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Loads (NBC 2010)
Snow Loads
Roof Snow Load
Snow Drift Load (Step) - (Fig G-5)
Snow Drift Load (Obstruction) - (Fig G-8)
Wind
Fig I-7
Fig I-8
Fig I-23
Seismic
building
component
Loads (NBC 2005)
Snow Loads
Roof Snow Load
Snow Drift Load (Step) - (Fig G-5)
Snow Drift Load (Obstruction) - (Fig G-8)
Wind
Fig I-7
Fig I-8
Fig I-23
Seismic
building
component
Structural Materials
Steel
Section
Column - Axial Resistance
Web Cripping / Web Stiffener
Timber
Section strength
Bolted Connection
Lag Screw Withdrawal
Concrete
Bending
Shear
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Steel
Section
Column - Axial Resistance
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Section strength
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Timber Section
version 0.0.3
Project:
Designer:
Member Dimensions
Cross Section
Width b:
mm
Depth d:
mm
Overal Length
Length L:
mm
Effective Length
L
x
:
mm (associated with 'd')
L
y
:
mm (associated with 'b')
Number of Plies
Plies:
1
Material
Species:
D.Fir-L
Hem-Fir
S-P-F
Northern
Grade:
SS
No.1
No.2
No.3
Stud
Construction
Standard
Select (decking)
Commercial (decking)
Conditions
Service:
Dry
Wet
Treatment:
Untreated
Preservative-treated, unincised
Preservative-treated, incised
Fire-retardant-treated
Sytem:
Single
Case 1
Case 2 - Visually graded
Case 2 - MSR
Built up beam
Load Duration:
Short
Standard
Permanent
Design Results
Bending, M
r
Shear, V
r
Compression, P
r
Tension, T
r
Deflection, E
s
I
Waiting for results...
Properties
Section: 38 mm x 140 mm
Table: 5.3.1A Structural Joists and Planks
Moment Resistance
&Phi = 0.9
K
H
= 1.0
K
D
= 1
K
T
= 1.0
f
b
= 16.5 MPa
K
Sb
= 1.0
F
b
=f
b
(K
D
*K
H
*K
Sb
*K
T
) = 16.5 MPa
S
x
= 124133mm
3
S
y
= 33693mm
3
K
zb
= 1.4
K
Ly
= 1
K
Lx
= 0.979
M
rx
= &Phi*F
b
*S
x
*K
Zb
*K
Lx
= 2.527 kN*m
M
ry
= &Phi*F
b
*S
y
*K
Zb
*K
Ly
= 0.7 kN*m
Shear Resistance
&Phi = 0.9
K
H
= 1.0
K
D
= 1
K
T
= 1.0
f
c
= 1.9 MPa
K
Sv
= 1.0
F
v
=f
v
(K
D
*K
H
*K
Sv
*K
T
) = 1.9 MPa
An = 5320 mm
2
K
zv
= 1.4
V
r
=&Phi*F
v
*A
n
*K
Zv
/3 = 8.491 kN
Compression Resistance
&Phi = 0.8
K
H
= 1.0
K
D
= 1
K
T
= 1.0
f
c
= 19.0 MPa
K
Sc
= 1.0
F
c
= f
c
(K
D
*K
H
*K
Sc
*K
T
) = 19 MPa
A = b*d = 5320 mm
2
K
zc_x
= 1.3
K
zc_y
= 1.3
C
c_x
= 7.1 &le 50
C
c_y
= 26.3 &le 50
K
se
= 1.0
E
05
= 8500
K
c_x
= 0.97
K
c_y
= 0.4
P
r_x
=&Phi*F
c
*A*K
Zc_x
*K
c_x
= 102.036 kN
P
r_y
=&Phi*F
c
*A*K
Zc_y
*K
c_y
= 41.831 kN
Pr = 41.831 kN
Tension Resistance
&Phi = 0.9
K
H
= 1.0
K
D
= 1
K
T
= 1.0
f
t
= 10.6 MPa
K
St
= 1.0
F
t
= f
t
(K
D
*K
H
*K
St
*K
T
) = 10.6 MPa
A
n
= b*d = 5320 mm
2
K
zt
= 1.3
T
r
=&Phi*F
t
*A
n
*K
Zt
= 65.98 kN
Deflection
E = 12500 MPa
Ix = b*d
3
/12 = 8689333 mm
4
Iy = b
3
*d/12 = 640173 mm
4
K
SE
= 1.0
K
T
= 1.0
E
S
= E*K
SE
*K
T
= 12500MPa
E
S
I
x
= 108.6 x 10
9
N*mm
2
E
S
I
y
= 8 x 10
9
N*mm
2
