HomeMy WebLinkAboutSTRUCTURAL CALCULATIONSTHOMAS
Sign & Awning Company, Inc.
4590 118th Avenue North
Clearwater. Florida 33762
Installation Location: Prime Vista & Floresta, Port St. Lucie, FL
Description: 2 Ft Tall X 20Ft Long Gas Pump Canopy Spanner Panel
Engineering Calculations
Table of Contents
Structural Calculations
Client: WaWa #5220
Project Identity No.: 63870
Design No.: 55825
Structural Engineering Calculations
Prepared by: John F. Dougherty, P.E.
Florida P.E. No. 80640
Code: Florida Building Code, 5th Edition (2014) - Building
6UANNED
BY
St. Lucie Countv
Pages 1-2
`DOUGH*///'
O�, ��GENS�c•• R��//
i
No 80640
*; * ;i_
% It STATE OF
i Oita P,•'
THOMAS
Sign & Awning Company, Inc.
4590 118th Avenue North
Clearwater, Florida 33762
Florida Certificate of Authorization No. 31751
Installation Location: Prime Vista & Floresta, Port St. Lucie, FL
Structural Calculations
Client: WaWa
Project No.:.64461
Design No.: 56990
Prepared by: John F. Dougherty
Florida P.E. License No. 80640
Sign geometry:
Sign Height, s
2
feet
Sign Width, B
19.67
feet
Sign Face Area, As
39.34
square feet
Height from grade to top of sign, h
15
feet
Say sign weighs
2
psf
Then total weight =
78.68
Ibs
Thickness of sign, t
0.25
feet
Lateral wind area, Alat = t s =
0.5
square feet
Florida Building Code 5th Edition (2014) Building (FBC 5th)
Table 1604.5; Risk Category II
Figure 1609A; Vult 160 mph
Vasd = Vult (0.6)1/2 123.9 mph
1609.4.2; Surface Roughness B
1609.4.3; Exposure Category C grasslands and river flats nearby
1609.6.1 S. For ... solid free-standing... solid signs..., apply ASCE 7 provisions.
ASCE 7-10 Chapter 29 Wind Loads on Other Structures
Figure 29.4-1 Clearance ratio, s/h =
0.133
Aspect ratio, B/s =
9.84
Cf for Case A or B
1.85
Cfc1 for Case C, 0 to s
3.75
Cfc2 for Case C, s to 2s
2.45
Cfc3 for Case C, 2s to 3s
1.85
Cfc4 for Case C, 3s to 4s
0.95
Table 29.3-1 Kh = Kz
0.85
Table 26.6-1, Directionality Factor, Kd
0.85 for solid sign
Section 26.8.2, Topographic factor, Kzt
1.00
Velocity pressure,
qz = qh = 0.00256 Kz Kzt Kd Vasdz =
28.4 psf
1 of 2 2/10/17
Section 26.9 gust effect factor, G 0.85
Design wind pressure (Case A) = qz G Cf = 44.7 psf
Eq. 29.4-1, F = qh G Cf As
Case A and Case B, FIB = 1757 lb
Case B, F applied 0.28 = 3.93 feet from center of sign
Torsion = 6914 ft-lb
Base moment, Mx,e = FAB(h-s/2) = 24,605 ft-lb
Case C, F1= qh G Cfc1 s2 =
362 lb applied s/2 =
Case C, F2 = qh G Cfc2 s2 =
237 lb applied 3s/2 =
Case C, F3 = qh G Cfc3 s2 =
179 lb applied 5s/2 =
Case C, F4 = qh G-Cfc4 s2 =
92 lb applied 7s/2 =
Max pressure in Case C = 362 lb / sA2 = 91 psf
Screw spacing, Ss = 1.3 ft
.Shear in single screw, Vs = 90.6 psf x s/2 x Ss = 121 lb
1.00
feet from end of sign
3.00
feet from end of sign
5.00
feet from end of sign
7.00
feet from end of sign
To be shown on construction documents: i
ULTIMATE DESIGN WIND SPEED, Vult (3-SECOND GUST): 160 mph
NOMINAL DESIGN WIND SPEED, Vasd: 123.9 mph
RISK CATEGORY: II
EXPOSURE CATEGORY: C
DESIGN WIND PRESSURE: 44.7 psf {
Refer to International Code Council (ICC) Evaluation Service Report ESR-2196 for Hilti, Inc.
Self -Drilling and Self -Piercing Screws
Table 4A
Thickness of support frame (by others) is unknown, but assume 0.0625 inch
Thickness of Spanner Panel 0.125 -inch
For#8-18screws Fv/Q = 373 lb
Stress ratio = Vs / (Fv/4) = 0.324 <= 1.00; OK
2 of 2 2/10/17