Project 2

Procedure: 

Open the staad -> then define nodes and beams as per given data -> draw beams and columns -> draw bracings, purlins, girts, walls and canopy.

Complete the model of pre engineered building structure.

To create groups for assign of properties and loads.

Go to utilities -> groups -> create groups as per names and select the section of structure.

Go to properties -> define and assign the property to structure.

Go to specification -> add specification to member of structure.

Go to supports -> create support as fixed support.

Go to loading -> add and assign loads as dead,live and wind load.

Dead load - 

Self weigth on purlins = 10 Kg/m^2 = 0.1 Kn/m^2.

= 0.1 x 8.045 + 0.1 x 8.0 = 1.60 Kn/m.

Seft weight on portals = 15 Kg/m^2 = 0.15 Kn/m^2.

= 0.15 x 8.045 + 0.15 x 8.0 = 2.41 Kn/m.

Assumed weight of purlin = 100 x 100 x 10 = 14.9 kg/m.

Udl load due to purlin over the main frame = (no. of purlin x weight of purlin per m)/rafter length.

No of purlin = round off (Rafter length/purlin specing)+1

= round off (31.34/8.916)+1

= 5.

Udl due to purlin over main rafter = 5 x 8 x 14.9 = 596/31.34 = 19.0 Kg/m = 0.19 Kn/m.

Total udl on main rafter = 1.60 + 0.19 = 1.79 Kn/m.

Total udl on roof on gable rafter = 1.79/2 = 0.895 Kn/m.

Weight of side wall sheet = 5 Kg/m^2 = 5 x 8.045 + 5 x 8.0 = 80.225 Kg/m = 0.802 Kn/m.

Weight of sag rods and bracing = 5 Kg/m^2 = 0.802 Kn/m.

Weight of girts = 22.1 Kg/m = 0.221 Kn/m.

Total weight of girts = 0.221 + 0.802 = 1.02 Kn/m.

Assumed weigth of eave strut = 10.7 Kg/m.

Weight of eave gutter = 5.89 Kg/m.

Load due to eave gutter and eave strut = 10.7 + 5.89 = 16.59 Kg.

= 16.59 x 8.045 + 16.59 x 8.0 = 266.18 kg = 2.66 Kn.

Self weight of RCC slab 150 mm thick for mezzanine = 25 x 0.15 x 7.2 = 27 Kn/m.

Density of concrete = 25 Kn/m^3.

Self weight of structural member for mezzanine = 44.2 Kg/m = 0.442 Kn/m.

Floor finish load for mezzanine = 150 Kg/m^2 = 1.5 Kn/m.

Addition load for mezzanine = 500 Kg/m^2 = 5 Kn/m.

Total load on mezzanine floor = 27 + 0.442 + 1.5 + 5 = 33.94 Kn/m.

Live load - 

On roof and canopy = 57 kg/m^2 = 57 x 8.045 + 57 x 8.0 = 914.56 Kg/m = 9.14 Kn/m.

On gable rafter = 9.14/2 = 4.57 Kn/m.

On mezzanine floor = 400 Kg/m^2 = 400 x 8.045 + 400 x 8.0 = 64.18 Kn/m.

Assume eave gutter size = 250 x 250 x 1 mm.

= 0.25 x 0.25 x 10 = 0.625 Kn/m.

On main column = 0.625 x 8.045 + 0.625 x 8.0 = 10.0 Kn.

On gable column = 10/2 = 5 Kn.

Collateral load - 

Due to Electric fittings = 10 Kg/m^2 = 10 x 8.045 + 10 x 8.0 = 160.45 Kg/m

Due to electric fittings = 1.6 Kn/m.

Due to sprinklars and fire fightning system = 3 Kg/m = 3 x 8.045 + 3 x 8.0 = 48.135 Kg.

Due to sprinklars and fire fightning system = 0.481 Kn.

Load due to insulation = 10 Kg/m^2 and 5 Kg/m^2 = 10 x 8.045 + 10 x 8.0 = 160.45 Kg/m.

= 5 x 8.045 + 5 x 8.0 = 80.225 Kg/m = 0.80 Kn/m.

Total Load due to insulation = 1.6 + 0.80 = 2.4 Kn/m.

Load due to solar panels = 15 Kg/m^2 = 15 x 8.045 + 15 x 8.0 = 240.67 Kg/m.

Load due to solar panels = 2.4 Kn/m.

Load due to false ceiling support = 10 Kg/m^2 = 1.6 Kn/m.

