One table answers “does it pass?”

The report opens with every check, the structure it applies to, the limit, the governing result and the combination that produced it. Each row is worked out later in its own section, so the summary is an index, not a claim.

The note under the table says what the D/C ratio includes: strength only. Deflection is checked separately over the real spans. One base plate weld sits at 97% and is marked at limit, not rounded away.

Loads derived, not just listed

Snow and wind are derived step by step, with the clause that governs each value. For the open canopy roof the net pressure coefficients depend on how much the booth underneath blocks the wind, so the blockage ratio φ is calculated in both directions and the coefficients are interpolated between the code’s limits.

Proof that the loads entered the model

Every load pattern is solved on its own and its base reactions are summed. For vertical loads, the total reaction divided by the roof area has to give back the area load that went in: 1.000 kN/m² for roof live load, 0.880 kN/m² for snow. If a load were lost on its way into the model, this table would show it.

The next table lists all 125 combinations with their reactions and largest displacements, so every envelope value can be traced to the combination that produced it.

The model, drawn

Plan and elevations are coloured by section. The pages after them give joint and frame numbers, so any member named in a table can be found on a drawing.

Design results, member by member

The D/C distribution over the whole model comes first, then a summary per member group: section, ratio, equation, governing combination and shear. The analysis follows the Direct Analysis Method with reduced stiffness and notional loads, and the text says so. A full table after this page lists every member, sorted by ratio.

Deflection measured over the real span

An analysis model splits beams at every joint, so a deflection ratio per element says little. Here deflection is the displacement of the mid-span or cantilever-tip joint relative to its supports, over the real span, against L/300 — with the governing serviceability combination for each span.

Drift under wind and earthquake

Column-top displacements under wind are checked against H/300, and seismic storey drift with the code’s amplification. Each structure is checked with its own height; the two are independent and the report keeps them apart.

Modal behaviour

Mode shapes with period, frequency and mass participation. Because one model holds two independent structures, each mode is assigned to the structure that moves in it, so it is clear which period belongs to which building.

Connections checked with the forces that govern them

Base plates are designed with the component-based finite element method (CBFEM): plate, welds, anchors and concrete block in one model. All column bases and all strength combinations are scanned, and the force sets that govern anchor tension, compression, moment and shear go into the connection model as separate load cases.

In the full report the two connection calculations follow as appendices: 78 pages in total.