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Double Board Ceiling

The document discusses the design of bridges for gypsum ceilings of different weights per square meter. It provides specifications for steel tubes of different sizes to be used for bridges of lengths 1.5m and 2.5m, and performs calculations to check the shear load, bending moment, deflection, and stress for each case.

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Fakher Laourine
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77 views5 pages

Double Board Ceiling

The document discusses the design of bridges for gypsum ceilings of different weights per square meter. It provides specifications for steel tubes of different sizes to be used for bridges of lengths 1.5m and 2.5m, and performs calculations to check the shear load, bending moment, deflection, and stress for each case.

Uploaded by

Fakher Laourine
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as PDF, TXT or read online on Scribd
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Bridging for Gypsum ceiling double board

Ceiling Type Weight Hanger span Weight per hanger


/m2
CLG-101 a 24 1200x900 26
CLG- 105 30.5 1200x900 33
CLG-113 35 1200x900 38
CLG-114 35 1200x900 38
CLG-906 40 600x600 14.4

The bridge will be designed under the most unfavourable load (CLG-114) with a security coefficient of 2
= 38 Kg x 2 = 0.76 KN

Steel:
 Module de Young = 210000 MPa
 shear modulus = 81712 MPa
 volumetric mass density= 7850 kg/m3
 Elastic Limit = 250 MPa

Tube 40x40x3mm (for 1.5m bridge)


 Section: 444 mm2
 moment of inertia Iz: 101972 mm4
 moment of inertia Iy: 101972 mm4
 Weight per meter: 3.36 kg/m

Tube 60x40x3mm (for 2.5m bridge)


 Section: 588 mm2
 moment of inertia Iz: 146 .105 mm4
 moment of inertia Iy: 278 .105 mm4
 Weight per meter: 4.15 kg/m
Case 1

0.76KN 0.76KN

300mm 900mm

Max 1500mm
SHEAR LOAD
Vmax= 0.76+ (0.0336*1.5)/2 = 0.78 KN

MOMENT
Mmax = (-0.78*0.75) + (0.76*0.45) + 0.0336*0.752/2 = 0.23 KN.m
DEFLECTION

Δmax = 2.944 mm < L/200= 7.5mm

STRESS

Ϭ= 46.68 MPa < 250MPa


Case 2

0.76KN 0.76KN 0.76KN

350mm 900mm

Max 2500mm
SHEAR LOAD
Vmax= 0.76*3/2+ (0.0415*2.5)/2 = 1.2 KN

MOMENT
Mmax = (-1.2 *1.25) + (0.76*1.25) + 0.0415*1.252/2 = 0.78 KN.m
DEFLECTION

Δmax = 8.22 mm < L/200= 12.5 mm

STRESS

Ϭ= 85.04 MPa < 250MPa

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