Project 2

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

About Pre Engineering Buildings:

Pre-engineered buildings are factory-built buildings shipped to the site and assembled by bolting together.

• The columns and beams are custom fabricated I sections with end plates and holes for bolting at both ends.
• I sections are made by cutting steel plates of desired thickness and welding them together.
• Engineering is done specifically for that building to satisfy structural and aesthetic requirements.
• To optimize the structural efficiency the shape of beams can be tailored.

Given:

The plan view and elevation views of the PEB are shown below.

Procedure:

Step 1: Start Modeling PEB frame in Staad Workspace as per given data.

Step 2: Apply section properties to the members. Provide release and specification, also provide support.

Step 3: Go to Loading and assign loads.

Load Calculation:

1. Dead load -

Self weigth on purlins = 10 kg/m2 = 0.1 kN/m2.

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

Seft weight on portals = 15 kg/m2 = 0.15 kN/m2.

= 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 spacing)+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/m2 = 5 x 8.045 + 5 x 8.0 = 80.225 kg/m = 0.802 kN/m.

Weight of sag rods and bracing = 5 kg/m2 = 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 weight 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/m3.

Self weight of structural member for mezzanine = 44.2 kg/m = 0.442 kN/m.

Floor finish load for mezzanine = 150 kg/m2 = 1.5 kN/m.

Addition load for mezzanine = 500 kg/m2 = 5 kN/m.

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

2. Live Load

On roof and canopy = 57 kg/m2 = 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/m2 = 400 x 8.045 + 400 x 8.0 = 64.1 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.

3. Collateral Load

Collateral Load on Roof

• Load of Electrical fittings = 0.1 kN/m2
• Load of Sprinklers = 0.03 kN/m2
• A 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

Collateral Load on Mezzanine Floor (due to false ceiling & electrical fittings) = 0.2 x 8 = 1.6 kN/m

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 kN-m

Collateral Load on Jack Beam due to service line= 2.5 kN/m

Collateral Load on Mezzaline False Ceiling = 3.2 kN/m

4. 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 the collateral load on the roof is considered for the calculation of seismic forces.

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

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

5. Wind Load

Basic wind speed Vb = 39 m/s.

K1 = 1.00.

K2 = 1.05.

K3 = 1.00.

K4 = 1.00.

Coefficient 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/m2.

Design wind pressure = 1 x 0.9 x 0.89 x 0.9 = 0.72 kN/m2.

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

0 degree	0 degree	90 degree	90 degree
EF	GH	EG	FH
-0.9	-0.4	-0.8	-0.4

External pressure coefficient (Cpe) for Column =

Degree	A	B	C	D
0	0.7	-0.25	-0.6	-0.6
90	-0.5	-0.5	0.7	-0.2

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 = - 5.198 kN/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.

Step 5: Apply these loads and different Load cases as shown below.

Step 6: Now go to design, select codes and define and assign the design parameters as shown below.

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

Step 7: Now Go to the Run Analysis and perform analysis to check is any error is found or not.

Result: The analysis is performed without error and the PEB Warehouse has been successfully modeled and designed.