40 0 672KB
Railing Design - Based on SS EN 1993‐1‐1– Structural Use of Steel Project
Isetan Orchard
Location
Escalator
Subject
Prepared By
Railing Design with Glass Infill
Date
3/11/2015
1.) BASIS OF DESIGN
(SS EN 1991‐1‐1– Design Loading for Building) Type of Occupancy :
D.) Shopping Area Loading Case 2 A Uniform Distd Load (Infill Load) kN/m2 1.5
Case 1 Horizontal Uniform Distd Line Load 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
Case 3 A Point Load Applied to Pt of Infill 1.5 kN
h = 1.1 m
Max Ult Moment, M = 3.2625 x 1.1² /2 = 1.97 kNm
Critical Load Case
Max Ult Moment, M = 2.25 x 1.1 = 2.48 kNm
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 =
2a.)Moment Capacity of Member
Section Modulus, Zxx = Inertia Moment, Ixx = Yield Strength, py = Area, Av =
Allowable Moment Capacity, Mcx =
2b. )Shear Capacity of Member
2c. )Deflection
1.1 1.1 1.45 1.5 23630
1370544 355
1008
py Zxx
= =
8388650 8.39
Pv = = =
0.6pyAv
Modulus Elasticity, E = Allowable Deflection = Deflection = =
214704 214.70 205 25
PL3/3EI 10.30
m m m mm3 mm4
N/mm2 mm2
Nmm kNm
( > 7.18 kNm ===> OK, Safe )
N kN
( > 6.53 kNm ===> OK, Safe )
kN/mm2 mm mm
P= 1.5 x 1.5 = 2.25 kN
( < 25 mm ===> OK, Safe )
3.) INFILL CHECK
12.76mm Laminated Tempered Glass A Uniform Distd Load (Infill Load) kN/m2 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, Zxx = Inertia Moment, Ixx =
Bending Strength, pb = Area, Av =
Allowable Moment Capacity, Mcx =
3b. )Shear Capacity of Infill Member
3c. )Deflection
28030
162593.33 50
13050 pb Zxx
= =
1401500 1.40
Pv = = =
0.6pyAv
Modulus Elasticity, E = Allowable Deflection = Deflection = =
391500 391.50
70 30 5WL3/384EI 11.38
mm3 mm4
N/mm2 mm2
Nmm kNm
( > 0.23 kNm ===> OK, Safe )
N kN
( > 1.22 kNm ===> OK, Safe )
kN/mm2 mm mm
( < 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 Section Modulus, Zxx = Inertia Moment, Ixx =
Bending Strength, pb = Area, Av =
Allowable Moment Capacity, Mcx =
= =
4b. )Shear Capacity of Horizontal Member Pv =
= =
4c. )Deflection
Modulus Elasticity, E = Allowable Deflection = Deflection = =
3 104166.6667 mm 4 mm 6510416.667
12.8
3200
N/mm2 mm2
py Zxx
1333333.333 Nmm 1.33 kNm 0.6pbAv 24576 24.58
11 30 5WL3/384EI 2.49
N kN
( > 1.18 kNm ===> OK, Safe )
( > 3.26 kNm ===> OK, Safe )
kN/mm2 mm mm
( < 30 mm ===> OK, Safe )
5.) CONNECTION DESIGN
M
T
5a.) Welding Capacity
C
40mm
3mm fillet weld
100mm
V/2
V/2
Max Ult Moment, M = 7.18 kNm Shear Force, V = 6.53 kN Shear supported by welding = = Pweld = 1.2 x pw x a x lw =
55.44
kN
V/2 3.26
kN pw =
( > 3.26 kNm ===> OK, Safe )
S= a= lw =
2 2 Section Modulus for Welding, Zweld = bh /6 - bh /6
=
M/Zweld =
220 3 0.7S 100
N/mm2 mm
mm
=
33810.66667 mm3 212.29
N/mm2
( OK, Safe )
5b.) Bolt Design For Bolt,
Tension,T = Compression, C = M/le = 47.85 Hilti HSA-R2 M10, Pt = Provide 4 nos of bolt, Pt =
16.74 66.96
kN kN kN
lever arm, le = 200-25-25 = 150 mm ( > 47.85 kNm ===> OK, Safe )
2.1
mm