To calculate the dead , live and wind load for RC residential structure and to apply them using TSD

1)

AIM:Based on the above calculation apply the loadings on the model.

PROCEDURE:

• go to load toolbar,define load cases.

• generate load combinations.
• for dead load,finish load-select area load and enter 1.2kN/m2.

• for brickwall load,select full UDL/point UDL and enter the repective value.

• for live load,select area load and enter value as per IS code book.

• for wind loads,first add wall panels.

• select area load and respective direction of building face,enter the value an select on wall panel.

• Finishes of 50mm
• Slab thickness as per the design
• Brick wall load
• Roofing load

finish load=0.5*24=1.2kN/m2

slab load will be generated within the software

brickwall+cement plaster thickness 230mm,

brickwall loading-

• GL-1st floor-0.23*20*3.2=14.72kN/m3
• same for 1st floor-roof level
• roof level-(paraphet wall height is 900mm and thickness 155mm)=0.155*0.9*20=2.79kN/m3

roofing load-finish floor-1.2kN/m2

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

As per IS 875:part 3,live load for Rc offcie building are :

• office=3 KN/m^2

• reception=3 KN/m^2

• meeting room/conferece room-4 kN/m3

• equipment room =10 KN/m^2

• Toilets=2 KN/m^2

• Store room = 5 KN/m^2

• Staircase =3=4 KN/m^2

• Lobby =3 KN/m^2

• cooridor=4 KN/m^2

• Roof (accessible)=1.5 KN/m^2

3.Generate manual wind loading in the design report based IS code as per the following input

• Basic wind speed = 50m/s
• Terrain category 2

As per IS-875:part3,

GIVEN:basic parameter

• basic wind speed-39 m/s
• terrain category-2
• probable design period of building-50 years
• class of strcuture -A

dimensions of the building-

• greater horizontal dimension-19.225m
• lesser horizontal dimension-10.7m
• height of the building-6.4m
• width of frmae-1,grid A to B-6m

ratio of wall and roof-coefficient

• wall-l/w=1.8
• wall-h/w=0.6
• roof-h/w=0.6

topography factor,k3-1

risk co-efficient,k1-1(50 years)

up to 10m height,terrain factor(k2)-1

important factor for cyclonic,k4-1.15

design wind speed,V2=Vb*k1*k2*k3*k4

39*1*1*1*1.15=44.85 m/s

design wind pressure,Pz=0.6*vz^2/1000

0.6*44.85*44.85/1000=1.207 kN/m2

internal pressure cooefficient=0.5(20% opening as per c;ause 6.2.3.3)

internal pressure cooefficient=-0.5

wind loading calculation-

wind load acting along X-direction(face A)

	+cpi	-cpi
height at different level	<=10m
external pressure coefficient,Cpe	-0.5	-0.5
internal pressure coeficient,Cpi	0.5	-0.5
net pressure coefficient,Cp	-1	0
design wind pressure for wall	1.207	1.207
loading to be applied on the wall	-1.207	0

wind loading along X-direction(face B)

	+cpi	-cpi
height at different level	<=10m
external pressure coefficient,Cpe	-0.5	-0.5
internal pressure coeficient,Cpi	0.5	-0.5
net pressure coefficient,Cp	-1	0
design wind pressure for wall	1.207	1.207
loading to be applied on the wall	-1.207	0

wind loading along X-direction(face C)

	+cpi	-cpi
height at different level	<=10m
external pressure coefficient,Cpe	0.7	0.7
internal pressure coeficient,Cpi	0.5	-0.5
net pressure coefficient,Cp	0.2	1.2
design wind pressure for wall	1.207	1.207
loading to be applied on the wall	0.24	1.45

wind loading along X-direction(face D)

	+cpi	-cpi
height at different level	<=10m
external pressure coefficient,Cpe	-0.1	-0.1
internal pressure coeficient,Cpi	0.5	-0.5
net pressure coefficient,Cp	-0.6	0.4
design wind pressure for wall	1.207	1.207
loading to be applied on the wall	-0.72	0.483

wind load in Y directions-

wind load acting along Y-direction(face A)

