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

1.Aim:

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

Given data:

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

Procedure:

• Open the TSD file which is been modelled for the last challenge.
• 

To model slab:

• Go to Home -> Manage property sets-> New -> General slab items
• Rename it as S1 and give the following property for One- way slab
• 
• Go to Home -> Manage property sets-> New -> General slab items
• Rename it as S2 and give the following property for Two - way slab
• 
• Take the dimensions to choose the slab types from the above creation.
• 

Modeling slab:

• Go to G.L and select Model -> Slabs on beams and select Slab on beams and appropriate slab property in the property window.
• Click inside the grid where it’s needed.
• 
• Follow the same procedure for first floor level but keep the stair area free.
• 
• Go to Top of Roof Beam Level and follow the above procedure.
• 
• Go to 3D view to view as a whole.
• Validate the model.
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• Go to Load -> Load cases and add the following loads as required by clicking add button in the loading dialog box.
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• Go to Load -> Load combination - > Generate and select the following option.
• 
• 
• Open MS Excel and do the load calculation for Dead load as shown below.
• 
• In TSD, Go to Ground level select load as Dead in the drop down below.
• Go to Load -> Area load, enter value as 1.2 KN/m² in the property.
• Click on each slab
• 
• Validate the model and proceed.
• Go to First floor level and follow the same procedure.
• 
• Go to Top of Roof Beam Level and follow the same procedure.
• 
• Go to 3D view to check and validate.
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• Go to GL and apply the brick loading by selecting load -> Full UDL and entering 15.6 KN/ m in the property window and select the perimeter of the model.
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• Go to load -> Line load and enter the value and pick a reference node and draw brick loading line by referring the plan.
• 
• Again, go to load -> Full UDL and select the remaining members in the GL.
• Toggle to 3D view and validate.
• 
• Follow the above procedure for First floor level.
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• Follow the above procedure for T.O.R.B level.
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• Go to 3D view and apply roof loading by selecting load ->Area loading and enter the value in the property window.
• 
• Result:
• Dead load is applied by following above steps.
• 

2.Aim:

To calculate live load in design report based on IS code and apply live load on the model.

Given data:

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

Procedure:

• Refer IS 875 Part -2,Table- 1 for Live load
• 
• 
• Open EXCEL and enter the loads and values to be used in the project for easy check.
• 
• Open TSD steel building model.
• Go to Ground level
• Select the load as imposed load in the status drop down.
• Go to Load -> Area load and click on the slab.
• 
• Check the excel and enter the loading in the property window and follow the same procedure for the rest of the slabs.
• Toggle to 3D view and validate.
• 
• Go to first floor level and do the loading.
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• Go to Top of the Roof Beam Level and change the loading to Imposed and assign the load.
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• Go to 3D and change the loading to Imposed and apply the load on the roof.
• 
• Result:
• Validated result.
• Imposed load is applied by following above steps.
• 

3.Aim:

To generate a calculation for 5T crane loading based on given inputs.

Given data:

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

Calculation:

• The approximate minimum approach of the hook to gantry girder = 1m
• Crane capacity = 5T=5000kg= 50000 N = 50KN
• No of wheels on each side = 2
• Span of Gantry girder, c/c distance between column = 7m

Maximum wheel load

• Maximum concentrated load on crane =Crane capacity + Crab weight 50 +40 = 90 KN.
• Self-weight of Crane=60 KN.
• UDL on crane =60/10 = 6 KN/m
• Ra +Rb = 90 + (6*10) =150KN
•  
• Taking moment on b,
• (Ra*10) – (90*9) – (6 *10*5) =0
• Ra = 111KN
• Rb =150 – 111 = 39 KN
• Taking max reaction, Static wheel load= 111KN.
• This load is shared by 2 wheels, so 111/ 2 = 55.5 KN
• Adding 10 % of impact = 55.5 *1.1 = 61.1 KN
• Factored load = 61.1 * 1.5 = 91. 65 KN

Maximum Bending moment :

• Assume Self weight of the gantry girder = 1.6 KN/m
• Self-weight of the Rail= 0.3 KN/m
• Total UDL = (Self – weight of rail+ self-weight of gantry girder)= 1.6 +0.3=1.9 KN/m.
• 
• Ra +Rb = (91.65 *2) + (1.9* 7) = 196.6 KN
• Moment at B =0
• (Ra*7) – (91.65 * 2 ) – ( 91.65 * 4) – ( 1.9 *7* 3.5) = 0
• Ra = 85.20 KN
• Rb = 111.4 KN
• Bending moment under wheel due to live load = 85.20 *4 = 340.8 KN
• Bending moment due to impact = 0.10 * 340.8 = 34.08 KNm
• Total bending moment due to live load and impact load =340.8 +34.08 =374.88 KNm

Maximum shear force in gantry girder:

• For the maximum SF in gantry girder, one of the wheel loads have to be placed on the support.
• 

• Moment at B= 0
• (7* Ra ) –( 91.65 *7) –( 91.65 *5) –( 1.9*7*3.5)=0
• Ra = 163.76 KN
• The maximum shear force due to wheel load is 163.76 KN

Lateral force:

• Surge load along y = 10% of (crane capacity + crab load) = 0.1 * ( 50+40) =9KN
• This load is shared by 4 wheels = 9/4 = 2.25 KN
• Maximum horizontal reaction due to the lateral force by proportion at
• = Lateral force * reaction at a due to vertical load / maxiu,m wheel load due to vertical load
• = 2.25 * 85.20/ 91.65 = 2.09 KN
• At B
• 9- 2.09 = 6.91 KN
• Brake load along X = 5% of static wheel load = 0.05 * 111 = 5.55 KN

Result:

 Hence the maximum wheel load, bending moment, shear force, Surge and brake load are found.