To calculate dead and live load for industrial steel structures and to apply them using TSD
1
Aim - To calculate the dead loads and apply on the model created
Procedure
Dead loads
Finishers as given 0.05m
0.05m x 24Kn/m2(density)
=1.2Kn/m
Brick wall load
Wall thickness 1540mm
For ground floor height is 5.5m
20x0.150x5.5
= 16.5Kn/m
For first floor
height is 6.8m
Then load is = 20.4Kn/m
Slab load is calculated by the software
Ceiling is 0.3Kn/m
If slab are not drawn then draw slabs by adding new slab properties
Then loads
In the load cases in the loads tab
See weather all the loads are there are not if not add new as wind and type as wind
Seismic as seismic type
Then go to load combo
Generate new load combo
Table then see all the load combos and next and finish
If you want to add new combo add new
Dead loads are already calculated
Self weight is calculated by software itself
Finishers loads
1.2 KN/m2
Select dead in the bottom left bar
Then add area load give value as 1.2
Select all the slabs it will add the loads
Check in 3d
Do in all the floors
Wall loads
Ground floor
16.5 KN/m2
Select dead in the bottom left bar
Then add line load give value as 16.5
Select all the beams it will add the loads
Check in 3d
First floor
20.4 KN/m2
Select dead in the bottom left bar
Then add line load give value as 20.4
Select all the beams it will add the loads
Check in 3d
Roof loads
Switch on roof panel
Area load and give load as 1.5
Start applying on teh roof
Validate in every interval and rectify errors
2
Aim - To calculate the live loads according to data and apply on the model
Procedure
According to IS875
Office room - 3Kn/m
Roof which has no access - 0.75Kn/m2
Rest rooms and toilets - 2Kn/m2
Live loads
Change load cases to imposed
Give area load and give loads according to is876
Give loads in all the rooms as 3 and 5 KN/m2
In all the floors do the same as we done before
For roof add 0.75 because it is unaccesible according to code
Validate in every interval
3
Aim - To calculate the 5T crane loading based on the inputs
Procedure
Given data
Crane capacity is 50KN
Self weight of crane excluding trolley - 40KN
Weight of trolley car - 10KN
Approx min approach of the crane hook to gantry girder - 1m
C/C dist b/w gantry rails - 14m
c/c dist b/w coloumn - 5.5m
Self weight of rail section - 300 N/m
Yield stress of steel - 250N/n2
Wheel base is 3m
Calculation
Max wheel load
Max concentrated load on crane - 50+10 = 60KN
Self weight of crane will act as UDL 40/14 = 2.86
Taking moment about B
Ra x 14-60 x 13-2.86 x 14 x 7
Ra = 76Kn
Rb x 14 -60 x 1 - 2.86 x 14 x 7
Rb = 24
Ra + Rb = 100 Kn
The reaction from the crane girder is distributed equally on two wheels at the end of the crane girder
Max wheel load on each wheel of crane = 76/2 = 38Kn
Max BM
Assume self weight of gantry girder as 1.5m
Total dead load = (self wt of rail + self wt of gantry girder)
300+1500 = 1800N/m
1.8Kn/m
Taking momentum about about D
Rc x 5.5 - 38 x (2.75+2.25) - 38 x (2.75-0.75)
Rc = 48.36 Kn
Rd x 5.5 - 38 x (0.75+2.75) - 38 x 0.5
Rd = 27.64 KN
BM under wheel due to live load = Rd x 2
27.6 x 2
= 55.28KN
BM due to impact = 0.10 x 55.28 (10% increase)
5.525 KNm
Total BM due to live load and impact load = 55.28 + 5.528
= 60.808KNm
BM due to dead load = Wl2/2 = 1.8x 5.5 x 5.5/2 = 6.806
Max BM
= 60.808+6.806 = 67.614KNm
Max SF
For max SF one of the wheels should be at the support
Rc x 5.5 - 3.8 x 5.5 -3.8x2.5
=55.27 KN
The max SF due to wheel load is 55.27 KN
Lateral forces
Lateral force transverse to rails = 5% of the wt of crab & wt lifted
0.05 x (50+10)
= 3
Lateral force on each wheell F1 = 3/2 = 1.5KN
Max horizontal reaction due to the lateral force by proportion at C
lateral force x reaction at c due to vertical load / max wheel load due to vertical load
1.5 x 48.36/38 = 1.90KN
At D
3-1.90 = 1.10KN
BM due to lateral load by proportion = 1.5/38 x 55.27 = 2.18KNm