HomeMy WebLinkAboutDSED - MENU BOARD CALCS 11/12/20DESIGN CALCULATIONS
FOR
DUNKIN
MENU BOARD
903 E. Prima Vista Blvd – Port St Lucie
Index:
Pg 1 Cover
Pg 2 Wind Loads
Pg 3 Footing Design
Pg 4 Primary Support(s)
Pg 5 Cast-In Anchors Bolts
PE # 67382
Easy Seals Cert Auth # 31124
Engineer's signature and seal valid
for pages 1 through 5
Oct 29 2020
Christian Langley
GENERAL NOTES:
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.
1200 N Federal Hwy, #200
Boca Raton, FL 33432 Easy Seals .com Page 1
CALCULATIONS FOR FREESTANDING SIGNS
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
α =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
SIGN
HEIGHT
DESIGN
WIND
PRESSURES Kh = Kzqz
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
150 mph - Exp ''C''
Monuments at grade
W/Ht Ratio ≤ 0.5
Page 2
CALCULATIONS FOR FREESTANDING SIGNS
Footing Design for Freestanding Signs
Structure Dimensions & Loading
Design wind pressure:P =32.9 psf
Overturning Safety Factor:Ω =1.5 … FBC 1807.2.3
Sign area 1:A1 =44.0 sq ft … tributary area 1 for each footer (e.g. sign)
Height of applied force above grade:h1 =3.7 ft … height of area 1 centroid
Sign area 2:A2 =10.0 sq ft … tributary area 2 for each footer (e.g. post)
Height of applied force above grade:h2 =4.0 ft … height of area 2 centroid
Overturning Moment:Mn =P*(A1*h1+A2*h2)
Mn =6.6 kip-ft
Round Footing Diameter:B =3 ft
Footing depth:d =5.08 ft Soil cover:ds =0 ft
Superstructure weight:Dr =200 lb
Soil cover weight:Ds =0 lb … = 100pcf*π*B^2/4*ds
Footing weight:Df =5386 lb … = 150pcf*π*B^2/4*d
Total weight:D =5586 lb … = Dr + Ds + Df
Soil Strength …FBC Tables 1806.2, 1819.6
Soil class:
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 =508 psf
Total applied lateral load:Ptot =1.77 kips
Equiv ht of applied load:heq =3.73 ft
As =2.34*Ptot/(S1*B)
As =2.7 ft
dreq =As/2 * [ 1 + √(1+4.36*heq/As) ]
dreq =4.96 ft dreq < d OK
4. Sand, silty sand, silty gravel
Page 3
CALCULATIONS FOR FREESTANDING SIGNS
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 =4 in Moment of Inertia:Ix =8.3 in4
Flange Thickness:tf =1/4"= 0.233''Section Modulus:S =4.2 in3
Web:d =4 in Deflection Limit:Defl =L / 80
Web Thickness:tw =1/4"= 0.233''End Supports:Cantilever
Design wind pressure:P =32.9 psf
Sign area:A1 =54.0 sq ft … tributary area for each post (e.g. sign+post)
Eccentricity of applied force:e1 =3.7 ft … distance to area centroid (weighted avg h1,h2)
Unbraced Length:Lc =3.7 ft
Check for Limiting Width-Thickness Ratios (Compact/Noncompact, per Table B4.1)
Flanges Webs
b/t =15.2 = (b-2*t2)/t1 d/t =15.2 = (d-2*t1)/t2
1.12*√(E/Fy) =28.1 Flange Compact Limit 2.42*√(E/Fy) =60.8 Web Compact Limit
1.40*√(E/Fy) =35.2 Flange NonCompact Limit 5.70*√(E/Fy) =143.1 Web NonCompact Limit
Flanges are compact Webs are compact
(1): Yielding Limit State
This criteria applies to all members, compact and noncompact
Mn =Fy*S Mallow = Mn / 1.67
Mn =191.4 kip-in Mallow = 114.6 kip-in
Check Member Bending
Allowable Moment:Mn =114.6 kip-in Minimum of Mallow values above
Moment in member:Mmax =P*A1*e1
Mmax =79.3 kip-in Mmax < Mn …OK
Check Member Deflection:
Allowable Deflection:∆allow =0.56 in L / 80
Deflection in member:∆max =P*(A*e^3) / (3*E*I)
∆max =0.22 in ∆max < ∆allow …OK
Page 4
CALCULATIONS FOR FREESTANDING SIGNS
Cast-in-Place Concrete Anchor Bolts
ACI 318-11, Appendix "D"
Required Strength:
Wind pressure:W =32.9 psf Tributary area:A =54.0 sqft
Dead load:D =0 lb Load eccentricity:e =3.7 ft
ASCE 7-10, 2.3.2: U =(1.2)D + (1.0)W Mu =11.02 kip-ft … = [(1.2)D+(1.0)W]*A*e
Anchor & Concrete Specs:Concrete:f'c =2500 psi
Anchor bolt size:3/4"da =0.75 in nt =10 threads/in
Anchor material:futa =74 ksi
Embedment:hef =24 in Edge distance:ED =15 in
Qty anchors in group:Q =2 anchors Anchor group offset:a =6 in
Anchor Strength:Steel:φs =0.75
Tension:U ≤0.75 φ Nn φc =0.70
Steel Strength:
Ase =π/4*(da-0.9743/nt)²Nsa =Ase*futa
Ase =0.33 in²Nsa =24.8 kips φs*Nsa =18.6 kips
Concrete Breakout:
Anc =[ED+s+1.5*hef]*[ED+1.5*hef]Anco =9*hef^2
Anc =2601 in²Anco =5184 in²
Nb =kc*λ*√f'c*hef^1.5 Ψc =1.0
Nb =141.1 kips Cast-in anchors:Ψcp =1.0
Limit = 16*λ*√f'c*hef^(5/3) =159.8 kips Ψed = 0.7 + 0.3*ED/(1.5*hef)Ψed =0.83
kc =24 …cast-in anchors No eccentricity between anchors:Ψec =1.0
λ =1.0 … normal weight concrete
Concrete breakout strength:Ncb =(Anc/Anco)*Ψc*Ψcp*Ψed*Ψec*Nb
Ncb =58.4 kips φc*Ncb =40.9 kips
Concrete Pullout:
Head diameter: dh =2 in
Np =8*Abrg*f'c Abrg =3.1 in²
Np =62.8 kips Cracked Concrete:Ψc,p =1.0
Concrete pullout strength:Npn =Ψc.p*Np
Npn =62.8 kips φc*Npn =44.0 kips
Concrete Blowout:
Headed Stud / Bolt:Nsb =160*ED*√Abrg*λ*√f'c
Concrete blowout strength:Nsb =212.7 kips φc*Nsb =148.9 kips
Critical Anchor Strength:
φNn =min(φs*Nsa,φc*Ncb,φc*Npn,φc*Nsb)φNn =18.6 kips
φMn =Q*φNn*a
φMn =18.6 kip-ft Mu ≤0.75 φ Mn 13.9 kip-ft OK
SAE Grade 2 / A307
Conc, no suppl reinf:
Cracked Concrete:
Headed Stud / Bolt:
11.02 kip-ft <
Page 5