Total load = 1.6 + 2.4 + 2.4 + 1.6 = 8 Kn/m. 

Seismic load - 

Member weight = 

Live load = 9.14 x 0.25 = 2.285 Kn/m.

Collateral load = 8 x 1 = 8 Kn/m.

Dead load = 1.79 x 1 = 1.79 Kn/m.

Live load + Collateral load = (9.14 + 8) x 0.5 = 8.57 Kn/m.

Wind load - 

Basic wind speed Vb = 39 m/s.

K1 = 1.00.

K2 = 1.05.

K3 = 1.00.

K4 = 1.00.

Coefficiant of cyclonic wind = 1.0.

Kd = 0.9.

Ka(Rafter) = 0.8 or as per tributary area.

Ka(Column) = 0.8245 or as per tributary area.

Ka(Purlin) = 0.9721 or as per tributary area.

Ka(Side Runner) = 0.978 or as per tributary area.

Area averaging factor = (0.8 + 0.8245 + 0.9721 + 0.978)/4 = 0.89.

Kc = 0.9.

Cpi = +/- 0.2.

Design wind speed = Vb x K1 x K2 x K3 x K4.

= 39 x 1.0 x 1.05 x 1.0 x1.0 = 40.95 m/s.

Wind pressure = 0.6 x 40.95^2 = 1.00 Kn/m^2.

Design wind pressure = 1 x 0.9 x 0.89 x 0.9 = 0.72 Kn/m^2.

External pressure coefficiant (Cpe) for roof = IS 875 part 3

External pressure coefficiant (Cpe) for Column =

Use Cpe - Cpi.

WL - 0+CPI -

Load on EF = (-0.9-0.2) x 0.72 x 8.045 + (-0.9-0.2) x 0.72 x 8.0 = - 12.70 Kn/m.

Load on GH = (-0.4-0.2) x 0.72 x 8.045 + (-0.4-0.2) x 0.72 x 8.0 = - 6.93 Kn/m.  

Load on column A = (0.7-0.2) x 0.72 x 8.045 + (0.7-0.2) x 0.72 x 8.0 = 5.77 Kn/m.

Load on column B = (-0.25-0.2) x 0.72 x 8.045 + (-0.25-0.2) x 0.72 x 8.0 = - 5.198Kn/m.

Wl - 0-CPI - 

Load on EF = (-0.9+0.2) x 0.72 x 8.045 + (-0.9+0.2) x 0.72 x 8.0 = - 8.08 Kn/m.

Load on GH = (-0.4+0.2) x 0.72 x 8.045 + (-0.4+0.2) x 0.72 x 8.0 = - 2.31 Kn/m.  

Load on column A = (0.7+0.2) x 0.72 x 8.045 + (0.7+0.2) x 0.72 x 8.0 = 10.39 Kn/m.

Load on column B = (-0.25+0.2) x 0.72 x 8.045 + (-0.25+0.2) x 0.72 x 8.0 = - 0.577 Kn/m.

Wl - 90+CPI - 

Load on EG = (-0.8-0.2) x 0.72 x 8.045 + (-0.8-0.2) x 0.72 x 8.0 = - 11.55 Kn/m.

Load on FH = (-0.4-0.2) x 0.72 x 8.045 + (-0.4-0.2) x 0.72 x 8.0 = - 6.93 Kn/m.  

Load on column A = (-0.5-0.2) x 0.72 x 8.045 + (-0.5-0.2) x 0.72 x 8.0 = - 8.082 Kn/m.

Load on column B = (-0.5-0.2) x 0.72 x 8.045 + (-0.5-0.2) x 0.72 x 8.0 = - 8.082 Kn/m.

Wl - 90-CPI - 

Load on EG = (-0.8+0.2) x 0.72 x 8.045 + (-0.8+0.2) x 0.72 x 8.0 = - 6.93 Kn/m.

Load on FH = (-0.4+0.2) x 0.72 x 8.045 + (-0.4+0.2) x 0.72 x 8.0 = - 2.31 Kn/m.  

Load on column A = (-0.5+0.2) x 0.72 x 8.045 + (-0.5+0.2) x 0.72 x 8.0 = - 3.465 Kn/m.

Load on column B = (-0.5+0.2) x 0.72 x 8.045 + (-0.5+0.2) x 0.72 x 8.0 = - 3.465 Kn/m.

Go to loading -> add load combination case.

Go to design -> select Codes -> define and assign the design parameters

Go to analysis -> run the analysis -> check results.