HomeMy WebLinkAboutDESIGN CALCULATIONSDESIGN CALCULATIONS
FOR
BEACH FRONT MANN REALTY
FREESTANDING SIGN
10535 S Ocean Dr – Jensen Beach
Index:
Pg 1 Cover
Pg 2 Wind Loads
Pg 3 Footing Design
Pg 4 Primary Support(s)
PE # 67382
Easy Seals Cert Auth # 31124
Engineer's signature and seal valid
for pages 1 through 4
Jan 26 2022
Christian Langley
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
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 7-16 Design Wind Loads
FREESTANDING SOLID SIGNS AND WALLS (AT GRADE)
Building Specs
V =170 mph Basic wind speed (Vult)Risk Category 1 Structure
Exposure D ASD Load Combo Coeff:0.6
Calculations
α =11.5 3-sec gust speed power law exponent Kd =0.85 Directionality factor
zg =700'Nominal ht. of atmos. boundary layer Kzt =1.0 Topographic factor
G =0.85 Ke =1.0 Ground elevation factor
Cf =1.55 Force Coefficient
…Width / Height ratio ≥ 0.5
SIGN
HEIGHT
DESIGN
WIND
PRESSURES Kh = Kzqz
15 ft ± 51.2 psf 1.03 38.9
18 ft ± 52.9 psf 1.06 40.1
20 ft ± 53.8 psf 1.08 40.9
30 ft ± 57.8 psf 1.16 43.9
35 ft ± 59.3 psf 1.19 45.0
40 ft ± 60.7 psf 1.22 46.1
45 ft ± 62.0 psf 1.25 47.1
50 ft ± 63.1 psf 1.27 47.9
55 ft ± 64.2 psf 1.29 48.7
60 ft ± 65.2 psf 1.31 49.5
70 ft ± 66.9 psf 1.35 50.8
80 ft ± 68.5 psf 1.38 52.0
90 ft ± 69.9 psf 1.41 53.1
100 ft ± 71.2 psf 1.43 54.1
110 ft ± 72.4 psf 1.46 55.0
120 ft ± 73.5 psf 1.48 55.8
130 ft ± 74.6 psf 1.50 56.6
140 ft ± 75.5 psf 1.52 57.3
150 ft ± 76.4 psf 1.54 58.0
175 ft ± 78.5 psf 1.58 59.6
200 ft ± 80.4 psf 1.62 61.0
250 ft ± 83.5 psf 1.68 63.4
170 mph - Exp ''D''
Signs 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 =51.2 psf
Overturning Safety Factor:Ω =1.5 … FBC 1807.2.3
Sign area 1:A1 =77.9 sq ft … tributary area 1 for each footer (e.g. sign)
Height of applied force above grade:h1 =3.6 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:Mn =P*(A1*h1+A2*h2)
Mn =14.5 kip-ft
Sq / Rect Footing dimensions:B =5 ft L =5 ft
Footing depth:d =3 ft Soil cover:ds =0 ft
Superstructure weight:Dr =200 lb
Soil cover weight:Ds =0 lb … = 100pcf*B*L*ds
Footing weight:Df =11250 lb … = 150pcf*B*L*d
Total weight:D =11450 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 Vertical Soil Bearing Pressures
e =1.26 ft … = (P)*(A1*h1+A2*h2) / D ... > B/6
qtoe =2*D/[3*L*(B/2-e))…reaction below footer at toe
qtoe =1235 psf qtoe < Pbrg OK
Resisting moment due to Dead Load:Mv =D*B/2
Mv =28.6 kip-ft
Total Resisting Moment:Mtot =Mv / Ω
Mtot =19.1 kip-ft Mtot > Mn OK
4. Sand, silty sand, silty gravel
Page 3
CALCULATIONS FOR FREESTANDING SIGNS
Hollow Structural Pipe in Bending
Allowable Stress Design per 2016 AISC Spec for Structural Steel Buildings
Material Properties
Yield Stress, A53 Grd B Steel:Fy =35 ksi Safety Factor =1.67 Per Section B3.4
Modulus of Elasticity:E =29000 ksi
End Supports:Cantilever
Member Properties ANSI 6" Schedule 40 steel pipe
Nominal size:6"diam -Sch 40
Outside Diameter d =6.625 in Moment of Inertia:Ix =28.1 in4
Wall Thickness t =0.28 in Section Modulus:S =8.50 in3
Deflection Limit:Defl =L / 60
Design wind pressure:P =51.2 psf
Sign area:A1 =77.9 sq ft … tributary area for each post (e.g. sign+post)
Eccentricity of applied force:e1 =3.6 ft … distance to area centroid (weighted avg h1,h2)
(1): Yielding Limit State
Mn =Fy*S Allowable Moment:Mallow = Mn / 1.67
Mn =297.4 kip-in Mallow = 178.1 kip-in
Check Member Bending
Moment in member:Mmax =P*A1*e1
Mmax =173.6 kip-in Mmax < Mallow …OK
Check Member Deflection:
Allowable Deflection:∆allow =0.72 in L / 60
Deflection in member:∆max =P*(A*e^3) / (3*E*I)
∆max =0.13 in ∆max < ∆allow …OK
Page 4