5. Results

Results are shown in the 3D viewport (contours, diagrams, glyphs), in the
Results pane on the right, and in pop-up tables and charts. This chapter is
the catalogue of every result view: what it plots, its units and sign, its
legend, and how to read it.

5.1 Result sets, envelopes and switching

Every solved case/combination/run becomes a result set. The Result Set
selector lists them by label:

• a case → its title (e.g. ULS 1.2 G + 1.5 Q),
• long-term runs → <label> - Load History,
• staged runs → Staged construction,
• envelopes → Envelope: max, Envelope: min (auto-built when two or more
  sets are solved; per node, element, reaction and beam station).

Switching the active Load Case in the toolbar automatically re-points the
display to the matching result set. If that case has not been solved, the plot
clears and the status says No results for this load case - re-run the analysis. Envelopes merge fields element-by-element (max_stress,
max_strain, max_displacement, max_reaction for scalars) - use them for
worst-case design extraction.

Staleness

Any model change after a solve raises the Results stale badge ("The model
changed after the last analysis. Re-run analysis before relying on these
results."). Structural changes (geometry, mesh, supports, materials) clear the
results outright. Load-only changes keep the old results but mark them stale.

5.2 Reading the viewport

• Legend (bottom right): title, max, gradient bar, min, and a note
  (sign conventions, inclusions, warnings). Colour ramps: FEA blue→red for
  deflections/stresses/strains, green→red for steel, discrete bands for
  punching, zero-anchored for moments (so zero is always a contour boundary),
  inverted for compressions/principals.
• Hover tooltip over the model shows the value at the cursor with its
  label and unit (e.g. Deflection δ 4.62 mm).
• Ghost toggle shows the undeformed structure behind the deflection plot;
  Model button clears the overlay back to the undeformed model;
  Results on model paints the last viewed plot over the solid model.
• Scale slider (Scale 1.0×, 0.1–10) exaggerates deflections.
• Text slider in the status bar scales annotation text (also in Settings →
  View).
• The time slider appears for long-term runs and scrubs the deflection
  history; the Deflection selector picks Short-term (instantaneous),
  Sustained (creep, no shrinkage) or Long-term (creep + shrinkage).
• Clicking the same plot button again usually hides the overlay or cycles its
  style; active buttons append · (smooth) or ▦ (banded).

5.3 Deflections - δ

Interpretation: compare against span/E ratios and code limits. The
verification model slab-line-plate shows 1.245 mm at midspan for a
line-supported 8 m plate - use it to calibrate your expectations for mesh
refinement and support modelling.

For long-term runs, use the time slider: the deflection readout includes the
growth factor at that instant; the Charts button plots the whole curve.

5.4 Moments - Mx, My, Mxy, Wx, Wy

Nodal-averaged element moments; click the same button to cycle banded ↔
smooth style. Values are per metre width; the legend note reads
MX on the X-face · + sagging · − hogging.

Extraction guidance: read column-strip moments from peak (banded) at the
column line for design, or use the design strip integration (which samples
24 stations along the strip and up to 17 across its width). Design always uses
the Wood–Armer combination of Mx, My and Mxy for the strength check.

5.5 Stresses and strain

Slab and wall plates share one range, so slab-vs-wall interaction is visible.
Hover labels are Von Mises, Principal σ1, Principal σ2, Shear τxy,
Strain ε. Legend titles carry the unit. σ is the solver's peak element value;
the others are nodal-averaged.

Use: check concrete crushing in struts (high σ1 in compression zones is
unusual in slabs - expect tension moments to dominate), and confirm stress
concentrations at columns and steps.

5.6 Soil bearing - ⏚

Interpretation: compare the peak against the geotechnical allowable bearing
pressure. The verification model slab-mat-soil shows a uniform 10 kPa on a
effectively rigid mat (k = 30 000 kN/m³, q = 10 kPa), which is the sanity
anchor: a uniform load on a uniform mat should produce an almost uniform
bearing pressure away from edges. Edge concentrations fall off with distance;
if bearing is negative (uplift), the soil is being relied on in tension -
tick Compression only on the zone so it gaps instead (see
§7.1). Gapped nodes read
0 kPa in the bearing view.

