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DESIGN CALCULATIONS
FOR
A, TRUSS
FREESTANDING SIGNS
4451 St Lucie Blvd — Ft Pierce
GENERAL NOTES:
1. Design is in accordance with the Florida Building Code 7th Edition (2020)
for use within and outside the High Velocity Hurricane Zone (HVHZ).
2. Wind loads have been calculated per the requirements of ASCE 7-16 as
shown herein, except where noted otherwise.
3. These engineering calculations pertain only to the structural integrity of
Index:
those systems, components, and/or other construction explicitly
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 Footing Design
approval. No warranty, either expressed or implied, is contained herein.
Pg 4 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 be
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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,
= No. 67 82
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.
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Use of this specification by contractor, et. Al, indemnifies and saves
Cht'15Sj; �`%�£ # 67382
harmless this engineer for all costs & damages including legal fees &
.,
Easy Sed99sims M' Auth # 31124
apellate fees resulting from deviation from this design.
1200 N Federal Hwy, #200
Boca Raton, FL 33432 Easy Sealts .com Page 1
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CALCULATIONS FOR FREESTANDING SIGNS
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`# ASCE 7-16 Design Wind Loads
FREESTANDING SOLID SIGNS AND WALLS (AT GRADE)
Building Specs
V = 150 mph Basic wind speed (Vult)
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
-
UP "C"
Signs at grade
W/Ht Ratio <_ 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 ft
±
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
I ±
59.4 psf
Risk Category 1 Structure
ASD Load Combo Coeff: 0.6
N
Y
n
Y
Q:
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
Ke =
1.0
Ground elevation factor
Cf =
1.55
Force Coefficient
...Width
/Height ratio >_ 0.5
Page 2
= ... eats
CALCULATIONS FOR FREESTANDING SIGNS
aySFooting Design for Freestanding Signs
Structure Dimensions & Loading
Design wind pressure:
P =
Overturning Safety Factor:
Q =
Sign area 1:
A1=
Height of applied force above grade:
h1=
Sign area 2:
A2 =
Height of applied force above grade:
h2 =
Overturning Moment:
32.9 psf
1.5
... FBC 1807.2.3
60.0
sq ft
... tributary area 1 for each Tooter (e.g. sign)
7.5
ft
... height of area 1 centroid
9.0
sq ft
... tributary area 2 for each footer (e.g. post)
0.8
ft
... height of area 2 centroid
Mn =
P*(A1*h1+A2*h2)
Mn =
15.0
kip-ft
Sq / Rect Footing dimensions:
B =
5
ft
Footing depth:
d =
2.5
ft
Superstructure weight:
Dr =
200
lb
Soil cover weight:
Ds =
0
lb
Footing weight:
Df =
9375
lb
Total weight:
D =
9575
lb
Soil Strength ... FBCTables 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 = 1.57 ft ... = (P)*(A1*hl+A2*h2) / D
qtoe = 2*D/[3*L*(B/2-e))
qtoe = 1369 psf
Resisting moment due to Dead Load: My = D*13/2
My = 23.9
L= 5 ft
Soil cover: ds = 0 ft
= 100pcf*B*L*ds
= 150pcf*B*L*d
=Dr+Ds+Df
...reaction below footer at toe
kip-ft
Total Resisting Moment: Mtot = My / f)
Mtot = 16.0 kip-ft
... > B/6
qtoe < Pbrg OK
Mtot > Mn OK
Page 3
u seals CALCULATIONS FOR FREESTANDING SIGNS
earysealscom
ALUMINUM DESIGN MANUAL
Specifications for Aluminum Structures (Buildings)
Design Check of 6"x6"x0.25"/0.25" 6061-T6 Aluminum Tube b
Alloy: 6061 Temper: T6 ,Welded: N
SECTION PROPERTIES
th
b
6.000"
Flange width
tb
0.250"
Flange thickness — — —
h
6.000"
Web height
th
0.250"
Web thickness
Ix
31.74 1n^4
Moment of Inertia about axis parallel to flang
ly
31.74 in^4
Moment of Inertia about axis parallel to web tb
Sc
10.58 in^3
Section modulus, compression side (about X-axis)
rx
2.35 in
Radius of gyration about centroidal axis parallel to flange
ry
2.35 in
Radius of gyration about centroidal axis parallel to web
1
47.53 inA4
Torsion constant
A
5.75 in"2
Cross sectional area of member
MEMBER SPANS
L
10.0 ft
Unsupported member length (between supports)
Lb
8.0 ft
Unbraced length for bending (between bracing against side -sway)
k
1.0
Effective length factor
MATERIAL PROPERTIES
Ftu
38 ksi
Tensile ultimate strength
Fty
35 ksi
Tensile yield strength
Fcy
35 ksi
Compressive yield strength
Fsu
24 ksi
Shear ultimate strength
E
10,100 ksi
Compressive Modulus of Elasticity
11
ALLOWABLE STRESSES
Fb = 20.53 ksi
Fac = 13.75 ksi
MEMBER LOADING
Design wind pressure
Sign area
Eccentricity of applied force
Bending Moments
Mz 15.01 kip-ft
fb = 17.02 ksi
Fb = 20.53 ksi
Allowable bending stress
Allowable axial stress, compression
P = 32.9
A1= 69.0
e1= 6.6
Bending moment developed in member
Bending stress developed in member
Allowable bending stress of member
psf End Supports: Cantiliever
sq ft trib area for each post (e.g. sign+post)
ft ... dist to area centroid (weighted avg h1,h2)
Ma = 18.1 kip ft
fb < Fb OK
Page 4
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REVISIONS
DATE
BY
—
MAP OF BOUNDARY SURVEY
—
DAM 3-26-02
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BY: LLM
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DWS, 8485AS8
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Projeof : Al Trust,
4451 Sf:lucie 81lud.
ft. Pierce , fl.
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GRADE
7 p
6" SO 0.250" ALUM CONCRETE FOOTER OPTIONS (2500 PSI):. 2 o
POST (6061-T6) • 36" DIA x 6'-3" DEEP [AUGERED]
• 5'-0" SQx 2'-6" DEEP [SPREAD, WITH - V°
(5) #5 B,AR�E�A�H,jWAY�P+BOT]
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General -Design is in accordancewith the requirements ofthe Fla Bldg CDde7th Ed (2020) for use within &outside the flighVelocity HurricaneZone (HVHZ). -This engineering certifies onlythe structural integrity ofthose systems, componenN and/or other construction explicitly specified herein. •flectdcalnotes, details, &spedficationsare provided by and are the sole responsibilityoftheelectrialcontractor.Noelectrialreviewhasbeenperformedandnocefificationofsuchlsintended.•StructuraldesignmeetsrequirementsofACl318-14,AISC360-16,ADM7-15,&NDS-18,
Notes: as applicable. • Steel components shall be coated, painted, or otherwise protected against corrosion per FBC Sec 2203.2=2.6. - Alum components In contact with steel or embedded in concrete shall be painted or protected as prescribed In ADM1-15(1a), or plasticineoprene spacers provided. • All exposed fasteners shall be S.S. or have a protective coating for corrosion protection. - All welding shall comply with AWS requirements. - Steel welds: Uoxx electrodes. - Aluminum welds: 4043 filler alloy. • Alum extrusions: 6063 T6 or stmnger, U.N.O.