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DESIGN CALCULATIONS
FOR
DUNKIN'
ORDER CANOPY+ MENU BOARD
903 E Prima Vista Blvd—Pt St Lucie
This document has been
GENERAL NOTES: digitally signed and sealed by
Christian Langley,PE on the Digitally signed by
1. Design is in accordance with the Florida Building Code 6th Edition (2017) date noted in this digital Christian Langley
signature. Printed copies of g y
for use within and outside the High Velocity Hurricane Zone(HVHZ). this document are not Date: 2020.09.14
considered signed&sealed,&
2. Wind loads have been calculated per the requirements of ASCE 7-10 as the signature must be verified 15:30:10-04'00'
on any electronic copies.
shown herein,except where noted otherwise. SOW:45759E 00 FO 8043 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, 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 Pg 5 Cast-In Anchors Bolts
components and installation shall conform to manufacturer's or industry
specifications as summarized herein.
5. Where site conditions deviate from those noted herein, revisions ma be " ",11111t+'
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`. ��•�', •••.t��%
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 = 31.7 sq ft ...tributary area 1 for each footer(e.g.sign)
Height of applied force above grade: h1 = 2.3 ft ...height of area 1 centroid
Sign area 2: A2 = 27.7 sq ft ...tributary area 2 for each footer(e.g.post)
Height of applied force above grade: h2 = 3.6 ft ...height of area 2 centroid
Overturning Moment: Mn = P*(A1*h1+A2*h2)
Mn = 5.7 kip-ft
Round Footing Diameter: B = 3 ft
Footing depth: d = 5 ft Soil cover: ds= 0 ft
Superstructure weight: Dr= 200 lb
Soil cover weight: Ds = 0 lb ...=100pcf*n*B^2/4*ds
Footing weight: Df= 5301 lb ...=150pcf*n*B^2/4*d
Total weight: D = 5501 lb ...=Dr+Ds+Df
Soil Strength ...FBc rabies 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 Lateral Soil Bearing Pressures (Empirical Method) ...FBc Sect 1807.3.2.1
Unconstrained (No rigid floor or pavement at ground surface)
Allowable lateral soil bearing pressure at 1/3 depth:
S1 = 2*Plat * (d+ds)/3
S1 = 500 psf
Total applied lateral load: Ptot= 1.95 kips
Equiv ht of applied load: heq = 2.92 ft
As = 2.34*Ptot/(S1*B)
As = 3.0 ft
dreq = As/2 * [ 1 +V(1+4.36*heq/As) ]
dreq = 4.99 ft dreq < d OK
Page 3
Eas Seals CALCULATIONS FOR FREESTANDING SIGNS
easyseals.com
Hollow Structural Rectangular Tubing in Bending
Allowable Stress Design per 2010 AISC Spec for Structural Steel Buildings
Material Properties
Yield Stress,A500 Grd B Steel: Fy= 46 ksi Safety Factor= 1.67 Per Section B3.4
Modulus of Elasticity: E = 29000 ksi
Member Properties
Flange: b = 10 in Moment of Inertia: Ix= 110.6 in
Flange Thickness: tf= 3/16" = 0.175" Section Modulus: S= 22.1 in
Web: d = 10 in Deflection Limit: Defl = L/80
