Project 1

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

Aim:

To Analyze and design the given steel building

Procedure :

• First we will have to draft a rough postion of beams and columns in the plan using paint tool

Ground floor :

First floor :

• The rough beam and column position are created for ground floor and first floor .
• after this new tekla file is opened and save it as project 1 .
• New > Model > construction levels .

• Construction levels
• Base level > ground floor > 0.5 m
• Ground level > first floor > 5m
• first floor > roof beam level > 7m

• After this we have to go to the base level
• Add the grids
• First we add the vertical grids according to the dimensions
• select grid lines , pick the first point > grid 1
• Then select quick parallel >grid 2 > 6m .
• 12m > grid 3 > 18m >grid 4 > 24m > grid 5 and soo on till grid 16

• Now select perpendicular grid line and name the grid as A

• After this parallel quick is selected and grid B is drawn with distance 8m
• 14m > grid C , 5.070 m >grid D , 4.925 m > grid E

• After this in the base level rc columns are created till ground floor Level
• Manage property sets > Concrete column > 400 x 800 section > M45

• Then steel column is added
• Manage property sets > steel column > ground floor to roof beam level
• ISMB> Universal columns > section > 365 X406 X393

• After this primary and secondry steel beams are added
• In ground floor , first floor and roof floor
• Manage property sets > steel beam >uk > universal beams >1016X305x437

Ground floor :

First floor :

roof beam level:

• Click on frame option and select grid 1

• draw grid lines at each end of distance 1328 mm with the help of construction line
• and draw the mid point the help of the construction line
• as we known the slope is 18 degree
• horizontal distance is 18 m , therefore vertical distance is 6 m

• model >steel beam > steel beam 1

• Now we go to 3D structures , and then copy paste the roof to the rest of the grids

• Now the connector beam or otherwise known as rafter beam is added for the roof

• Bracing's are added
• select frame A
• Mange property sets > steel bracing > equal angles > L > 150 X 150 X 10
• Model > bracing > steel bracing > X brace

• Bracings for the roof are done in 3D view

Final Result : ( beams , columns , bracings )

• Next step is to draw the slabs
• With the help of dimensions we need to check it for one -way slab and two -way slab
• Go to ground floor ( 8/6 = 1.33 ), therefore Two-way slabs are added ( less than 2 )
• Manage property sets > slabs > two-way slabs
• M55 grade> 300 mm depth > diametre of 16mm bars

Ground floor :

• 15995 / 6000 = 2.66 ( its one way slab )
• Manage property sets > slab item > one -way slab
• M55 grade > 300 mm depth > 16 mm diameter bars

Ground floor :

First floor :

Roof floor :

• Once the slabs are created .
• Wall panel and roof panel are added to the model .

• after the structure of the model is done
• The load are added that is live load , dead load , crane load are added to the model
• First manual dead and live load are calculated according to IS 875

Manual Dead load calculation :

• Now the Finishing load is added to the model
• deal load > area load > 1.2

Finishing load :

• Finishing load are added to the ground , first and roof floor
• Now the brick wall load is added to the model
• Dead load > Full UDL > ground floor >15.5 Kn/m

Ground floor ( brick wall load )

First floor :

• Dead load > full UDl > 21.1 Kn > first floor

• Now the wall clading and roof clading are added
• As wall clading is 1.5 Kn/m^2
• Height of clading in first floor is 7m
• 1.5 X 7 = 10.5 Kn/m ( full Udl )

First Floor : ( wall clading)

• Roof cladding > area load >1.5 Kn/m^2
• Roof floor >area load > 1.2 Kn/m^2
• wall clading > 1.5 X 6 = 9 Kn/m

• for 18 degree pitch slope >metal profile roofing
• Area load > 1.5 Kn / m^2 > metal roof load

• Manual live load calculations is done
• For the ground floor the rooms given are
• Maintance yard , Maintance room , office room , pantry , meeting room
• According to IS 875 Part 2

Live load :

1. office room - 2.5 Kn/m^2
2. staircase - 5 Kn/m^2
3. Flat roof without access - 0.75 Kn/m^2
4. pantry roof - 5Kn/m^2
5. Maintance yard - 2.5 Kn/m^2
6. Meeting room - 2 Kn/m^2
7. Maintance room - 2.5 Kn/m^2

• Now this above loads are added to the model through area load option

Ground floor :

