Once the operation and characterization of an inverter circuits are thoroughly understood, the results can be extended to the design of the logic gates and other more complex circuits.
Description : Box Culvert
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DESIGN OF STAIR- CASE (Limit State Method as per IS 456-2000) 1.
Geometry of staircase
Riser of each step (Rise)
160.00 mm
Tread of each Step (Tread)
250.00 mm
Width of the Step (Width)
1.10 m
Length from Beam to the Start of the Flight
Span (L1)
1.12 m
Length from End of the Flight to the Midlanding Beam
Span(L2)
2.00 m
Span (L3)
1.24 m
=
4.36 m
Horizontal Length of the Flight Portion Total length of span
(L1+L2+L3)
Material Properties
2.
Grade of concrete
(Fck)
=
20 Mpa
Grade of steel
(Fy)
=
500 Mpa
Unit Weight of materials Reinforced concrete
=
Screed
=
Cement plaster
=
marble
=
3.
25 KN/m3 22 KN/m3 20.4 KN/m3 27 KN/m3
Load Calculation thickness of structural waist slab Thickness of screed
=
137.5 mm
=
Thickness of cement plaster
=
0.025 m 0.0125 m
Thickness of marble
=
0.02 m
(assuming)
Dead load of Flights(going) Dead Load of structural staircase waist slab on slope Factor for slope
=
3.4375 KN/m2
=
1.18727
Dead load of structural inclined staircase slab on plan
=
4.08123 KN/m2
Dead Load of screed
=
0.55 KN/m2
Dead Load of cement plaster
=
0.255 KN/m2
Dead Load of marble
=
0.54 KN/m2
Dead load of steps
=
2 KN/m2
Dead load of Flights(going)
=
7.42623 KN/m2
Dead Load of structural landing slab
=
3.4375 KN/m2
Dead Load of screed
=
0.55 KN/m2
Dead Load of cement plaster
=
0.255 KN/m2
Dead Load of marble
Dead load of Landing
=
0.54 KN/m2
Dead load on landings
=
4.7825 KN/m2
Live load in staircase
=
3 KN/m2
Detailed Design of Stairs Loading on Spans L1 and or L3 per metre run (Landing Portion) : Factored Wl1 = Wl3 = 1.5(dead load +live load)
=
11.67 kN/m
=
15.64 kN/m
Loading on Span L2 per metre run (Flight Portion) Factored Wl2 = 1.5(dead load +live load)
Load here given in factored (i.e. multiplied with 1.5) 11.67
15.64
11.67
A
1.12
2.00
1.24
Ra
L1
L2
L3
29.50 58.77 KN
Taking moments of all forces about B Ra X
Ra
4.36
=
=
128.47
29.50 kN
Reaction at the support A
=
29.50 kN
Rb
=
29.27 kN
=
29.27
Maximum BM Occurs at the point 'x' where SF is Zero or Changes its sign. Point of Maximum Moment = Max factored BM:
=
2.17
34.32
m kNm
Required Effective Depth from Bending Point of View:
Rb 29.27
Reactions Ra and Rb Ra+Rb=
B
2 0.1338 fck bd
Mu limit = d (reqd) =
113.249 mm
However Provide an Effective depth of
117.5 mm
Provide an overall depth of
138 mm
Factor Mu/bd2 (R)=
2.49 Mpa
Required percentage of steel (pt)
=
Area of Steel Required =
811.70 mm2/m
However provided steel = %Ast prov =
0.691 %
16# @
use 16mm dia @ 100 mm c/c
Ast Provided =
247.706
mm c/c 2010.62 mm2/m
1.711 %
Provide 8 mm minimum distribution steel @ 0.12% of gross area =
150 mm2/m
reqn area of 8# @
300 mm c/c
335.1
mm c/c
provide 8#@ =
check for serviciebility requirement The effective depth provided (deff) basic L/d ratio= actual (L/d)= modification factor required steel stress at service load (fs) % of reinforcement (pt) required modification factor permissible (L/d)= dmin (mm)
117.5 mm 20 37.06 1.853 117.07 0.691 % 1.99 39.87 SAFE in Deflection 109.2 SAFE
Load here given in factored (i.e. multiplied with 1.5) 7.17
11.14
7.17
A
1.12
2.00
1.24
Ra
L1
L2
L3
19.70
Load here given in factored (i.e. multiplied with 1.5)
