HomeMy WebLinkAboutSTRUCTURAL CALCULATIONSNational Consulting Engineers, Inc.
Certificate of Authorization # 8755
7255 SW 126th Street
Pinecrest, FL 33156
Phone: (305) 321-7041
Fax: (305)238-2362
Structural Calculations for Garage Door Framing Plan
At
New Metal Stair and Railing
New Roll -up Doors and Doors
Project Number NC15-207
September 28, 2015
s(;Aw ED
BY
St. Lt cie COU>ntY
Total Number ofPages:37
Not Including This Page and the Table of Content Page
To the best of my knowledge, I performed, reviewed and checked all the structural
calculations including computer generated calculations
New
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Structural Design And FEM Analysis
Certificate of Authorization #8755
7255 S.W. 126th Street
Pinecrest, FL 33156
Phone: (305) 321-7041 Fax (305) 238-2362
Mohamed W Fahmy, PhD, PE# 54794
DL (psf)
LL (psf)
OW of Channel (#/ft)
TL (psf)
Horizontal Span L (ft)
Vertical (ft)
u (ft)
Tributary Width (ft)
N (#/ft) = Tributary Width'TL
M (in.K) = w'L"U8'12/1000
Allowable Stress (ksi)
Section
I (in4)
S (in)
f (ksi) = M/S
(ksi)
(in)
Materials
Allowable Stress (ksi)
Thickness (in)
Riser Height (in)
S (in) Consider Riser (Vertical Part) only
Span (ft)
Case 1: Uniform LL (100 psf)
M1 (in.#)
Case 2: Live of load of 300 #
M2 (in.#)
f (ksi) = Max.(M1, M2)/S
15.000 /..
100
15.000
115.000
15.500
10.500
18.722
1.500
98.578 I }
ASTM A-36
24.000 L
MC12x14.3
76.300
12.700
7.762 OK
29000
0.23422718 Ratio = LID
Steel ASTM A-36
24.000
0.188
2.000
0.125
3.000
1350.000
2902.5
23.220 OK
959.1532 OK
1300 #
OR
W
-- - --
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V
INC.
New
Structural Design And FEM Analysis
Certificate of Authorization #8755
7255 SW 126 Street
Pinecrest, FL. 33156
Phone: (305) 321-7041 Fax: (305) 238-2362
Stress (Ksi)
Sx (in3)
Sy (in3)
Span (in)
P (#)
M = P*U2 (in.#)
W (#/ft)
M=W*L*U1218 (in.#)
(ksi) = Mmax/Smin
(ksi) = Mmax/Smin
Material:
Section:
Sy (in3)
Allowable Stress (Ksi)
L (in)
Spacing (in)
w (#/ft) = 25*Spacing/12
M (in.#) = W*L*U12*8
f (ksi) = Mmax/Sy
Sy (in3)
Allowable Stress (Ksi)
L (in)
w (#/ft) = 25*Lpicket/2/12
M=W*L*L/12/8 (in.#)
f (ksi) = My/Sy
S1 (in3)
Allowable Stress (Ksi)
Maximum Post Spacing (ft)
P (#p= Max(200#,50*Post Spacing)
H (in)
M (in.#) = P*H1
f = M/S (ksi)
812015
Steel ASTM A53 Grade B
24
0 1 1/4" schedule 40
0.235
0.235
48
200
2400.00 Case 1
50
1200.00 Case 2
10.21 Status
10.21 Status
M]A
T
200#
L L I
OR
W
I L I
Steel ASTM A53 Grade B
� 1 1/4" schedule 40
25 W
0.041
24
48 I
4.5
9.38
225.00
5.49 Status OK
Steel ASTM A-500 Grade B
¢ 1 1/4" schedule 40
0.235 W
24
48
50.00 L
1200.00
5.11 Status OK P
Steel ASTM A-500 Grade B
¢ 1 1/4" schedule 80
0.291
28.14 POST
4 =
200
40.5 Post is welded above stringer
8100.00
27.84 Status OK
1UH 11UNAL CONSULTING ENGINEERS, INC. Project:D and D Welding New North Shop