• For the first floor rooms given are :
• office , toilet , pantry , common area

Live loads :

1. Toilet - 2Kn/m^2
2. Command area - 4.0 Kn/m^2
3. pantry - 5 Kn/m^2
4. Office -2.5 Kn/m^2

Wind load calculations :

• Manual wind load calculation is done
• IS 875 part 3

• Vb = 39 m/s ( given )
• Probable life of the structure = 50 years
• Terrain category = 2
• Class of structure = A
• Greater horizontal dimensions of the structure (L) = 90.000 m
• Lesser horizontal dimensions of the structure (w)= 38m
• Height of structural (h) =12m
• L/w = 90 /38 = 2.36
• h/w= 12/38 = 0.31
• 0.31 is less than 0.5
• 2.36 is greater than 1.5 and less than 4
• Table 5 of IS 875 part 3

• K1 = 1 ( table 1 )
• K2 = 1.02 ( table 2)

Interpolation Method :

10 = 1.00

12= X

15= 1.05

x= 1.02

• K3 = 1 ( clause 6.3.3.1 )
• K4 =1.15 ( clause 6.3.4 )

Design wind speed Vz = Vb X K1 X k2 X K3 X k4

= 39 X 1 X 1.02 x 1 X1.15

= 45.747 m/s

Design wind pressure Vb (N/m^2 ) = 0.6 Vz ^2

= 0.6 X 45.747 X45.747

= 1255.6728 N/m^2

= 1.25 Kn/m^2

According to clause 7.3.2.2 , The internal cofficient is + 0.7 and - 0.7

• X an y direction is taken according to the model
• face A and B are in the Y direction
• Face C and D are in the x direction '

• Now these loads are added to the model
• Loadcase are as given below
• Wind +y +cpi
• Wind +Y-cpi
• Wind +X +cpi
• Wind +X -cpi

• Same procedure is followed for the roof
• h/w= 0.31
• Slope = 18 degree

• These loads are now applied to the roof

Crane load calculations :

Given :

Crane capacity = 100 KN

Weight of the crab = 35 KN

Weight of the crane = 160 KN

Maximum hook approach =1m

Wheel base =3m

Distance between c/c gantry rails = 20.0 m

Distance between c/c gantry column =6 m

Crane type =M.O.T

Solution :

Maximum wheel load

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

Self-weight of the crane = 160 KN

= 160 /20 = 8 KN

Taking Moment about B

RA X 20 -135 X 19 -8 X 20 X 10 =0

RA= 208.25 KN

Taking Moment about A

RBX 20 -135 X 1 -8 x 20 x 10 =0

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

RCx 6 -104.125 x ( 2.25 + 3) -104.125 X 2.25 =0

Rc = 130.15 KN

At C

RDX 6 -104 .125 ( 0.75 +3 ) -104.125 X 0.75 =0

RD= 78.09 KN

RC + RD = 208.25 KN

Bending Moment under a wheel load due to live load

= 78.09 X 2

= 156.18 KNm

Bending moment due to impact =0.10 X 156.18 ( 10 % due to M.O.T)

= 15.618 KN m

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

Bending moment due to dead load Wl2/8=1.8 X 6x6 /8 = 8.1 KNm

Maximum bending moment = 171.79 + 8.1 = 179.89 KN m

Maximum shear force :

At D

Rc x 6 -104.125 x 6 -104.125 x3 =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

= 0.05 x 135

= 6.75 KN

Lateral forces on each wheel = 3.375 KN

Maximum horizontal reaction due to lateral force by proportion at C

= lateral force x reaction at c due to vertical load / Maximum wheel load due to vertical load

= 3.375 X 130.15 / 104.125

= 4.21 KN

Horizontal reaction due to lateral force by proportion at D

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

= 3.375 x 78.09 / 104.125

= 2.53 KN

4.21 + 2.54 = 6.74 KN

Bending moment due to lateral load = 3.375 X 15.18 / 104.125 = 5.06 KNm

• Now these loads are added in the model as point loads
• point load > nodal member > x > 4.21 KN , y> 2.53 KN , z >156.81

• After all this analyze is done
• Analyze > 1st order analyses .

• all the analyse it done expect one error
• by which if the click on the beam > right click > realses > fully fixed
• and the analyses is runned again

FINAL RESULT :