HomeMy WebLinkAboutEngineering, Wind load certJ$ DESIGN & PERMITTING, INS.
Wind Load Analysis Components and Ciaddin
Date
6/8/2020
Project No.
AHP-20001
Company Name
Advance Hurricane Protection
Designed By
Saumel Loriga
Address
9517 SE Commerce Ave.
❑escription
Shutter
City
Stuart.
Customer Name
Green Residence
State
FL
Proj Location
960❑ S Ocean Dr,
File Location: C:\FTsers\JBD04\App�ata\Roaming\MecaU?ind\Default.wnd
Onit 120I Jen
Input Parameters: Directional
Procedure All
Heights Building (Ch 27 Part 1)
Baaic Wind Speed{v) _
=60.00
mph
Structural Category
II
Exposure Category =
D
Natural Frequency W
N/A
Flexible Structure =
No
Importance Factor =
1.00
Kd Directional Factor -
0.65
Alpha =
11.50
2g =
700.D0
ft
At =
O.G9
Bt =
1.D7
Am =
0.11
Bm =
0.80
Cc =
0.15
1 -
650.00
ft
Epsilon
0.13
Zmin =
7.00
ft
Pitch of Roof =
0 12
Slope of Roo£(Theta} _
.00
Deg
h: Mean Roof Ht =
25.OU
ft
Type of Roof
FLAT
RHt: Ridge Ht =
190.DD
ft
Eht: Eave Height
140.00
ft
OH: Roof Overhang at Eave=
.OD
ft
Overhead Type =
No Overhang
Bldg Length Along Ridge =
25$.OD
ft
Bldg Width Across Ridge-
73.00
ft
Gust Factor Calculations
Gust Factor Category I Rigid Structures - Simplified Method
Gust1: For Rigid Structures (Nat. Freer.>1 Hz) use 0.85 = 0.85
Gust Factor Category II Rigid Structures - Complete Analysis
Zm:
0.6*Ht
= 15.00
ft
lzm:
Cc*{33/Zm)^0.167
= 0.17
Lzm:
1*{Zm/33}^Epsilon
= 588.99
ft
Q:
(1/(1+0.63*((B+Ht3/Lzm}^0.63))^0.5
- 0.91
Gust2:
0.925*((1+1.7*lzm*3.4*4)/{1+1.7*3.4*lzm)}
0.88
Gust Factor Summary
Not a Flexible Structure use the Lessor of Gust1 or Gust2 = 0.85
Table 2fi.11-1 Internal Pressure Coefficients for Buildings, GCpi
GCPi Internal Pressure Coefficient = +/-0.18
wind Pressure on Components and Cladding (Ch 30 Part l)
A11 pressures shown are based upon ASD Design, with a Load Factor of .6
Width of Pressure Coefficient Zone "a" - = 7.30 ft
Description
Width
Span
Area
Zone
Max
Min
Max
P
Min P
ft
ft
ft^2
GCp
GCp
psf
psf
Mark 1
9.91
5.33
23.5
4
0.84
-U.93
38.42
-41.81
Marie 2
6.00
6.91
91.5
4
0.80
-4.89
36.95
-40.39
Mark 3
6.00
8.00
98.0
5
0.79
-1.04
36.57
-46.09
Mark 9
fi.00
8.00
98.0
5
0.79
-1.04
36.57
-46.09
Khcc:Comp. & Clad. Table 6-3 Case 1
Qhcc:.00256*V^2*Khcc*Kht*Kd
= 1.13
= 37.63 psf
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