Project 2

Aim: To model and design a Proposed PEB Warehouse using STAAD.Pro with following Technical specification.

Procedure:

• Plan view, elevation views of the PEB is shown below.

• Now, we have to model the PEB frame in STAAD.PRO as per the given drawings. 
• The modelled PEB in STAAD.PRO is shown in the below figure.

 

• Section properties and Materials are applied to all the members.
• Releases and specifications are applied.
• Support conditions are applied.

Calculation of Design Loads on PEB Structure -

• 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-meter 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 & 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)

Coefficient of cyclonic wind may be taken as 1, since site is located more than 60 Km away from Coast)

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 = (0.7 – 0.2) x 8 x 0.704 = 2.816 kN/m on Wall A

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

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

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

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

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

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

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

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

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

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

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

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

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

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 considered for calculation of seismic forces.

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

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

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

• Loading has been applied in the model.

• Loading Combinations are applied.

Design Parameters:

• IS 800 LSD
• FYLD = 345000 for Portal frame and Mezz Beams
• FYLD = 250000 for Bracings
• BEAM = -1
• STP = 2 for welded sections
• MAIN = 250 for tie beam
• Ly = Lx = 1.5m for Rafter
• Ly = Lx = 3.25m for Columns
• Ly = Lx = 4.4m for columns supporting canopy
• Lz = 11m for Internal columns
• Ly = Lx = 0.5m for Mezz floor beams
• Lz = 6.75m for Mezz Floor beams
• Ly = 1.7m for Canopy Beam
• RATIO = 1

Now, the above design parameters has to be applied.

• Now we will run the  analysis and check is any error is found or not.

Result: Analysis has been performed without error and the PEB Warehouse has been succesfully modelled and design.