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SCANNED
BY
St. Lucie County
DESIGN CALCULATIONS
FOR REVIEWED (O A
CODE r ;iilMP I,.+r,CS
Sr,LUCRE COUNTY
iY
.rl 1
COURTYARD BY MARRIOTT
FREESTANDING SIGNS
10928 S AlA —Jensen Beach
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 maybe
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
Pg 4
Primary Support(s)
1200 N Federal Hwy, #200
Boca Raton, FL33432
Easy Seals .com
Page i
Easy' seals CALCULATIONS FOR FREESTANDING SIGNS
ASCE 7-10 Design Wind Loads
FREESTANDING SOLID SIGNS AND WALLS (AT GRADE)
Building Specs
V = 150 mph Basic wind speed
Exposure D
Calculations
a=11.5 3-sec gust speed power law exponent
k = 700' Nominal ht. of atmos. boundary layer
G = 0.85 '
150 mph
- UP "D"
Monuments at grade
W/Ht Ratio 5 0.5
DESIGN
SIGN
WIND
HEIGHT
PRESSURES
15 ft
t
39.9 psf
±
41.2 psf
18 ft
20 ft'
±
41.9 psf
30'ft
±
45.0 psf
35 ft
±
46.2 psf
40 ft
±
47.3 psf
45 ft
±
48.3 psf
50 ft
±
49.2 psf
55 ft
±
50.0 psi
60 ft
±
50.7 psf
70 it
±
52.1 psf
80ft
±
53.3 psf
90 ft
±
54.5 psf
100 ft
±
55.5 psf
110 ft
±
56.4 psf
120 ft
±
57.2 psf
130 ft
+
58.0 psf
140 ft
±
58.8 psf
150 ft
±
59.5 psf
175 ft
±
61.1 psf
200 ft
±
62.6 psf
250 ft
±
65.0 psf
Risk Category 1 Structure
ASD Load Combo Coeff: D.6
Y
n
Y q.
1.03 30.3
1.06 31.2
1.08 31.8
1.16 34.1
1.19 35.1
1.22 35.9
1.25 36.6
1.27 37.3
1.29 37.9
1.31 38.5
1.35 39.6
1.38 40.5
1.41 41.3
1.43 42.1
1.46 42.8
1.48 43.4
1.50 44.1
1.52 44.6
1.54 45.2
1.58 46.4
1.62 47.5
1.68 49.4
Kd= 0.85 Directionalityfactor
Kzt= 1.0 Topographicfactor
Cf= 1.55 Force Coefficient
...Width/Heightratio z0.5
Page 2
eEass Seals CALCULATIONS FOR FREESTANDING SIGNS
Footing Design for Freestanding Signs
Structure Dimensions & Loading
Design wind pressure: P =
Overturning Safety Factor: O =
Sign area 1: A1=
Height of applied force above grade: h1=
Sign area 2: A2 =
Height of applied force above grade: h2 =
Overturning Moment:
(Sq /� Rect i Footing dimensions:
Footing depth:
Superstructure weight:
Soil cover weight:
Footing weight:
Total weight:
39.9
1.5
... FBC 1807.2.3
U 9E CO
YY• l .
86.7 jsq
ft
... tributary area 1 for each Tooter (e.g. sign)
4.3
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*(A1*hl+A2*h2)
Mn =
15.0
kip-ft
ft
d = 3 ft
Dr=[ 200 lb
Ds = 1200 lb
Df = 10800 lb
D = 12200 lb
Soil Strength ...FBC Tables 1806.2, 1819.6
Soil class: 4. Sand,silty sand, silty gravel j
Lateral bearing strength: Plat = 150 psf/ft
Vertical bearing strength: Pbrg = 2000 psf
Check Vertical Soil Bearing Pressures
e = 1.23 ft ... = (P)*(Al*hl+A2*h2) / D
qtoe = D*(1+e)/(B*L)
qtoe = 977 psf
Resisting moment due to Dead Load: My = D* B/2
My = 48.8
L= ft
Soil cover: ds =1 0..5 —eft
... = 100pcf*B*L*ds
... = 150pcf*B*L*d
...=Dr+Ds+Df
...reaction below footer at toe
kip-ft
Total Resisting Moment: Mtot = My / ()
Mot = 32.5 kip-ft
... 5 B/6
qtoe < Pbrg OK
Mtot>Mn OK
Page 3
iEasySeals CALCULATIONS FOR FREESTANDING SIGNS
REVIEWED FOR
• Hollow Structural Rectangular Tubing in BendingCODE COMPLIANCE
Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings STa LUCIE COUNTY
BO
Material Properties
Yield Stress, A500 Grd B Steel: Fy =
46 ksi
T^ 4
Safety Factor = 1.67 Per section a3.4
Modulus of Elasticity: E =L
29000 ksi
Member Properties
Flange: b = 6 in
Moment of Inertia: Ix = 29.8 in'
Flange Thickness: tf = 1/4"
= 0.233"
Section Modulus: S = 9.9 in'
Web: d = 6
in
Deflection Limit: DO = EiT80
Web Thickness: tw = 1/4"
= 0.233"
End Supports: Cantilever
Design wind pressure:
P = .
39.9 psf
Sign area:
Al =
86.7 sq ft ... tributary area for each post (e.g. sign+post)
Eccentricity of applied force:
el =
4.3 Ift ... distance to area centroid (weighted avg hl,h2)
Unbraced Length:
Lc=
4.3 ft
Check for Limiting Width -Thickness Ratios (Compact/Noncompact, per Table 84.1)
Flanges Webs
b/t = 23.8 = (b-2*t2)/t1 d/t = 23.8 = (d-2*t1)A2
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= 456.7 kip -in Mallow = 273.5 kip -in
Check Member Bending
Allowable Moment: Mn = 273.S kip -in Minimum of Mallow values above
Moment in member:
Check Member Deflection:
Allowable Deflection:
Deflection in member:
Mmax= P*A1*el
Mmax = 179.8 kip -in
hallow= 0.65 in
Amax= P*(A*e"3) / (3*E*I)
Amax = 0.19 in
L/80
Mmax < Mn ... OK
Amax < hallow ... OK
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