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

Aim : 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

2. 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

3. 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

Procedure : For apllication of loads in the model we have to create steel braces,wall panels,roof panels and slab.

Wall panels on frame 7

Roof Panels

Defining the slab properties:

Slab S1:

Slab S2:

Ground Floor Slab:

First Floor Slab:

Roof Slab:

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

Answer:

Unit weight of concrete=24 KN/m^3

Dead Load:

• Finishes loading= 0.05*24=1.2 KN/m^2 (Area Loading)
• Slab load will be designed by software.
• Brickwall Loading

Thickness of Brickwall= 150mm

Unit weight= 20 KN/m^3

Floor Height= from ground floor to first floor= 5.2m

Brickwall loading= 0.15*20*5.2=15.6 KN/m

Floor height= from first floor to roof= 6.8m

Brickwall loading= 0.15*20*6.8= 20.4KN/m

• Roof loading based on Purlin Size= 1.5 KN/m^2
• Ceiling Loading= 0.3 KN/m^2

Load cases and combinations are genarated

Dead load 1.2 KN/m^2 applied on ground floor,first floor and roof

Ground floor:

First floor:

Roof:

3D view with dead load and brickwall load

2. 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

Answer:

Ground Floor Rooms:

Stair case= 5KN/m^2

Workshop= 5KN/m^2 (Considering Light Machinery)

Corridor= 5KN/m^2

Meeting Room= 5KN/m^2

Store Room= 5KN/m^2

Toilet= 2KN/m^2

Canteen= 3KN/m^2

Office= 3KN/m^2

Conference= 5KN/m^2

Equipment= 10KN/m^2

First Floor Rooms:

Stair case= 5KN/m^2

Restroom= 2KN/m^2

Meeting= 5KN/m^2

Administration Room= 5KN/m^2

Office= 3KN/m^2

Toilet= 3KN/m^2

Live load applied= 10KN/m^2 on the slab for equipment room.

Live load applied= 5KN/m^2 on the slab for staircase

Live load applied= 10 KN/m^2 on the slab for Equipment room.

Live load applied= 3 KN/m^2 on the slab for Office room.

3. 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

Answer:

Crane capacity= 50KN

Self weight of crane girder excluding trolley= 40KN

Weight of trolly Car or Crab= 10 KN

Approximate minimum approach of the crane hook to gantry girder= 1m

c/c distance between gantry rails= 14m

C/c distance between column= 5.5m

Self weight of rail section= 300N/m=0.3KN/m^2

Yield stress of steel= 250 N/m^2= 0.25 KN/m^2

Wheel base= 2m

To find maximum wheel load of the crane:

Maximum point load on the crane= 50+10=60 KN

Self weight of crane= 40KN

To convert this in to UDL= (self weight of crane/ c/c distance between gantry rails)

= 40KN/10m = 4 KN/m

Consider the moment about B

RAx10-60x9-4x10x5=0

RA= 75.85 KN

Maximum wheel load on each wheel= 75.85/2= 37.92=38 KN

For Calculation of maximum bending moment

1. Considering the Dead loads

Assume self weight of gantry girder as 1.5 KN/m

Given self weight of rail section= 0.3 KN/m

Total dead load= 1.5+0.3= 1.8 KN/m

For absolute maximum bending moment the load and the resultant are equidistant from mid-span

BM due to deadload M1= wl^2/8= 1.8x5.5^2/8 = 6.81 KN-m

2. Considering the live loads

Taking moments about C

RDx5.5-75.85x3.4375-75.85x0.6875=0

RD= 56.9 KN

Taking moments about D

RCx5.5-75.85x4.8125-75.85x2.0625=0

RC= 94.81 KN

Maximum bending moment will be below wheel load at M2= RDx2.0625

=56.9x2.0625

=117.35 KN-m

Impact load= 10% of maximum static wheel load

Maximum BM due to impact,M3=10% of M2

=0.1x117.35=11.735 KN-m

M=M1+M2+M3=6.81+117.35+11.735

=135.90 KN-m

For calculation of Maximum Shear Force due to vertical loads

1. For Dead load

Shear force due to self weight V= wl/2= 1.8x5.5/2

=4.95KN

For maximum shear force due to wheel loads,one of the wheel loads is at the support.

2. For Live loads

Taking moments about F

REx5.5-75.85x5.5-75.85x2.75=0

RE= 113.775 KN

3. For Impact loads

Impact load= 10% of maximum wheel load

Maximum shear force due to impact=0.1x113.775=11.38KN

Total Maximum shear force= 4.95+113.775+11.38=130KN

Conclusion : Week 4 challenge is completed