PEB scope: new steel superstructure, clear building height 10.8 m, to be erected atop the client's existing +19 m civil / precast structure (civil works below 19 m are outside PEB scope). All heights below are measured from that +19 m base unless noted as AGL.
What-if simulator — speed & height
Site & basis — Bhubaneswar, Odisha
| Parameter | Value |
|---|
| Location | Bhubaneswar, Odisha — cyclone-affected coastal region (Bay of Bengal) |
| Code | IS 875 (Part 3) : 2015 |
| Basic wind speed Vb | 50 m/s (wind-zone map; matches confirmed design basis) |
| Terrain | Category III (client-confirmed) |
| k1 · k3 | 1.00 (general industrial, 50-yr life) · 1.00 (flat) |
| k4 (cyclonic importance) | 1.15 — industrial structure, client-confirmed |
| Cpi | ± 0.5 (client-confirmed) |
| Kd | 1.00 — no directionality reduction permitted in cyclonic region |
| Height datums | PEB on +19 m base → eave ≈ 29.8 m, ridge ≈ 35.4 m above ground |
Design wind pressure vs height
Vz = Vb·k1·k2·k3·k4 · pz = 0.6 Vz² (k2 per Table 2, Cat III)
| Height AGL | k2 | Vz (m/s) | pz (kN/m²) |
|---|
| 10 m | 0.91 | 52.3 | 1.64 |
| 15 m | 0.97 | 55.8 | 1.87 |
| 20 m | 1.01 | 58.1 | 2.02 |
| 29.8 m — PEB eave | 1.06 | 60.9 | 2.22 |
| 35.4 m — ridge | 1.08 | 61.9 | 2.30 |
Roof uplift — net design suction
θ ≈ 5.7° (1:10) · h/w ≈ 0.29 (≤ 0.5) · qz = 2.30 kN/m² at ridge · net = (Cpe − Cpi)·qz with Cpi = +0.5 governing uplift
| Zone | Cpe | Net coeff. | Uplift | Purlin @1.5 m |
|---|
| General roof (windward slope) | −0.94 | −1.44 | −3.31 kN/m² | −5.0 kN/m |
| Edge strips (y ≈ 15.5 m) | −1.40 | −1.90 | −4.36 kN/m² | −6.5 kN/m |
| Corner zones (y × y) | −2.00 | −2.50 | −5.74 kN/m² | −8.6 kN/m |
- Leeward slope Cpe −0.4; wind parallel to ridge ≈ −0.8 / −0.6 — windward-slope + Cpi(+0.5) case governs.
- Edge-zone width y = lesser of 0.15w and h = ≈15.5 m (0.15 × 103.25 m).
- Order of magnitude: general uplift over the 11,667 sqm roof ≈ 38–39 MN (≈ 3,900 t) — several times the ~1,200 MT design steel weight.
What this means for the structure
- Uplift dwarfs roof dead load (~0.25 kN/m²) — clip, purlin and anchor tension capacity governs, not gravity.
- Seamless clip-fix standing-seam sheeting must be certified for edge/corner suction (−4.4 to −5.7 kN/m²).
- 49,625 shear studs + 1,160 Hilti chemical anchors carry net tension/shear at the deck and RCC interfaces.
- Solar load is "additional" for gravity design but cannot be relied on to resist uplift (panels may be absent).
- Tension-only cross-rod bracing (4 braced bays) transfers lateral wind shear to the +19 m base.
Schematic analysis for review — coefficients interpolated from IS 875-3 tables; Ka/Kc area-averaging & combination reductions apply member-by-member. The STAAD.Pro V22 model (offer basis) governs final design.
Project programme — ~29 weeks
Ref MXI/SBPL/2026-27/001 · R0 · 15 July 2026 — indicative. Click a bar to jump the
3D view to that week; use the ▶ scrubber at the bottom of the screen to build the structure week by week (4D).
Maxxinfra activity
Parallel-running
Client scope
Joint activity
Key site-readiness conditions
- Civil works ready for anchor-bolt casting; levelled, compacted surface handed over per schedule.
- ≈20 m clear space all around the building for crane & vehicle movement; no HT line above the erection area; no deep excavation nearby.
- Power & water by client; separate labour-hutment area.
- Fabrication, dispatches and erection hold to schedule only if payments follow PO terms (GA-approval & stage payments on the dates shown).
- Clear weather assumed; government / festival holidays applicable.
Timeline from "Maxxinfra-Project-Timeline-Sapigen.xlsx". The 4D mapping distributes erection (Wk 6–24) across columns → frames → purlins → deck → slab, then sheeting Wk 25–28 — indicative sequencing, not a method statement.