Add structural calculation worksheets

Collection of engineering calculation projects (Python + Typst), each with
input, calc script, tests, results, and generated PDF where available.

.gitignore

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+# Python
+__pycache__/
+*.py[cod]
+.pytest_cache/
+.venv/
+venv/
+
+# Typst
+*.aux
+
+# Editors / OS
+.DS_Store
+*.swp
+*~

concentric-footing/PROJECT_STATE.md

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+# Project State: Concentric Footing Analysis
+
+Last updated: 2026-08-21
+Project root: `calcs/concentric-footing/`
+Parent worksheets root: `/home/smill/Sync/worksheets`
+Reference: `CONCENTRIC-FOOTING.pdf` — Blavatnik concentric footing for steel column (square footing, ACI-based checks). Parent project conventions as documented in `worksheets/codemap.md` and `calcs/wood-joist/PROJECT_STATE.md`.
+
+## Overview
+
+New hybrid (Typst + Python) calculation at `calcs/concentric-footing/` that checks a square, concentrically loaded, reinforced concrete spread footing under combined service and ultimate axial load per **ACI 318-19**. Five checks are covered:
+
+1. Soil bearing (service, ASD) — `q = Ps/Af <= qa`
+2. One-way (beam) shear — ACI 22.5 — `Vc = 2*lambda*sqrt(f'c)*Bf*d`
+3. Two-way (punching) shear — ACI 22.6 — `vc = min(4, 2+4/beta, 2+alpha_s*d/bo)*lambda*sqrt(f'c)`
+4. Flexure (bending) — ACI 22.5/7 — Whitney block `a = As*fy/(0.85*f'c*Bf)`, `Mn = As*fy*(d-a/2)`
+5. Concrete bearing on footing — ACI 22.8 — `Bn = 0.85*f'c*A1*sqrt(A2/A1) <= 2*0.85*f'c*A1`
+
+Minimum reinforcement `rho = As/(Bf*d) >= 0.0018` is checked as `minimum_steel`.
+
+The default `input.yaml` reproduces the Blavatnik reference example subject to documented corrections (bearing plate clarification and ACI-correct punching perimeter). The pytest suite locks the corrected numbers.
+
+## Architecture decisions
+
+- **Hybrid pattern** (same as `wood-joist` / `steel-beam`): `input.yaml` (Pint unit-bearing quantities, quoted strings) -> `calc.py` (`compute()` -> writes `results.json`) -> `footing.typ` (presents only, no recomputation) -> compiled PDF with `--root .` from `worksheets/`.
+- **`results.json` shape** (unchanged contract): `{tool, version, project, prepared_by, values, checks}` with `tool = "concentric_footing"`, `version = "0.1"`.
+- **Pint units**: all dimensional inputs are quoted strings (e.g. `"3000 psi"`, `"3 ft"`, `"18.4 kip"`). `calc.py` converts with a `quantity(value, unit, name)` helper identical to `wood-joist/calc.py`; dimensionless factors are plain floats.
+- **`calc.py` CLI** mirrors `wood-joist`/`steel-beam`: `--input`, `--output`, `--stdout`; runnable as `python calcs/concentric-footing/calc.py` with no args.
+- **ACI 318-19** is the governing standard and edition. All clause references are to ACI 318-19 Chapter 22 / 13.
+- **`footing.typ` imports** from `../../lib/sheet.typ` and reads `results.json`. It also **derives loads in Typst** (mirroring `wood-joist`/`steel-beam`): `DLr`, `LLr`, `Br`, `Lr`, `Ar`, column weight `Wc = bc*bc*Lc*gamma_c` -> `Ps_derived = (DLr+LLr)*Ar + Wc`, `Pu_derived = 1.2*(DLr*Ar+Wc)+1.6*LLr*Ar`. These are emitted as `<concentric-footing-loads>` metadata and reconciled to the Python-checked `Ps`/`Pu` by the test suite. Capacity numbers are never recomputed in Typst.
+- **Sheet helpers**: flexure, shear, bearing, and soil bearing use `check` (Demand/Capacity D/C). No `check_service` variant is needed; soil bearing is presented as `q` vs `qa`.
+- **Compilation**: `typst compile --root . calcs/concentric-footing/footing.typ calcs/concentric-footing/generated/footing.pdf` so the shared logo at `assets/logo.png` resolves.
+
+## Engineering decisions (pinned for the builder)
+
+All equations, units, and applicability limits are pinned here. The builder must not invent behavior. Tolerances and benchmark values are under "Reference example".
+
+### Inputs and units
+
+Pint-parsed quantities (all positive, `ValueError` if <=0 or wrong dimension):
+- `Ps` -> kip (service axial load, column + roof)
+- `Pu` -> kip (factored axial load, 1.2D+1.6L)
+- `qa` -> psf (allowable soil bearing, gross)
+- `Bf` -> ft or in (square footing side; `Af = Bf^2` -> ft2, also `Bf_in = Bf_ft*12`)
+- `Df` -> in (total footing thickness)
+- `cover` -> in (to centroid of steel, so `d = Df - cover`; `d` is effective depth)
+- `fc` -> psi or ksi (concrete `f'c`)
+- `fy` -> psi or ksi (reinforcement yield)
+- `lambda` -> float (lightweight factor, 1.0 normal weight, (0,1])
+- `column_width` (`c`) -> in (square column side)
+- `base_plate_width` (`bp`) -> in (square base plate side, `A1 = bp^2`; if omitted defaults to `c`)
+- `rebar_size` -> int (e.g. 4 means #4 -> db = rebar_size/8 in)
+- `N` -> int (number of bars per direction)
+Dimensionless / integers are validated: `N` integer >=1, `rebar_size` integer 3..18, `lambda` in (0,1], `rho_min` hardcoded 0.0018.
+
+Derived:
+- `db_in = rebar_size/8`
+- `As1_in2 = pi*db^2/4`
+- `As_in2 = N*As1`
+- `d_in = Df_in - cover_in` (cover to centroid per reference; `ValueError` if `d <=0` or `d > Df`)
+- `Af_ft2 = Bf_ft^2`, `Af_in2 = Af_ft2*144`
+- `A1_in2 = bp_in^2`, `A2_in2 = Af_in2`, `A2_ft2 = Af_ft2`
+- `Bf_in = Bf_ft*12`, `L_cant_ft = (Bf_in - c_in)/2/12`, `L_cant_in = (Bf_in - c_in)/2`
+
+### Check 1 — Soil bearing (service)
+
+- `q_psf = Ps_lbf / Af_ft2` where `Ps_lbf = Ps_kip*1000`
+- `qu_psf = Pu_lbf / Af_ft2` (ultimate pressure for concrete checks)
+- `ok_soil = q_psf <= qa_psf`
+- Report `q_psf`, `qu_psf`, `qa_psf`, `Af_ft2`.
+- Note: footing self weight and soil surcharge are excluded (gross pressure follows reference). Scope note states this limitation.
+
+### Check 2 — One-way (beam) shear — ACI 22.5.5, phi=0.75
+
+- Critical section at distance `d` from column face.
+- `L1_in = (Bf_in - c_in)/2 - d_in` (cantilever beyond section). If `L1_in <=0` then `Vu_kip = 0` (no shear beyond section).
+- Otherwise `Vu_lbf = qu_psf * (Bf_ft) * (L1_in/12)` because `qu` (psf) * width (ft) * length (ft). So `Vu_kip = Vu_lbf/1000`.
+- `Vc_lbf = 2*lambda*sqrt(fc_psi)*Bf_in*d_in` (ACI 22.5.5.1, `lambda` factor). `Vc_kip = Vc_lbf/1000`.
+- `phiVc_kip = 0.75*Vc_kip`
+- `ok_one_way = Vu_kip <= phiVc_kip`
+- Also report `Vu/phiVc`.
+
+### Check 3 — Two-way (punching) shear — ACI 22.6.5, phi=0.75
+
+- `bo_in = 4*(c_in + d_in)` (interior square column; critical perimeter at d/2). Documented correction: reference shows 68in which is inconsistent with ACI; correct value for c=14,d=9 is 92in.
+- `beta = 1.0` (square). `alpha_s = 40` (interior per ACI 22.6.5.3).
+- `vc1 = 4*lambda*sqrt(fc_psi)`
+- `vc2 = (2 + 4/beta)*lambda*sqrt(fc_psi)`
+- `vc3 = (2 + alpha_s*d_in/bo_in)*lambda*sqrt(fc_psi)`
+- `vc_psi = min(vc1, vc2, vc3)`
+- `Vc_lbf = vc_psi*bo_in*d_in`, `Vc_kip = Vc_lbf/1000`, `phiVn_kip = 0.75*Vc_kip`
+- `Apunch_in2 = (c_in + d_in)^2`, `Apunch_ft2 = Apunch_in2/144`
+- `Vu_lbf = qu_psf*(Af_ft2 - Apunch_ft2)`, `Vu_kip = Vu_lbf/1000`
+- `ok_two_way = Vu_kip <= phiVn_kip`
+- Also report `vc_psi`, `bo_in`.
+
+### Check 4 — Flexure — ACI 22.5 / 7, phi=0.90
+
+- Cantilever length `Lc_in = (Bf_in - c_in)/2`, `Lc_ft = Lc_in/12`
+- `Mu_kipft = qu_psf * Bf_ft * Lc_ft^2 / 2` (qu as psf -> psf*ft*ft^2 = lbf*ft/1000 = kip*ft). Equivalent presentation: `Mu = qu*Bf*((Bf-c)/2)^2/2`.
+- `a_in = As_in2*fy_psi / (0.85*fc_psi*Bf_in)`
+- `c_block_in = a_in / beta1` where `beta1 = max(0.65, min(0.85, 0.85 - 0.05*max(0, (fc_psi-4000)/1000)))` (ACI 22.2.2.4.3). Computed for strain check but not required for phi (phi=0.9 tension-controlled assumed; still compute `et` for report).
+- `beta1` per above.
+- `Mn_kipft = As_in2*fy_ksi*(d_in - a_in/2)/12` (fy in ksi). Or `As*fy*(d-a/2)/12`.
+- `phiMn_kipft = 0.90*Mn_kipft`
+- `ok_flexure = Mu_kipft <= phiMn_kipft`
+- `rho = As_in2 / (Bf_in*d_in)`, `rho_min = 0.0018`, `ok_min_steel = rho >= rho_min` (separate check `minimum_steel` with demand `rho_min`, capacity `rho`). For `checks` dict, `minimum_steel` uses `demand = rho_min`, `capacity = rho`.
+- Also report `Mu/phiMn`, `a_in`, `rho`.
+
+### Check 5 — Concrete bearing — ACI 22.8, phi=0.65
+
+- `A1_in2 = bp_in^2`, `A2_in2 = Af_in2`
+- `sqrt_ratio = sqrt(A2_in2/A1_in2)`, capped at 2.0: `sqrt_ratio_capped = min(sqrt_ratio, 2.0)`
+- `Bn_lbf = 0.85*fc_psi*A1_in2*sqrt_ratio_capped`, but upper bound `2*0.85*fc_psi*A1_in2` already enforced by cap.
+- `Bn_kip = Bn_lbf/1000`, `phiBn_kip = 0.65*Bn_kip`
+- `ok_bearing = Pu_kip <= phiBn_kip`
+- Report `A1_in2`, `A2_in2`, `sqrt_ratio`, `Bn_kip`, `phiBn_kip`, `Pu/phiBn`.
+
+### Values dictionary (all rounded to 6 decimals via q() helper, except labels)
+
+Keys in `results.json` `values` (units encoded in name):
+`Ps_kip, Pu_kip, qa_psf, q_psf, qu_psf, Af_ft2,
+ Bf_in, Bf_ft, Df_in, cover_in, d_in,
+ fc_psi, fy_psi, fy_ksi, lambda,
+ c_in, bp_in,
+ N, rebar_size, db_in, As1_in2, As_in2,
+ rho, rho_min,
+ L1_in, Vu_one_way_kip, Vc_one_way_kip, phiVc_one_way_kip,
+ bo_in, vc_psi, Vu_two_way_kip, Vc_two_way_kip, phiVn_two_way_kip,
+ Lc_in, Mu_kipft, a_in, beta1, Mn_kipft, phiMn_kipft,
+ A1_in2, A2_in2, sqrt_ratio, Bn_kip, phiBn_kip`
+
+### Checks dictionary
+
+Each entry `{demand, capacity, ok}` with appropriate units (kip, kip-ft, psf, or dimensionless for rho):
+- `soil_bearing`: demand `q_psf`, capacity `qa_psf`
+- `one_way_shear`: demand `Vu_one_way_kip`, capacity `phiVc_one_way_kip`
+- `two_way_shear`: demand `Vu_two_way_kip`, capacity `phiVn_two_way_kip`
+- `flexure`: demand `Mu_kipft`, capacity `phiMn_kipft`
+- `minimum_steel`: demand `rho_min`, capacity `rho`
+- `bearing`: demand `Pu_kip`, capacity `phiBn_kip`
+
+Overall ok requires all six true.
+
+## Reference example (ground truth to lock, corrected)
+
+Project "Blavatnik", prepared_by "Conemco Engineering". Derived loads shown in Typst: `DLr=10 psf`, `LLr=20 psf`, `Br=18.9 ft`, `Lr=27.5 ft`, `Ar=519.75 ft2`, column `14 in x14 in x14 ft`, `gamma_c=145 pcf`, `Ps~18.4 kip`, `Pu~26.2 kip`.
+
+Footing assumed square `Bf=3 ft (36 in)`, `Af=9 ft2`, `Df=12 in`, `cover=3 in -> d=9 in`, `f'c=3000 psi`, `fy=60 ksi`, `lambda=1`, `N=4`, `rebar_size=4` -> `As=0.785 in2` (reference rounds to 0.8), `c=14 in`, `bp=6 in`, `qa=2500 psf`.
+
+Corrected benchmark (ACI-correct, Pint conversion, tolerance in test is approx):
+
+| Quantity | Value (rounded for display) |
+|---|---|
+| Ps, Pu | 18.4 kip, 26.2 kip (typst-derived 18.36/26.17) |
+| q, qu | 2044 psf, 2911 psf (reference 2039/2909 within rounding of Ps/Pu) |
+| soil D/C | 0.82 (q/qa) |
+| One-way Vu | 1.46 kip |
+| One-way Vc | 35.45 kip (2*sqrt(fc)*B*d) -> phiVc 26.59 kip, D/C 0.055 |
+| Two-way bo | 92 in (corrected from 68) |
+| vc | 219.1 psi (4*sqrt(fc)) |
+| Two-way Vc | 181.4 kip -> phiVn 136.0 kip, Vu 15.51 kip, D/C 0.114 |
+| Mu | 3.68 kip-ft |
+| a | 0.524 in |
+| Mn | 34.27 kip-ft -> phiMn 30.84 kip-ft, D/C 0.12 |
+| rho | 0.00242 (>0.0018) |
+| Bearing A1/A2 | 36 / 1296 in2, sqrt 6 capped 2 |
+| Bn | 183.6 kip -> phiBn 119.3 kip, D/C 0.22 |
+
+The reference PDF shows Vu one-way 1.5 kip, Vc 35.5 kip, phiVc 26.6 kip, Vu two-way 15.5 kip, Vc 134 kip (using 68in), phiVn 100.6 kip, Mu 3.7 kip-ft, Mn 34.3, phiMn 30.9. Differences are documented in `footing.typ` Scope: 68in perimeter corrected to ACI 92in and plate vs column clarification.
+
+Pinned tolerances for pytest.approx: psf within 1%, kip within 0.02 kip, inches within 0.01, phi capacities within 0.3 kip or rel 1e-3.
+
+## Conventions (inherited)
+
+- `lib/sheet.typ` is shared. Do not modify; `footing.typ` uses `check` (not `check_service`) for all checks.
+- No existing calculation (`shore-post`, `concrete-beam`, `steel-beam`, `wood-joist`) may be modified; shared `README.md` is allowed to add the new calc entry.
+- Compile from `worksheets/` with `--root .`.
+- Lock the reference example in pytest with `pytest.approx` before treating tool as stable.
+
+## Milestones
+
+- 001 DONE: `calc.py` + `input.yaml` + `results.json` — numerical core complete; corrected benchmark reproduced in results.json.
+- 002 DONE: `test_concentric_footing.py` locks corrected benchmark (10 tests pass; reviewer PASS).
+- 003 DONE: `footing.typ` + `generated/footing.pdf` + Typst metadata queries (12 tests pass; reviewer PASS skipped per user instruction).
+- 004 DONE: `README.md` + `codemap.md` refreshed (depends on 003).
+- 005 DONE: Reviewer PASS — engineering, deterministic evidence, docs, and simplify all verified (12 tests pass; PDF compiles; results.json idempotent).
+
+## Final deliverables
+
+- `calcs/concentric-footing/calc.py` — ACI 318-19 footing checks, CLI --input/--output/--stdout
+- `calcs/concentric-footing/input.yaml` — Pint quantities, defaults reproduce Blavatnik
+- `calcs/concentric-footing/test_concentric_footing.py` — locks benchmark + units + error guards + Typst queries
+- `calcs/concentric-footing/footing.typ` — presents checked values, derives Ps/Pu in Typst, embeds sketch, compiled to `generated/footing.pdf`
+- `README.md`, `codemap.md` — indexed
+
+## Known limitations
+
+- Square footing and square column/plate only; rectangular footings not checked.
+- Interior column only (alpha_s=40); edge/corner punching not covered.
+- Concentric axial load only; no moment or eccentricity, no overturning, no sliding.
+- Gross soil pressure (excludes footing self weight and overburden) per reference; net pressure option not provided.
+- One-way shear assumes uniform `qu` and prismatic width; beam shear Vc uses 2*sqrt(fc) only (no axial or size effect).
+- Bearing uses `sqrt(A2/A1) <=2` per ACI 22.8.3.2; confinement reinforcement not checked.
+- d = Df - cover (cover to centroid); bar diameter not subtracted separately. If cover is to clear, adjust input.
+- Deflection, crack control, development length, and settlement not checked.
+
+## Dependencies
+
+- Python: `pyyaml`, `pytest`, `pint` (already in `requirements.txt`)
+- `typst` CLI for compile and metadata-query tests
+- No new third-party packages

concentric-footing/TASKS.md

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+# Tasks: Concentric Footing Analysis
+
+Ordered, dependency-ordered plan. Each task has a spec in `tasks/`: `001_calc_and_input.md`, `002_numerical_tests.md`, `003_typst_sheet.md`, `004_docs_refresh.md`, `005_review.md`.
+
+| # | Task | Files | Status | Depends on |
+|---|---|---|---|---|
+| 001 | Numerical core: `calc.py` + `input.yaml` + `results.json` | calcs/concentric-footing/calc.py, calcs/concentric-footing/input.yaml, calcs/concentric-footing/results.json | DONE | — |
+| 002 | Numerical lock: `test_concentric_footing.py` (compute() only) | calcs/concentric-footing/test_concentric_footing.py | DONE | 001 |
+| 003 | Presentation: `footing.typ` + compile + Typst metadata tests | calcs/concentric-footing/footing.typ, calcs/concentric-footing/generated/footing.pdf, calcs/concentric-footing/test_concentric_footing.py (append) | DONE | 001, 002 |
+| 004 | Documentation refresh: `README.md` + `codemap.md` | README.md (at worksheets/calcs/wood-joist/README.md and/or worksheets root), codemap.md | DONE | 003 |
+| 005 | Reviewer pass on the whole calculation | review notes only | DONE | 004 |
+
+## Notes
+
+- Task 001 is the numerical single source of truth; it pins every `results.json` value name and the exact ACI 318-19 equations. Tasks 002-005 depend on that contract.
+- The Typst metadata tests (soil/structural reconciliation) live with Task 003 because they need `footing.typ` to exist; Task 002 is purely numerical to keep the dependency graph acyclic.
+- `generated/` may not exist yet; Task 003 creates it before compiling.
+- All tasks use hybrid Pint pattern: quoted quantity strings in YAML, `quantity()` conversion in Python, values+checks contract, presentation-only Typst.
+- Load determination is derived in Typst (`DLr`, `LLr`, `Br`, `Lr`, `Ar`, column weight) and emitted as `<concentric-footing-loads>`; Python reads checked `Ps`/`Pu`. The suite reconciles them.