	+cpi	-cpi
height at different level	<=10m
external pressure coefficient,Cpe	0.7	0.7
internal pressure coeficient,Cpi	0.5	-0.5
net pressure coefficient,Cp	0.2	1.2
design wind pressure for wall	1.207	1.207
loading to be applied on the wall	0.24	1.45

wind load acting along Y-direction(face B)

	+cpi	-cpi
height at different level	<=10m
external pressure coefficient,Cpe	-0.3	-0.3
internal pressure coeficient,Cpi	0.5	-0.5
net pressure coefficient,Cp	-0.8	0.2
design wind pressure for wall	1.207	1.207
loading to be applied on the wall	-0.96	0.24

wind load acting along Y-direction(face C)

	+cpi	-cpi
height at different level	<=10m
external pressure coefficient,Cpe	-0.7	-0.7
internal pressure coeficient,Cpi	0.5	-0.5
net pressure coefficient,Cp	-1.2	-0.2
design wind pressure for wall	1.207	1.207
loading to be applied on the wall	-1.45	-0.24

wind load acting along Y-direction(face D)

	+cpi	-cpi
height at different level	<=10m
external pressure coefficient,Cpe	-0.7	-0.7
internal pressure coeficient,Cpi	0.5	-0.5
net pressure coefficient,Cp	-1.2	-0.2
design wind pressure for wall	1.207	1.207
loading to be applied on the wall

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

   "Dead" loads comprise the weight of the structure itself as well as things like mechanical equipment, ceiling and floor finishes, cladding, façades, and parapets. The dead load is essentially the amount of consistent weight that a building must support at all times.

   The load is usually classified as either dead load or live load. Dead loads, also known as permanent or static loads, are those that remain relatively constant over time and, for example, the weight of structural elements of a building, such as  walls, ceilings, and structural . Component. 

CALCULATION OF LOADS : 

• Brick wall width = 155mm
• unit weight = 20 KN/m^3 
• Finishes = 50mm x 24 KN/m^3 = 0.05 x 24 = 1.2 KN/m^2

Floor height  

• Floor height for (GF to FF) = 5.2 m
• Brick wall loading for ground floor = 20 x (155/1000) x 5.2 = 16.12 KN/m
• Floor height for (FF to RL) = 6.8 m
• Brick wall loading for first floor = 20 x (155/1000) x 6.8 = 21.08 KN/m
• Roofing load based on purlin size : 1.5 KN/mm^2
• Ceiling load of 0.3 KN per sq m

 Step 1 : 

• Open the tekla software 
• Go to the new file and open 
• make the new construction level and make all materials like beam, column, bracing, 
• Next go to the roof panel option
• place the roof panel on the top of the roof
• The roof panel placed image as been shown below

 

 

 

 Step 2 : 

• Go to the load tab 
• pick the load cases option
• The load cases dialouge box as been opened automatically
• In there create a new loads like dead, imposed, wind, crane, servises, seismic..,
• Next go to the load combination
• And go to the generate option on the load combination dialouge box
• And select the 1st option and select next
• Again give the next option as 2 time
• and finally pick the finish option
• The load combination as generate sucessufully 

 

 

 Step 3 : 

• Next we want to apply the dead load 
• So go to the below the screen on show process option
• And select the dead load option
• Next go to the home tab and select the manage properties set
• And select the new option and select the slab items and rename it as (one way slab and two way slab)
• Next go to the slab on beam option and select the slab item on general box
• As per the IS rules apply the one way slab and two way slab on the floors
• Next go to the area load 
• apply the loads on room as per same IS rules for all the floors

 

 

 

 Step 4 : 

• After complete the load applyed on all the floors
• Next apply the load on roof panel
• The load applyed image as been shown below

RESULT:

The calculated loads are applied on the model successfully.

