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DESIGN CALCULATIONS
FOR
DUNKIN'
2: DIRECTIONAL SIGNS
903 E Prima Vista Blvd—Pt St Lucie
This document has been Digitally signed
GENERAL NOTES: digitally signed and sealed by g y SI g
Christian Langley,PE on the b Christian
1. Design is in accordance with the Florida Building Code 6th Edition (2017) date noted in this digital y
signature. Printed copies of Langley
for use within and outside the High Velocity Hurricane Zone(HVHZ). this document are not g y
considered signed&sealed,& Date: 2020.09.14
2. Wind loads have been calculated per the requirements of ASCE 7-10 as the signature must be verified
on any electronic copies. 15:19:39 -04'00'
shown herein,except where noted otherwise. Serial:45 75 9E 00 F0 80 43 20 10 BB BC D2
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. No warranty, either expressed Pg 3 Footing Design
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 " �
y Eng;�s� r 4;eal valid
required or a separate site specific engineering evaluation performed.
6. Aluminum components in contact with steel or embedded in concrete �``Z`�• • , F •••.��
shall be protected as prescribed in the 2015 Aluminum Design Manual, No.67382
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. %��,;•. cSep 14 2020 �9:
Use of this specification by contractor,et.Al, indemnifies and saves
harmless this engineer for all costs&damages including legal fees& Christian Langley PE#67382
apellate fees resulting from deviation from this design. Easy Seals- Cert Auth#31124
Federal Hwy,#200
Bocaoca Raton,FL 33432 "J'Ea �al S.,.. Page 1
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EasySeals CALCULATIONS FOR FREESTANDING SIGNS
easys"s.c-m
ASCE 7-10 Design Wind Loads
FREESTANDING SOLID SIGNS AND WALLS (AT GRADE)
Building Specs
V= 150 mph Basic wind speed Risk Category 1 Structure
Exposure C ASD Load Combo Coeff: 0.6
Calculations
a= 9.5 3-sec gust speed power law exponent Kd = 0.85 Directionality factor
zg= 900, Nominal ht. of atmos. boundary layer Kzt= 1.0 Topographic factor
G= 0.85
Cf= 1.55 Force Coefficient
...Width/Height ratio >_0.5
150 mph - Exp "C"
Monuments at grade
W/Ht Ratio<_0.5
DESIGN
N
SIGN WIND Y
u
HEIGHT PRESSURES Y qZ
15 ft ± 32.9 psf 0.85 24.9
18 ft ± 34.1 psf 0.88 25.9
20 ft ± 34.9 psf 0.90 26.5
30 ft ± 38.0 psf 0.98 28.9
35 ft ± 39.3 psf 1.01 29.8
40 ft ± 40.4 psf 1.04 30.7
45 ft ± 41.4 psf 1.07 31.4
50 ft ± 42.3 psf 1.09 32.1
55 ft ± 43.2 psf 1.12 32.8
60 ft ± 44.0 psf 1.14 33.4
70 ft ± 45.4 psf 1.17 34.5
80 ft ± 46.7 psf 1.21 35.5
90 ft ± 47.9 psf 1.24 36.4
100 ft ± 49.0 psf 1.27 37.2
110 ft ± 50.0 psf 1.29 37.9
120 ft ± 50.9 psf 1.32 38.6
130 ft ± 51.8 psf 1.34 39.3
140 ft ± 52.6 psf 1.36 39.9
150 ft ± 53.3 psf 1.38 40.5
175 ft ± 55.1 psf 1.42 41.8
200 ft ± 56.7 psf 1.46 43.0
250 ft ± 59.4 psf 1.53 45.1
Page 2
Q EasySeals CALCULATIONS FOR FREESTANDING SIGNS
easys"al Om
Footing Design for Freestanding Signs and Flagpoles
Structure Dimensions & Loading
Design wind pressure: P = 32.9 psf
Overturning Safety Factor: O = 1.5 ...FBc 1807.2.3
Sign area 1: Al = 4.1 sq ft ...tributary area 1 for each footer(e.g.sign)
Height of applied force above grade: h1 = 4.1 ft ...height of area 1 centroid
Sign area 2: A2 = 1.6 sq ft ...tributary area 2 for each footer(e.g.post)
Height of applied force above grade: h2 = 2.4 ft ...height of area 2 centroid
Overturning Moment: Mn = P*(A1*h1+A2*h2)
Mn = 0.7 kip-ft
Round Footing Diameter: B = 2 ft
Footing depth: d = 2 ft Soil cover: ds= 0 ft
Superstructure weight: Dr= 200 lb
Soil cover weight: Ds = 0 lb ...=100pcf*n*BA2/4*ds
Footing weight: Df= 942 lb ...=150pcf*r[*BA2/4*d
Total weight: D = 1142 lb ...=Dr+Ds+Df
Soil Strength ...FBC Tables 1806.Z 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 = 0.60 ft ...=(P)*(A1*h1+A2*h2)/D ... > B/6
qtoe = 2*D/[3*B*(B/2-e)) ...reaction below footer at toe
qtoe = 941 psf qtoe< Pbrg OK
Resisting moment due to Dead Load: My= D*13/2
My= 1.1 kip-ft
Total Resisting Moment: Mtot= My/O
Mtot= 0.8 kip-ft Mtot> Mn OK
Page 3
EasySeals CALCULATIONS FOR FREESTANDING SIGNS
easysealscom
ALUMINUM DESIGN MANUAL
Specifications for Aluminum Structures (Buildings) _
Design Check of 4"x4"x0.07S"/0.07S" 6063-T6 Aluminum Tube
b
Alloy: 6063 Temper: T6 Welded: N
SECTION PROPERTIES th
b 4.000'' Flange width
tb 0.075" Flange thickness
h 4.000'' Web height
th 0.075" Web thickness
Ix 3.02 in^4 Moment of Inertia about axis parallel to flange
ly 3.02 inA4 Moment of Inertia about axis parallel to web tb
Sc 1.51 in^3 Section modulus, compression side (about X-axis)
rx 1.60 in Radius of gyration about centroidal axis parallel to flange
ry 1.60 in Radius of gyration about centroidal axis parallel to web
1 4.54 inA4 Torsion constant
A 1.18 in^2 Cross sectional area of member
MEMBER SPANS
L 5.0 ft Unsupported member length (between supports)
Lb 5.0 ft Unbraced length for bending(between bracing against side-sway)
k 1.0 Effective length factor
MATERIAL PROPERTIES
Ftu 30 ksi Tensile ultimate strength
Fty 25 ksi Tensile yield strength
Fcy 25 ksi Compressive yield strength
Fsu 19 ksi Shear ultimate strength
E 10,100 ksi Compressive Modulus of Elasticity
ALLOWABLE STRESSES
Fb= 11.90 ksi Allowable bending stress
Fac= 7.98 ksi Allowable axial stress, compression
MEMBER LOADING
Design wind pressure: P = 32.9 psf End Supports: Cantiliever
Sign area: Al = 5.7 sq ft ...trib area for each post(e.g.sign+post)
Eccentricity of applied force: el = 3.6 ft ...dist to area centroid(weighted avg hl,h2)
Bending Moments
Mz 0.68 kip-ft Bending moment developed in member Ma= 1.5 kip ft
fb = 5.40 ksi Bending stress developed in member
Fb = 11.90 ksi Allowable bending stress of member fb< Fb OK
Page 4