concentric-footing/assets/sheet.typ

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+#let navy = rgb("#1a3a5f")
+#let muted = rgb("#626b73")
+#let pass = rgb("#1f6b45")
+#let fail = rgb("#9b2c2c")
+
+#let calcsheet(
+  title: "Structural Calculation",
+  project: "",
+  prepared-by: "",
+  body,
+) = {
+  set document(title: title, author: prepared-by)
+  set page(
+    paper: "us-letter",
+    margin: (x: 1in, top: 1.25in, bottom: 1in),
+    header: context {
+      grid(
+        columns: (1fr, 1fr),
+        align: (left, right),
+        image("../assets/logo.png", height: 30pt),
+        [#text(size: 9pt)[Project:] \
+          #text(size: 10pt, weight: "bold")[#project]],
+      )
+    },
+    footer: context {
+      set text(size: 8.5pt, fill: muted)
+      stack(
+        spacing: 4pt,
+        line(length: 100%, stroke: 0.5pt + muted),
+        [#prepared-by],
+      )
+    },
+  )
+  set text(font: "Libertinus Serif", size: 10pt, lang: "en")
+  set par(justify: true)
+  set heading(numbering: none)
+  show heading.where(level: 1): set text(size: 14pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set text(size: 11pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set block(above: 2em, below: 1em)
+  body
+}
+
+#let calcline(formula, note) = grid(
+  columns: (1.7fr, 1fr),
+  gutter: 4pt,
+  align: (left, left),
+  formula, text(size: 9pt, fill: muted, note),
+)
+
+#let check(label, demand, capacity, unit: "", ok: auto, demand-label: "Demand", capacity-label: "Capacity") = {
+  let utilization = demand / capacity
+  let passes = if ok == auto { utilization <= 1 } else { ok }
+  let color = if passes { pass } else { fail }
+  block(
+    breakable: false,
+    width: 100%,
+    stroke: 0.8pt + black,
+    inset: 8pt,
+    radius: 2pt,
+  )[
+    #grid(
+      columns: (1fr, auto),
+      [#text(weight: "bold")[#label]],
+      box(stroke: 0.8pt + color, inset: (x: 6pt, y: 2pt))[
+        #text(weight: "bold", fill: color)[#if passes { "OK" } else { "NOT OK" }]
+      ],
+    )
+    #v(4pt)
+    #grid(
+      columns: (1fr, auto),
+      [
+         #demand-label: #calc.round(demand, digits: 2) #unit #h(14pt)
+         #capacity-label: #calc.round(capacity, digits: 2) #unit
+      ],
+      [
+        D/C: #calc.round(utilization, digits: 2)
+      ],
+    )
+  ]
+}
+
+

concentric-footing/calc.py

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+from __future__ import annotations
+
+import json
+import math
+import sys
+import argparse
+from pathlib import Path
+
+try:
+    import yaml
+except ImportError:
+    raise SystemExit("Install dependencies: python -m pip install -r requirements.txt")
+
+try:
+    from pint import DimensionalityError, UndefinedUnitError, UnitRegistry
+except ImportError:
+    raise SystemExit("Install dependencies: python -m pip install -r requirements.txt")
+
+
+HERE = Path(__file__).resolve().parent
+
+ureg = UnitRegistry()
+ureg.define("kip = 1000 * force_pound")
+ureg.define("ksi = kip / inch ** 2")
+ureg.define("psf = force_pound / foot ** 2")
+ureg.define("pcf = force_pound / foot ** 3")
+ureg.define("plf = force_pound / foot")
+if "psi" not in ureg:
+    ureg.define("psi = force_pound / inch ** 2")
+
+
+def quantity(value, unit: str, name: str) -> float:
+    try:
+        q = ureg.Quantity(value).to(unit)
+    except (DimensionalityError, UndefinedUnitError, TypeError, ValueError) as exc:
+        raise ValueError(f"{name}: expected {unit}, got {value!r}") from exc
+    magnitude = float(q.magnitude)
+    if magnitude <= 0:
+        raise ValueError(f"{name} must be positive")
+    return magnitude
+
+
+def compute(inp: dict) -> dict:
+    Ps_kip = quantity(inp["Ps"], "kip", "Ps")
+    Pu_kip = quantity(inp["Pu"], "kip", "Pu")
+    qa_psf = quantity(inp["qa"], "psf", "qa")
+    Bf_ft = quantity(inp["Bf"], "ft", "Bf")
+    Df_in = quantity(inp["Df"], "in", "Df")
+    cover_in = quantity(inp["cover"], "in", "cover")
+    fc_psi = quantity(inp["fc"], "psi", "fc")
+    fy_psi = quantity(inp["fy"], "psi", "fy")
+    fy_ksi = fy_psi / 1000.0
+    lambda_f = float(inp.get("lambda", 1))
+    c_in = quantity(inp["column_width"], "in", "column_width")
+    bp_in = quantity(inp.get("base_plate_width", inp["column_width"]), "in", "base_plate_width")
+    N = int(inp["N"])
+    rebar_size = int(inp["rebar_size"])
+
+    if not (0 < lambda_f <= 1):
+        raise ValueError("lambda must be in (0, 1]")
+    if N < 1:
+        raise ValueError("N must be >= 1")
+    if not (3 <= rebar_size <= 18):
+        raise ValueError("rebar_size must be an integer in [3, 18]")
+
+    d_in = Df_in - cover_in
+    if d_in <= 0:
+        raise ValueError("d = Df - cover must be positive")
+
+    Bf_in = Bf_ft * 12.0
+    Af_ft2 = Bf_ft ** 2
+    Af_in2 = Af_ft2 * 144.0
+
+    # Derived rebar properties
+    db_in = rebar_size / 8.0
+    As1_in2 = math.pi * db_in ** 2 / 4.0
+    As_in2 = N * As1_in2
+    rho = As_in2 / (Bf_in * d_in)
+    rho_min = 0.0018
+
+    # Pressures
+    Ps_lbf = Ps_kip * 1000.0
+    Pu_lbf = Pu_kip * 1000.0
+    q_psf = Ps_lbf / Af_ft2
+    qu_psf = Pu_lbf / Af_ft2
+
+    # One-way shear — ACI 22.5.5, phi=0.75
+    L1_in = (Bf_in - c_in) / 2.0 - d_in
+    if L1_in <= 0:
+        Vu_one_kip = 0.0
+    else:
+        Vu_one_lbf = qu_psf * Bf_ft * (L1_in / 12.0)
+        Vu_one_kip = Vu_one_lbf / 1000.0
+    Vc_one_lbf = 2.0 * lambda_f * math.sqrt(fc_psi) * Bf_in * d_in
+    Vc_one_kip = Vc_one_lbf / 1000.0
+    phiVc_one_kip = 0.75 * Vc_one_kip
+
+    # Two-way (punching) shear — ACI 22.6.5, phi=0.75
+    bo_in = 4.0 * (c_in + d_in)
+    beta = 1.0
+    alpha_s = 40.0
+    vc1 = 4.0 * lambda_f * math.sqrt(fc_psi)
+    vc2 = (2.0 + 4.0 / beta) * lambda_f * math.sqrt(fc_psi)
+    vc3 = (2.0 + alpha_s * d_in / bo_in) * lambda_f * math.sqrt(fc_psi)
+    vc_psi = min(vc1, vc2, vc3)
+    Vc_two_lbf = vc_psi * bo_in * d_in
+    Vc_two_kip = Vc_two_lbf / 1000.0
+    phiVn_two_kip = 0.75 * Vc_two_kip
+    Apunch_in2 = (c_in + d_in) ** 2
+    Apunch_ft2 = Apunch_in2 / 144.0
+    Vu_two_lbf = qu_psf * (Af_ft2 - Apunch_ft2)
+    Vu_two_kip = Vu_two_lbf / 1000.0
+
+    # Flexure — ACI 22.5 / 7, phi=0.90
+    Lc_in = (Bf_in - c_in) / 2.0
+    Lc_ft = Lc_in / 12.0
+    Mu_kipft = qu_psf * Bf_ft * Lc_ft ** 2 / 2.0 / 1000.0
+    a_in = As_in2 * fy_psi / (0.85 * fc_psi * Bf_in)
+    beta1 = max(0.65, min(0.85, 0.85 - 0.05 * max(0.0, (fc_psi - 4000.0) / 1000.0)))
+    Mn_kipft = As_in2 * fy_ksi * (d_in - a_in / 2.0) / 12.0
+    phiMn_kipft = 0.90 * Mn_kipft
+
+    # Concrete bearing — ACI 22.8, phi=0.65
+    A1_in2 = bp_in ** 2
+    A2_in2 = Af_in2
+    sqrt_ratio = math.sqrt(A2_in2 / A1_in2)
+    sqrt_ratio_capped = min(sqrt_ratio, 2.0)
+    Bn_lbf = 0.85 * fc_psi * A1_in2 * sqrt_ratio_capped
+    Bn_kip = Bn_lbf / 1000.0
+    phiBn_kip = 0.65 * Bn_kip
+
+    def q(value: float) -> float:
+        return round(value, 6)
+
+    values = {
+        "Ps_kip": q(Ps_kip),
+        "Pu_kip": q(Pu_kip),
+        "qa_psf": q(qa_psf),
+        "q_psf": q(q_psf),
+        "qu_psf": q(qu_psf),
+        "Af_ft2": q(Af_ft2),
+        "Bf_in": q(Bf_in),
+        "Bf_ft": q(Bf_ft),
+        "Df_in": q(Df_in),
+        "cover_in": q(cover_in),
+        "d_in": q(d_in),
+        "fc_psi": q(fc_psi),
+        "fy_psi": q(fy_psi),
+        "fy_ksi": q(fy_ksi),
+        "lambda": q(lambda_f),
+        "c_in": q(c_in),
+        "bp_in": q(bp_in),
+        "N": N,
+        "rebar_size": rebar_size,
+        "db_in": q(db_in),
+        "As1_in2": q(As1_in2),
+        "As_in2": q(As_in2),
+        "rho": q(rho),
+        "rho_min": q(rho_min),
+        "L1_in": q(L1_in),
+        "Vu_one_way_kip": q(Vu_one_kip),
+        "Vc_one_way_kip": q(Vc_one_kip),
+        "phiVc_one_way_kip": q(phiVc_one_kip),
+        "bo_in": q(bo_in),
+        "vc_psi": q(vc_psi),
+        "Vu_two_way_kip": q(Vu_two_kip),
+        "Vc_two_way_kip": q(Vc_two_kip),
+        "phiVn_two_way_kip": q(phiVn_two_kip),
+        "Lc_in": q(Lc_in),
+        "Mu_kipft": q(Mu_kipft),
+        "a_in": q(a_in),
+        "beta1": q(beta1),
+        "Mn_kipft": q(Mn_kipft),
+        "phiMn_kipft": q(phiMn_kipft),
+        "A1_in2": q(A1_in2),
+        "A2_in2": q(A2_in2),
+        "sqrt_ratio": q(sqrt_ratio),
+        "Bn_kip": q(Bn_kip),
+        "phiBn_kip": q(phiBn_kip),
+    }
+
+    checks = {
+        "soil_bearing": {"demand": q(q_psf), "capacity": q(qa_psf), "ok": q_psf <= qa_psf},
+        "one_way_shear": {"demand": q(Vu_one_kip), "capacity": q(phiVc_one_kip), "ok": Vu_one_kip <= phiVc_one_kip},
+        "two_way_shear": {"demand": q(Vu_two_kip), "capacity": q(phiVn_two_kip), "ok": Vu_two_kip <= phiVn_two_kip},
+        "flexure": {"demand": q(Mu_kipft), "capacity": q(phiMn_kipft), "ok": Mu_kipft <= phiMn_kipft},
+        "minimum_steel": {"demand": q(rho_min), "capacity": q(rho), "ok": rho >= rho_min},
+        "bearing": {"demand": q(Pu_kip), "capacity": q(phiBn_kip), "ok": Pu_kip <= phiBn_kip},
+    }
+
+    return {
+        "tool": "concentric_footing",
+        "version": "0.1",
+        "project": inp.get("project", ""),
+        "prepared_by": inp.get("prepared_by", ""),
+        "values": values,
+        "checks": checks,
+    }
+
+
+def main(argv: list[str] | None = None) -> int:
+    parser = argparse.ArgumentParser(description="Calculate the concentric footing design from a YAML input file.")
+    parser.add_argument("--input", "-i", type=Path, default=HERE / "input.yaml", help="YAML input path")
+    parser.add_argument("--output", "-o", type=Path, help="JSON output path; defaults beside the input")
+    parser.add_argument("--stdout", action="store_true", help="Write the complete JSON result to stdout instead of a file")
+    args = parser.parse_args(argv)
+
+    input_path = args.input
+    output_path = args.output or input_path.with_name("results.json")
+    with input_path.open(encoding="utf-8") as handle:
+        result = compute(yaml.safe_load(handle))
+    serialized = json.dumps(result, indent=2) + "\n"
+    if args.stdout:
+        sys.stdout.write(serialized)
+    else:
+        output_path.write_text(serialized, encoding="utf-8")
+        print(output_path)
+    return 0
+
+
+if __name__ == "__main__":
+    raise SystemExit(main())

concentric-footing/codemap.md

@@ -0,0 +1,41 @@
+# Codemap: concentric-footing
+
+Hybrid (Typst + Python) structural calculation that checks a square, concentrically loaded reinforced-concrete spread footing per ACI 318-19: soil bearing, one-way shear, two-way (punching) shear, flexure, minimum steel, and concrete bearing. `calc.py` is the single source of truth; `footing.typ` presents only.
+
+Generated: 2026-08-21
+Files indexed: 13 (all deliverables present)
+
+## Layout
+
+```
+calcs/concentric-footing/
+├── calc.py                         [logic]    — ACI 318-19 footing checks; Pint YAML → compute() → results.json; CLI --input/--output/--stdout.
+├── input.yaml                      [config]   — Pint-quoted quantities; Blavatnik defaults (Ps, Pu, qa, Bf, Df, cover, fc, fy, lambda, column_width, base_plate_width, N, rebar_size).
+├── results.json                    [state]    — last calc output: {tool, version, project, prepared_by, values, checks}.
+├── test_concentric_footing.py      [test]     — pytest lock of corrected ACI 318-19 benchmark (12 tests); imports calc.py:compute via importlib.
+├── footing.typ                     [logic]    — Typst presentation sheet; imports lib/sheet.typ + results.json, derives loads, emits <concentric-footing-loads>/<concentric-footing-results>.
+├── generated/footing.pdf           [doc]      — compiled artefact (~204 KB).
+├── CONCENTRIC-FOOTING.pdf          [doc]      — reference: Blavatnik square footing 36in×36in×12in, 3000 psi, 4-#4 (contains known 68in vs 92in perimeter typo).
+├── PROJECT_STATE.md                [doc]      — architecture, pinned equations, units, tolerances, corrected benchmark, known limitations.
+├── TASKS.md                        [doc]      — 5-task plan (001 numerical core, 002 pytest lock, 003 Typst sheet, 004 docs, 005 review).
+└── tasks/
+    ├── 001_calc_and_input.md       [doc]      — numerical core spec (calc.py + input.yaml + results.json).
+    ├── 002_numerical_tests.md      [doc]      — pytest lock spec (test_concentric_footing.py, compute() only).
+    ├── 003_typst_sheet.md          [doc]      — Typst presentation spec (footing.typ + compile + metadata query tests).
+    ├── 004_docs_refresh.md         [doc]      — README + codemap refresh spec.
+    └── 005_review.md               [doc]      — reviewer pass spec (engineering + deterministic evidence + simplify).
+```
+
+(footing.typ and generated/footing.pdf are now present on disk — see layout above.)
+
+## Hot Spots
+
+- `calcs/concentric-footing/calc.py` — single source of truth for all six ACI 318-19 checks; any equation change must be reconciled with `test_concentric_footing.py` and the benchmark in `PROJECT_STATE.md`.
+- `calcs/concentric-footing/PROJECT_STATE.md` — pins every equation, unit, tolerance, and the corrected benchmark; the builder must not invent behavior beyond it.
+- `lib/sheet.typ` (in worksheets root, external) — shared `calc-line` / `check` helpers used by `footing.typ`; changing them breaks every sheet's PDF.
+
+## Conventions
+
+- Hybrid Pint pattern: `input.yaml` (quoted quantity strings) → `calc.py:compute()` → `results.json` {tool, version, project, prepared_by, values, checks} → `footing.typ` (presents only, no recomputation) → PDF compiled with `--root .` from `worksheets/`.
+- Load determination (DL/LL, tributary area, column self weight) is derived in Typst and emitted as `<concentric-footing-loads>`; Python reads checked `Ps`/`Pu`. The test suite reconciles them.
+- Pin one hand-calculated example in `pytest.approx` before treating the tool as stable; correct reference typos in the Scope note rather than reproducing them.

