Project 2

   Aim: 

   To model and design a proposed Pre Engineered Building Warehouse (Rigid frame structure) using STAAD.Pro with the following technical specifications.

   Procedure:

• Plan view, elevation views of the Pre Engineered Building are as shown below.

         

     

       

       

       

             

• We have to model the PEB frame in STAAD.PRO as per the above given drawings. 
• The modelled PEB frame in STAAD.PRO will appear as shown in the below figure.

           

• Supports are added to the columns as needed.
• Releases and specifications are also applied wherever necessary in the modelled frame.

           

• All the section properties and materials are also applied to all the members respectively as mentioned in the question.

           

• Calculation of Design Loads on PEB warehouse :-

  • Dead Load
  1. Dead Load on Rafter
  • Weight of Roof Sheet = 5 Kg/m2
  • Weight of Purlin and sag rods = 5 Kg/m2
  • Additional weight = 5 Kg/m2

          Total weight of rafter = 15 Kg/m2

          Dead load on rafter = 15 x 10 x 8 = 1200 N/m = 1.2 kN/m

  1. Dead Load on Purlin = 10 x 10 x 8 = 800 N/m = 0.8 kN/m
  2. Mezz slab self-weight (150 mm thick slab) = 0.15 x 25 kN/m3 = 3.75 kN/m2
  3. Floor finishes and additional load on Mezzaline floor = (150 + 500) kg/m2 = 0.65 kN/m2
  4. Weight of 230mm thick brick wall (4-m height) on Mezzaline floor = 20 kN/m3 x 0.23 x 4 = 18.4 kN/m
  • Live Load
  4. Live Load on roof and canopy = 57 kg/m2 x 10 x 8 = 4.56 kN/m
  5. Live Load on Mezzaline floor = 400 kg/m2 = 4 kN/m2
  • Collateral Load
  1. Collateral Load on Roof
  • Load of electrical fittings = 0.1 kN/m2
  • Load of sprinklers = 0.03 kN/m2
  • Load of rockwool insulation and bubble wrap insulation = 0.15 kN/m2
  • Load of solar panels = 0.15 kN/m2
  • Load of ceiling = 0.1 kN/m2

          Total Collateral load on Roof = 0.53 x 8 = 4.24 kN/m

  1. Collateral Load on Mezzaline floor (due to false ceiling and electrical fittings)

                                                            = 0.2 x 8 = 1.6 kN/m

  1. Collateral Load on column due to bracket beam

          Load due to service line supported on the beam spanning 8 m width= 150 kg/m x 8 x 10 = 12 kN

          Moment acting on column due to service line = 12 x 0.75 = 9 kNm

  2. Collateral Load on jack beam due to service line= 2.5 kN/m
  3. Collateral Load on Mezzaline false ceiling = 3.2 kN/m
  • Wind Load

         Basic wind speed = 39 m/s

         K1 - 1.00

         K2 - 1.05 (Terrain Catogory-1. Building height at eaves = 10.50 m)

         K3 - 1.00

         K4 - 1.00 (For other structures)

         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

         Kc -0.9

         Design wind pressure = pd = kd x ka x kc x 0.6 x (Vb x k1 x k2 x k3 x k4)² = 0.652 kN/m2

         But should not be less than 0.7 Pz = 0.7 x 1.006 = 0.704 kN/m2

         Cpe - As per table 5 & 6 of IS: 875 (Part 3) – 2015

         h/w = 10/60 = 0.6

         L/w = 170/60 = 2.83

  Cpe On wall:

  Direction	A	B	C	D
  0 deg.	0.7	-0.25	-0.6	-0.6
  90 deg.	-0.5	-0.5	0.7	-0.1

  Cpe On Roof:

  Roof angle = 2.86

  Direction	EF	GH	EG	FH
  0 deg.	-0.86	-0.4
  90 deg.			-0.8	-0.4

  Cpi = 0.2

  Wind Load on Columns = (Cpe – Cpi) x A x Pd

  Wind about X Direction + Cpi on Wall A = (0.7 – 0.2) x 8 x 0.704 = 2.816 kN/m 

  Wind about X Direction + Cpi on Wall B = (-0.25 – 0.2) x 8 x 0.704 = -2.534 kN/m 

  Wind about X Direction + Cpi on Wall C & D = (-0.6 – 0.2) x 6.75 x 0.704 = -3.802 kN/m 