2)

AIM: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 

PROCEDURE:

• To get the values of live  loads for different room we refer to IS 875 part2
• Workshop=5KN/m2
• Staircase=5KN/m2
• Corridor=5KN/m2
• Meeting room=5KN/m2
• Store room=5KN/m2
• Toilet=2KN/m2
• Canteen=3KN/m2
• Office room=3KN/m2
• Conference room=5KN/m2
• Equipment room=10KN/m2
• Rest room=2KN/m2
• Administration Room=5KN/m2
•  
• To apply the Imposed load on the structure 
• Go to the ground floor from the level panel
• From the down left corner ,select the imposed load so that the load applied will be Imposed load
• 
• Now go to the load panel->area load->Input the live load of different room and select the room to apply that load
• after applying the Imposed load the resultent view of the structure
• 

   Intraduction :-

                        live load in design report based on IS code and apply dead load on the mode 

Live loads are usually variable or moving loads. These can have a significant dynamic element and may involve considerations such as impact, momentum, vibration, slosh dynamics of fluids, etc.

Live load refers to occupational forces from occupancy and intended use. They represent transient forces that can be moved through the building or act on a particular structural element.

Also measured in PSF, these weights include people’s estimated weights, furniture, appliances, automobiles, movable equipment, and the like.

   The load is usually classified as either dead load or live load. Dead loads, also known as permanent or static loads, are those that remain relatively constant over time and, for example, the weight of structural elements of a building, such as  walls, ceilings, and structural  Component.

 Step 1 : 

• Next we want to apply the imposed load
• AS like the same process go to below the screen "show process" set the imposed load
• Next go to the area load on top of the screen 
• For the all individual rooms have individula live load are there
• It as been the IS rules
• So we want to check the all the rooms live load and apply as per the IS rules
• the applyed  imposed load as given in below the image 
• The same process applyed all the floors

 

 

 

 

 

 

 RESULT : 

As per the question

Calculate live load in design report based on IS code and apply live load on the model as completed

 

3.

AIM: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:

Given data:

• Centre to Centre of wheel = 10m
• Weight of crab = 40 KN
• Number of wheels = 4
• Wheel base = 2m
• Crane capacity=50KN
• Weight of trolley=10KN
• Hook approach=1m
•  
• Maximum Point load on crane=crane capacity+weight of trolley
•                                                 =50+10=60KN
• UDL= self weight of crane/distance between gantry rails
•        =40/14= 2.89KN/m
• 
• Now ∑MB=0
•              =Ra*14-60*13-2.89*14*7=0
•              =>Ra= 75.94KN 
• ∑Fy=0
•         =Ra+Rb=60+2.89*14
•          Rb=24.52KN 
• Now assuming self weight of gantry girder=1.4KN/m
• Assuming self weight of gantry girder=0.4Kn/m
• Total self weight=1.4+0.4=1.8KN/m
•  
• Factored load=1.5*1.8KN/m=2.7KN/m
• Now load on each wheel= 75.94/2
•                                    =37.97KN
• Factored laod on wheel=1.5*37.97=56.95KN       or 57KN
• 
• ∑MB=0
•        =Ra*6-2.7*6*3-57*3.5-57*1.5=0
•               Ra=63.7KN
• ∑Fy=0
•      Ra+Rb=2.7*6+57+57
•          Rb=66.5KN
•  
• Max Shear force 
• 
• ∑MD=0
•      =>Rc*6-57*6-57*4-2.7*6*3=0
•       =>Rc= 103.1KN
• ∑Fy=0
•      =Rc+Rd=57+57+2.7*6
•       Rd=27.1KN

IMPACT LOAD: 

• =10% of wheel load
• =0.1*103.1KN
• =10.31KN
•  
• V=WL/2
•   =1.5*6/2
•    =4.5KN
•  Max shear force= 4.5+10.31+103.1KN
•                          =117.91KN
•  
• Lateral load analysis= 5% of total weight
•                               =0.05*60
•                               =3KN

  to generate the  report  for the steel  building design

  1. Open the Tekla model
  2. Now go to report option from the ribbon and select model report
  3. Now select the load cases and combinations summary to obtain report

  Click on the show report to obtain report

  

  

  

  

  

  We can change the project name , address etc with  the help of edit header option

  

  

  We can change the project name , address etc with the help of edit header option under report option.

  Result :-         Manual wind loading in the design report based IS code as per the following input.
• 4)
• Aim :- 

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  2. Based on the above calculation apply the loadings on the model

  Answer:

   

   

  Adding Wind Loads 

   

   

  

   

   

   

  Wind +Y +Cpi for Face A= Frame 1

   

  

   

  Wind +Y +Cpi for Face B= Frame 4