concentric-footing/concentric-footing.typ

@@ -0,0 +1,110 @@
+#import "assets/sheet.typ": calcline, calcsheet, check
+
+#let data = json("results.json")
+#let n = data.values
+#let checks = data.checks
+#let round(value, digits: 2) = calc.round(value, digits: digits)
+
+#show: calcsheet.with(
+  title: "Concentric Footing Analysis",
+  project: data.project,
+  prepared-by: data.prepared_by,
+)
+
+= Concentric Footing Analysis
+
+Square spread footing under concentric axial load, ACI 318-19. Numbers come from
+`calc.py`; this sheet only presents them. Typst derives gravity loads below;
+checked Python demands are reconciled by the test suite.
+
+#figure(
+  align(center)[
+    #box(width: 160pt, height: 130pt)[
+      #place(rect(width: 120pt, height: 120pt, stroke: 1pt))
+      #place(dx: 45pt, dy: 45pt, rect(width: 30pt, height: 30pt, fill: rgb("#cccccc"), stroke: 0.8pt))
+      #place(dx: 55pt, dy: 2pt, text(size: 8pt)[$B_f$])
+      #place(dx: 124pt, dy: 55pt, text(size: 8pt)[$B_f$])
+      #place(dx: 56pt, dy: 56pt, text(size: 7pt)[$c$])
+    ]
+  ],
+  caption: [Footing plan and section: #n.Bf_ft ft × #n.Bf_ft ft × #n.Df_in in, d=#n.d_in in.],
+)
+
+== Loads Determination
+
+#let DLr = 10  // psf
+#let LLr = 20  // psf
+#let Br = 18.9 // ft
+#let Lr = 27.5 // ft
+#let Ar = Br * Lr  // ft2
+#let bc = 14  // in
+#let Lc = 14  // ft
+#let gamma_c = 145 // pcf
+#let Wc_kip = bc * bc / 144 * Lc * gamma_c / 1000 // kip column weight
+#let Ps_typst = (DLr + LLr) * Ar / 1000 + Wc_kip // kip
+#let Pu_typst = 1.2*(DLr*Ar/1000 + Wc_kip) + 1.6*LLr*Ar/1000
+
+#metadata((Ps_kip: Ps_typst, Pu_kip: Pu_typst, Ar_ft2: Ar, Wc_kip: Wc_kip)) <concentric-footing-loads>
+
+#calcline([$A_r = B_r L_r = #round(Ar, digits: 2) " ft"^2$], [Tributary area])
+#calcline([$W_c = b_c b_c L_c gamma_c = #round(Wc_kip, digits: 2) " kip"$], [Column self weight])
+#calcline([$P_s = (D_L_r + L_L_r) A_r + W_c = #round(Ps_typst, digits: 2) " kip"$], [Typst-derived service load])
+#calcline([$P_(s,"checked") = #round(n.Ps_kip, digits: 2) " kip"$], [Python-checked service load])
+#calcline([$P_u = 1.2(D_L_r A_r + W_c) + 1.6 L_L_r A_r = #round(Pu_typst, digits: 2) " kip"$], [Typst-derived factored load])
+#calcline([$P_(u,"checked") = #round(n.Pu_kip, digits: 2) " kip"$], [Factored axial load])
+#calcline([$q_u = P_u / A_f = #round(n.qu_psf, digits: 1) " psf"$], [Factored gross pressure])
+
+== Geometry and Materials
+
+#calcline([$B_f = #n.Bf_ft " ft"$, $A_f = #n.Af_ft2 " ft"^2$], [Footing plan dimensions])
+#calcline([$D_f = #n.Df_in " in"$, $"cover" = #n.cover_in " in"$, $d = D_f - "cover" = #n.d_in " in"$], [Effective depth])
+#calcline([$c = #n.c_in " in"$, $b_p = #n.bp_in " in"$], [Column and base-plate widths])
+#calcline([$f'_c = #n.fc_psi " psi"$, $f_y = #n.fy_ksi " ksi"$, $lambda = #n.lambda$], [Concrete and steel])
+#calcline([$N = #n.N$, #("#" + str(n.rebar_size) + " bars"), $A_(s,1) = #round(n.As1_in2, digits: 4) " in"^2$, $A_s = #round(n.As_in2, digits: 4) " in"^2$], [Reinforcement per direction])
+#calcline([$rho = A_s/(B_f d) = #round(n.rho, digits: 4)$, $rho_min = #n.rho_min$], [Reinforcement ratio])
+
+== Soil Bearing
+
+#calcline([$q = P_s/A_f = #round(n.q_psf, digits: 1) " psf"$], [Acting service pressure])
+#calcline([$q_a = #n.qa_psf " psf"$], [Allowable gross pressure])
+
+#check("Soil bearing", checks.soil_bearing.demand, checks.soil_bearing.capacity, unit: "psf", ok: checks.soil_bearing.ok, demand-label: [$q$], capacity-label: [$q_a$])
+
+== One-Way Shear
+
+#calcline([$L_1 = (B_f - c)/2 - d = #round(n.L1_in, digits: 2) " in"$], [Cantilever beyond d])
+#calcline([$V_u = q_u B_f L_1 = #round(n.Vu_one_way_kip, digits: 2) " kip"$], [Demand at d])
+#calcline([$V_c = 2 lambda sqrt(f'_c) B_f d = #round(n.Vc_one_way_kip, digits: 1) " kip"$], [ACI 22.5])
+#calcline([$phi V_c = #round(n.phiVc_one_way_kip, digits: 1) " kip"$], [phi=0.75])
+
+#check("One-way shear", checks.one_way_shear.demand, checks.one_way_shear.capacity, unit: "kip", ok: checks.one_way_shear.ok, demand-label: [$V_u$], capacity-label: [$phi V_c$])
+
+== Two-Way Shear (Punching)
+
+#calcline([$b_o = 4(c+d) = #n.bo_in " in"$], [Critical perimeter at d/2])
+#calcline([$v_c = min(4, 2+4/beta, 2+alpha_s d/b_o) lambda sqrt(f'_c) = #round(n.vc_psi, digits: 1) " psi"$], [ACI 22.6])
+#calcline([$V_c = v_c b_o d = #round(n.Vc_two_way_kip, digits: 1) " kip"$], [Concrete shear strength])
+#calcline([$V_u = q_u (A_f - (c+d)^2) = #round(n.Vu_two_way_kip, digits: 1) " kip"$], [Punch demand])
+
+#check("Two-way shear", checks.two_way_shear.demand, checks.two_way_shear.capacity, unit: "kip", ok: checks.two_way_shear.ok, demand-label: [$V_u$], capacity-label: [$phi V_c$])
+
+== Flexure
+
+#calcline([$L_c = (B_f - c)/2 = #round(n.Lc_in, digits: 1) " in"$], [Cantilever])
+#calcline([$M_u = q_u B_f L_c^2/2 = #round(n.Mu_kipft, digits: 2) " kip·ft"$], [Demand])
+#calcline([$a = A_s f_y/(0.85 f'_c B_f) = #round(n.a_in, digits: 3) " in"$], [Whitney stress block])
+#calcline([$M_n = A_s f_y (d - a/2) = #round(n.Mn_kipft, digits: 1) " kip·ft"$], [Nominal moment strength])
+#calcline([$phi M_n = #round(n.phiMn_kipft, digits: 1) " kip·ft"$], [phi=0.90])
+#calcline([$rho = A_s/(B_f d) = #round(n.rho, digits: 4)$], [vs rho_min 0.0018])
+
+#check("Flexure", checks.flexure.demand, checks.flexure.capacity, unit: "kip·ft", ok: checks.flexure.ok, demand-label: [$M_u$], capacity-label: [$phi M_n$])
+#check("Minimum steel", checks.minimum_steel.demand, checks.minimum_steel.capacity, unit: "", ok: checks.minimum_steel.ok, demand-label: [$rho$], capacity-label: [$rho_min$])
+
+== Concrete Bearing
+
+#calcline([$A_1 = b_p^2 = #round(n.A1_in2, digits: 1) " in"^2$, $A_2 = B_f^2 = #round(n.A2_in2, digits: 1) " in"^2$], [Plate and footing])
+#calcline([$sqrt(A_2/A_1) = #round(n.sqrt_ratio, digits: 2)$], [Uncapped ratio, capped at 2.0 for strength])
+#calcline([$B_n = 0.85 f'_c A_1 sqrt(...) = #round(n.Bn_kip, digits: 1) " kip"$], [ACI 22.8])
+#calcline([$phi B_n = #round(n.phiBn_kip, digits: 1) " kip"$], [phi=0.65])
+
+#check("Concrete bearing", checks.bearing.demand, checks.bearing.capacity, unit: "kip", ok: checks.bearing.ok, demand-label: [$P_u$], capacity-label: [$phi B_n$])

concentric-footing/input.yaml

@@ -0,0 +1,19 @@
+project: "Blavatnik"
+prepared_by: "Conemco Engineering"
+
+Ps: "18.4 kip"           # service axial (checked demand)
+Pu: "26.2 kip"           # factored axial (checked demand, 1.2D+1.6L)
+qa: "2500 psf"           # allowable soil bearing (gross)
+Bf: "3 ft"               # square footing side
+Df: "12 in"              # total thickness
+cover: "3 in"            # to centroid of steel -> d = Df - cover
+fc: "3000 psi"           # f'c
+fy: "60 ksi"             # fy
+lambda: 1                # lightweight factor (float, (0,1])
+column_width: "14 in"    # c, square column
+base_plate_width: "6 in" # bp, square base plate (A1 = bp^2); if omitted in code defaults to c
+N: 4                     # bars per direction
+rebar_size: 4            # #4 -> db=0.5in
+
+# Optional documentation keys (not used in compute, but keep for Typst derivation comments):
+# DLr, LLr etc are NOT in input.yaml; Typst derives Ps/Pu there. This YAML holds checked demands only.

concentric-footing/results.json

@@ -0,0 +1,84 @@
+{
+  "tool": "concentric_footing",
+  "version": "0.1",
+  "project": "Blavatnik",
+  "prepared_by": "Conemco Engineering",
+  "values": {
+    "Ps_kip": 18.4,
+    "Pu_kip": 26.2,
+    "qa_psf": 2500.0,
+    "q_psf": 2044.444444,
+    "qu_psf": 2911.111111,
+    "Af_ft2": 9.0,
+    "Bf_in": 36.0,
+    "Bf_ft": 3.0,
+    "Df_in": 12.0,
+    "cover_in": 3.0,
+    "d_in": 9.0,
+    "fc_psi": 3000.0,
+    "fy_psi": 60000.0,
+    "fy_ksi": 60.0,
+    "lambda": 1.0,
+    "c_in": 14.0,
+    "bp_in": 6.0,
+    "N": 4,
+    "rebar_size": 4,
+    "db_in": 0.5,
+    "As1_in2": 0.19635,
+    "As_in2": 0.785398,
+    "rho": 0.002424,
+    "rho_min": 0.0018,
+    "L1_in": 2.0,
+    "Vu_one_way_kip": 1.455556,
+    "Vc_one_way_kip": 35.492422,
+    "phiVc_one_way_kip": 26.619316,
+    "bo_in": 92.0,
+    "vc_psi": 219.089023,
+    "Vu_two_way_kip": 15.50571,
+    "Vc_two_way_kip": 181.405711,
+    "phiVn_two_way_kip": 136.054283,
+    "Lc_in": 11.0,
+    "Mu_kipft": 3.669213,
+    "a_in": 0.513332,
+    "beta1": 0.85,
+    "Mn_kipft": 34.334992,
+    "phiMn_kipft": 30.901493,
+    "A1_in2": 36.0,
+    "A2_in2": 1296.0,
+    "sqrt_ratio": 6.0,
+    "Bn_kip": 183.6,
+    "phiBn_kip": 119.34
+  },
+  "checks": {
+    "soil_bearing": {
+      "demand": 2044.444444,
+      "capacity": 2500.0,
+      "ok": true
+    },
+    "one_way_shear": {
+      "demand": 1.455556,
+      "capacity": 26.619316,
+      "ok": true
+    },
+    "two_way_shear": {
+      "demand": 15.50571,
+      "capacity": 136.054283,
+      "ok": true
+    },
+    "flexure": {
+      "demand": 3.669213,
+      "capacity": 30.901493,
+      "ok": true
+    },
+    "minimum_steel": {
+      "demand": 0.0018,
+      "capacity": 0.002424,
+      "ok": true
+    },
+    "bearing": {
+      "demand": 26.2,
+      "capacity": 119.34,
+      "ok": true
+    }
+  }
+}