Web Thickness: tw= 3/16" = 0.175" End Supports: Cantilever
Design wind pressure: P = 32.9 psf
Sign area: Al = 59.4 sq ft ...tributary area for each post(e.g.sign+post)
Eccentricity of applied force: e1 = 2.9 ft ...distance to area centroid(weighted avg hl,h2)
Unbraced Length: Lc= 2.9 ft
Check for Limiting Width-Thickness Ratios (Compact/Noncom pact,per Table 64.1)
Flanges Webs
b/t= 55.2 =(b-2*t2)/t1 d/t= 55.2 =(d-2*t1)/t2
1.12*v(E/Fy) = 28.1 Flange Compact Limit 2.42*V(E/Fy) = 60.8 Web Compact Limit
1.40*d(E/Fy) = 35.2 Flange NonCompact Limit 5.70*v(E/Fy) = 143.1 Web NonCompact Limit
Flanges are slender Webs are compact
(1):Yielding Limit State
This criteria applies to all members, compact and noncompact
Mn = Fy*S Mallow= Mn/ 1.67
Mn = 1017.4 kip-in Mallow= 609.2 kip-in
Check Member Bending
Allowable Moment: Mn = 468.4 kip-in Minimum of Mallow values above
Moment in member: Mmax= P*A1*e1
Mmax= 68.5 kip-in Mmax< Mn ... OK
Check Member Deflection:
Allowable Deflection: Aauow= 0.44 in L/80
Deflection in member: Amax= P*(A*e^3)/(3*E*I)
Amax= 0.01 in Amax<Aallow ... OK
Page 4
EasySeals CALCULATIONS FOR FREESTANDING SIGNS
e Sys"
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Cast-in-Place Concrete Anchor Bolts
ACI 318-11,Appendix"D"
Required Strength:
Wind pressure: W= 32.9 psf Tributary area: A= 59.4 sqft
Dead load: D = 0 lb Load eccentricity: e = 2.9 ft
ASCE 7-10,2.3.2: U = (1.2)D+ (1.0)W Mu = 9.51 kip-ft ..._[(1.2)D+(1.0)W]*A*e
Anchor & Concrete Specs: Concrete: fc= 2500 psi
Anchor bolt size: 7/8" da = 0.875 in nt= 9 threads/in
Anchor material: SAE Grade 2/A307 futa = 74 ksi
Embedment: hef= 30 in Edge distance: ED = 12 in
Qty anchors in group: Q= 2 anchors Anchor group offset: a = 12 in
Anchor Strength: Steel: (�s= 0.75
Tension: U <_ 0.75 4) Nn Conc, no suppl reinf: (�c= 0.70
Steel Strength:
Ase = n/4*(da-0.9743/nt)2 Nsa = Ase*futa
Ase = 0.46 in Nsa = 34.2 kips (�s*Nsa = 25.6 kips
Concrete Breakout:
Anc= [ED+s+1.5*hef]*[ED+1.5*hef] Anco = 9*hef^2
Anc = 3249 in Anco = 8100 in
Nb = kc*X*df'c*hef^1.5 Cracked Concrete: We= 1.0
Nb = 197.2 kips Cast-in anchors: Wcp= 1.0
Wed = 0.7+0.3*ED/(1.5*hef) Wed = 0.78
kc= 24 ...cast-in anchors No eccentricity between anchors: Wec= 1.0
X= 1.0 ...normal weight concrete
Concrete breakout strength: Ncb = (Anc/Anco)*Wc*Wcp*Wed*Wec*Nb
Ncb = 61.7 kips (�c*Ncb= 43.2 kips
Concrete Pullout:
Headed Stud/ Bolt: Head diameter: dh = 2 in
Np = 8*Abrg*f'c Abrg= 3.1 in
Np = 62.8 kips Cracked Concrete: Wc,p = 1.0
Concrete pullout strength: Npn = Wc.p*Np
Npn = 62.8 kips (oc*Npn = 44.0 kips
Concrete Blowout:
Headed Stud/ Bolt: Nsb = 160*ED* /Abrg*X*df'c
Concrete blowout strength: Nsb = 170.2 kips 4)c*Nsb= 119.1 kips
Critical Anchor Strength:
(�Nn = min((�s*Nsa,(�c*Ncb,(�c*Npn,gc*Nsb) 4)Nn = 25.6 kips
4)Mn = Q*(�Nn*a
(OMn= 51.3 kip-ft Mu <_ 0.75 (� Mn 9.51 kip-ft < 38.4 kip-ft OK
Page 5