Week 8 Challenge
- Calculate dead load in design report based on IS code and apply dead load on the model
- Finishes of 50mm
- Slab thickness as per the design
- Brick wall load
- Roofing load
soln.
self weight of slab( software )
self weight = finish X unit weight of concrete
self weight = 0.05 X 25
self weight = 1.25 kn/m^3
service load = 0.3 kn/m
brick wall load = thickness X unit weight of concrete X height
= 0.155 X 20 X 3.6
= 11.16 kn/m^3 ( ground floor to first floor )
brick wall load = thickness X unit weight of concrete X height
= 0.155 X 20 X 3.6
= 11.16 kn/m^3 ( first floor to roof )
roof load = 1.5 kn/m ( Is 875 part3 )
now apply self weight of 1.25kn/m to slabs of ground, first floor and roof.
after applying the dead loads, apply the brickwall loads to all the beams of different floors.i.e 11.16kn/m.
- Calculate live load in design report based on IS code and apply live load on the model.
Live loads:
office room = 2.5kn/m
toilet = 2kn/m
meeting room = 2kn/m
pantry = 5kn/m
maintenance room = 2.5kn/m
staircase = 5kn/m
roof = 1.5kn/m
now apply thsese loads to slabs of model.
apply a service load of 0.3kn/m^2 to the slabs after applying live load.
apply dead load of 1.25kn/m on staircase slab.
live load of 5kn/m2 and service load of 0.3kn/m^2 on staircase slab.
- Generate manual wind loading in the design report based IS code as per the following input
- Basic wind speed = 50m/s
- Terrain category 2.
Vb = 50m/s
terrain caterory 2
Vz = Vb X k1 X k2 X k3 X k4
k1 = 1 ( table 1 IS 875 3 )
k2 = 1.05 ( table 2 IS 875 3)
k3 = 1
k4 = 1 ( residential building )
Vz = 50 x 1 x 1.05 x 1 x 1
Vz = 52.5 m/s
Pz = 0.6 x Vz ^2
Pz = 0.6 x 52.5 x 52.5
Pz = 1653.75 N/m^2
Pz = 1.635 Kn/m
along face A, +Cpe -Cpe
H = 7.7 m cpe 0.7 0.7
L = 19.25 m cpi 0.5 -0.5
W = 13.3 m cp 0.2 1.2
h/w = 0.57 Pz 1.635kn/m 1.635kn/m
l/w = 1.44 load 0.327kn/m3 1.962kn/m3
along face B,
+cpe -cpe
H = 7.7 m cpe -0.25 -0.25
L = 19.25 m cpi 0.5 -0.5
W = 13.3 m cp -0.75 0.25
h/w = 0.57 Pz 1.635kn/m 1.635kn/m
l/w = 1.44 load -1.226 kn/m3 0.408 kn/m3
along face c and D,
+cpe -cpe
H = 7.7 m cpe -0.6 -0.6
L = 19.25 m cpi 0.5 -0.5
W = 13.3 m cp -1.1 -0.1
h/w = 0.57 Pz 1.635kn/m 1.635kn/m
l/w = 1.44 load -1.79kn/m3 -0.1635 kn/m3
after calculating these loads ,apply them to the model.
wind load for roof.
long face EF
+cpe -cpe
H = 7.7 m cpe -0.76 -0.76
L = 19.25 m cpi 0.5 -0.5
W = 13.3 m cp -1.26 -0.26
h/w = 0.57 Pz 1.635kn/m 1.635kn/m
l/w = 1.44 load -2.061 kn/m3 -0.425 kn/m3
long face GH,
+cpe -cpe
H = 7.7 m cpe -0.6 -0.6
L = 19.25 m cpi 0.5 -0.5
W = 13.3 m cp -1.1 -0.1
h/w = 0.57 Pz 1.635kn/m 1.635kn/m
l/w = 1.44 load -1.79 kn/m3 -0.1635 kn/m3
now apply the roof load to the model.