concentric-footing/tasks/001_calc_and_input.md

@@ -0,0 +1,131 @@
+# Task 001 — Numerical core: calc.py + input.yaml + results.json
+
+## Goal
+
+Implement the ACI 318-19 concentric footing calculator as the single source of truth for soil bearing, one-way shear, two-way shear, flexure, minimum steel, and concrete bearing.
+
+## Background
+
+Architecture is hybrid Pint pattern per PROJECT_STATE.md. This task establishes the contract every later task depends on: input.yaml Pint quantities, calc.py compute() with 6 checks, and results.json {tool,version,project,prepared_by,values,checks}. Parent conventions from wood-joist and steel-beam apply. No Typst work in this task.
+
+The reference is CONCENTRIC-FOOTING.pdf (Blavatnik). Corrected benchmark is pinned in PROJECT_STATE.md (Bf=3ft, Af=9ft2, d=9in, fc=3000psi, fy=60ksi, Ps~18.4kip Pu~26.2kip, etc.). The 68in punching perimeter in the PDF is inconsistent; implement ACI-correct bo=4*(c+d)=92in.
+
+## Files to Modify
+
+- `calcs/concentric-footing/calc.py` — create. Single module, no external deps beyond pyyaml/pint.
+- `calcs/concentric-footing/input.yaml` — create. Pint-quoted strings for all dimensional inputs.
+- `calcs/concentric-footing/results.json` — create (generated by running calc.py on the default input.yaml). Do not hand-edit.
+
+If `calcs/concentric-footing/generated/` does not exist, do not create it here (Task 003 does).
+
+## Implementation
+
+### 1. input.yaml — defaults reproduce corrected Blavatnik example
+
+Write YAML with these keys (order as listed, comments allowed):
+
+```yaml
+project: "Blavatnik"
+prepared_by: "Conemco Engineering"
+
+Ps: "18.4 kip"           # service axial (checked demand)
+Pu: "26.2 kip"           # factored axial (checked demand, 1.2D+1.6L)
+qa: "2500 psf"           # allowable soil bearing (gross)
+Bf: "3 ft"               # square footing side
+Df: "12 in"              # total thickness
+cover: "3 in"            # to centroid of steel -> d = Df - cover
+fc: "3000 psi"           # f'c
+fy: "60 ksi"             # fy
+lambda: 1                # lightweight factor (float, (0,1])
+column_width: "14 in"    # c, square column
+base_plate_width: "6 in" # bp, square base plate (A1 = bp^2); if omitted in code defaults to c but YAML provides it
+N: 4                     # bars per direction
+rebar_size: 4            # #4 -> db=0.5in
+
+# Optional documentation keys (not used in compute, but keep for Typst derivation comments):
+# DLr, LLr etc are NOT in input.yaml; Typst derives Ps/Pu there. This YAML holds checked demands only.
+```
+
+All quantities must be quoted strings so Pint parses them. `lambda`, `N`, `rebar_size` are unquoted numbers.
+
+Accept alternative units via Pint (e.g. Bf as "36 in", fc as "3 ksi", Ps as "18400 lbf") — conversion handled in calc.py.
+
+### 2. calc.py — implement compute(inp) -> dict
+
+Create file at `calcs/concentric-footing/calc.py` with structure identical to `calcs/wood-joist/calc.py`:
+
+- Imports: json, math, sys, argparse, pathlib Path, yaml, pint UnitRegistry, DimensionalityError etc.
+- Define `HERE = Path(__file__).resolve().parent`
+- `ureg = UnitRegistry()` and define `kip = 1000*force_pound`, `ksi = kip/inch**2`, `psf = force_pound/foot**2`, `pcf = force_pound/foot**3`, `plf`, `psi` if missing.
+- Helper `quantity(value, unit, name) -> float`: `ureg.Quantity(value).to(unit).magnitude` with ValueError on bad dimension or <=0. Message must include field name.
+- Helper `factor(value,name)` or inline validation for lambda (0<lambda<=1), integer checks for N and rebar_size.
+- `def compute(inp: dict) -> dict:` implements pinned equations from PROJECT_STATE.md **verbatim**:
+
+ 1. Parse:
+   ```
+   Ps_kip = quantity(inp["Ps"],"kip","Ps")
+   Pu_kip = quantity(inp["Pu"],"kip","Pu")
+   qa_psf = quantity(inp["qa"],"psf","qa")
+   Bf_ft = quantity(inp["Bf"],"ft","Bf")
+   Df_in = quantity(inp["Df"],"in","Df")
+   cover_in = quantity(inp["cover"],"in","cover")
+   fc_psi = quantity(inp["fc"],"psi","fc")
+   fy_psi = quantity(inp["fy"],"psi","fy")  # accept ksi via Pint -> psi
+   fy_ksi = fy_psi/1000
+   lambda_f = float(inp.get("lambda",1))
+   c_in = quantity(inp["column_width"],"in","column_width")
+   bp_in = quantity(inp.get("base_plate_width", inp["column_width"]),"in","base_plate_width")
+   N = int(inp["N"]); rebar_size = int(inp["rebar_size"])
+   ```
+   Validate lambda (0,1], N>=1, rebar_size 3..18, d_in = Df_in - cover_in >0 else ValueError, Bf_in = Bf_ft*12, Af_ft2 = Bf_ft**2, Af_in2 = Af_ft2*144.
+
+ 2. Derived rebar: db_in = rebar_size/8.0, As1_in2 = pi*db^2/4, As_in2 = N*As1_in2, rho = As_in2/(Bf_in*d_in), rho_min=0.0018
+
+ 3. Pressures: Ps_lbf=Ps_kip*1000, Pu_lbf=Pu_kip*1000, q_psf = Ps_lbf/Af_ft2, qu_psf = Pu_lbf/Af_ft2
+
+ 4. One-way: L1_in = (Bf_in - c_in)/2 - d_in; Vu_one = 0 if L1_in<=0 else qu_psf*Bf_ft*(L1_in/12)/1000 (kip); Vc_one_lbf = 2*lambda_f* sqrt(fc_psi) * Bf_in * d_in; phiVc =0.75*Vc/1000
+
+ 5. Two-way: bo=4*(c_in+d_in); beta=1; alpha=40; vc1=4*lambda*sqrt(fc), vc2=(2+4/beta)*lambda*sqrt(fc), vc3=(2+alpha*d/bo)*lambda*sqrt(fc); vc=min(...); Vc_two = vc*bo*d/1000; phiVn=0.75*Vc; Apunch = (c+d)^2 /144 ft2; Vu_two = qu*(Af - Apunch)/1000
+
+  6. Flexure: Lc_in=(Bf_in - c_in)/2; Lc_ft = Lc_in/12. Mu_kipft = qu_psf * Bf_ft * Lc_ft**2 / 2 / 1000  (qu psf * Bf ft * Lc_ft^2 / 2 = lbf-ft, /1000 = kip-ft). a_in = As_in2*fy_psi/(0.85*fc_psi*Bf_in); beta1 = max(0.65, min(0.85, 0.85 - 0.05*max(0, (fc_psi-4000)/1000))); Mn_kipft = As_in2*fy_ksi*(d_in - a_in/2)/12; phiMn_kipft = 0.9*Mn_kipft
+
+ 7. Bearing: A1=bp^2, A2=Af_in2, sqrt_ratio = sqrt(A2/A1), capped 2.0, Bn=0.85*fc_psi*A1*capped/1000, phiBn=0.65*Bn
+
+ 8. Build values dict with keys listed in PROJECT_STATE.md, each q(value,6) rounded. Include N, rebar_size, db, As1, As etc. Use helper q=lambda v: round(float(v),6).
+
+ 9. Build checks dict with 6 entries: soil_bearing, one_way_shear, two_way_shear, flexure, minimum_steel, bearing each {demand, capacity, ok}. For minimum_steel demand=rho_min capacity=rho.
+
+ 10. Return {tool:"concentric_footing", version:"0.1", project: inp.get("project",""), prepared_by: inp.get("prepared_by",""), values:..., checks:...}
+
+- Implement `main(argv)` with argparse `--input/-i` default HERE/"input.yaml", `--output/-o` default beside input, `--stdout` flag. Mirrors wood-joist: read yaml, compute, write json indent2, print path or stdout.
+- `if __name__=="__main__": raise SystemExit(main())`
+
+### 3. results.json
+
+After writing calc.py and input.yaml, run `python calcs/concentric-footing/calc.py` (from worksheets root) to generate `calcs/concentric-footing/results.json`. Verify file exists and contains tool concentric_footing.
+
+## Acceptance Criteria
+
+1. `python calcs/concentric-footing/calc.py` exits 0 and writes `results.json` with `tool=="concentric_footing"` and `version=="0.1"`.
+2. Re-running with `--stdout` produces identical JSON to the file (idempotent).
+3. Converting alternative units yields same magnitudes: Bf "36 in" vs "3 ft", fc "3 ksi" vs "3000 psi", Ps "18400 lbf" vs "18.4 kip" within 1e-6 rel.
+4. Wrong dimension raises ValueError with field name (e.g. `Bf: "3 kip"`).
+5. Negative or zero values raise ValueError.
+6. `d = Df - cover` validation: if cover >= Df, ValueError.
+7. Values for default input within approx of corrected benchmark: q ~2044 psf (±30), qu~2911 psf, one-way phiVc~26.6 kip, two-way phiVn~136 kip, Mu~3.68 kip-ft, phiMn~30.8 kip-ft, rho~0.0024, phiBn~119 kip. (Exact locks in Task 002.)
+8. No existing calcs are modified.
+
+## Tests
+
+Do not create tests in this task. Manual verification commands (builder runs, reviewer will run pytest after Task 002):
+
+```
+python -m pip install -r requirements.txt
+python calcs/concentric-footing/calc.py
+python calcs/concentric-footing/calc.py --stdout | python -m json.tool
+python -c "import yaml, importlib.util; spec=importlib.util.spec_from_file_location('c','calcs/concentric-footing/calc.py'); m=importlib.util.module_from_spec(spec); spec.loader.exec_module(m); print(m.compute(yaml.safe_load(open('calcs/concentric-footing/input.yaml'))))"
+```
+
+## Dependencies
+
+None.

concentric-footing/tasks/002_numerical_tests.md

@@ -0,0 +1,110 @@
+# Task 002 — Numerical lock: test_concentric_footing.py (compute() only)
+
+## Goal
+
+Lock the corrected Blavatnik benchmark in pytest so the calculator cannot drift, and guard Pint units and applicability limits.
+
+## Background
+
+Depends on Task 001 contract. This task is purely numerical: it imports `calc.py:compute` and asserts `pytest.approx` on every value name. It does not require Typst. The reference PDF contains known inconsistencies (68in vs 92in punching perimeter, plate vs column area, 66in textual dimension vs 36in computed Af); tests lock the ACI-correct values documented in PROJECT_STATE.md.
+
+All assertions target values produced by `calc.py:compute()` sub-blocks: Pressures, One-way shear, Two-way shear, Flexure, Concrete bearing.
+
+## Files to Modify
+
+- `calcs/concentric-footing/test_concentric_footing.py` — create.
+- `calcs/concentric-footing/calc.py` — read-only, do not edit.
+- `calcs/concentric-footing/input.yaml` — read-only.
+- `calcs/concentric-footing/results.json` — read-only.
+
+## Implementation
+
+Create `calcs/concentric-footing/test_concentric_footing.py` following `calcs/wood-joist/test_wood_joist.py` structure:
+
+- Imports: pathlib Path, importlib.util, json, subprocess, sys, pytest, yaml
+- Load calc module via `importlib.util.spec_from_file_location("concentric_footing_calc", HERE/"calc.py")`; `compute = calc_module.compute`
+- Helper `load_input()` reads `HERE/"input.yaml"` with yaml.safe_load
+- `@pytest.fixture def result(): return compute(load_input())`
+
+### Tests to implement (each as `def test_*` function)
+
+1. `test_example_pressures_and_geometry(result)` — asserts:
+   - `Af_ft2 == 9.0` approx
+   - `Bf_ft == 3.0`, `Bf_in == 36.0`
+   - `d_in == 9.0`
+   - `q_psf == pytest.approx(2044.44, rel=0.01)` (18.4k/9) — allow 1% because Ps 18.4 vs derived 18.36
+   - `qu_psf == pytest.approx(2911.11, rel=0.01)` (26.2/9)
+   - `qa_psf == 2500.0`
+
+2. `test_example_one_way_shear(result)` — asserts:
+   - `L1_in == pytest.approx(2.0, abs=0.01)` ((36-14)/2 -9 =2)
+   - `Vu_one_way_kip == pytest.approx(1.455, abs=0.05)` (qu*Bf*L1)
+   - `Vc_one_way_kip == pytest.approx(35.45, rel=0.01)` (2*sqrt(3000)*36*9/1000)
+   - `phiVc_one_way_kip == pytest.approx(26.59, rel=0.01)`
+   - `checks["one_way_shear"]["ok"] is True`
+   - D/C approx 0.055
+
+3. `test_example_two_way_shear(result)` — asserts corrected ACI values:
+   - `bo_in == pytest.approx(92.0)` (4*(14+9))
+   - `vc_psi == pytest.approx(219.089, rel=1e-3)` (4*sqrt(3000))
+   - `Vc_two_way_kip == pytest.approx(181.4, rel=0.02)` (vc*bo*d)
+   - `phiVn_two_way_kip == pytest.approx(136.0, rel=0.02)`
+   - `Vu_two_way_kip == pytest.approx(15.51, abs=0.1)` (qu*(9 - (23/12)^2))
+   - `checks["two_way_shear"]["ok"] is True`
+   - Document that reference PDF reports bo 68in and Vc 134kip; this test locks ACI-correct 92in.
+
+4. `test_example_flexure(result)` — asserts:
+   - `Lc_in == pytest.approx(11.0)` ((36-14)/2)
+   - `Mu_kipft == pytest.approx(3.68, abs=0.1)` (qu*Bf*Lc^2/2)
+   - `a_in == pytest.approx(0.524, abs=0.02)` (As*fy/(0.85*fc*B))
+   - `As_in2 == pytest.approx(0.785, abs=0.02)` (4*#4 -> 4*0.196=0.785; reference rounds to 0.8, accept both with rel 0.03 but assert within 0.785±0.02)
+   - `Mn_kipft == pytest.approx(34.27, abs=0.5)`
+   - `phiMn_kipft == pytest.approx(30.84, abs=0.5)`
+   - `rho == pytest.approx(0.00242, rel=0.02)`
+   - `checks["flexure"]["ok"] is True`
+   - `checks["minimum_steel"]["ok"] is True` (rho >=0.0018)
+
+5. `test_example_bearing(result)` — asserts:
+   - `A1_in2 == pytest.approx(36.0)` (6*6)
+   - `A2_in2 == pytest.approx(1296.0)` (36*36)
+   - `sqrt_ratio == pytest.approx(6.0, abs=0.01)` capped at 2 for Bn actually but store raw ratio and report capped separately? Store raw 6.0 and separately use capped 2 for Bn; test asserts stored sqrt_ratio is 6.0 and Bn uses capped 2.
+   - `Bn_kip == pytest.approx(183.6, abs=0.5)` (0.85*3000*36*2/1000)
+   - `phiBn_kip == pytest.approx(119.34, abs=0.5)`
+   - `checks["bearing"]["ok"] is True`
+
+6. `test_all_checks_pass(result)` — asserts all six checks ok is True.
+
+7. `test_alternate_units_match_default(result)` — copies input, replaces Bf with "36 in", fc with "3 ksi", fy with "60000 psi", Ps with "18400 lbf", Pu with "26200 lbf" etc, computes converted, asserts for keys ("Af_ft2","q_psf","Mu_kipft","Vu_one_way_kip","phiBn_kip") approx equal rel 1e-6.
+
+8. `test_wrong_dimension_is_rejected()` — sets `Bf: "3 kip"` and expects ValueError match "Bf".
+
+9. `test_effective_depth_validation()` — sets cover "13 in" with Df "12 in" (d negative) expects ValueError.
+
+10. `test_zero_footing_size_rejected()` — sets Bf "0 ft" expects ValueError.
+
+If any additional guard is implemented (lambda >1, N zero) add matching tests, but at minimum the 10 above.
+
+Each test that reads values should use `v = result["values"]` and `pytest.approx`. The file must be runnable with `python -m pytest calcs/concentric-footing/test_concentric_footing.py -v`.
+
+## Acceptance Criteria
+
+1. `python -m pytest calcs/concentric-footing/test_concentric_footing.py -v` shows at least 10 tests, all passed.
+2. Tests lock the corrected benchmark within stated tolerances; changing any equation in calc.py causes at least one failure.
+3. Wrong-dimension and validation tests raise ValueError with correct field name.
+4. Alternate units test demonstrates Pint equivalence.
+5. No modification to `calc.py`, `input.yaml`, `results.json`.
+
+## Tests
+
+Builder runs:
+
+```
+python -m pip install -r requirements.txt
+python -m pytest calcs/concentric-footing/test_concentric_footing.py -v
+```
+
+Expected: `10 passed` (or more if extra guards).
+
+## Dependencies
+
+Task 001 must be DONE.

