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

AIM: To Analyze and design a steel building to 10T CRANE as per IS standard code in TEKLA STRUCTURAL DESIGNER.Provide bracings and moment connection for lateral stability.

INTRODUCTION:

PROCEDURE:

• open tekla software,under file click on new.
• from analysing the given plan,the column placement is decided.
• to go setting,check once all parameter.
• to go model,select grid line and draw the initial line.
• choose quick parallel lines and draw remanig grids.
• repeat the same for horizontal grid lines.

• select construction levels and add the levels.

• go to home>manege property>define pedestrial column.

• model>concrete column>click on grids to add.

• define the steel column of ISMB suitable size.
• from model toolbar>steel column>click on grids.

• define beams for groundfloor and model beam at required sides.
• similarly define for first floor and model them.

• now add frames at each grid for adding braces and loading purpose.

• define rafter beams and model the roof truss..

• define rafter for modeling on roof.
• define steel bracing and add at required places.

• define slabs for all the floor,modeled them based on size of the beam connection.

• define bracket to carry the crane load and model them on first floor.
• at last mdoeling part is adding wall and roof panels for ease apllication of wind load.

• once the modeling part is done,calculation of loads,defining in software and applying them.
• defin the load cases and generate load combination.

calculation of loads-

dead load-

• finishing load(50mm thick)-0.05x24=1.2kN/m2
• brickwall+cement plaster thickNess=150mm
• unit weight of brick wall=20kN/m3
• brickwall load at groundfloor=.15x5x20=15kNm
• brickwall load at first floor=.15x7x20=21kN/m

set the load as dead and select ground floor,in load toolbar>select area load and enter 1.2 as finish load.

for brickwall load,select full udl load and enter value as per calculation.

live load for each unit as per IS 875:part 2-

• office room-3kN/m2
• restroom/toilet=2kN/m2
• store room=5kN/m2
• staircase=5kN/m2
• conference room=5kN/m2
• equipment room=10kN/m2
• flat roof without access=0.75kN/m2

select imposed load,area load from load toolbar and enter the value as per code.

• wind load calculation-

• Basic wind speed, Vb = 39m/s.
• Terrain category = 2
• Class of structure = A
• One horizontal dimension of structure, L = 90m
• Another horizontal dimension of structure, N = 38m
• Eaves level height of structure, h = 12m

• Ratio of wall and Roof Co-efficient
• Wall, L/W = 2.36
• Wall,h / w = 0.31
• ROOF, h / w = 0.31

As per reference of IS 875. Part-3, Table -5.

external pressure co-efficient (CPe) =

To find Design Wind pressure (PZ)

Pz = 0.6*Vz^2.

To find Vz,

Vz= Vbxk1xk2 k3xk4

Therefore,

As we take value of k1, k2, k3, k4 from IS 875.

KI = 1 under basic wind speed)

K2=1.0 (height upto 10m)

K3=1

K4 = 1.15 (for industrial building)

Vz =39 *11*1*1.15

Vz = 44.85 m/s

Pz =0.6 (44.85) 2

Pz =1.207 kN/m^2.

according to the clause 7.3.2.2,the internal coefficient is 0.7 and -0.75

to find wind load for wall,

for wall face A,+y	Cpi	-cpi
height at different level(m)	12	12
external cofficient pressure(cpe)	0.7	0.7
internal cofficient pressure(cpi)	0.7	-0.7
net pressure coefficient(cpe-cpi)	0	1.4
design wind pressure for wall(kN/m2)	1.25	1.25
wind load on wall	0	1.75

for wall face B,+y	Cpi	-cpi
height at different level(m)	12	12
external cofficient pressure(cpe)	-0.25	-0.25
internal cofficient pressure(cpi)	0.7	-0.7
net pressure coefficient(cpe-cpi)	-0.95	-0.7
design wind pressure for wall(kN/m2)	1.25	1.25
wind load on wall for	-1.187	0.582

for wall face C ad D	Cpi	-cpi
height at different level(m)	12	12
external cofficient pressure(cpe)	-0.6	-0.6
internal cofficient pressure(cpi)	0.7	-0.7
net pressure coefficient(cpe-cpi)	-1.3	0.1
design wind pressure for wall(kN/m2)	1.25	1.25
wind load on wall for	-1.625	0.125

for roof,of slope-18 degree

h/w=0.31

for roof face,EF	Cpi	-cpi
height at different level(m)	12	12
external cofficient pressure(cpe)	-0.4	-0.4
internal cofficient pressure(cpi)	0.7	-0.7
net pressure coefficient(cpe-cpi)	-1.1	0.3
design wind pressure for wall(kN/m2)	1.25	1.25
wind load on roof for	-1.275	0.375

for roof face,GH	Cpi	-cpi
height at different level(m)	12	12
external cofficient pressure(cpe)	-0.4	-0.4
internal cofficient pressure(cpi)	0.7	-0.7
net pressure coefficient(cpe-cpi)	-1.1	0.3
design wind pressure for wall(kN/m2)	1.25	1.25
wind load on roof for	-1.375	0.375

• for wind load application,create load cases.
• select particular load case,+y,-y,+x and -x combination and enter the value.
• select are load,click on wall/roof panel

crane load calculation-

Given:

• crane capacity = 100kN
• Weight of the crab = 35kN
• Weight of the crane = 160kN
• Maximum hook approach - 1m
• Wheel base-3m
• Distance between c/c gantry rails = 20.0 m
• Distance between c/c gantry column -6 m

Maximum wheel load

Maximum point load on the crane - crane capacity weight of the crab 100 35-135kN

Self-weight of the crane = 160kN

- 160/20 - 8 kN

Taking Moment about B

RA * 20 - 135 * 19 - 8 * 20 * 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=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 = 1.8kN /m

moment at D

Rc * 6 - 104.125(2.25 + 3) - 104.125 * 2.25 = 0

Rc = 130.15KN

moment at C

RDX 6-104.125 (0.75 +3) -104.125 X 0.75 -0

RD = 78.09KN

Rc + RD = 208.25KN

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 = 15.618 KN m

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

Bending moment due to dead load W12/8-1.8 X 6x6/8 = 8.1 kNm

Maximum bending moment = 171.79 * 8.1 = 179.89KNm

Maximum shear force:

moment at D,

Rc * 6 - 104.125 * 6 - 104.125 * 3 = 0

Rc = 156.18KN

Hence the Maximum shear force due to wheel load is 156 18 KN

Lateral Forces:

Lateral force transverse to ralls ( 5% of the weight of crab and weight lifted)=0.05x135=6.75 KN

Lateral forces on each wheel=3.375 KN

horizontal reaction due to lateral force by proportion at C=3.375 X 130.15/104.125=4.21kN

horizontal reaction due to lateral force by proportion at D=3.375 X 78.09/104.125=2.35kN

• now to add crane load for girder designed in roof,select crane load.
• from load toolbar,select point load and enter all x,y and z value from calcuation and click on girder.

seismic load is calculated in software using seismic wizard.

• for analysis,set the building modeling as 1.
• 1st order analysis is done.

RESULT:

• given plan is analysed and column column is decided.
• structure is modeled using model toolbar and property of element is defined in property manager.
• load are calculated and applied on the structure.
• model is analysed and failure beam are resized.