Beam.xls

E D P C

C O N S U LT I N G

O N S

U L T

I N

G

E

N G I

N E

G R O U P SDN BHD

E R S

&

P R

O J

E C T

M A

N A

DESIGN CALCULATIONS

G E R

S

REFERENCES / REMARKS

Walkway - Main Beam

Grade of Structural steel

=

Design strength of steel, py Length of Beam Spacing of beams, s

= = =

43A

Bending Moment co-efficient for Vertical bending (8 for Simply Supported)

=

8

UDL Deflection co-efficient (5 for Simply Simply Supported)

=

5

Deflection Factor(span / deflection ratio)

=

300

= = = = =

1.00 10.00 0 0 1.01

2

275.0  N/mm 4.000 m 1.00 m

Tb.6, BS:5950, part-1

Table:5,BS 5950,p-1

Loads UD L

Dead loads on floor, ws Imposed loads on floor, wi Construction loads (temporary), wc Deck profile self wt per metre, wp Beam self wt per metre, wb Pi

 POINT LOADS  LOADS 

1

Moment value here x

2

R1 = 20.00 kN (Live) 4.03 kN (Dead)

Dead Load (kN) Live Load (kN) Distance a from support 1 (m)

Sec.4.1 & 4.2 of   this document. Cl.2.2.3,BS 5950,p-4

(i = 1,2,3,4)

a

Unfactored Reactions

kN/m2 kN/m2 kN/m2 kN/m2 kN/m

R2 = 20.00 kN (Live) 4.03 kN (Dead)

P1 0.000 0.000 0.000

P2 0.000 0.000 0.000

P3 0.000 0.000 0.000

P4 0.000 0.000 0.000

P5 0.000 0.000 0.000

P6 0.000 0.000 0.000

P7 0.000 0.000 0.000

DESIGN

Assume the section as

=

UB 533 x 210 x 101

Depth of the section, D Width of the section, B Thickness of web, t Thickness of flange, T Effective depth of web, d Second moment of inertia, Ixx Second moment of inertia, Iyy r min Section modulus, Zxx Section modulus, Z Plastic modulus, Sxx Plastic modulus, Syy Buckling parameter, u Torsional index, x

= = = = = = = = = = = = = =

536.7 210.1 10.9 17.4 476.5 6.17E+08 26900000 45.60 2300000 257000 2620000 400000 0.874 33.1

Torsional constant, J Sectional Area, A Out stand width of panel, b Constant, e, = sqrt(275/py)

= = = =

a) Sectional properties

mm mm mm mm mm 4 mm 4 mm mm 3

mm 3 mm 3 mm 3 mm

1020000 mm4 12900 mm2 105.1 mm 1

Outstand element of compression flange, b/T Web slenderness, d/t

= =

6.04 Plastic 43.72 Plastic

Cl.3.5.2 and Table:7 of BS 5950:part1

b) Design

Loading factor gd, for dead load Loading factor gl, for live load

= =

1.4 1.6

Table:2,BS 5950, p-1

Dead load per meter, wd = ws*s + wb (from UDL only) Live load per meter, wl = wi*s (from UDL only)

= =

2.014 kN/m 10.000 kN/m

Total working load, (wd+wl) (from UDL only) Ultimate load, (gd*wd + gl* wl) (from UDL only)

= =

12.014 kN/m 18.820 kN/m

Moment fr. UDL plus Moment fr. Point Loads Position Ultimate Moment Due To UDL only (kNm) Total Ult. Moment (UDL+all Point Load)

Point Load Position 1 2 3 0.00 0.00 0.00 0.00 0.00 0.00

4 0.00 0.00

5 0.00 0.00

6 0.00 0.00

7 0.00 0.00

Mid 37.64 37.64

 b.2.b)

Since the section is -

 b.2.c)

However Mcx' shall be limited to fox

Plastic

= = =

Shape factor

=

:Mcx' = py*Sxx = 720.50 kN.m ' fox*py*Zxx '

Cl.4.2.5,BS 5950,p-1

Elastic limitation factors 1.2 (if shape factor is less than or   equal to 1.2) factored load/unfactored load ( if shape factor is more than 1.2)

Sxx / Zxx

=

Hence, fox = Mcx'' =  b.2.d)

Cl.4.2.5,BS 5950,p-1

Moment Capacity Mcx

1.139

Cl.4.2.5,BS 5950,p-1