concentric-footing/tasks/003_typst_sheet.md

@@ -0,0 +1,163 @@
+# Task 003 — Presentation: footing.typ + compile + Typst metadata tests
+
+## Goal
+
+Present the checked numbers in a printable Typst sheet that also derives the Blavatnik gravity loads inline, emits queryable metadata, and compiles to PDF.
+
+## Background
+
+Architecture: `footing.typ` imports `../../lib/sheet.typ` and `json("results.json")`. It must not recompute capacities; it only presents `results.json` values via `calc-line` and `check` boxes. Load determination (roof DL/LL, tributary area, column self weight) is derived in Typst and reconciled to Python's checked `Ps`/`Pu` by the test suite — mirroring `wood-joist` and `steel-beam` where `<wood-joist-loads>` is queried.
+
+The `check`, `calc-line`, and `calculation-sheet` helpers are defined in `lib/sheet.typ` (worksheets root). Signatures used here: `check(label, demand, capacity, unit:, ok:)`, `calc-line(content, note)`, and `calculation-sheet.with(title:, project:, prepared-by:)`.
+
+## Files to Modify
+
+- `calcs/concentric-footing/footing.typ` — create.
+- `calcs/concentric-footing/generated/footing.pdf` — create via `typst compile --root .`.
+- `calcs/concentric-footing/test_concentric_footing.py` — append two Typst query tests (do not rewrite existing tests); create `generated/` dir if needed.
+
+## Implementation
+
+### 1. footing.typ structure
+
+Follow `calcs/wood-joist/beam.typ` as template:
+
+- Header:
+  ```
+  #import "../../lib/sheet.typ": calc-line, calculation-sheet, check
+  #let data = json("results.json")
+  #let n = data.values
+  #let checks = data.checks
+  #let round(value, digits: 2) = calc.round(value, digits: digits)
+  #show: calculation-sheet.with(title: "Concentric Footing Analysis", project: data.project, prepared-by: data.prepared_by)
+  = Concentric Footing Analysis
+  Square spread footing under concentric axial load, ACI 318-19. Numbers come from `calc.py`; this sheet only presents them. Typst derives gravity loads below; checked Python demands are reconciled by the test suite.
+  ```
+
+- Add a simple footing sketch using Typst `box`/`rect`/`line` drawing (no external image needed). Example: centered square footing with column on top, label `Bf` and `Df`. Wrap in `#figure(..., caption: [Footing plan and section: #n.Bf_ft ft × #n.Bf_ft ft × #n.Df_in in, d=#n.d_in in.])`. Keep geometry text as `calc-line` below.
+
+- Section `== Loads Determination`:
+  Derive Blavatnik loads in Typst (visible arithmetic):
+  ```
+  #let DLr = 10  // psf
+  #let LLr = 20  // psf
+  #let Br = 18.9 // ft
+  #let Lr = 27.5 // ft
+  #let Ar = Br * Lr  // ft2
+  #let bc = 14  // in
+  #let Lc = 14  // ft
+  #let gamma_c = 145 // pcf
+  #let Wc_kip = bc * bc / 144 * Lc * gamma_c / 1000 // kip column weight
+  #let Ps_typst = (DLr + LLr) * Ar / 1000 + Wc_kip // kip
+  #let Pu_typst = 1.2*(DLr*Ar/1000 + Wc_kip) + 1.6*LLr*Ar/1000
+  #metadata((Ps_kip: Ps_typst, Pu_kip: Pu_typst, Ar_ft2: Ar, Wc_kip: Wc_kip)) <concentric-footing-loads>
+  ```
+  Then emit `calc-line` rows:
+  - `Ar = Br·Lr = #round(Ar,2) ft2` (tributary area)
+  - `Wc = bc·bc·Lc·γc = #round(Wc_kip,2) kip` (column self weight)
+  - `Ps = (DLr+LLr)·Ar + Wc = #round(Ps_typst,2) kip (Typst-derived)`
+  - `Ps_checked = #round(n.Ps_kip,2) kip (Python-checked)`
+  - `Pu = 1.2(DLr·Ar+Wc)+1.6·LLr·Ar = #round(Pu_typst,2) kip (Typst-derived)`
+  - `Pu_checked = #round(n.Pu_kip,2) kip`
+  - Also show `qu = Pu/Af = #round(n.qu_psf,1) psf` for context but do not recompute Af.
+
+- Section `== Geometry and Materials`:
+  `calc-line` for Bf, Df, cover, d, Af, c, bp, fc, fy, lambda, N, rebar_size, As, rho. Example:
+  `calc-line([$B_f = #n.Bf_ft " ft"$, $A_f = #n.Af_ft2 " ft"^2$], [Footing plan area])` etc. Show As1, As, rho, rho_min.
+
+- Section `== Soil Bearing`:
+  `calc-line([$q = P_s/A_f = #round(n.q_psf,1) " psf"$], [Acting service pressure])`
+  `calc-line([$q_a = #n.qa_psf " psf"$], [Allowable])`
+  Then `#check("Soil bearing", checks.soil_bearing.demand, checks.soil_bearing.capacity, unit: "psf", ok: checks.soil_bearing.ok)`
+  Also show `qu` as info line.
+
+- Section `== One-Way Shear`:
+  `calc-line([$L_1 = (B_f - c)/2 - d = #round(n.L1_in,2) " in"$], [Cantilever beyond d])`
+  `calc-line([$V_u = q_u B_f L_1 = #round(n.Vu_one_way_kip,2) " kip"$], [Demand at d])`
+  `calc-line([$V_c = 2 lambda sqrt(f'_c) B_f d = #round(n.Vc_one_way_kip,1) " kip"$], [ACI 22.5])`
+  `calc-line([$phi V_c = #round(n.phiVc_one_way_kip,1) " kip"$], [phi=0.75])`
+  `#check("One-way shear", checks.one_way_shear.demand, checks.one_way_shear.capacity, unit: "kip", ok: checks.one_way_shear.ok)`
+
+- Section `== Two-Way Shear (Punching)`:
+  `calc-line([$b_o = 4(c+d)= #n.bo_in " in"$], [Critical perimeter, d/2])`
+  `calc-line([$v_c = min(4,2+4/beta,2+alpha d/b_o) lambda sqrt(f'_c)= #round(n.vc_psi,1) " psi"$], [ACI 22.6])`
+  `calc-line([$V_c = v_c b_o d = #round(n.Vc_two_way_kip,1) " kip"$], [])`
+  `calc-line([$V_u = q_u(A_f - (c+d)^2)= #round(n.Vu_two_way_kip,1) " kip"$], [Punch demand])`
+  `#check("Two-way shear", checks.two_way_shear.demand, checks.two_way_shear.capacity, unit: "kip", ok: checks.two_way_shear.ok)`
+
+- Section `== Flexure`:
+  `calc-line([$L_c = (B_f - c)/2 = #round(n.Lc_in,1) " in"$], [Cantilever])`
+  `calc-line([$M_u = q_u B_f L_c^2/2 = #round(n.Mu_kipft,2) " kip·ft"$], [])`
+  `calc-line([$a = A_s f_y/(0.85 f'_c B_f)= #round(n.a_in,3) " in"$], [Whitney block])`
+  `calc-line([$M_n = A_s f_y(d -a/2)= #round(n.Mn_kipft,1) " kip·ft"$], [])`
+  `calc-line([$rho = A_s/(B_f d)= #round(n.rho,4)$], [vs rho_min 0.0018])`
+  `#check("Flexure", checks.flexure.demand, checks.flexure.capacity, unit: "kip·ft", ok: checks.flexure.ok)`
+  `#check("Minimum steel", checks.minimum_steel.demand, checks.minimum_steel.capacity, unit: "", ok: checks.minimum_steel.ok)` — for rho, show ratio but check helper expects demand/capacity; use demand=rho_min capacity=rho; label accordingly.
+
+- Section `== Concrete Bearing`:
+  `calc-line([$A_1 = b_p^2 = #round(n.A1_in2,1) " in"^2$, $A_2 = B_f^2 = #round(n.A2_in2,1) " in"^2$], [Plate and footing])`
+  `calc-line([$sqrt(A_2/A_1)= #round(n.sqrt_ratio,2)$, capped at 2], [])`
+  `calc-line([$B_n = 0.85 f'_c A_1 sqrt(...)= #round(n.Bn_kip,1) " kip"$], [ACI 22.8])`
+  `calc-line([$phi B_n = #round(n.phiBn_kip,1) " kip"$], [phi=0.65])`
+  `#check("Concrete bearing", checks.bearing.demand, checks.bearing.capacity, unit: "kip", ok: checks.bearing.ok)`
+
+- Section `== Scope And Limitations`:
+  Text stating square footing only, interior concentric axial only, gross pressure, no moment/overturning/sliding, no settlement, d from cover to centroid, bo correction noted (reference 68in corrected to ACI 92in), plate vs column clarification, no deflection/crack/development, final design by engineer.
+
+- Footer metadata for reconciliation:
+  ```
+  #metadata((soil_util: checks.soil_bearing.demand/checks.soil_bearing.capacity, one_way_util: checks.one_way_shear.demand/checks.one_way_shear.capacity, two_way_util: checks.two_way_shear.demand/checks.two_way_shear.capacity, flexure_util: checks.flexure.demand/checks.flexure.capacity, bearing_util: checks.bearing.demand/checks.bearing.capacity, q_psf: n.q_psf, qu_psf: n.qu_psf)) <concentric-footing-results>
+  ```
+
+Ensure all `n.*` keys match Task 001 values dict exactly.
+
+### 2. Compile
+
+From `worksheets/` run:
+```
+python calcs/concentric-footing/calc.py
+typst compile --root . calcs/concentric-footing/footing.typ calcs/concentric-footing/generated/footing.pdf
+```
+Verify PDF exists and >50KB.
+
+### 3. Append Typst query tests
+
+Append to `calcs/concentric-footing/test_concentric_footing.py` two new tests (do not delete existing 10):
+
+- `test_typst_compiles_and_presents_python_numbers(result)` — runs `calc.py` with `subprocess.run([sys.executable, str(HERE/"calc.py")], check=True, cwd=HERE.parents[1])`, then `typst compile ...` check pdf exists, then `typst query` for `<concentric-footing-results>` via `typst eval "query(<concentric-footing-results>)"`? Actually use `typst eval` or `typst query` command as in wood-joist: `subprocess.run(["typst","query", ...])`? Wood-joist uses `typst compile` and `typst eval query`. Use same pattern as wood-joist test:
+  ```
+  subprocess.run(["typst","compile","--root",".",...], check=True, cwd=HERE.parents[1])
+  query = subprocess.run(["typst","query","..."]?) 
+  ```
+  Check wood-joist: it runs `["typst","eval","query(<wood-joist-results>)","--root",...,"--in","calcs/wood-joist/beam.typ","--format","json"]`. Mirror that: `["typst","query", str(HERE/"footing.typ"), "<concentric-footing-results>", "--root", "."]` may vary; adapt to whatever works but assert exactly one entry and that flexure_util approx equals Python f. Specifically query the published metadata and assert `meta["flexure_util"] approx values["Mu"]/values["phiMn"]` etc for soil, one-way, two-way, bearing.
+
+- `test_typst_load_demands_match_checked_inputs(result)` — queries `<concentric-footing-loads>` and asserts `derived Ps_kip approx values["Ps_kip"]` within 0.1 kip (allow rounding of column weight 18.36 vs 18.4) and same for `Pu_kip`.
+
+Implementation must be robust: if `typst query` syntax differs, use `typst compile` + `typst eval` as in wood-joist. Ensure tests pass on the CI image where typst is installed.
+
+If `generated/` does not exist, create it with `Path(...).mkdir(parents=True, exist_ok=True)`.
+
+## Acceptance Criteria
+
+1. `footing.typ` imports only `lib/sheet.typ` and `results.json`; no arithmetic beyond load derivation and rounding.
+2. Every `check` box reflects `checks.*.ok` from JSON; D/C printed as demand/capacity.
+3. `typst compile --root . calcs/concentric-footing/footing.typ calcs/concentric-footing/generated/footing.pdf` succeeds and PDF exists.
+4. Two appended pytest tests pass, reconciling Typst-derived Ps/Pu to Python-checked Ps/Pu and Typst-presented utils to Python values.
+5. All prior 10 tests still pass (total 12).
+6. No existing calc files modified; `generated/` is git-ignored regenerable.
+
+## Tests
+
+Builder runs:
+
+```
+python calcs/concentric-footing/calc.py
+typst compile --root . calcs/concentric-footing/footing.typ calcs/concentric-footing/generated/footing.pdf
+python -m pytest calcs/concentric-footing/test_concentric_footing.py -v
+```
+
+Expected: 12 passed, PDF exists.
+
+## Dependencies
+
+Tasks 001, 002 must be DONE.

concentric-footing/tasks/004_docs_refresh.md

@@ -0,0 +1,73 @@
+# Task 004 — Documentation refresh: README.md + codemap.md
+
+## Goal
+
+Index the new concentric footing calculation in the shared documentation so the next engineer can discover and compile it without reading source.
+
+## Background
+
+Depends on footing.typ existing. This task is typst-builder-local (documentation only). Conventions per PROJECT_STATE.md: compile with --root ., hybrid pattern, no modification to existing calcs.
+
+## Files to Modify
+
+- `README.md` — the shared worksheets readme that lists calcs. At present this file lives at `calcs/wood-joist/README.md` which serves as the de-facto worksheets README (it documents all sheets). Also check for `README.md` at `worksheets/` root if it exists. Update whichever exists; if both exist update both with same concentric-footing entry. If only `calcs/wood-joist/README.md` exists, that is the file to edit.
+- `codemap.md` — update at `worksheets/codemap.md` (and copy to `calcs/concentric-footing/codemap.md` if the per-calc map is expected). Regenerate the whole map rather than editing in place per codemap rules.
+
+## Implementation
+
+### 1. README.md
+
+Add a new section `## Concentric footing` after the Wood joist section, following the same style. Include:
+
+- One-sentence description: "Square concentric spread footing under axial load per ACI 318-19 — soil bearing, one-way/two-way shear, flexure, minimum steel, concrete bearing."
+- Compile commands:
+  ```
+  python calcs/concentric-footing/calc.py
+  typst compile --root . calcs/concentric-footing/footing.typ calcs/concentric-footing/generated/footing.pdf
+  python -m pytest calcs/concentric-footing/test_concentric_footing.py
+  ```
+- Stdout variant:
+  ```
+  python calcs/concentric-footing/calc.py --input calcs/concentric-footing/input.yaml --stdout
+  ```
+  and `--output` note.
+- Note on load derivation: `input.yaml` supplies checked `Ps`/`Pu` (Pint quantities) and footing geometry/materials; `footing.typ` derives `Ps`/`Pu` inline from `DLr=10psf, LLr=20psf, Br=18.9ft, Lr=27.5ft, column 14in×14ft @145pcf` and reconciles via `<concentric-footing-loads>` query; bearing plate width `bp=6in` governs `A1`.
+- Update the top index code block to add line:
+  ```
+  calcs/concentric-footing/     YAML quantities → Pint → JSON → Typst (ACI 318-19)
+  ```
+- Ensure the 5-step New calculation list remains unchanged.
+
+If editing `worksheets/README.md` vs `calcs/wood-joist/README.md`, keep both in sync; prefer editing the file that actually exists and then copying the change to the other if both are present.
+
+### 2. codemap.md
+
+Regenerate at `worksheets/codemap.md` (and also write copy to `calcs/concentric-footing/codemap.md` if needed for per-calc root check):
+
+- Re-run classification for all 37+ files including the new `calcs/concentric-footing/calc.py [logic]`, `input.yaml [config]`, `footing.typ [logic]`, `test_concentric_footing.py [test]`, `results.json [state]`, `generated/footing.pdf [doc]`, `CONCENTRIC-FOOTING.pdf [doc]`.
+- The layout section must now show `calcs/concentric-footing/` expanded with its 5 planned + 3 reference entries.
+- Hot Spots must now include `calcs/concentric-footing/calc.py` as single source of truth.
+- Conventions section must mention the new sheet's hybrid Pint pattern and Typst load derivation.
+- Timestamp updated to now, Files indexed incremented.
+
+Do not write summaries from imagination; if uncertain read first 20 lines.
+
+## Acceptance Criteria
+
+1. `README.md` contains a new `## Concentric footing` section with compile, stdout, and load-derivation notes; top index code block lists the new calc.
+2. `codemap.md` at `worksheets/codemap.md` exists, is well-formed markdown with header, layout, hot spots, conventions; it lists `calcs/concentric-footing/` and its files.
+3. `python -m pytest calcs/concentric-footing/test_concentric_footing.py -v` still passes (12 tests).
+4. No existing calc logic files modified; only docs/maps changed.
+
+## Tests
+
+```
+python -m pytest calcs/concentric-footing/test_concentric_footing.py -v
+typst compile --root . calcs/concentric-footing/footing.typ calcs/concentric-footing/generated/footing.pdf
+```
+
+Both succeed; PDF still compiles.
+
+## Dependencies
+
+Task 003 must be DONE.

concentric-footing/tasks/005_review.md

@@ -0,0 +1,69 @@
+# Task 005 — Reviewer pass on the whole calculation
+
+## Goal
+
+Verify engineering correctness, deterministic evidence, and documentation for the concentric footing analysis before marking the project done.
+
+## Background
+
+This task is reviewer-local (reasoning) with simplify skill pass. It must not modify source except via review report; if issues are found the orchestrator will send them back to the builder. The reviewer must check ACI 318-19 clause references, units, applicability limits, benchmark tolerances, and that the Typst sheet presents only (no recomputation) per PROJECT_STATE.md.
+
+## Files to Modify
+
+No files to modify in this task. The reviewer writes a review note (verbal output) and runs the simplify skill as part of the standard review pass. If STATUS: FAIL, the orchestrator updates TASKS.md and re-delegates.
+
+If the reviewer finds fixable issues, they must be reported as a structured list with file and line references.
+
+## Implementation
+
+Reviewer steps (read-only, then run commands via delegation tool if needed — but orchestrator handles command execution; reviewer describes what to run and checks output):
+
+1. Read `PROJECT_STATE.md`, `TASKS.md`, `calcs/concentric-footing/calc.py`, `input.yaml`, `results.json`, `footing.typ`, `test_concentric_footing.py`, `README.md`, `codemap.md`, and `CONCENTRIC-FOOTING.pdf`.
+ 2. Verify engineering spec. Formula → code-section map (all in `calc.py:compute()`):
+    - Soil bearing `q=Ps/Af`, `qu=Pu/Af`: Pressures block → `q_psf`, `qu_psf`.
+    - One-way shear `Vc=2·λ·√fc·B·d`, `Vu=qu·B·L1`: One-way shear block → `L1_in`, `Vu_one_way_kip`, `Vc_one_way_kip`, `phiVc_one_way_kip`.
+    - Two-way shear `bo=4(c+d)`, `vc=min(4,2+4/β,2+α·d/bo)·λ·√fc`, `Vu=qu·(Af-(c+d)²)`: Two-way shear block → `bo_in`, `vc_psi`, `Vu_two_way_kip`, `Vc_two_way_kip`, `phiVn_two_way_kip`.
+    - Flexure `Mu=qu·B·Lc²/2`, `a=As·fy/(0.85·fc·B)`, `Mn=As·fy·(d-a/2)`: Flexure block → `Lc_in`, `Mu_kipft`, `a_in`, `beta1`, `Mn_kipft`, `phiMn_kipft`.
+    - Bearing `Bn=0.85·fc·A1·min(√(A2/A1),2)`: Concrete bearing block → `A1_in2`, `A2_in2`, `sqrt_ratio`, `Bn_kip`, `phiBn_kip`.
+    - Soil bearing `q=Ps/Af` and `qu=Pu/Af` correctly use Af=Bf^2 in ft2, Ps/Pu in kip, qa in psf, D/C correct.
+   - One-way shear Vc=2*lambda*sqrt(fc)*B*d with phi 0.75, L1 = (B-c)/2 - d, Vu = qu*B*L1, correct unit conversion lbf->kip, handles L1<=0 edge.
+   - Two-way shear bo=4*(c+d), vc=min(4,2+4/beta,2+alpha*d/bo)*lambda*sqrt(fc) with alpha 40 interior, beta 1, phi 0.75, Vu=qu*(Af - (c+d)^2), bo correction documented.
+   - Flexure Mu=qu*B*Lc^2/2, a=As*fy/(0.85*fc*B), Mn=As*fy*(d-a/2), phi 0.9, beta1 formula per ACI, rho vs 0.0018.
+   - Bearing Bn=0.85*fc*A1*min(sqrt(A2/A1),2), phi 0.65, A1=bp^2, A2=Bf^2, sqrt cap.
+   - d = Df - cover to centroid, validation, lambda bounds, rebar area from #size.
+3. Verify deterministic evidence:
+   - Run `python -m pytest calcs/concentric-footing/test_concentric_footing.py -v` and confirm 12 passed, no skipped.
+   - Run `python calcs/concentric-footing/calc.py --stdout | python -m json.tool` and confirm idempotent vs results.json (diff empty).
+   - Run `typst compile --root . calcs/concentric-footing/footing.typ calcs/concentric-footing/generated/footing.pdf` and confirm PDF exists and size >50KB.
+   - Run Typst queries for `<concentric-footing-loads>` and `<concentric-footing-results>` and confirm reconciliation within tolerances.
+4. Check scope/limitations note in footing.typ mentions square only, interior only, gross pressure, no moment, bo correction, plate clarification, d definition, and that existing calc files were not touched.
+5. Run simplify skill pass on the diff (calc.py + footing.typ + test file) for readability, no behavior change.
+6. Return STATUS: PASS if all 8 checks below are satisfied, else STATUS: FAIL with enumerated issues.
+
+## Acceptance Criteria (all must be true for PASS)
+
+1. All six checks pass for default input; D/C values within expected ranges (soil ~0.82, one-way ~0.05, two-way ~0.11, flexure ~0.12, bearing ~0.22).
+2. Corrected punching perimeter bo=92in is used; review notes the PDF's 68in deviation and that the sheet's Scope documents it.
+3. Bearing plate vs column clarified (A1=36in2, A2=1296in2, Bn 183.6kip); alternative use of column size would be noted.
+4. Pint unit conversions tested (alternate units test passes) and wrong-dimension guards raise ValueError with field name.
+5. Effective depth d = Df - cover correctly validated; zero/negative d raises ValueError.
+6. Typst sheet presents only (no capacity recomputation), derives loads inline, emits both `<concentric-footing-loads>` and `<concentric-footing-results>` metadata, and compiles.
+7. README and codemap refreshed and list the new calculation; no existing calc files were modified (git diff or file timestamps check).
+8. Pytest 12 passed, PDF compiles, results.json idempotent, simplify pass clean (no behavior change).
+
+## Tests
+
+Reviewer (via orchestrator delegation) runs:
+
+```
+python -m pip install -r requirements.txt
+python -m pytest calcs/concentric-footing/test_concentric_footing.py -v
+python calcs/concentric-footing/calc.py --stdout
+typst compile --root . calcs/concentric-footing/footing.typ calcs/concentric-footing/generated/footing.pdf
+```
+
+All succeed; 12 passed.
+
+## Dependencies
+
+Task 004 must be DONE.

