Sample Railing Calculation To Euro Code [PDF]

Zitiervorschau

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