Project 2
Aim - To Model & Design a Proposed PEB Warehouse using STAAD. Pro.
Introduction - Here we model and design the PEB warehouse building. As per given description, material data, specification we can design it.
- PEB - Pre engineered buildings are factory built buildings shipped to site and assembled by bolting together.
- The columns and beams are custom fabricated I sections with end plate 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 asthetic requirements.
- To optimize the structural efficiency the shape of beams can be tailored.
- This is one construction from where the structures are designed to carry exactly the loads envisioned and not more.
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
| 0 degree | 0 degree | 90 degree | 90 degree |
| EF | GH | EG | FH |
| -0.9 | -0.4 | -0.8 | -0.4 |
External pressure coefficiant (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 = - 5.198Kn/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.