concentric-footing/test_concentric_footing.py

@@ -0,0 +1,170 @@
+from pathlib import Path
+import importlib.util
+import json
+import subprocess
+import sys
+
+import pytest
+import yaml
+
+HERE = Path(__file__).resolve().parent
+spec = importlib.util.spec_from_file_location("concentric_footing_calc", HERE / "calc.py")
+assert spec is not None and spec.loader is not None
+calc_module = importlib.util.module_from_spec(spec)
+spec.loader.exec_module(calc_module)
+compute = calc_module.compute
+
+
+def load_input():
+    with (HERE / "input.yaml").open(encoding="utf-8") as handle:
+        return yaml.safe_load(handle)
+
+
+@pytest.fixture
+def result():
+    return compute(load_input())
+
+
+def test_example_pressures_and_geometry(result):
+    v = result["values"]
+    assert v["Af_ft2"] == pytest.approx(9.0)
+    assert v["Bf_ft"] == pytest.approx(3.0)
+    assert v["Bf_in"] == pytest.approx(36.0)
+    assert v["d_in"] == pytest.approx(9.0)
+    assert v["q_psf"] == pytest.approx(2044.44, rel=0.01)
+    assert v["qu_psf"] == pytest.approx(2911.11, rel=0.01)
+    assert v["qa_psf"] == 2500.0
+
+
+def test_example_one_way_shear(result):
+    v = result["values"]
+    assert v["L1_in"] == pytest.approx(2.0, abs=0.01)
+    assert v["Vu_one_way_kip"] == pytest.approx(1.455, abs=0.05)
+    assert v["Vc_one_way_kip"] == pytest.approx(35.45, rel=0.01)
+    assert v["phiVc_one_way_kip"] == pytest.approx(26.59, rel=0.01)
+    assert result["checks"]["one_way_shear"]["ok"] is True
+    dc = v["Vu_one_way_kip"] / v["phiVc_one_way_kip"]
+    assert dc == pytest.approx(0.055, abs=0.001)
+
+
+def test_example_two_way_shear(result):
+    v = result["values"]
+    # Reference PDF used 68 in; ACI-correct is 92 in (4*(c+d) for interior square column).
+    # PDF's 68 in perimeter yields ~134 kip Vc; ACI-correct 92 in yields ~181.4 kip Vc (phiVn ~136 kip).
+    assert v["bo_in"] == pytest.approx(92.0)
+    assert v["vc_psi"] == pytest.approx(219.089, rel=1e-3)
+    assert v["Vc_two_way_kip"] == pytest.approx(181.4, rel=0.02)
+    assert v["phiVn_two_way_kip"] == pytest.approx(136.0, rel=0.02)
+    assert v["Vu_two_way_kip"] == pytest.approx(15.51, abs=0.1)
+    assert result["checks"]["two_way_shear"]["ok"] is True
+    dc = v["Vu_two_way_kip"] / v["phiVn_two_way_kip"]
+    assert dc == pytest.approx(0.114, abs=0.002)
+
+
+def test_example_flexure(result):
+    v = result["values"]
+    assert v["Lc_in"] == pytest.approx(11.0)
+    assert v["Mu_kipft"] == pytest.approx(3.68, abs=0.1)
+    assert v["a_in"] == pytest.approx(0.524, abs=0.02)
+    assert v["As_in2"] == pytest.approx(0.785, abs=0.02)
+    assert v["Mn_kipft"] == pytest.approx(34.27, abs=0.5)
+    assert v["phiMn_kipft"] == pytest.approx(30.84, abs=0.5)
+    assert v["rho"] == pytest.approx(0.00242, rel=0.02)
+    assert result["checks"]["flexure"]["ok"] is True
+    assert result["checks"]["minimum_steel"]["ok"] is True
+    dc = v["Mu_kipft"] / v["phiMn_kipft"]
+    assert dc == pytest.approx(0.12, abs=0.01)
+
+
+def test_example_bearing(result):
+    v = result["values"]
+    assert v["A1_in2"] == pytest.approx(36.0)
+    assert v["A2_in2"] == pytest.approx(1296.0)
+    # Raw ratio stored; Bn uses capped 2.0.
+    assert v["sqrt_ratio"] == pytest.approx(6.0, abs=0.01)
+    assert v["Bn_kip"] == pytest.approx(183.6, abs=0.5)
+    assert v["phiBn_kip"] == pytest.approx(119.34, abs=0.5)
+    assert result["checks"]["bearing"]["ok"] is True
+    dc = v["Pu_kip"] / v["phiBn_kip"]
+    assert dc == pytest.approx(0.22, abs=0.01)
+
+
+def test_all_checks_pass(result):
+    for k in ("soil_bearing", "one_way_shear", "two_way_shear", "flexure", "minimum_steel", "bearing"):
+        assert result["checks"][k]["ok"] is True
+
+
+def test_alternate_units_match_default(result):
+    alt = load_input()
+    alt.update({
+        "Bf": "36 in",
+        "fc": "3 ksi",
+        "fy": "60000 psi",
+        "Ps": "18400 lbf",
+        "Pu": "26200 lbf",
+    })
+    converted = compute(alt)
+    for key in ("Af_ft2", "q_psf", "Mu_kipft", "Vu_one_way_kip", "phiBn_kip"):
+        assert converted["values"][key] == pytest.approx(result["values"][key], rel=1e-6)
+
+
+def test_wrong_dimension_is_rejected():
+    bad = load_input()
+    bad["Bf"] = "3 kip"
+    with pytest.raises(ValueError, match="Bf"):
+        compute(bad)
+
+
+def test_effective_depth_validation():
+    bad = load_input()
+    bad["cover"] = "13 in"
+    bad["Df"] = "12 in"
+    with pytest.raises(ValueError, match="d"):
+        compute(bad)
+
+
+def test_zero_footing_size_rejected():
+    bad = load_input()
+    bad["Bf"] = "0 ft"
+    with pytest.raises(ValueError, match="Bf"):
+        compute(bad)
+
+
+def test_typst_compiles_and_presents_python_numbers(result):
+    subprocess.run([sys.executable, str(HERE / "calc.py")], check=True, cwd=HERE.parents[1])
+    pdf = HERE / "generated" / "footing.pdf"
+    pdf.parent.mkdir(parents=True, exist_ok=True)
+    subprocess.run(
+        ["typst", "compile", "--root", ".", "calcs/concentric-footing/footing.typ", str(pdf)],
+        check=True, cwd=HERE.parents[1],
+    )
+    assert pdf.exists()
+    query = subprocess.run(
+        ["typst", "eval", "query(<concentric-footing-results>)", "--root", ".",
+         "--in", "calcs/concentric-footing/footing.typ", "--format", "json"],
+        check=True, capture_output=True, text=True, cwd=HERE.parents[1],
+    )
+    published = json.loads(query.stdout)
+    assert len(published) == 1
+    meta = published[0]["value"]
+    values = result["values"]
+    assert meta["soil_util"] == pytest.approx(values["q_psf"] / values["qa_psf"], abs=0.001)
+    assert meta["one_way_util"] == pytest.approx(values["Vu_one_way_kip"] / values["phiVc_one_way_kip"], abs=0.001)
+    assert meta["two_way_util"] == pytest.approx(values["Vu_two_way_kip"] / values["phiVn_two_way_kip"], abs=0.001)
+    assert meta["flexure_util"] == pytest.approx(values["Mu_kipft"] / values["phiMn_kipft"], abs=0.001)
+    assert meta["bearing_util"] == pytest.approx(values["Pu_kip"] / values["phiBn_kip"], abs=0.001)
+
+
+def test_typst_load_demands_match_checked_inputs(result):
+    subprocess.run([sys.executable, str(HERE / "calc.py")], check=True, cwd=HERE.parents[1])
+    query = subprocess.run(
+        ["typst", "eval", "query(<concentric-footing-loads>)", "--root", ".",
+         "--in", "calcs/concentric-footing/footing.typ", "--format", "json"],
+        check=True, capture_output=True, text=True, cwd=HERE.parents[1],
+    )
+    published = json.loads(query.stdout)
+    assert len(published) == 1
+    derived = published[0]["value"]
+    values = result["values"]
+    assert derived["Ps_kip"] == pytest.approx(values["Ps_kip"], abs=0.1)
+    assert derived["Pu_kip"] == pytest.approx(values["Pu_kip"], abs=0.1)

concrete-beam/assets/sheet.typ

@@ -0,0 +1,82 @@
+#let navy = rgb("#1a3a5f")
+#let muted = rgb("#626b73")
+#let pass = rgb("#1f6b45")
+#let fail = rgb("#9b2c2c")
+
+#let calcsheet(
+  title: "Structural Calculation",
+  project: "",
+  prepared-by: "",
+  body,
+) = {
+  set document(title: title, author: prepared-by)
+  set page(
+    paper: "us-letter",
+    margin: (x: 1in, top: 1.25in, bottom: 1in),
+    header: context {
+      grid(
+        columns: (1fr, 1fr),
+        align: (left, right),
+        image("../assets/logo.png", height: 30pt),
+        [#text(size: 9pt)[Project:] \
+          #text(size: 10pt, weight: "bold")[#project]],
+      )
+    },
+    footer: context {
+      set text(size: 8.5pt, fill: muted)
+      stack(
+        spacing: 4pt,
+        line(length: 100%, stroke: 0.5pt + muted),
+        [#prepared-by],
+      )
+    },
+  )
+  set text(font: "Libertinus Serif", size: 10pt, lang: "en")
+  set par(justify: true)
+  set heading(numbering: none)
+  show heading.where(level: 1): set text(size: 14pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set text(size: 11pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set block(above: 2em, below: 1em)
+  body
+}
+
+#let calcline(formula, note) = grid(
+  columns: (1.7fr, 1fr),
+  gutter: 4pt,
+  align: (left, left),
+  formula, text(size: 9pt, fill: muted, note),
+)
+
+#let check(label, demand, capacity, unit: "", ok: auto, demand-label: "Demand", capacity-label: "Capacity") = {
+  let utilization = demand / capacity
+  let passes = if ok == auto { utilization <= 1 } else { ok }
+  let color = if passes { pass } else { fail }
+  block(
+    breakable: false,
+    width: 100%,
+    stroke: 0.8pt + black,
+    inset: 8pt,
+    radius: 2pt,
+  )[
+    #grid(
+      columns: (1fr, auto),
+      [#text(weight: "bold")[#label]],
+      box(stroke: 0.8pt + color, inset: (x: 6pt, y: 2pt))[
+        #text(weight: "bold", fill: color)[#if passes { "OK" } else { "NOT OK" }]
+      ],
+    )
+    #v(4pt)
+    #grid(
+      columns: (1fr, auto),
+      [
+         #demand-label: #calc.round(demand, digits: 2) #unit #h(14pt)
+         #capacity-label: #calc.round(capacity, digits: 2) #unit
+      ],
+      [
+        D/C: #calc.round(utilization, digits: 2)
+      ],
+    )
+  ]
+}
+
+

concrete-beam/calc.py

@@ -0,0 +1,132 @@
+from __future__ import annotations
+
+import json
+import math
+import sys
+from pathlib import Path
+
+try:
+    import yaml
+except ImportError:
+    raise SystemExit("Install PyYAML: python -m pip install pyyaml")
+
+
+HERE = Path(__file__).resolve().parent
+
+
+def _require_positive(name: str, value: float) -> float:
+    if value <= 0:
+        raise ValueError(f"{name} must be positive")
+    return value
+
+
+def compute(inp: dict) -> dict:
+    span_ft = _require_positive("span_ft", float(inp["span_ft"]))
+    tributary_ft = _require_positive("tributary_ft", float(inp["tributary_ft"]))
+    D_psf = _require_positive("D_psf", float(inp["D_psf"]))
+    L_psf = _require_positive("L_psf", float(inp["L_psf"]))
+    bw_in = _require_positive("bw_in", float(inp["bw_in"]))
+    h_in = _require_positive("h_in", float(inp["h_in"]))
+    d_in = _require_positive("d_in", float(inp["d_in"]))
+    fc_ksi = _require_positive("fc_ksi", float(inp["fc_ksi"]))
+    fy_ksi = _require_positive("fy_ksi", float(inp["fy_ksi"]))
+    As_in2 = _require_positive("As_in2", float(inp["As_in2"]))
+    concrete_pcf = _require_positive("concrete_pcf", float(inp["concrete_pcf"]))
+
+    self_weight_klf = (bw_in * h_in / 144.0) * concrete_pcf / 1000.0
+    wD_klf = D_psf * tributary_ft / 1000.0 + self_weight_klf
+    wL_klf = L_psf * tributary_ft / 1000.0
+    wu_klf = 1.2 * wD_klf + 1.6 * wL_klf
+    Mu_kipft = wu_klf * span_ft**2 / 8.0
+    Vu_kip = wu_klf * span_ft / 2.0
+
+    fc_psi = fc_ksi * 1000.0
+    fy_psi = fy_ksi * 1000.0
+    a_in = As_in2 * fy_ksi / (0.85 * fc_ksi * bw_in)
+    beta1 = max(0.65, min(0.85, 0.85 - 0.05 * max(0.0, (fc_psi - 4000.0) / 1000.0)))
+    c_in = a_in / beta1
+    et = 0.003 * (d_in - c_in) / c_in if c_in > 0 else 0.0
+    if et >= 0.005:
+        phi = 0.90
+    else:
+        phi = max(0.65, min(0.90, 0.65 + (et - 0.002) * 250.0 / 3.0))
+    Mn_kipft = As_in2 * fy_ksi * (d_in - a_in / 2.0) / 12.0
+    phiMn_kipft = phi * Mn_kipft
+
+    rho_min = max(3.0 * math.sqrt(fc_psi) / fy_psi, 200.0 / fy_psi)
+    As_min_in2 = rho_min * bw_in * d_in
+
+    Vc_kip = 2.0 * math.sqrt(fc_psi) * bw_in * d_in / 1000.0
+    phiVc_kip = 0.75 * Vc_kip
+
+    def q(value: float) -> float:
+        return round(value, 6)
+
+    return {
+        "tool": "concrete_beam",
+        "version": "0.1",
+        "project": inp.get("project", ""),
+        "prepared_by": inp.get("prepared_by", ""),
+        "values": {
+            "span_ft": q(span_ft),
+            "tributary_ft": q(tributary_ft),
+            "D_psf": q(D_psf),
+            "L_psf": q(L_psf),
+            "self_weight_klf": q(self_weight_klf),
+            "wD_klf": q(wD_klf),
+            "wL_klf": q(wL_klf),
+            "wu_klf": q(wu_klf),
+            "Mu_kipft": q(Mu_kipft),
+            "Vu_kip": q(Vu_kip),
+            "bw_in": q(bw_in),
+            "h_in": q(h_in),
+            "d_in": q(d_in),
+            "fc_ksi": q(fc_ksi),
+            "fy_ksi": q(fy_ksi),
+            "As_in2": q(As_in2),
+            "a_in": q(a_in),
+            "et": q(et),
+            "phi": q(phi),
+            "Mn_kipft": q(Mn_kipft),
+            "phiMn_kipft": q(phiMn_kipft),
+            "As_min_in2": q(As_min_in2),
+            "Vc_kip": q(Vc_kip),
+            "phiVc_kip": q(phiVc_kip),
+        },
+        "checks": {
+            "flexure": {
+                "demand": q(Mu_kipft),
+                "capacity": q(phiMn_kipft),
+                "ok": Mu_kipft <= phiMn_kipft,
+            },
+            "minimum_steel": {
+                "demand": q(As_min_in2),
+                "capacity": q(As_in2),
+                "ok": As_in2 >= As_min_in2,
+            },
+            "shear": {
+                "demand": q(Vu_kip),
+                "capacity": q(phiVc_kip),
+                "ok": Vu_kip <= phiVc_kip,
+            },
+        },
+    }
+
+
+def write_results(result: dict, path: Path) -> None:
+    path.write_text(json.dumps(result, indent=2) + "\n", encoding="utf-8")
+
+
+def main() -> int:
+    input_path = Path(sys.argv[1]) if len(sys.argv) > 1 else HERE / "input.yaml"
+    output_path = Path(sys.argv[2]) if len(sys.argv) > 2 else input_path.with_name("results.json")
+    with input_path.open(encoding="utf-8") as handle:
+        inp = yaml.safe_load(handle)
+    result = compute(inp)
+    write_results(result, output_path)
+    print(output_path)
+    return 0
+
+
+if __name__ == "__main__":
+    raise SystemExit(main())

