Engineering Project

Topics: Beam, 8 mm, Maxima and minima Pages: 9 (1548 words) Published: July 13, 2011
ROOF SLAB FOR ROOMS:
Ly = 218 feet = 66.272 M
Lx = 22.20 feet = 6.75 M
Sides ratio of the slab
Length/breath ratio of the slab =ly / lx
= 66.272 M / 6.75 M = 9.81
Since the side ratio is greater than 2, the slab is to designed as one way slab.

PROPERTIES OF SECTION:
For M20 grade concrete and Fe 500
Moment of resistance MR = 2.672 bd2
DEPTH REQUIRED FOR STIFFNESS:
Basic value of l/d ratio for simply support slab = 20
Assume a modification Factor of 1.7.
Clear span of the slab = 6.75 = 675 mm
Approximate effective depth required for stiffness
= 6750
20X1.7=198.529mm
Minimum nominal cover for reinforcement for mild exposure is sales = 20mm.
Assuring the 12mm dia bars are provided a tension reinforcement
Total depth required = 198.529 + 20 + 12/2
= 224.529 mm.
Provide a total depth of 230mm with and effective depth 204mm. Effective span:
Effective span of a simply supported slab will be the least of clear span + effective depth and centre distance of supports.
Clear span + effective depth = 6.75 + 0.204
=6.954m
Centre to centre distance of } = 6.75 + .274
= 7.024m
Effective span = l = 6.954m

Imposed load on roof = 1.500 kn/6.75
(When acces is provided)
=0.55 kn/m2]
Weight of weathering course=1.00 KN/M2
Self weight of slab =1X1X0.23X25
=5.75 KN/M2

Considering 1M width of slab
Load per meter length of span, W =8.25 KN/M2
=12.375 KN/M
Design bending B.M at mid span Nu=wul2 / 8
= 12.375 X 6.9542 = 74.8039 KNM
74.803 X 106N.MM
Maximum S.F at support, Vu = wul=12.375 X 6.954
22
= 43.027 KN

Depth required for strength:-
Equating the moment of resistance of the section to the maximum bending moment
Mu=2.672 bd2
D=mu2.672b

D=74.803X102.672X10006 = 167.31mm
Effective depth provided =204 > 167.3
Hence ok
Main reinforcement:
0.87 X 500 Ast [ 204 500Ast20x1000]= 74.8039x106 0.87 X 500 Ast [204-0.025 Ast] = 74.8.39 X 106
435 Ast [204 – 0.025 Ast] = 74.8039 X 106
88740 Ast – 10.875 Ast2 = 74.8039X106
-10.875 Ast2 + 88740 Ast = 74.8039 x 106
-Ast2 + 8160 Ast = 6.8785 X106
Ast = 954.64mm2
Minimum area of steel to be provided
=0.15100 x 1000 X 230 = 345 mm2
Spacing of 8mm dia bars
S = 50x1000Ast = 50x1000954.64100 = 52.375
Say => 50mm

Maximum permitted spacing for main reinforcement
=Least of 3d and 300
=3 X 204 = 612 mm
Provide 8mm dia M.s bars at 50 mm c/c
Now, actual area of steel provided.

Ast = astx1000s
= 50X100050 = 1000mm2
Percentage tension steel
=10001000x204x100= 0.490%

Distributors:
Area of steel required (0.15%) = 345 mm2
Spacing of 8mm bars = 50X1000345= 144.95
Say=> 140mm
Maximum permitted spacing for distributors
=least of 5d and 450mm.
= 5 X 204 = 1020mm.
Provident 8mm dis distributor at 140 mm c/c
Curtailment of main reinforcement bars.
Alternative bars may be cranked at distance equal to 0.1l = 0.1 X 6954 = 695.4mm Say= 690mm

ROOF SLAB FOR BATH ROOM

Lx = 22.20 feet=6.75m
Ly = 31.30 feet=15.5952m

Side ratio of the slab
Ly / lx =15.59526.75= 2.3
Since the side ratio is greater than 2. The slab is to be designed as one way slab.

Properties of section:-
For m25 grade concrete and fe500 moment of resistance , MR = 3.325 bd2 Depth required for stiffness:
Basic value of l/d ratio of simply supported slab = 20
Assume a modification factpr = 1.7
Clear span of the slab = 6.75

= 6.75020X1.7= 198.529mm
Minimum nominal cover for reinforcement for mild exposure is slab = 20mm. Assuming 12mm dia bar are provided as tension reinforcement.

Total depth required =198.529 = 20 = 12 / 2
=224.529 mm
Provided a total depth of 230mm with an eddective depth of 204mm.

Effective span.
Clear span = effective depth =6.75 = 0.204
=6.954 m...