If the model has no soil or foundation data, a status message says
No soil defined in model - no bearing results shown.

5.7 Steel reinforcement - B1, B2, T1, T2

Values are the governing required steel in mm²/m (maximum of flexure, code
minimum and crack-control minimum), nodal-averaged over shell elements.
Over-capacity elements (concrete crushing demand) are painted solid magenta
and excluded from the colour average; the legend notes this and shows the range
0 … provided/recommended As. The suggested bar spacing comes from standard
spacings (100, 150, 200, 250, 300) and bars N10–N40.

Additional reinforcement views:

• 3D rebar - actual bar cylinders at cover + φ/2; colours B1 #2dd4bf,
  B2 #818cf8, T1 #fb923c, T2 #f472b6.
• Plan markings (bottom/top) - bar callouts (N12 @ 200), end arrows and
  dimensions per design strip; clicking cycles both → span → distribution
  layers.
• The hidden min steel toggle (console toggleMinSteel()) switches the map
  between governing and minimum steel.

5.8 Punching shear - ◉

The ◉ button recomputes the punching check for the active result set and
paints, per column:

• the control perimeter (offset 2d for EC2, dom/2 for AS 3600, d/2 for
  ACI/CSA), clipped by slab edges and openings;
• a utilisation sprite NN% at each column;
• a discrete legend green (< 90 %), yellow (90–100 %), red (≥ 101 %).

The Σ button (shown in punching view) opens Punching shear summary:

A full calculation sheet (inputs, equations, diagram, verdict) exists in
window.openPunchingReport() and can be printed or saved as PDF
(punching-shear-report.pdf) - see
§9.2. The modal itself notes:
"Per-column punching shear utilisation for the active result set. Full
calculation sheets are not included."

5.9 Support reactions - R↓

Columns are green arrows, piles blue, point/line supports X-glyphs; arrow
lengths scale to the largest reaction. Labels show V kN and M kN·m; base
restraints show R fz · M |mx,my|; line supports show Σ V kN (q kN/m).

The reactions table below the pane buttons lists each support: name and
position, V, optional M, then the totals:

Reading order: Applied ΣFz = −(Σ ground). Use the verification model
col-four-udl (4 × 160 kN = 640 kN) to check a layout quickly.

Line supports report both the total Σ V and the average line load q in
kN/m; walls have their own W↓ view.

5.10 Beam (band) diagrams - M, V, N, T

Bands (edge beams) render as elevation diagrams over the wireframe plate:

• M → bending moment My (kN·m), sag/hog coloured;
• V → shear Vz (kN), N → axial (kN), T → torsion (kN·m);
• the face-of-support option cuts the curve at the support faces and labels
  the face value;
• hover reads M 123.4 kN·m @ 42 %.

Band moments are total section moments, not per metre; they do not enter
the shell moment contour unless B± is enabled.

5.11 Column diagrams - N, Vx, Vz, Mx, Mz

Per column/pile stub, drawn over the full height with sign-coloured ordinates
and end/peak labels; one amplitude scale across all columns. Bending is split
by global direction: Mx/Vz from the local-z plane, Mz/Vx from the local-y
plane. Hover follows the same readout as beam diagrams.

Use N to confirm load takedown per column; compare Mx/Mz at the slab level with
punching transfer moments and with the column design.

5.12 Pile results - P⌀

The modal shows diagrams vs depth below head for:

Summary table rows: Head / tip RL, L / d, Head δv / δh, Head N / Vx / Vz, Max |axial|, Max |shear|, Max |moment|, Σ mobilised skin,
Tip reaction, Tip bearing q_b. Soil layer bands with names are drawn
behind the curves. Tip bearing = tip spring reaction / pile area.

Worked anchors: pile-settlement gives 2.00 mm head deflection and 100 kN tip
load for a 100 kN pile on k = 30 000 kN/m axial and 8 m length; pile-tip-bearing
gives q_b = 353.68 kPa for a 0.6 m pile; pile-layers mobilises
ΣKz = 59 200 and ΣKx = 48 000 with its layer set.

