HomeMy WebLinkAboutG Dir CALCSDESIGN CALCULATIONS
FOR
7-ELEVEN #38944
Sign G: Directionals
Indrio Rd & Kings Hwy – Ft Pierce
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
Mar 17 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. 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 (ELEVATED)
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 =1.85 Force Coefficient
…Width / Height ratio = 0.2 to 10
SIGN
HEIGHT
DESIGN
WIND
PRESSURES Kh
=
K
z
qz
15 ft ± 39.2 psf 0.85 24.9
18 ft ± 40.7 psf 0.88 25.9
20 ft ± 41.7 psf 0.90 26.5
30 ft ± 45.4 psf 0.98 28.9
35 ft ± 46.9 psf 1.01 29.8
40 ft ± 48.2 psf 1.04 30.7
45 ft ± 49.4 psf 1.07 31.4
50 ft ± 50.5 psf 1.09 32.1
55 ft ± 51.5 psf 1.12 32.8
60 ft ± 52.5 psf 1.14 33.4
70 ft ± 54.2 psf 1.17 34.5
80 ft ± 55.8 psf 1.21 35.5
90 ft ± 57.2 psf 1.24 36.4
100 ft ± 58.5 psf 1.27 37.2
110 ft ± 59.6 psf 1.29 37.9
120 ft ± 60.8 psf 1.32 38.6
130 ft ± 61.8 psf 1.34 39.3
140 ft ± 62.8 psf 1.36 39.9
150 ft ± 63.7 psf 1.38 40.5
175 ft ± 65.8 psf 1.42 41.8
200 ft ± 67.6 psf 1.46 43.0
250 ft ± 70.9 psf 1.53 45.1
150 mph - Exp ''C''
Elevated Signs
W/Ht Ratio = 0.2 to 2.0
Page 2
CALCULATIONS FOR FREESTANDING SIGNS
Footing Design for Freestanding Signs and Flagpoles
Structure Dimensions & Loading
Design wind pressure:P =45.4 psf
Overturning Safety Factor:Ω =1.5 … FBC 1807.2.3
Sign area 1:A1 =1.5 sq ft … tributary area 1 for each footer (e.g. sign)
Height of applied force above grade:h1 =3.0 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 =0.2 kip-ft
Round Footing Diameter:B =1 ft
Footing depth:d =2.08 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 =245 lb … = 150pcf*π*B^2/4*d
Total weight:D =445 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 =208 psf
Total applied lateral load:Ptot =0.07 kips
Equiv ht of applied load:heq =2.98 ft
As =2.34*Ptot/(S1*B)
As =0.8 ft
dreq =As/2 * [ 1 + √(1+4.36*heq/As) ]
dreq =2.01 ft dreq < d OK
4. Sand, silty sand, silty gravel
Page 3
CALCULATIONS FOR FREESTANDING SIGNS
ALUMINUM DESIGN MANUAL
Specifications for Aluminum Structures (Buildings)
Design Check of 2''x2''x0.125''/0.125'' 6063-T6 Aluminum Tube
Alloy:6063 Temper:T6 Welded:N
SECTION PROPERTIES
b 2.000''Flange width
tb 0.125''Flange thickness
h 2.000''Web height
th 0.125''Web thickness
Ix 0.55 in^4 Moment of Inertia about axis parallel to flange
Iy 0.55 in^4 Moment of Inertia about axis parallel to web
Sc 0.55 in^3 Section modulus, compression side (about X-axis)
rx 0.77 in Radius of gyration about centroidal axis parallel to flange
ry 0.77 in Radius of gyration about centroidal axis parallel to web
J 0.82 in^4 Torsion constant
A 0.94 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 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 =14.99 ksi Allowable bending stress
Fac =2.09 ksi Allowable axial stress, compression
MEMBER LOADING
Design wind pressure:P =45.4 psf End Supports:Cantiliever
Sign area:A1 =1.5 sq ft … trib area for each post (e.g. sign+post)
Eccentricity of applied force:e1 =3.0 ft … dist to area centroid (weighted avg h1,h2)
Bending Moments
Mz 0.2 kip-ft Bending moment developed in member Ma =0.69 kip-ft
fb =4.44 ksi Bending stress developed in member
Fb =14.99 ksi Allowable bending stress of member fb < Fb OK
b
h
th
tb
Page 4