Project 1_Analyze and design a steel building to 10T CRANE as per IS standard code using TEKLA STRUCTURAL DESIGNER.

Aim :

Analyze and design a steel building to 10T CRANE as per IS standard code in TEKLA STRUCTURAL DESIGNER. Refer the attached plan and elevation. Provide bracings and moment connection for lateral stability.

Consider dead, live, equipment and wind loading. Consider the brick wall loading for 150mm thick and 1.5 KN per sq m for wall and roof cladding.

Assume wind loading basic speed as 39m/s

Report of each member to be generated and extract drawings of structural plans from the software

Procedure:

• Creation of Construction Levels for given model.

• Create the grids on both sides according to the given plan.

• Creation of member properties for the model.

Pd1

Column C1

Beam B1 and B2

Rafter and Ridge

Slab Properties:

S1- Two way

S2- One way

• After assigning the member properties wall and panels along with the bracings are applied.

Wall panels with bracings on Frame A and F

Wall panels with bracings for Frame 1 and 16

• Now slab S1 and S2 are applied on the:

Ground floor

3D view:

Load Calculation:

Unit weight of concrete= 24 KN/m^3

1. Dead Load:

• Finishes loading= 0.05x24= 1.2 KN/m^2 (Area Loading)
• Slab load will be designed by software.
• Brickwall loading

Thickness of brickwall= 150 mm

Unit weight= 20KN/m^3

Floor height= from ground to first floor= 5m

Brickwall loading= 0.15x20x7=21 KN/m

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

Live load:

Ground Floor Rooms:

• Office= 3 KN/m^2
• Staircase= 5 KN/m^2
• Workshop= 5 KN/m^2
• Meeting room= 5 KN/m^2
• Pantry= 3 KN/m^2
• Flat Roof without access= 0.75 KN/m^2
• Maintenance Yard= 2.5 KN/m^2
• Maintenance Room= 3 KN/m^2

First Floor Rooms:

• Staircase= 5 KN/m^2
• Conference Room = 5 KN/m^2
• Office= 3 KN/m^2
• Toilet= 2 KN/m^2
• Pantry= 3 KN/m^2

Roof:

For the 18 degree pitch roof apply a roof load of 1.5 KN/m^2 area loading

Wind Roof Loading:

Applying the wind load in the model:

Wind +Y +Cpi

Face A= Frame F

Wind +Y +Cpi

Face B= Frame A

Wind +Y -Cpi

Face B= Frame A

Wind +X +Cpi

Face C= Frame 1

Wind +X -Cpi

Face C= Frame 1

Roof Loading:

Wind +Y +Cpi: Roof EF and GH

Wind +Y -Cpi: Roof EF and GH

Crane Load Calculation:

Given that

Crane capacity=100 KN

Weight of trolley car or crab=35 KN

Weight of the crane= 160 KN

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

c/c distance between gantry rails= 20m

c/c distance between column= 6m

Wheel base=3m

Crane type= M.O.T

Solution:

Maximum point load on the crane=crane capacity+weight of the crab= 100+35= 135 KN

Self weight of the crane= 160 KN

=160/20=8 KN

Taking moment about B

RAx20-135x19-8x20x10=0

RA= 208.25 KN

Taking Moment about A

RBx20-135x1-8x20x10=.

RB=86.75 KN

Maximum wheel load on each wheel=RA/2=208.25/2=104.125 KN

Maximum Bending Moment:

Assume self-weight of gantry girder as 1.5 KN/m

Assume self-weight of rail as 0.3 KN/m

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

At D

RCx6-104.125x(2.25+3-104.125x2.25=0

RC=130.15 KN

At C

RDx6-104.125(0.75+3)-104.125x0.75=0

RD=78.09 KN

RC+RD=208.25 KN

Bending Moment under a wheel load due to live load

=78.09x2

=156.18 KNm

Bending Moment due to impact= 0.10x156.18(10% due to M.O.T)

=15.618 KNm

Total bending moment due to live load and impact load= 171.79 KN m

Bending moment due to dead load WL^2/8= 1.8x6x6/8=8.1 KN m

Maximum bending moment= 171.79+8.1=179.89 KN m

Maximum shear force:

At D

RCx6-104.125x6-104.125x3=0

RC= 156.18 KN

Hence the maximum shear force due to wheel load is 156.18 KN

Lateral Forces:

Lateral force transverse to rails= 5% of the weight of crab and weight lifted

=0.05x135

=6.75 KN

Lateral force on each wheel=3.375 KN

Maximum horizontal reaction due to lateral force by proportion at C

= Lateral forcexreaction at C due to vertical load/Maximum wheel load due to vertical load

=3.375x130.15/104.125

=4.21 KN

Horizontal reaction due to lateral force by proportion at D

= lateral forcex reaction at D due to vertical load/Maximum wheel load due to vertical load

=3.375x78.09/104.125

=2.53 KN

4.21+2.54=6.74 KN

Bending moment due to lateral load= 3.375x15.18/104.125=5.06 KNm

Report of member:

Structural Drawings:

Conclusion : Project Completed