil cover: ds = 0 ft
... = 100pcf*7t*B42/4*ds
... = 15opcf*n*BA2/4*d
... = Dr+ Ds + of
Soil class: 4. Sand, silty sand, silty gravel
Lateral bearing strength: Plat = 150 psf/ft
Vertical bearing strength: Pbrg = 2000 psf
Check Lateral Soil Bearing Pressures (Empirical Method) ...FBC sect 1807.3.2.1
Unconstrained (No rigid floor or pavement at ground surface)
Allowable lateral soil bearing pressure at 1/3 depth:
Si = 2* Plat * (d+ds)/3
S1= 1000 psf
Total applied lateral load: Ptot = 4.89 kips
Equiv ht of applied load: heq = 14.24 ft
As= 2.34*Ptot/(S1*B)
As = 3.8 ft
dreq = As/2 * [ 1 +V(1+4.36*heq/As) ]
dreq = 9.83 ft dreq <d OK
Page 3
Q) Ea Seals CALCULATIONS FOR FREESTANDING SIGNS
• Hollow Structural Rectangular Tubing in Bending
Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings
Material Properties
Yield Stress, 7500 Grd B Steel: Fy = 46 ksi Safety Factor = 1.67 Per section 83.4
Modulus of Elasticity: E = 29000 ksi
Member Properties
Flange:
b =
8
Flange Thickness:
tf =
1/2"
Web:
d =
8
Web Thickness:
tw =
1/2"
in Moment of Inertia: Ix =
= 0.465" Section Modulus: S=
in Deflection Limit: Defl =
= 0.465" End Supports: Cantilever
133.1 in
33.3 in'
L/80
Design wind pressure: P =
45.4 psf
Sign area: Al =
107.8 sq ft ...
tributary area for each post (e.g. sign+post)
Eccentricity of applied force: e1 =
14.2 ft ...
distance to area centroid (weighted avg hl,h2)
Unbraced Length: Lc =
14.2 ft
Check for Limiting Width -Thickness Ratios
(Compact/Noncompact, per Table 84.1)
Flanges
Webs
b/t = 15.2 = (b-2*t2)/tl
d/t =
15.2 = (d-2*tl)/t2
1.12*V(E/Fy) = 28.1 Flange Compact Limit
2.42*V(E/Fy) =
60.8 Web Compact Limit
1.40*V(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= 1530.9 kip -in Mallow = 916.7 kip -in
Check Member Bending
Allowable Moment: Mn= 916.7 kip -in Minimum of Mallow values above
Moment in member: Mmax = P*A1*e1
Mmax = 835.5 kip -in
Check Member Deflection:
Allowable Deflection:
Deflection in member:
Aailow= 2.14 in
Amax= P*(A*eA3)/(3*E*I)
Amu = 2.11 In
L/80
Mmax < Mn ... OK
Amax < Aallow ... OK
Page 4