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easyseals.com
SCANNED
BY
St. Lucie County
DESIGN CALCULATIONS
FOR
PUBLIC STORAGE
FREESTANDING SIGNS
5910 S. US Hwy 1— Ft 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
Index:
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 Exist. Footer/Post Check
approval. No warranty, either expressed or implied, is contained herein.
Pg q primary Support(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.
5. Where site conditions deviate from those noted herein revisions may
y be
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Eng;�e k��sealvalid
required or a separate site -specific engineering evaluation performed.
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6. Aluminum components in contact with steel or embedded in concrete
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shall be protected as prescribed in the 2015 Aluminum Design Manual,
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Part 1-A. Steel components in contact with, but not encased in, concrete
shall be coated, painted, or otherwise protected against corrosion.
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7. Engineer seal affixed hereto validates structural design as shown only.
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Use of this specification by contractor, et. Al, indemnifies and saves
harmless
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Chr'fs; ' • # 67382
this engineer for all costs & damages including legal fees &
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apellate fees resulting from deviation from this design.
Easy 3ed19urr3eai6dti Auth # 31124
BocaRatederal3432nzoo Easy Seals.com Page 1
Bow Raton, FL 33432
Eas'/Seals CALCULATIOfS, ';:OR 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 atmos. 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 It
±
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
250 ft
±
70.9 psf
0.85
0.88
0.90
0.98
1.01
1.04
1.07
1.09
1.12
1.14
1.17
1.21
1.24
1.27
1.29
1.32
1.34
1.36
1.38
1.42
1.46
1.53
Risk Category 1 Structure
ASD Load Combo Coeff: 0.6
9x
24.9
25.9
26.5
28.9
29.8
30.7
31.4
32.1
32.8
33.4
34.5
35.5
36.4
37.2
37.9
38.6
39.3
39.9
40.5
41.8
43.0
45.1
Kd= 0.85 Directionalityfactor
Kzt= 1.0 Topographicfactor
Cf = 1:85 Force Coefficient
...Width / Height ratio = 0.2 to 10
Page 2
EasySeC71S CALCULATION; , OR FREESTANDING SIGNS
r Foundation Design Chech (Existing Structure)
Comparison of Reactions Under Proposed Signage vs Existing Signage
Structure Dimensions & Loading
Design wind pressure: P = 45.4 psf
Overturning Safety Factor: 4 _. 1.5 ... Fac 1807.2.3
Existing Signage
Sign areal:
Al=
69.0
sq ft
... tributary area I for each footer (e.g. sign)
Height of applied force above grade:
h1=
25.0
ft
... height of area 1 centroid
Sign areal:
A2=
22.0
sq ft
... tributary area 2 for each footer (e.g. post)
Height of applied force above grade:
h2 =
11.0
ft
... height of area 2 centroid
Overturning Moment:
Mne = P*(Al*hl+A2*h2)
Mne =
89.3
kip-ft
Proposed Signage
Sign area 1:
Al =
69.0
sq ft
... tributary area 1 for each Tooter (e.g. sign)
Height of applied force above grade:
h1=
25.0
ft
... height of area 1 centroid
Sign area 2:
A2 =
22.0
sq ft
... tributary area 2 for each footer (e.g. post)
Height of applied force above grade:
h2 =
11.0
ft
... height of area 2 centroid
Overturning Moment:
Mnp= P*(Al*h1+A2*h2)
Mnp = 89.3 kip-ft Mnp < Mne
OK
Page 3
O E asySealsm
CALCULATION' -011 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 = 35 ksi
Modulus of Elasticity: E = 29000 ksi
Safety Factor = 1.67 Per Section B3.4
End Supports: Cantilever
Member Properties ANSI 4" Schedule 80 steel pipe
Nominal size: 4" diam - Sch 80
Outside Diameter d = 4.5 in Moment of Inertia: Ix = 9.6 in"
Wall Thickness t = 0.337 in Section Modulus: S = 4.27 in'
Deflection Limit: Defl = L / 80
Design wind pressure: P = 35.5 psf
Sign area: Al = 69.0 sq ft ... tributary area for each post (e.g. sign+post)
Eccentricity of applied force: el = 3.0 ft ... distance to area centroid (weighted avg hl,h2)
(1): Yielding Limit State
Mn = Fy*S Allowable Moment: Mallow = Mn / 1.67
Mn= 149.5 kip -in Mallow= 89.5 kip -in
Check Member Bending
Moment in member: Mmax = P*Al*e1
Mmax = 88.3 kip -in Mmax < Mallow... OK
Check Member Deflection:
Allowable Deflection: Aanow= 0.45 in L/80
Deflection in member: Amax = P*(A*eA3) / (3*E*I)
Amax = 0.14 in
Amax < Aallow ... OK
Page 4