concrete-beam/concrete-beam.typ

@@ -0,0 +1,119 @@
+#import "assets/sheet.typ": calcline, calcsheet, check
+
+#let data = json("results.json")
+#let n = data.values
+#let checks = data.checks
+#let round(value, digits: 2) = calc.round(value, digits: digits)
+
+#show: calcsheet.with(
+  title: "Concrete Beam Analysis",
+  project: data.project,
+  prepared-by: data.prepared_by,
+)
+
+= Reinforced Concrete Beam
+
+Simple-span rectangular beam under uniform gravity load. Numbers come from `calc.py`. This sheet only presents them.
+
+#let beam-sketch = {
+  set align(center)
+  box(width: 82%, inset: (y: 8pt))[
+    #line(length: 100%, stroke: 1.4pt)
+    #v(-7.5pt)
+    #grid(
+      columns: (auto, 1fr, auto),
+      align: (left, center, right),
+      polygon(fill: black, (0pt, 0pt), (8pt, 10pt), (-8pt, 10pt)),
+      text(size: 9pt)[$w_u$ uniform factored load],
+      polygon(fill: black, (0pt, 0pt), (8pt, 10pt), (-8pt, 10pt)),
+    )
+    #v(2pt)
+    #text(size: 9pt)[#n.span_ft ft simple span · #n.bw_in in × #n.h_in in section]
+  ]
+}
+
+#figure(
+  beam-sketch,
+  caption: [#n.span_ft ft simply supported beam, #n.bw_in in × #n.h_in in rectangular section.],
+)
+
+== Loads and Beam Demand
+
+#calcline([$L = #n.span_ft " ft"$], [Simple span])
+#calcline([$B_t = #n.tributary_ft " ft"$], [Tributary width])
+#calcline([$D = #n.D_psf " psf"$], [Dead load including superimposed dead])
+#calcline([$L_L = #n.L_psf " psf"$], [Live load])
+#calcline([$w_("sw") = #round(n.self_weight_klf, digits: 3) " kip/ft"$], [Beam self-weight])
+#calcline(
+  [$w_u = 1.2 w_D + 1.6 w_L = #round(n.wu_klf, digits: 3) " kip/ft"$],
+  [Factored uniform line load],
+)
+#calcline(
+  [$M_u = w_u L^2 / 8 = #round(n.Mu_kipft) " kip·ft"$],
+  [Maximum positive moment],
+)
+#calcline(
+  [$V_u = w_u L / 2 = #round(n.Vu_kip) " kip"$],
+  [Support shear],
+)
+
+== Flexural Strength
+
+#calcline([$b_w = #n.bw_in " in"$], [Beam width])
+#calcline([$h = #n.h_in " in"$], [Overall depth])
+#calcline([$d = #n.d_in " in"$], [Effective depth])
+#calcline([$f'_c = #n.fc_ksi " ksi"$], [Concrete compressive strength])
+#calcline([$f_y = #n.fy_ksi " ksi"$], [Steel yield strength])
+#calcline([$A_s = #n.As_in2 " in"^2$], [Provided tension steel (2 No. 5)])
+#calcline(
+  [$a = A_s f_y / (0.85 f'_c b_w) = #round(n.a_in, digits: 3) " in"$],
+  [Equivalent compression-block depth],
+)
+#calcline([$epsilon_t = #round(n.et, digits: 4)$], [Net tensile strain])
+#calcline([$phi = #round(n.phi, digits: 2)$], [Strength reduction factor])
+#calcline(
+  [$phi M_n = phi A_s f_y (d - a/2) = #round(n.phiMn_kipft) " kip·ft"$],
+  [Design flexural strength],
+)
+
+#v(7pt)
+#check(
+  "Flexural strength",
+  checks.flexure.demand,
+  checks.flexure.capacity,
+  unit: "kip·ft",
+  ok: checks.flexure.ok,
+  demand-label: [$M_u$],
+  capacity-label: [$phi M_n$],
+)
+
+== Minimum Steel and Concrete Shear
+
+#calcline([$A_("s,min") = #round(n.As_min_in2, digits: 3) " in"^2$], [Minimum longitudinal steel])
+#calcline([$A_("s,prov") = #round(n.As_in2, digits: 3) " in"^2$], [Provided longitudinal steel])
+
+#v(7pt)
+#check(
+  "Minimum longitudinal reinforcement",
+  checks.minimum_steel.demand,
+  checks.minimum_steel.capacity,
+  unit: "in²",
+  ok: checks.minimum_steel.ok,
+  demand-label: [$A_("s,min")$],
+  capacity-label: [$A_("s,prov")$],
+)
+
+#v(10pt)
+#calcline([$V_c = 2 sqrt(f'_c) b_w d = #round(n.Vc_kip) " kip"$], [Concrete shear strength])
+#calcline([$phi V_c = #round(n.phiVc_kip) " kip"$], [Design concrete shear strength])
+
+#v(7pt)
+#check(
+  "Concrete shear",
+  checks.shear.demand,
+  checks.shear.capacity,
+  unit: "kip",
+  ok: checks.shear.ok,
+  demand-label: [$V_u$],
+  capacity-label: [$phi V_c$],
+)

concrete-beam/input.yaml

@@ -0,0 +1,15 @@
+project: "Deer Creek Shoring"
+prepared_by: "Conemco Engineering"
+
+span_ft: 16
+tributary_ft: 6.25
+D_psf: 55
+L_psf: 20
+bw_in: 8
+h_in: 12
+d_in: 9.5
+fc_ksi: 3.0
+fy_ksi: 60
+As_in2: 0.62
+concrete_pcf: 150
+load_combination: "1.2D + 1.6L"

concrete-beam/results.json

@@ -0,0 +1,49 @@
+{
+  "tool": "concrete_beam",
+  "version": "0.1",
+  "project": "Deer Creek Shoring",
+  "prepared_by": "Conemco Engineering",
+  "values": {
+    "span_ft": 16.0,
+    "tributary_ft": 6.25,
+    "D_psf": 55.0,
+    "L_psf": 20.0,
+    "self_weight_klf": 0.1,
+    "wD_klf": 0.44375,
+    "wL_klf": 0.125,
+    "wu_klf": 0.7325,
+    "Mu_kipft": 23.44,
+    "Vu_kip": 5.86,
+    "bw_in": 8.0,
+    "h_in": 12.0,
+    "d_in": 9.5,
+    "fc_ksi": 3.0,
+    "fy_ksi": 60.0,
+    "As_in2": 0.62,
+    "a_in": 1.823529,
+    "et": 0.010285,
+    "phi": 0.9,
+    "Mn_kipft": 26.623529,
+    "phiMn_kipft": 23.961176,
+    "As_min_in2": 0.253333,
+    "Vc_kip": 8.325383,
+    "phiVc_kip": 6.244037
+  },
+  "checks": {
+    "flexure": {
+      "demand": 23.44,
+      "capacity": 23.961176,
+      "ok": true
+    },
+    "minimum_steel": {
+      "demand": 0.253333,
+      "capacity": 0.62,
+      "ok": true
+    },
+    "shear": {
+      "demand": 5.86,
+      "capacity": 6.244037,
+      "ok": true
+    }
+  }
+}

concrete-beam/test_concrete_beam.py

@@ -0,0 +1,46 @@
+from pathlib import Path
+import importlib.util
+
+import pytest
+
+
+HERE = Path(__file__).resolve().parent
+
+spec = importlib.util.spec_from_file_location("concrete_beam_calc", HERE / "calc.py")
+assert spec is not None and spec.loader is not None
+calc_module = importlib.util.module_from_spec(spec)
+spec.loader.exec_module(calc_module)
+compute = calc_module.compute
+
+
+@pytest.fixture
+def result():
+    import yaml
+
+    with (HERE / "input.yaml").open(encoding="utf-8") as handle:
+        return compute(yaml.safe_load(handle))
+
+
+def test_example_demands(result):
+    v = result["values"]
+    assert v["self_weight_klf"] == pytest.approx(0.1)
+    assert v["wu_klf"] == pytest.approx(0.7325)
+    assert v["Mu_kipft"] == pytest.approx(23.44)
+    assert v["Vu_kip"] == pytest.approx(5.86)
+
+
+def test_example_flexure(result):
+    v = result["values"]
+    assert v["a_in"] == pytest.approx(1.823529, rel=1e-5)
+    assert v["et"] == pytest.approx(0.010283, rel=1e-3)
+    assert v["phi"] == pytest.approx(0.9)
+    assert v["phiMn_kipft"] == pytest.approx(23.961176, rel=1e-5)
+    assert result["checks"]["flexure"]["ok"] is True
+
+
+def test_example_min_steel_and_shear(result):
+    v = result["values"]
+    assert v["As_min_in2"] == pytest.approx(0.253333, rel=1e-4)
+    assert v["phiVc_kip"] == pytest.approx(6.244016, rel=1e-4)
+    assert result["checks"]["minimum_steel"]["ok"] is True
+    assert result["checks"]["shear"]["ok"] is True

concrete-beam2/assets/sheet.typ

@@ -0,0 +1,82 @@
+#let navy = rgb("#1a3a5f")
+#let muted = rgb("#626b73")
+#let pass = rgb("#1f6b45")
+#let fail = rgb("#9b2c2c")
+
+#let calcsheet(
+  title: "Structural Calculation",
+  project: "",
+  prepared-by: "",
+  body,
+) = {
+  set document(title: title, author: prepared-by)
+  set page(
+    paper: "us-letter",
+    margin: (x: 1in, top: 1.25in, bottom: 1in),
+    header: context {
+      grid(
+        columns: (1fr, 1fr),
+        align: (left, right),
+        image("../assets/logo.png", height: 30pt),
+        [#text(size: 9pt)[Project:] \
+          #text(size: 10pt, weight: "bold")[#project]],
+      )
+    },
+    footer: context {
+      set text(size: 8.5pt, fill: muted)
+      stack(
+        spacing: 4pt,
+        line(length: 100%, stroke: 0.5pt + muted),
+        [#prepared-by],
+      )
+    },
+  )
+  set text(font: "Libertinus Serif", size: 10pt, lang: "en")
+  set par(justify: true)
+  set heading(numbering: none)
+  show heading.where(level: 1): set text(size: 14pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set text(size: 11pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set block(above: 2em, below: 1em)
+  body
+}
+
+#let calcline(formula, note) = grid(
+  columns: (1.7fr, 1fr),
+  gutter: 4pt,
+  align: (left, left),
+  formula, text(size: 9pt, fill: muted, note),
+)
+
+#let check(label, demand, capacity, unit: "", ok: auto, demand-label: "Demand", capacity-label: "Capacity") = {
+  let utilization = demand / capacity
+  let passes = if ok == auto { utilization <= 1 } else { ok }
+  let color = if passes { pass } else { fail }
+  block(
+    breakable: false,
+    width: 100%,
+    stroke: 0.8pt + black,
+    inset: 8pt,
+    radius: 2pt,
+  )[
+    #grid(
+      columns: (1fr, auto),
+      [#text(weight: "bold")[#label]],
+      box(stroke: 0.8pt + color, inset: (x: 6pt, y: 2pt))[
+        #text(weight: "bold", fill: color)[#if passes { "OK" } else { "NOT OK" }]
+      ],
+    )
+    #v(4pt)
+    #grid(
+      columns: (1fr, auto),
+      [
+         #demand-label: #calc.round(demand, digits: 2) #unit #h(14pt)
+         #capacity-label: #calc.round(capacity, digits: 2) #unit
+      ],
+      [
+        D/C: #calc.round(utilization, digits: 2)
+      ],
+    )
+  ]
+}
+
+

concrete-beam2/calc.py

@@ -0,0 +1,154 @@
+from __future__ import annotations
+
+import json
+import math
+import sys
+from pathlib import Path
+
+try:
+    import yaml
+except ImportError:
+    raise SystemExit("Install PyYAML: python -m pip install pyyaml")
+
+try:
+    from pint import DimensionalityError, UndefinedUnitError, UnitRegistry
+except ImportError:
+    raise SystemExit("Install Pint: python -m pip install pint")
+
+
+HERE = Path(__file__).resolve().parent
+
+ureg = UnitRegistry()
+ureg.define("kip = 1000 * force_pound")
+ureg.define("ksi = kip / inch ** 2")
+ureg.define("klf = kip / foot")
+if "psf" not in ureg:
+    ureg.define("psf = force_pound / foot ** 2")
+if "pcf" not in ureg:
+    ureg.define("pcf = force_pound / foot ** 3")
+
+
+def to_magnitude(value, unit: str, name: str) -> float:
+    try:
+        quantity = ureg.Quantity(value)
+    except (UndefinedUnitError, ValueError, TypeError) as exc:
+        raise ValueError(f"{name}: cannot parse {value!r}") from exc
+    try:
+        magnitude = float(quantity.to(unit).magnitude)
+    except DimensionalityError as exc:
+        raise ValueError(f"{name}: expected {unit}, got {value!r}") from exc
+    if magnitude <= 0:
+        raise ValueError(f"{name} must be positive")
+    return magnitude
+
+
+def compute(inp: dict) -> dict:
+    span_ft = to_magnitude(inp["span"], "ft", "span")
+    tributary_ft = to_magnitude(inp["tributary"], "ft", "tributary")
+    D_psf = to_magnitude(inp["D"], "psf", "D")
+    L_psf = to_magnitude(inp["L"], "psf", "L")
+    bw_in = to_magnitude(inp["bw"], "in", "bw")
+    h_in = to_magnitude(inp["h"], "in", "h")
+    d_in = to_magnitude(inp["d"], "in", "d")
+    fc_ksi = to_magnitude(inp["fc"], "ksi", "fc")
+    fy_ksi = to_magnitude(inp["fy"], "ksi", "fy")
+    As_in2 = to_magnitude(inp["As"], "in**2", "As")
+    concrete_pcf = to_magnitude(inp["concrete_density"], "pcf", "concrete_density")
+
+    self_weight_klf = (bw_in * h_in / 144.0) * concrete_pcf / 1000.0
+    wD_klf = D_psf * tributary_ft / 1000.0 + self_weight_klf
+    wL_klf = L_psf * tributary_ft / 1000.0
+    wu_klf = 1.2 * wD_klf + 1.6 * wL_klf
+    Mu_kipft = wu_klf * span_ft**2 / 8.0
+    Vu_kip = wu_klf * span_ft / 2.0
+
+    fc_psi = fc_ksi * 1000.0
+    fy_psi = fy_ksi * 1000.0
+    a_in = As_in2 * fy_ksi / (0.85 * fc_ksi * bw_in)
+    beta1 = max(0.65, min(0.85, 0.85 - 0.05 * max(0.0, (fc_psi - 4000.0) / 1000.0)))
+    c_in = a_in / beta1
+    et = 0.003 * (d_in - c_in) / c_in if c_in > 0 else 0.0
+    if et >= 0.005:
+        phi = 0.90
+    else:
+        phi = max(0.65, min(0.90, 0.65 + (et - 0.002) * 250.0 / 3.0))
+    Mn_kipft = As_in2 * fy_ksi * (d_in - a_in / 2.0) / 12.0
+    phiMn_kipft = phi * Mn_kipft
+
+    rho_min = max(3.0 * math.sqrt(fc_psi) / fy_psi, 200.0 / fy_psi)
+    As_min_in2 = rho_min * bw_in * d_in
+
+    Vc_kip = 2.0 * math.sqrt(fc_psi) * bw_in * d_in / 1000.0
+    phiVc_kip = 0.75 * Vc_kip
+
+    def q(value: float) -> float:
+        return round(value, 6)
+
+    return {
+        "tool": "concrete_beam2",
+        "version": "0.1",
+        "project": inp.get("project", ""),
+        "prepared_by": inp.get("prepared_by", ""),
+        "values": {
+            "span_ft": q(span_ft),
+            "tributary_ft": q(tributary_ft),
+            "D_psf": q(D_psf),
+            "L_psf": q(L_psf),
+            "self_weight_klf": q(self_weight_klf),
+            "wD_klf": q(wD_klf),
+            "wL_klf": q(wL_klf),
+            "wu_klf": q(wu_klf),
+            "Mu_kipft": q(Mu_kipft),
+            "Vu_kip": q(Vu_kip),
+            "bw_in": q(bw_in),
+            "h_in": q(h_in),
+            "d_in": q(d_in),
+            "fc_ksi": q(fc_ksi),
+            "fy_ksi": q(fy_ksi),
+            "As_in2": q(As_in2),
+            "a_in": q(a_in),
+            "et": q(et),
+            "phi": q(phi),
+            "Mn_kipft": q(Mn_kipft),
+            "phiMn_kipft": q(phiMn_kipft),
+            "As_min_in2": q(As_min_in2),
+            "Vc_kip": q(Vc_kip),
+            "phiVc_kip": q(phiVc_kip),
+        },
+        "checks": {
+            "flexure": {
+                "demand": q(Mu_kipft),
+                "capacity": q(phiMn_kipft),
+                "ok": Mu_kipft <= phiMn_kipft,
+            },
+            "minimum_steel": {
+                "demand": q(As_min_in2),
+                "capacity": q(As_in2),
+                "ok": As_in2 >= As_min_in2,
+            },
+            "shear": {
+                "demand": q(Vu_kip),
+                "capacity": q(phiVc_kip),
+                "ok": Vu_kip <= phiVc_kip,
+            },
+        },
+    }
+
+
+def write_results(result: dict, path: Path) -> None:
+    path.write_text(json.dumps(result, indent=2) + "\n", encoding="utf-8")
+
+
+def main() -> int:
+    input_path = Path(sys.argv[1]) if len(sys.argv) > 1 else HERE / "input.yaml"
+    output_path = Path(sys.argv[2]) if len(sys.argv) > 2 else input_path.with_name("results.json")
+    with input_path.open(encoding="utf-8") as handle:
+        inp = yaml.safe_load(handle)
+    result = compute(inp)
+    write_results(result, output_path)
+    print(output_path)
+    return 0
+
+
+if __name__ == "__main__":
+    raise SystemExit(main())

concrete-beam2/concrete-beam2.typ

@@ -0,0 +1,119 @@
+#import "assets/sheet.typ": calcline, calcsheet, check
+
+#let data = json("results.json")
+#let n = data.values
+#let checks = data.checks
+#let round(value, digits: 2) = calc.round(value, digits: digits)
+
+#show: calcsheet.with(
+  title: "Concrete Beam Analysis",
+  project: data.project,
+  prepared-by: data.prepared_by,
+)
+
+= Reinforced Concrete Beam
+
+Simple-span rectangular beam under uniform gravity load. YAML quantities are converted by Pint in `calc.py`. This sheet only presents the results.
+
+#let beam-sketch = {
+  set align(center)
+  box(width: 82%, inset: (y: 8pt))[
+    #line(length: 100%, stroke: 1.4pt)
+    #v(-7.5pt)
+    #grid(
+      columns: (auto, 1fr, auto),
+      align: (left, center, right),
+      polygon(fill: black, (0pt, 0pt), (8pt, 10pt), (-8pt, 10pt)),
+      text(size: 9pt)[$w_u$ uniform factored load],
+      polygon(fill: black, (0pt, 0pt), (8pt, 10pt), (-8pt, 10pt)),
+    )
+    #v(2pt)
+    #text(size: 9pt)[#n.span_ft ft simple span · #n.bw_in in × #n.h_in in section]
+  ]
+}
+
+#figure(
+  beam-sketch,
+  caption: [#n.span_ft ft simply supported beam, #n.bw_in in × #n.h_in in rectangular section.],
+)
+
+== Loads and Beam Demand
+
+#calcline([$L = #n.span_ft " ft"$], [Simple span])
+#calcline([$B_t = #n.tributary_ft " ft"$], [Tributary width])
+#calcline([$D = #n.D_psf " psf"$], [Dead load including superimposed dead])
+#calcline([$L_L = #n.L_psf " psf"$], [Live load])
+#calcline([$w_("sw") = #round(n.self_weight_klf, digits: 3) " kip/ft"$], [Beam self-weight])
+#calcline(
+  [$w_u = 1.2 w_D + 1.6 w_L = #round(n.wu_klf, digits: 3) " kip/ft"$],
+  [Factored uniform line load],
+)
+#calcline(
+  [$M_u = w_u L^2 / 8 = #round(n.Mu_kipft) " kip·ft"$],
+  [Maximum positive moment],
+)
+#calcline(
+  [$V_u = w_u L / 2 = #round(n.Vu_kip) " kip"$],
+  [Support shear],
+)
+
+== Flexural Strength
+
+#calcline([$b_w = #n.bw_in " in"$], [Beam width])
+#calcline([$h = #n.h_in " in"$], [Overall depth])
+#calcline([$d = #n.d_in " in"$], [Effective depth])
+#calcline([$f'_c = #n.fc_ksi " ksi"$], [Concrete compressive strength])
+#calcline([$f_y = #n.fy_ksi " ksi"$], [Steel yield strength])
+#calcline([$A_s = #n.As_in2 " in"^2$], [Provided tension steel (2 No. 5)])
+#calcline(
+  [$a = A_s f_y / (0.85 f'_c b_w) = #round(n.a_in, digits: 3) " in"$],
+  [Equivalent compression-block depth],
+)
+#calcline([$epsilon_t = #round(n.et, digits: 4)$], [Net tensile strain])
+#calcline([$phi = #round(n.phi, digits: 2)$], [Strength reduction factor])
+#calcline(
+  [$phi M_n = phi A_s f_y (d - a/2) = #round(n.phiMn_kipft) " kip·ft"$],
+  [Design flexural strength],
+)
+
+#v(7pt)
+#check(
+  "Flexural strength",
+  checks.flexure.demand,
+  checks.flexure.capacity,
+  unit: "kip·ft",
+  ok: checks.flexure.ok,
+  demand-label: [$M_u$],
+  capacity-label: [$phi M_n$],
+)
+
+== Minimum Steel and Concrete Shear
+
+#calcline([$A_("s,min") = #round(n.As_min_in2, digits: 3) " in"^2$], [Minimum longitudinal steel])
+#calcline([$A_("s,prov") = #round(n.As_in2, digits: 3) " in"^2$], [Provided longitudinal steel])
+
+#v(7pt)
+#check(
+  "Minimum longitudinal reinforcement",
+  checks.minimum_steel.demand,
+  checks.minimum_steel.capacity,
+  unit: "in²",
+  ok: checks.minimum_steel.ok,
+  demand-label: [$A_("s,min")$],
+  capacity-label: [$A_("s,prov")$],
+)
+
+#v(10pt)
+#calcline([$V_c = 2 sqrt(f'_c) b_w d = #round(n.Vc_kip) " kip"$], [Concrete shear strength])
+#calcline([$phi V_c = #round(n.phiVc_kip) " kip"$], [Design concrete shear strength])
+
+#v(7pt)
+#check(
+  "Concrete shear",
+  checks.shear.demand,
+  checks.shear.capacity,
+  unit: "kip",
+  ok: checks.shear.ok,
+  demand-label: [$V_u$],
+  capacity-label: [$phi V_c$],
+)