  Wind about X Direction - Cpi on Wall A = (0.7 + 0.2) x 8 x 0.704 = 5.069 kN/m 

  Wind about X Direction - Cpi on Wall B = (-0.25 + 0.2) x 8 x 0.704 = -0.282 kN/m 

  Wind about X Direction - Cpi on Wall C & D = (-0.6 + 0.2) x 6.75 x 0.704 = -1.9 kN/m 

  Wind about Z Direction + Cpi on Wall A = (-0.5 – 0.2) x 8 x 0.704 = -3.942 kN/m 

  Wind about Z Direction + Cpi on Wall B = (-0.5 – 0.2) x 8 x 0.704 = -3.942 kN/m 

  Wind about Z Direction + Cpi on Wall C = (0.7 – 0.2) x 6.75 x 0.704 = 2.376 kN/m 

  Wind about Z Direction + Cpi on Wall D = (-0.1 – 0.2) x 6.75 x 0.704 = -1.425 kN/m 

  Wind about Z Direction - Cpi on Wall A = (-0.5 + 0.2) x 8 x 0.704 = -1.689 kN/m 

  Wind about Z Direction - Cpi on Wall B = (-0.5 + 0.2) x 8 x 0.704 = -1.689 kN/m 

  Wind about Z Direction - Cpi on Wall C = (0.7 + 0.2) x 6.75 x 0.704 = 4.276 kN/m 

  Wind about Z Direction - Cpi on Wall D = (-0.1 + 0.2) x 6.75 x 0.704 = 0.475 kN/m 

  Wind Load on Rafters = (Cpe – Cpi) x A x Pd

  Wind about X Direction + Cpi = (-0.86 – 0.2) x 8 x 0.704 = -5.970 kN/m on Side A Rafter

  Wind about X Direction + Cpi = (-0.4 – 0.2) x 8 x 0.704 = -3.378 kN/m on Side B Rafter

  Wind about X Direction - Cpi = (-0.86 + 0.2) x 8 x 0.704 = -3.716 kN/m on Side A Rafter

  Wind about X Direction - Cpi = (-0.4 + 0.2) x 8 x 0.704 = -1.125 kN/m on Side B Rafter

  Wind about Z Direction + Cpi = (-0.8 - 0.2) x 6.75 x 0.704 = -4.752 kN/m Side C Rafter

  Wind about Z Direction + Cpi = (-0.4 - 0.2) x 6.75 x 0.704 = -2.851 kN/m Side D Rafter

  Wind about Z Direction - Cpi = (-0.8 + 0.2) x 6.75 x 0.704 = - 2.851kN/m Side C Rafter

  Wind about Z Direction - Cpi = (-0.4 + 0.2) x 6.75 x 0.704 = -0.950 kN/m Side D Rafter

  Wind Load on Canopy :

  Cp - As per table 8 of IS: 875 (Part 3) – 2015

  Roof Angle 2.86 deg.

  Cp -ve = 1.08

  Cp +ve = 0.35

  Wind Load on Canopy (Upward) = 1.08 x 8 x 0.704 = 6.082 kN/m

  Wind Load on Canopy (Downward) = 0.35 x 8 x 0.704 = 1.971 kN/m

• Seismic Load :

• As per IS: 1893 - 2016

  Seismic zone - III - Z = 0.16

  Rf - 4.0

  I - 1.0

  SS - 3.0

  25% of Live Load on roof is considered for calculation of seismic forces.

  100% of collateral load on roof is considered for calculation of seismic forces.

  50% of (Live load + Collateral load) on mezzanine floor is considered for calculation of seismic forces.

  100% of Dead load is considered for calculation of seismic forces.

• Loading has been applied on the model.

          

• Load on the modelled structure can be seen as shown below in the figures.

           

• All the load combinations are applied on the model wherever necessary.