To calculate dead and live load for industrial steel structures and to apply them using TSD

Tekla week 4

1. Calculate dead load in design report based on IS code and apply dead load on the model

• Finishes of 50mm
• Slab as per design
• Brickwall 150mm thickness
• Roofing load based on purlin size
• Ceiling loading 0f 0.3KN per sq m

• Open the week 3 file.
• Add slabs to the model.
• Go to the Manage property
• Select the New-->Slab-->General slab
• Change the Name as S1
• Now to provide the Slab type as: Slab on Beam
• Deck Type: Reinforced Concrete
• Decomposition: One-way slab
• Overall Depth: 200mm
• Grade : M25
• And aslo to provided the Rib type: type 2
• And Bar type, Bar size, Bar sapcing also as given below value
• 
• Now Model the Slab
• On ground floor
• 
• On intermediate floor and roof floor.
• 
• Validate the model.
• Also add roof panel and wall panel on the model.
• 
• Under the Load tab There are Various option called Loadcases, Combination Load Group, And Wind Wizard
• First Start with the Loadcases
• Click Loadcases
• Predefined Loadcases dialouge box are appear on dispaly with
• Slab self weight , Dead Load, Service Load, Imposed Load
• Now go to Add the Load cases
• 
• Add load combinations
• 
• Press finish load combination.
• Now select the level where we want to apply the loads
• Now select the loads as required at the bottom left corner
• Finishing Load is: 1.2 KN/m2
• Under the Area Load We need to select the Load type is: Area Load
• Direction: Global z
• Measuring: Along Elements
• Load : 1.2 KN/m2
• Now Pick Area Item the colour of the Slab is changing
• 
• nder the Load Tab, Select the Full UDL Load As member load
• Wall Load is: 15.6 KN/m
• Under the Area Load We need to select the Load type is: Member Load
• Member Load : Full UDL
• Load : 15.6 KN/m2N
• Ground floor
• 
• Intermediate floor
• 
• Roof panel of 1.5 kN/m
• 

1. 
   Calculate live load in design report based on IS code and apply live load on the model

• Assume the loading based on IS 875
• Roof loading
• Consider equipment loading as 5KN per sq m

• Based on the IS 875 the live loads are applied, as follows.
• Workshop = 5kn/m2
• Staircase =5kn/m2
• Corridor = 5kn/m2
• Meeting Room = 5kn/m2
• Store Room =5kn/m2
• Toilet = 2kn/m2
• Canteen = 3 kn/m2
• Office Room = 3kn/m2
• Conference Room = 5 kn/m2
• Equipment Room = 10 kn/m2
• Rest Room = 2 kn/m2
• Administration Room = 5 knm2
• Apply imposed loads accordingly on the floors.
• 
• Roof panel is unaccessible therefore it would be 0.75kN/m2
• 

1. Generate a calculation for 5T crane loading based on following inputs

• Centre to Centre of wheel = 10m
• Weight of crab = 40 KN
• Number of wheels = 4
• Wheel base = 2m

• Given:
• Centre to Centre of wheel = 10m
• Weight of crab = 40 KN
• Number of wheels = 4
• Wheel base = 2m
• Crane Capacity = 50 KN
• Weight of trolley = 10 KN
• Minimum Hook Approach = 1m
• Maximum Point Load on crane =Crane capacity + Weight of the Trolly
• = 50+10
• = 6o KN
• UDL = Self weight of crane/Distance between rails
• = 2.89 KN/m
• Moment at A:
• ∑Ma=0
• = 60x1-RBx14 + 2.89x14x14/2=0
• 4 RB = 60+283.22
• RB = 24.52KN
• ∑Fy = 0
• RA+RB-60-2.89x14 =0
• RA = 60+2.89x14-RB
• RB = 75.94 KN
• Now Let Assume Self weight of Gantry Girder = 1.2 kn/m
• Self weight of rail section = 3 KN/M
• Total Self weight = 1.5 KN/m
• Factor Load = 1.5x1.5
• = 2.25 KN/m
• Now Load on Each Wheel = 75.94/2 KN
• = 37.97 KN
• Factor Load = 1.5x37.97 =56.955 KN
• = 57 KN
• Moment at C:
• ∑Mc = 0
• RDx6 = 2.25x6x6/2 + 57x4.5 + 57x2.5
• RD = 439.5 KN/6
• = 73.25 KN
• ∑Iy = 0
• RC + RD-57-57-2.25X6
• RC + RD = 127.5 KN
• RC = 127.5-73.25
• = 57.25 KN
• Moment On Front Wheel
• RD = 2.25x1.5x1.5/2
• = 2.53 KN
• Moment On Front Wheel
• RC = 2.25x2.5x2.5/2
• = 7.0 KN
• Maximum Shear Force:
• ∑Mf = 0
• REx6-57x6-57x4-2.25x6x6/2 = 0
• RE = 101.75 KN
• Impact Load:
• 10% Of Wheel Load = 0.1x101.75
• = 10.175 KN
• V = wl/2 = 1.5x6/2
• = 4.5 KN
• Maximum Shear force = 4.5 + 10.175 + 101.75
• = 116.425 KN
• Lateral Load Analysis = 5% of Total Weight
• = 5/10 x 60
• = 3 KN