2.1: CURTAIN WALL ANALYSIS (CW‐1)
Reference: Manual Analysis
CURTAIN WALL DIAGRAM
CURTAIN WALL PARAMETERS
Diagram is not to scale
Considering the maximum dimension
4.00
=
L
1.00
=
B1
1.00
=
B2
Ltr
0.95
=
0.50
=
h1
2.00
=
h2
m
m
m
m
m
m
Mullion length
Panel width
Panel width
Transom length
Panel height
Panel height
CURTAIN WALL SUPPORTS
=
top
PINNED
=
bottom
VERTICAL SLOTTED/FREE
ALUMINUM PROFILE PROPERTIES
BR‐M5
=
mullion
BR‐M1
=
transom
Aluminum profile
Aluminum profile
APPLIED LOADS
Glass Weight
tgl
12
=
mm
Total glass thicknes: 6+6
DGU
Wind Load (See Section 2)
1.50
=
WL
kPa
Wind pressure (‐VE)
LOAD COMBINATIONS
1.2DL + 1.6WL
DL+WL
FORCES CALCULATION
Analysis is based from Simple Beam with Uniform Load
Axial Load on Mullion
(B1+B2)/2
=
TW
1.00
=
γgl
25.6
=
L TW tgl γgl
DLgl
=
1.23
=
γgl
Am
DLsw
Atr
ntr
DLtr
P
Pu
m
kN/m³
Tributary width
Density of glass
kN
Total dead load due to glass weight
=
=
=
=
26.6
884.33
L Am γal
0.09
kN/m³
mm²
Density of aluminum
Cross section area of aluminum profile
kN
Total dead load due to mullion weight
=
=
=
=
2,044.03
3.0
ntr TW Atw γal
0.16
mm²
Cross section area of transom profile
Number of transom lines
kN
Total dead load due to transom weight
=
=
=
=
1.1(DLgl+DLsw+DLtr)
1.63
kN
1.2P
1.96
kN
Shear Load on Mullion
ωL/2
=
V
3.00
=
1.6Vwl
Vu
=
4.80
=
Total dead load due with 10% increase for accessories and components
Total factored axial (Mullion in Tension )
kN
Shear due to wind load
kN
Total factored shear
LRFD based design
ASD based design
Flexural Load on Mullion
WL TW
=
ω
1.50
=
ωL²/8
=
M
3.00
=
1.6Mwl
Mu
=
4.80
=
kN/m
Uniform load due to wind load
kNm
Moment due to wind load
kNm
Total factored moment
See Section 2.2 for the verification of Mullion profile and Section 2.3 for the verification of Transom profile.
DEFLECTION CHECK OF MULLION DUE TO WIND LOAD
Deflection limit criteria
parameter
value
L/175
22.86
mm
For span up to 4.1m
L/240 + 6.35 mm
23.02
mm
For span greater than 4.1m
19 mm
‐
mm
Glass edge deflection limit
δlimit
22.86
mm
Allowable deflection
Approximate deflection
0.90
=
ω
70,000
=
E
98.16
Ix
=
5/384
=
Δ
ΔωL⁴/(EIx)
=
δ
43.66
=
kN/m
MPa
cm⁴
Uniform load due to 0.6 times wind load
Modulus of elasticity
Moment of inertia about X‐axis
Deflection factor (Simple beam, uniformly distributed)
mm
Approx. deflection
δlimit
<
δ
EXCEED!
Since the mullion profile is not enough to carry the deflection due to design wind pressure; provide steel stiffener.
SUPPORT REACTIONS
Reaction Load Table
Loc
L/C
TOP
DL+WL
1.2DL+1.6WL
Force‐X
kN
0.00
0.00
Force‐Y
kN
1.63
1.96
Force‐Z
kN
3.00
4.80
Moment‐X
kNm
0.00
0.00
Moment‐Y
kNm
0.00
0.00
Moment‐Z
kNm
0.00
0.00
Note: The mullion is slotted at bottom support. All dead load will be carried by top support.
0