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SCANNED
BY
St. Lucie County
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ST. LUCIE COUNTY
REVIENVED FOR CC
DATE
•
DESIGN CALCULATIONS
DIVISION
'BE KEPT ON JOB
BE MADE.
THESE PLANS AND ALL PROPOSED WORK
ARE SUBJECT TO ANY CORRECTIONS
FOR REQUIRED BY FIELD INSPECTORS THAT
MAY BE NECESSARY IN ORDER TO
89MP6Y WITH A" MF1140 4 OOP161
TWIN OIL / SUNOCO
FREESTANDING SIGNS
815 Prima Vista — Port St Lucie
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.
CONCEALED FASTENERS OR ATIACHMEN'
ARE THE RESPONSIBILITY OF THE
CONTRACTOR OF RECORD
Index:
Pg 1
Cover
Pg 2
Wind Loads
Pg 3
Footing Design
Pg4
Primary Support(s)
valid
No. 6738
i STATE OF,
(:h7,ailtlraitQl�1( :VRE # 67382
EasyS2A49nnmadrY uth#31124
1200 N Federal Hwy, #200 Easy Sear .com Page 1
Boa Raton, FL33432
"O E sySeals CALCULATION', - =OR FREESTANDING SIGNS
�1.
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
±
S5.8 psf
90 ft
+
57.2 psf
100 ft
+
58.5 psf
110 ft
+
59.6 psf
120 ft
+
60.8 psf
230 ft
t
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
Risk Category 1 Structure
ASD Load Combo Coeff: 0.6
N
Y
u
s
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 Directionality factor
Kzt = 1.0 Topographic factor
Cf = 1.85 Force Coefficient
...Width /Height ratio = 0.2 to 30
Page 2
CALCULATION,- .:OR FREESTANDING SIGNS
Foundation Design Check (Existing Structure)
Comparison of Reactions Under Proposed Signage vs Existing Signage
Structure Dimensions & Loading
Design wind pressure: P = 32.9 psf
Overturning Safety Factor: O = 1.5 Fac 1807.2.3
Existing Signage
Sign area 1:
A1=
72.0
sq ft
... tributary area 1 for each footer (e.g. sign)
Height of applied force above grade:
hl =
19.0
ft
... height of area 1 centroid
Sign area 2:
A2 =
0.0
sq ft
... tributary area 2 for each footer (e.g. post)
Height of applied force above grade:
h2 =
0.0
ft
... height of area 2 centroid
Overturning Moment:
Mne= P*(A1*h1+A2*h2)
Mne =
44.9
kip-ft
Proposed Signage
Sign area 1:
A1=
72.0
sq ft
... tributary area 1 for each footer (e.g. sign)
Height of applied force above grade:
h1=
19.0
ft
... height of area 1centroid
Sign area 2:
A2 =
0.0
sq ft
... tributary area 2 for each Tooter (e.g. post)
Height of applied force above grade:
h2 =
0.0
ft
... height of area 2 centroid
Overturning Moment:
Mnp = P*(Al*hl+A2*h2)
Mnp = 44.9 kip-ft Mnp < Mne
OK
Page 3
sySeals
Sign Anchor Design
Structure Dimensions & Loading
Design wind pressure:
Sign type:
Sign size:
Wall material:
Anchor type/size:
CALCULATION,> :OR FREESTANDING SIGNS
P = 45.4 psf
Cabinet
A=, 27.0 sgft (entire cabinet)
Metal Steel studs or extrusions/shapes
#14 SMS
Ref: Min 18ga studs (grd 33) or 0.090" 6063-T6
Min Embedment: Full
Min edge dist: 0.75" Min Spacing: 0.5"
Anchor tensile capacity: Tcap = 152.0 lb (per anchor)
Check Anchors for Pullout
Total Reaction: Rt = 1225 lb ... = P'A (entire cabinet)
No. of anchors req'd: n = 8.1 total anchors ... = Rt/cap
Total anchors required: 9 total anchors balanced over cabinet
OK, use min (9) total at each cabinet
Page 4