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Steel Member Deflection Check

The document provides design calculations for a steel runner. It specifies material properties including yield strength and allowable bending stress. It then calculates the load per meter, bending moment, required section modulus, and selects a steel hollow section. Calculations show the selected section meets requirements for section modulus, bending stress, and deflection.

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Prolay Manna
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251 views12 pages

Steel Member Deflection Check

The document provides design calculations for a steel runner. It specifies material properties including yield strength and allowable bending stress. It then calculates the load per meter, bending moment, required section modulus, and selects a steel hollow section. Calculations show the selected section meets requirements for section modulus, bending stress, and deflection.

Uploaded by

Prolay Manna
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as XLSX, PDF, TXT or read online on Scribd
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DESIGN FOR STEEL RUNNER

fy = 310 N/mm2

σbt = 204.6 N/mm2

Pressure ( slab load ) = T/m2 Runner length = 2 m

C/C Distance b/w runner = m

S/Wt. of runner = kg/m

Load per meter run for each member = 0.7 T/m (FOR UDL)

Bending Moment = W*L2/8 = 0.280 T-m

Section Modulus(Z) = M / σbt = 13.6852394917 cm3

Assuming Section = SHS 60x40x4.5 from Sp 6_1

Section Moduli = Zxx = 18.42 cm3 > Zreqd Ok

Allowable Bending Stress = σbt = 204.6 N/mm2

Bending stress of section σbt = 152.01 N/mm2 < σallow Ok

Moment of Inertia = Ixx = 66.32 cm4

Young's Modulus = E= 2.00E+05 N/mm2

Deflection ( δ ) = (5WL3)/384EI

.= 10.995

Allowable Deflection ( δallow ) = 11.111 mm


HENCE OK
DESIGN FOR STEEL RUNNER

fy = 250 N/mm2

σbt = 165 N/mm2

Pressure ( slab load ) = 0.17


T/m2

C/C Distance b/w runner = 1 m

Load per meter run for each member = 0.170 T/m

Bending Moment = W*L2/2 = 0.340 T-m

Section Modulus(Z) = M / σbt = 20.606061 cm3

Assuming Section = RHS 122x61x4.5

Section Moduli = Zxx = 45.73 cm3

Allowable Bending Stress = σbt = 165 N/mm2

Bending stress of section σbt = 74.35 N/mm2

Moment of Inertia = Ixx = 278.95 cm4

Young's Modulus = E= 2.00E+05 N/mm2

Deflection ( δ ) = (WL3)/8EI

.= 6.094
Allowable Deflection ( δallow ) = 5.556 mm

REDESIGN
NNER

Runner length 2 m
=

(FOR UDL)

from Sp 6_1

> Zreqd Ok

< σallow Ok
DESIGN FOR STEEL RUNNER

fy = 250 N/mm2

σbt = 165 N/mm2

Wind Pressure = 0.107


T/m2

C/C Distance b/w purlin = 0.85 m

C/C Distance b/w main 2.29


member = m

No. of Point Loads, (n-1) = 6

Point load = 0.245 T

Bending Moment =

When n is odd = (n2-1)Pl/8n = 1.470

Section Modulus(Z) = M / σbt = 89.101818 cm3

Assuming Section = RHS 200x100x5

Section Moduli = Zxx = 145.93 cm3

Allowable Bending Stress = σbt = 165 N/mm2

Bending stress of section σbt = 100.75 N/mm2


Moment of Inertia = Ixx = 1459.25 cm4

Young's Modulus = E= 2E+05 N/mm2

Deflection ( δ ) = [(PL3)/192EI]*[n-(1/n)]*[3-0.5(1-(1/n2))]

.= 30.854

Allowable Deflection ( δallow ) = 19.444 mm

REDESIGN
NNER

Member 7 m
length, l =

n =7

> Zreqd Ok

< σallow Ok
-0.5(1-(1/n2))]
DESIGN FOR STEEL RUNNER

fy = 250 N/mm2

σbt = 165 N/mm2

Wind Pressure = 0.107


T/m2

C/C Distance b/w purlin = 0.825 m

C/C Distance b/w main 0.85


member = m

No. of Point Loads, (n-1) = 5

Point load = 0.075 T

Bending Moment =

When n is odd = (nPl)/8 = 0.284

Section Modulus(Z) = M / σbt = 17.215909 cm3

Assuming Section = RHS 200x100x5

Section Moduli = Zxx = 145.93 cm3

Allowable Bending Stress = σbt = 165 N/mm2

Bending stress of section σbt = 19.47 N/mm2


Moment of Inertia = Ixx = 278.94 cm4

Young's Modulus = E= 2.00E+05 N/mm2

Deflection ( δ ) = [(PL3)/192EI]*n*[3-0.5(1+(1/n2))]

.= 10.821

Allowable Deflection ( δallow ) = 14.028 mm

HENCE OK
NNER

Member 5.05 m
length, l =

n =6

> Zreqd Ok

< σallow Ok

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