Railing Design - Based on SS EN 1993 1 1– Structural Use of Steel Project
Isetan Orchard
Prepared By
Subject
Railing Design with Glass Infill
Date
Location
Escalator
3/11/2015
1.) BASIS OF DESIGN (SS EN 1991 1 1– Design Loading for Building)
D.) Shopping Area
Type of Occupancy :
Loading
Case 1
Case 2
Case 3
Horizo nt ntal Unifo rm rm Distd Line Load
A Unifo rm rm Distd Load (I nf nfill Lo ad ad) 2 kN/m 1.5
A Point Load Applied to Pt of I nf nf ilill
3
kN/m
P= 3 x 1.45 x 1.5 = 6.53 kN h = 1.1 m
W= 1.5 x 1.45 x 1.5 = 3.26 kN/m
h = 1.1 m
Max Ult Moment, M = 6.525 x 1. 1 = 7.18 kNm
1. 5
P= 1.5 x 1.5 = 2.25 kN h = 1.1 m
Max Ult Moment, M = 3. 26 2625 x 1. 1² 1² /2 = 1.97 kNm
Max Ult Moment, M = 2. 25 25 x 1. 1 = 2.48 kNm
Critical Load Case 1 Max Ult Moment, M = 7.18 kNm Shear Force, V = 6.53 kN
2.) VERTICAL MAIN POST CHECK 30x60x3mm RHS built up section Section S275 Height, h = Height of Point Load Applied Maximum Vertical Post Spacing, s FOS =
1.1 1.1 1.45 1.5
m m m
2a.)Moment Capacity of Member Section Modulus, Z xx = Inertia Moment, I xx =
3
23630
mm
1370544
mm
4 2
Yield Strength, py =
355
N/mm
Area, Av =
1008
mm
Allowable Moment Capacity, M cx = = =
2
py Zxx 8388650 8.39
Nmm kNm
( > 7.18 kNm ===> OK, Safe )
N kN
( > 6.53 kNm ===> OK, Safe )
2b. )Shear Capacity of Member Pv =
0.6pyAv
= =
214704 214.70
2c. )Deflection Mo du dul us us E la las ti ti ci ci ty ty , E = Allowable Deflection = Deflection = =
205 25
2
k N/ N/mm mm
3
PL /3EI 10.30
mm
kN
( < 25 mm ===> OK, Safe )
3.) INFILL CHECK 12.76mm Laminated Tempered Glass A Uniform Distd Load (Infill Load) 2 kN/m 1.5
L = 0.75 m
W= 1.5 x 1.45 x 1.5 = 3.26 kN/m
Max Ult Moment, M = 3.2625 x 0.75² /8 = 0.23 kNm
Shear Force, V = 1.22 kN
Length, L = Height of Point Load Applied Maximum Vertical Infill Spacing, s FOS =
0.75 1.1 1.45 1.5
m m m
3a.)Moment Capacity of Infill Member Section Modulus, Z xx = Inertia Moment, I xx = Bending Strength, pb = Area, Av = Allowable Moment Capacity, M cx = = =
3
28030
mm
162593.33
mm
50 13050
4
N/mm 2
mm
pb Zxx 1401500 1.40
Nmm kNm
( > 0.23 kNm ===> OK, Safe )
N kN
( > 1.22 kNm ===> OK, Safe )
3b. )Shear Capacity of Infill Member Pv =
0.6pyAv
= =
391500 391.50
3c. )Deflection Modulus Elasticity, E = Allowable Deflection = Deflection = =
70 30 5WL3/384EI 11.38
kN/mm mm mm
2
( < 30 mm ===> OK, Safe )
4.) HORIZONTAL MEMBER 125x40mm Wood Horizontal Uniform Distd Line Load 3 kN/m W= 3 x 1.5 = 4.50 kN/m
L = 1.45 m
Max Ult Moment, M = 4.5 x 1.45² /8 = 1.18 kNm
Shear Force, V = 3.26 kN
Length, L = Height of Point Load Applied FOS =
1.45 1.1 1.5
m m
4a.)Moment Capacity of Horizontal Member 3
Section Modulus, Z xx =
104166.6667 mm
Inertia Moment, I xx =
6510416.667 mm
4 2
Bending Strength, pb =
12.8
N/mm
Area, Av =
3200
mm
Allowable Moment Capacity, M cx =
py Zxx
= =
2
1333333.333 Nmm 1.33 kNm
( > 1.18 kNm ===> OK, Safe )
4b. )Shear Capacity of Horizontal Member Pv =
0.6pbAv
= =
24576 24.58
N kN
( > 3.26 kNm ===> OK, Safe )
4c. )Deflection Mo dulus Elasticity, E = Allowable Deflection = Deflection = =
11 30 5WL3/384EI 2.49
2
kN/mm mm mm
( < 30 mm ===> OK, Safe )
5.) CONNECTION DESIGN
M
T
C
5a.) Welding Capacity 3mm fillet weld 40mm
100mm
V/2
V/2
Max Ult Moment, M = 7.18 kNm Shear Force, V = 6.53 kN S hea r s upp ort ed by wel di ng = =
V /2 3.26
kN
Pweld = 1.2 x pw x a x l w =
55.44
pw =
kN
( > 3.26 kNm ===> OK, Safe )
2
2
N/mm
220
S=
3
a= lw =
0.7S
mm =
100
2.1
mm
2
Section Modulus for Welding, Z weld = bh /6 - bh /6 = M/Zweld =
3
33810.66667 mm
N/mm
212.29
( <= 220 kNm ===> OK, Safe )
5b.) Bolt Design For Bolt,
Tension,T = Compression, C = M/le
lever arm, l e = 200-25-25
=
47.85
kN
Hilti HSA-R2 M10, Pt =
16.74
kN
Provide 4 nos of bolt, P t =
66.96
kN
=
150
mm
( > 47.85 kNm ===> OK, Safe )
mm