Structural Design And FEM Analysis
Certificate of Authorization #8755
7255 S.W. 126th Street
SUBJECT: Wind Cacluations and Design for Doors SHEET N":
Pinecrest, FL. 33156
3
Phone: (305) 321-7041 Fax (305) 238-2362
JOB NO: DATE: DESIGNED BY:
Mohamed W Fahmy, PhD, PE # 54794
NC15-207 9/27/2015 Mohamed
Code: FBC 2010
Wind Calculations:
ASCE7-10
Risk Category
2
Exposure
C
Wind Speed (mph)
170
Average Roof Height of the Building (h) (ft)
20
(Kz) from Table 30.3-1
0.94
Kd
1
Kzt
1
qz = 0.00256"Kz.Kn.Kd-V2 (lb/ft2) (30.3-1)
69.54
Working qz = qz'.6
41.73
Length of the Building (ft)
91.00
Width of the Building (ft)
100.00
a (ft)
8.00
Width (ft)
3
Averahge Height of Door (ft)
7
Tribuary Area Use (ft)
21.00
Gcp -ve
-1.05
Ccpi +ve
0.95
Ccpi
0.18
-ve wind pressure (pst)
-51.32
+ve wind pressure (psf)
47.15
Use Door with NOA # 15.0123.01 from DAB with Assembly 7
Allowable +ve pressure (psf)
65
Allowable -ve pressure (psf)
-53.50
Width (ft)
12
Averahge Height of Door (ft)
16
Tribuary Area Use (ft?)
192.00
Gcp -ve
-0.88
Ccpi +ve
0.80
Ccpi
0_18
-ve wind pressure (psf)
-44.23
+ve wind pressure (psf)
40.89
Use Door with NOA # 14.0814.06 from
DAB with Assembly 7
Allowable +ve pressure (psf)
60
Allowable -ve pressure (psf)
-60.00
Width (ft)
Averahge Height of Door (ft)
Tribuary Area Use (ft)
Gcp'-ve
Ccpi +ve
wind pressure (pst)
wind pressure (psf)
Wall Panel with FL 17702.3
6.666666667 Use Width = Height/3
20
133.33
-0.88
0.80
0.18
-44.23
40.89
iat+t IUIVHL GUNJULTING ENGINEERS, INC. Project:D and D Welding New North Shop
Structural Design And FEM Analysis
Certificate of Authorization #8755
7255 S.W. 126th Street SUBJECT: Design of Door SHEET N':
Pinecrest, FL. 33156 4
Phone: (305) 321-7041 Fax: (305) 238-2362 JOB NO: DATE: DESIGNED BY:
Mohamed W Fahmy, PhD, PE # 54794 NC15-207 9/27/2015 Mohamed
With Fastening Spacing at 5' feet Vertically and 12" Horizontalivl
'"'a`v""•
Steel ASTM A-36
Section:
C8x11.5 `
Sx (in3)
8.14
Allowable Stress (Ksi)
24
Maximum Span (in)
180
Tributray Width (ft)
6.00
q(#/ft) = p*Dw/2
307.95 q L
M (in.#) = q*L*L/12/8
103931.47
f (ksi) = M/Sx
12.77 Status OK
Maximum Shear on the Bottom (#)
2309.59
Use (2) If 5/8" HUS HILTI
By inspection, bolts are adequate.
Check of Steel Jamb to Roll -Up Door
Material:
Steel ASTM A-500 Grade B
Section:
HSS 8"x4"x1/4"
Sx (in3)
11.9
Sy (in3)
7.9
Allowable Stress (Ksi)
30.82
Width (ft)
22
Tension (#/it)
510
Shear(#/ft)
2281
Maximum Span (in)
192
M (in.#) = Tension*L*L/12/8
195840.00
f (ksi) = M/Sx
16.46 Status OK
The shear Force is transmitted to the Puffin
Purline Spacing (ft)
5.000
Force per Purlin = Shear * Pruline Spacing (
11405
Purline Area (in2)
0.84
Compressive Stress (ksi)
13.58 Status OK
Welding Thickness
0.1875
Effective welding (in)
0.09
Welding Length (in)
g
Welding Filler
EXX 70
Allowable Stress (Ksi)
21
Allowable Force by Weld (#)
15120 Status OK