5.13 Wall views - W↓ and stress components

• W↓ - per-wall total vertical reaction and line load, with Mmax when
  moments exist; free walls read R - (free wall).
• σy - wall vertical stress (axial + bending), σx horizontal, τxy
  in-plane shear, σVM von Mises, σ1/σ2 principals, Nx/Ny membrane
  forces, Mx/My wall moments, σa membrane axial stress.

Reading wall stresses

σy, σx and σVM are extreme-fibre stresses on one face (membrane plus
through-thickness bending). At a monolithic slab–wall joint the slab moment
flows into the wall's out-of-plane bending, so the first wall element row
shows a localised fibre spike of order 6M/T² on top of the membrane stress -
for a 0.2 m wall even a modest 20 kN·m/m slab moment adds 3 MPa of fibre
stress. That spike is real but singular: it sharpens with mesh refinement and
is not a design value. For comparison with other software and for design, use
the membrane quantities Ny (kN/m) and σa (= Ny/T), which exclude bending,
and read them a row or two away from the joint (Saint-Venant), or integrate
with the W↓ totals. The σVM view additionally plots the element peak
(worst Gauss point, worse face) nodal-averaged, so it always reads at or above
a nodally-averaged commercial contour at singularities - away from joints the
two agree.

Legends note the component; ranges always include zero. Use σy to check wall
compression under top line loads (the wall-stress model anchors ~300 kPa).

5.14 Strip results - ⌗, wk, σs

⌗ opens the Strip Results modal with categories:

Fill diagrams (default on) shades the area under each curve; the Plot ×
slider (0.25–4) scales them. Crack/stress diagrams draw a reference line at
wk,lim and 0.6 fy; plotted values are capped at 2× the reference. Hover
reads <strip> [· <case>] · <component>: value unit plus the intensity for
resultants.

The modal lists the strip's top/bottom bars and offers Edit strip
reinforcement (opens the strip properties). Note: bending/axial/shear are
tributary totals (kNm/kN) - divide by strip width for a per-metre intensity;
hover shows it.

Global wk and σs buttons draw the crack width and steel stress along
all strips directly in the viewport.

5.15 Charts

The Charts button (shown when a time or nonlinear result exists) opens:

• Deflection vs time - long-term (creep + shrinkage) and sustained
  (creep only, AS 3600) curves, stage markers, table Time | δ long-term | Factor | δ sustained, asymptote check (t→∞) and mid-horizon KPIs.
• Convergence - Max |Δk|/k per cracked iteration on a log axis with the
  tol 0.01 reference, plus converged/iterations/cracked/last/peak KPIs.

Empty state: No chart data - run a time-dependent or cracked analysis first.

5.16 Compare view

Split: Off/On in the status bar opens a second, independent viewport pane
with its own camera, legend, tooltip and picking. Each pane selects from
Geometry, Deflection, moments (Mx/My/Mxy/Wx/Wy), stresses (σ/σ1/σ2/τxy), wall
components, strain, bearing, steel, punching, reactions, wall reactions. Use
it to compare two result sets (e.g. ULS vs SLS moment) side by side; plot
buttons route to whichever pane is active.

5.17 Legend reference

Legend notes worth knowing: moments are zero-anchored; Wx/Wy use the stress
ramp; band inclusion is stated; punching uses discrete green/yellow/red; the
steel note warns when magenta (crushing) zones exist.

5.18 Interpretation checks

1. Equilibrium first - Σ ground vs Applied ΣFz.
2. Deflection magnitude - for a flat plate, L/250–L/350 at SLS is
   typical; long-term roughly 2–3× short-term for interior members.
3. Column reactions - inspect the R↓ table; a column with near-zero
   reaction usually indicates a modelling error.
4. Moment pattern - hogging at columns, sagging at midspan; peaks should
   align with the design strips.
5. Peak values with mesh - refine once and confirm stability.
6. Punching - check the controlling column; the utilisation is normally
   between 0.4 and 1.2 for preliminary sizing.

5.19 Troubleshooting

→ Next: Chapter 6 - Design