Project total
All buildings in this project. Select a building on the left to see its detail below.
| Building | Size | Plan m² | Primary | Secondary | Crane | Other | Total t | kg/m² |
|---|
Estimated structural steel
Fabricated weight of structural steel for the building as entered, including connections and allowances. It excludes roof and wall sheeting, deck sheet, cladding fasteners and paint.
–t
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A full design to IS 800 usually lands within about ±12% of this figure. Use the upper end for budget pricing until the design is done.
–kg/m² of floor plan (building)
Building steel divided by plan area (span × length). Mezzanine and canopy are left out so you can compare sheds like for like. PEB sheds without cranes are typically 22–35 kg/m².
–plan area
Span × length of the building.
–bays
Number of bays and the bay spacing, written the way a PEB quotation does (for example 6 @ 8.000 m). There is one more frame line than bays.
–design wind pressure
Design wind pressure pd used for the main frames, after the IS 875 Part 3 reduction factors. See Loads used for the full derivation.
Calculating…
Tonnage breakdown
Fabricated weight by element. Sheeting, decking and fasteners for cladding are not included.
| Element | Tonnes | kg/m² | Share |
|---|
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Building description
The building as entered, in the same order PEB suppliers use in their quotations. Put it next to a supplier’s offer to check line by line that both describe the same building.
In the format of a PEB quotation, to compare line by line with a supplier’s offer.
Typical main frame
An interior frame drawn to scale. Each column and rafter is split into short segments, and each segment gets the lightest welded I-section that passes every load combination. Varying sections along the member is how tapered PEB frames save steel.
Drawn to scale. Shade shows how hard each part is working against its IS 800 capacity.
Utilisation: the highest ratio of force to IS 800 capacity over all load combinations. 100% means the section is fully used; amber is above 95%.
The check (axial + bending, or shear) and the load combination that gave the highest utilisation. DL is dead load, LL roof live load, WL wind, EL earthquake and CL crane.
| Member | Position | Built-up section | kg/m | Use | Governed by |
|---|
Loads used
Derived from the brief. Check against the site's design basis.
Checks and secondary members
Serviceability, base reactions and the sections picked for the rest.
Quantities for cladding and services
Useful for the sheeting and drainage packages that go with the steel.
How this estimate is made
- Each main frame is analysed as a 2D frame (direct stiffness) for dead, roof live, six wind cases, seismic and crane loads, then combined with IS 800 Table 4 load factors.
- Frame members are sized from welded I-sections (5–12 mm webs, 150–400 mm flanges) to IS 800 limit-state checks: axial with flexural buckling, bending with lateral-torsional buckling, shear with web buckling, and the combined interaction. Slender webs are allowed up to 200ε, with the flanges carrying the moment.
- Frames are resized until both strength and deflection limits pass. Left and right halves get the same sections.
- Purlins and girts are cold-formed Z sections, continuous with laps over the frames. Uplift capacity is reduced for the unrestrained inner flange.
- Wind follows IS 875 Part 3 (2015): Vz = Vb·k1·k2·k3·k4, pd = Kd·Ka·Kc·pz (not less than 0.7 pz), with Table 4 and 5 pressure coefficients. Local edge-zone coefficients are not applied, so corner purlins and girts may need a heavier section in the final design.
- Seismic uses IS 1893 Part 1 with Sa/g = 2.5 (short-period plateau), applied at the eaves.
- Crane wheel loads are estimated from the capacity when not entered, with 25% vertical impact, 10% lateral surge and 5% longitudinal braking.
- This is a concept-stage estimate, typically within ±10–15% of a detailed design. It is not a design for construction.