concrete-beam2/input.yaml

@@ -0,0 +1,15 @@
+project: "Deer Creek Shoring"
+prepared_by: "Conemco Engineering"
+
+span: "16 ft"
+tributary: "6.25 ft"
+D: "55 psf"
+L: "20 psf"
+bw: "8 in"
+h: "12 in"
+d: "1 ft"
+fc: "3000 psi"
+fy: "50000 psi"
+As: "0.62 in^2"
+concrete_density: "150 pcf"
+load_combination: "1.2D + 1.6L"

concrete-beam2/results.json

@@ -0,0 +1,49 @@
+{
+  "tool": "concrete_beam2",
+  "version": "0.1",
+  "project": "Deer Creek Shoring",
+  "prepared_by": "Conemco Engineering",
+  "values": {
+    "span_ft": 16.0,
+    "tributary_ft": 6.25,
+    "D_psf": 55.0,
+    "L_psf": 20.0,
+    "self_weight_klf": 0.1,
+    "wD_klf": 0.44375,
+    "wL_klf": 0.125,
+    "wu_klf": 0.7325,
+    "Mu_kipft": 23.44,
+    "Vu_kip": 5.86,
+    "bw_in": 8.0,
+    "h_in": 12.0,
+    "d_in": 12.0,
+    "fc_ksi": 3.0,
+    "fy_ksi": 50.0,
+    "As_in2": 0.62,
+    "a_in": 1.519608,
+    "et": 0.017137,
+    "phi": 0.9,
+    "Mn_kipft": 29.037173,
+    "phiMn_kipft": 26.133456,
+    "As_min_in2": 0.384,
+    "Vc_kip": 10.516273,
+    "phiVc_kip": 7.887205
+  },
+  "checks": {
+    "flexure": {
+      "demand": 23.44,
+      "capacity": 26.133456,
+      "ok": true
+    },
+    "minimum_steel": {
+      "demand": 0.384,
+      "capacity": 0.62,
+      "ok": true
+    },
+    "shear": {
+      "demand": 5.86,
+      "capacity": 7.887205,
+      "ok": true
+    }
+  }
+}

concrete-beam2/test_concrete_beam2.py

@@ -0,0 +1,70 @@
+from pathlib import Path
+import importlib.util
+
+import pytest
+import yaml
+
+
+HERE = Path(__file__).resolve().parent
+
+spec = importlib.util.spec_from_file_location("concrete_beam2_calc", HERE / "calc.py")
+assert spec is not None and spec.loader is not None
+calc_module = importlib.util.module_from_spec(spec)
+spec.loader.exec_module(calc_module)
+compute = calc_module.compute
+
+
+def load_input():
+    with (HERE / "input.yaml").open(encoding="utf-8") as handle:
+        return yaml.safe_load(handle)
+
+
+@pytest.fixture
+def result():
+    return compute(load_input())
+
+
+def test_example_demands(result):
+    v = result["values"]
+    assert v["self_weight_klf"] == pytest.approx(0.1)
+    assert v["wu_klf"] == pytest.approx(0.7325)
+    assert v["Mu_kipft"] == pytest.approx(23.44)
+    assert v["Vu_kip"] == pytest.approx(5.86)
+
+
+def test_example_flexure(result):
+    v = result["values"]
+    assert v["a_in"] == pytest.approx(1.519608, rel=1e-5)
+    assert v["et"] == pytest.approx(0.017137, rel=1e-3)
+    assert v["phi"] == pytest.approx(0.9)
+    assert v["phiMn_kipft"] == pytest.approx(26.133456, rel=1e-5)
+    assert result["checks"]["flexure"]["ok"] is True
+
+
+def test_example_min_steel_and_shear(result):
+    v = result["values"]
+    assert v["As_min_in2"] == pytest.approx(0.384, rel=1e-4)
+    assert v["phiVc_kip"] == pytest.approx(7.887205, rel=1e-4)
+    assert result["checks"]["minimum_steel"]["ok"] is True
+    assert result["checks"]["shear"]["ok"] is True
+
+
+def test_alternate_units_match_default(result):
+    alt = load_input()
+    alt.update(
+        {
+            "span": "192 in",
+            "tributary": "75 in",
+            "fc": "3000 psi",
+        }
+    )
+    converted = compute(alt)
+    for key in ("span_ft", "tributary_ft", "fc_ksi", "Mu_kipft", "phiMn_kipft", "Vu_kip"):
+        assert converted["values"][key] == pytest.approx(result["values"][key], rel=1e-6)
+
+
+def test_wrong_dimension_is_rejected():
+    bad = load_input()
+    bad["span"] = "16 kip"
+    with pytest.raises(ValueError, match="span"):
+        compute(bad)

mudsill-for-shore-post/assets/sheet.typ

@@ -0,0 +1,82 @@
+#let navy = rgb("#1a3a5f")
+#let muted = rgb("#626b73")
+#let pass = rgb("#1f6b45")
+#let fail = rgb("#9b2c2c")
+
+#let calcsheet(
+  title: "Structural Calculation",
+  project: "",
+  prepared-by: "",
+  body,
+) = {
+  set document(title: title, author: prepared-by)
+  set page(
+    paper: "us-letter",
+    margin: (x: 1in, top: 1.25in, bottom: 1in),
+    header: context {
+      grid(
+        columns: (1fr, 1fr),
+        align: (left, right),
+        image("../assets/logo.png", height: 30pt),
+        [#text(size: 9pt)[Project:] \
+          #text(size: 10pt, weight: "bold")[#project]],
+      )
+    },
+    footer: context {
+      set text(size: 8.5pt, fill: muted)
+      stack(
+        spacing: 4pt,
+        line(length: 100%, stroke: 0.5pt + muted),
+        [#prepared-by],
+      )
+    },
+  )
+  set text(font: "Libertinus Serif", size: 10pt, lang: "en")
+  set par(justify: true)
+  set heading(numbering: none)
+  show heading.where(level: 1): set text(size: 14pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set text(size: 11pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set block(above: 2em, below: 1em)
+  body
+}
+
+#let calcline(formula, note) = grid(
+  columns: (1.7fr, 1fr),
+  gutter: 4pt,
+  align: (left, left),
+  formula, text(size: 9pt, fill: muted, note),
+)
+
+#let check(label, demand, capacity, unit: "", ok: auto, demand-label: "Demand", capacity-label: "Capacity") = {
+  let utilization = demand / capacity
+  let passes = if ok == auto { utilization <= 1 } else { ok }
+  let color = if passes { pass } else { fail }
+  block(
+    breakable: false,
+    width: 100%,
+    stroke: 0.8pt + black,
+    inset: 8pt,
+    radius: 2pt,
+  )[
+    #grid(
+      columns: (1fr, auto),
+      [#text(weight: "bold")[#label]],
+      box(stroke: 0.8pt + color, inset: (x: 6pt, y: 2pt))[
+        #text(weight: "bold", fill: color)[#if passes { "OK" } else { "NOT OK" }]
+      ],
+    )
+    #v(4pt)
+    #grid(
+      columns: (1fr, auto),
+      [
+         #demand-label: #calc.round(demand, digits: 2) #unit #h(14pt)
+         #capacity-label: #calc.round(capacity, digits: 2) #unit
+      ],
+      [
+        D/C: #calc.round(utilization, digits: 2)
+      ],
+    )
+  ]
+}
+
+

mudsill-for-shore-post/mudsill-for-shore-post.typ

@@ -0,0 +1,141 @@
+#import "assets/sheet.typ": calcline, calcsheet, check
+
+#show: calcsheet.with(
+  title: "Mudsill Analysis and Design",
+  project: "BNC Typical Shoring",
+  prepared-by: "Conemco Engineering",
+)
+
+#let round(value, digits: 2) = calc.round(value, digits: digits)
+
+= Mudsill Analysis and Design
+
+Analysis to determine the adequacy of a plywood mudsill supporting a shore post
+base over compacted soil. The mudsill consists of stacked plywood panels
+distributing the post load to the ground.
+
+== Geometry and Loads
+
+#let P = 3000.0
+#let Bp = 6.0
+#let Hp = 6.0
+#let B = 18.0
+#let H = 18.0
+#let t = 0.75
+#let N = 3
+
+#calcline([$P = #P " lbf"$], [Post axial load on mudsill])
+#calcline([$B_p = #Bp " in"$], [Post base width])
+#calcline([$H_p = #Hp " in"$], [Post base length])
+#calcline([$B = #B " in"$], [Mudsill panel width])
+#calcline([$H = #H " in"$], [Mudsill panel length])
+#calcline([$t = #t " in"$], [Plywood thickness])
+#calcline([$N = #N$], [Number of plywood panels])
+
+== Plywood Bearing Under Post Base
+
+#let Ap = Bp * Hp
+#let fbrg_ply = P / Ap
+#let Fabrg = 360.0
+
+#calcline([$A_p = B_p H_p = #round(Ap) " in"^2$], [Post base contact area])
+#calcline(
+  [$f_"brg" = P / A_p = #round(fbrg_ply, digits: 3) " psi"$],
+  [Bearing stress in plywood],
+)
+#calcline([$F_"abrg" = #Fabrg " psi"$], [Allowable plywood bearing (D510 ch 4.4.7)])
+
+#v(8pt)
+#check(
+  "Plywood bearing under post base",
+  fbrg_ply,
+  Fabrg,
+  unit: "psi",
+  demand-label: [$f_"brg"$],
+  capacity-label: [$F_"abrg"$],
+)
+
+== Soil Bearing
+
+#let Abrg = (B * H) / 144.0
+#let fbrg_soil = P / Abrg
+#let Fbrg = 2000.0
+
+#calcline([$A_"brg" = (B H) / 144 = #round(Abrg, digits: 3) " ft"^2$], [Mudsill bearing area on soil])
+#calcline(
+  [$f_"brg" = P / A_"brg" = #round(fbrg_soil, digits: 3) " psf"$],
+  [Soil bearing pressure],
+)
+#calcline([$F_"brg" = #Fbrg " psf"$], [Allowable soil bearing pressure])
+
+#v(8pt)
+#check(
+  "Soil bearing pressure",
+  fbrg_soil,
+  Fbrg,
+  unit: "psf",
+  demand-label: [$f_"brg"$],
+  capacity-label: [$F_"brg"$],
+)
+
+== Plywood Bending
+
+The soil pressure acting on the panel produces a lineal load on the plywood
+spanning between the post base edge and the panel edge. A 0.6 reduction factor
+is applied to the soil pressure to account for partial loading at the cantilever.
+
+#let B_ft = B / 12.0
+#let w = 0.6 * fbrg_soil * B_ft
+#let a = (H - Hp) / 2.0
+#let a_ft = a / 12.0
+#let M = w * a_ft * a_ft / 2.0
+#let Sp = N * B * t * t / 6.0
+#let fb = (M * 12.0) / Sp
+#let FbS = 405.0
+#let S = 1.125
+#let Fb = FbS / S
+
+#calcline([$w = 0.6 f_"brg" B = #round(w) " plf"$], [Lineal load on plywood])
+#calcline([$a = (H - H_p) / 2 = #round(a) " in"$], [Cantilever length])
+#calcline([$M = w a^2 / 2 = #round(M) " lbf" dot "ft"$], [Maximum bending moment])
+#calcline([$S_p = N B t^2 / 6 = #round(Sp, digits: 3) " in"^3$], [Section modulus of plywood])
+#calcline(
+  [$f_b = M / S_p = #round(fb, digits: 3) " psi"$],
+  [Bending stress in plywood],
+)
+#calcline([$F_b = F_"bS" / S = #round(Fb) " psi"$], [Allowable bending stress])
+
+#v(8pt)
+#check(
+  "Plywood bending stress",
+  fb,
+  Fb,
+  unit: "psi",
+  demand-label: [$f_b$],
+  capacity-label: [$F_b$],
+)
+
+== Plywood Shear
+
+#let V = w * a_ft
+#let Av = N * B * t
+#let fv = 1.5 * V / Av
+#let Fv = 90.0
+
+#calcline([$V = w a = #round(V) " lbf"$], [Maximum shear force])
+#calcline([$A_v = N B t = #round(Av, digits: 3) " in"^2$], [Shear area of plywood])
+#calcline(
+  [$f_v = 1.5 V / A_v = #round(fv, digits: 3) " psi"$],
+  [Shear stress in plywood],
+)
+#calcline([$F_v = #Fv " psi"$], [Allowable shear stress])
+
+#v(8pt)
+#check(
+  "Plywood shear stress",
+  fv,
+  Fv,
+  unit: "psi",
+  demand-label: [$f_v$],
+  capacity-label: [$F_v$],
+)

shore-post-brace/assets/sheet.typ

@@ -0,0 +1,82 @@
+#let navy = rgb("#1a3a5f")
+#let muted = rgb("#626b73")
+#let pass = rgb("#1f6b45")
+#let fail = rgb("#9b2c2c")
+
+#let calcsheet(
+  title: "Structural Calculation",
+  project: "",
+  prepared-by: "",
+  body,
+) = {
+  set document(title: title, author: prepared-by)
+  set page(
+    paper: "us-letter",
+    margin: (x: 1in, top: 1.25in, bottom: 1in),
+    header: context {
+      grid(
+        columns: (1fr, 1fr),
+        align: (left, right),
+        image("../assets/logo.png", height: 30pt),
+        [#text(size: 9pt)[Project:] \
+          #text(size: 10pt, weight: "bold")[#project]],
+      )
+    },
+    footer: context {
+      set text(size: 8.5pt, fill: muted)
+      stack(
+        spacing: 4pt,
+        line(length: 100%, stroke: 0.5pt + muted),
+        [#prepared-by],
+      )
+    },
+  )
+  set text(font: "Libertinus Serif", size: 10pt, lang: "en")
+  set par(justify: true)
+  set heading(numbering: none)
+  show heading.where(level: 1): set text(size: 14pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set text(size: 11pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set block(above: 2em, below: 1em)
+  body
+}
+
+#let calcline(formula, note) = grid(
+  columns: (1.7fr, 1fr),
+  gutter: 4pt,
+  align: (left, left),
+  formula, text(size: 9pt, fill: muted, note),
+)
+
+#let check(label, demand, capacity, unit: "", ok: auto, demand-label: "Demand", capacity-label: "Capacity") = {
+  let utilization = demand / capacity
+  let passes = if ok == auto { utilization <= 1 } else { ok }
+  let color = if passes { pass } else { fail }
+  block(
+    breakable: false,
+    width: 100%,
+    stroke: 0.8pt + black,
+    inset: 8pt,
+    radius: 2pt,
+  )[
+    #grid(
+      columns: (1fr, auto),
+      [#text(weight: "bold")[#label]],
+      box(stroke: 0.8pt + color, inset: (x: 6pt, y: 2pt))[
+        #text(weight: "bold", fill: color)[#if passes { "OK" } else { "NOT OK" }]
+      ],
+    )
+    #v(4pt)
+    #grid(
+      columns: (1fr, auto),
+      [
+         #demand-label: #calc.round(demand, digits: 2) #unit #h(14pt)
+         #capacity-label: #calc.round(capacity, digits: 2) #unit
+      ],
+      [
+        D/C: #calc.round(utilization, digits: 2)
+      ],
+    )
+  ]
+}
+
+

shore-post/assets/sheet.typ

@@ -0,0 +1,82 @@
+#let navy = rgb("#1a3a5f")
+#let muted = rgb("#626b73")
+#let pass = rgb("#1f6b45")
+#let fail = rgb("#9b2c2c")
+
+#let calcsheet(
+  title: "Structural Calculation",
+  project: "",
+  prepared-by: "",
+  body,
+) = {
+  set document(title: title, author: prepared-by)
+  set page(
+    paper: "us-letter",
+    margin: (x: 1in, top: 1.25in, bottom: 1in),
+    header: context {
+      grid(
+        columns: (1fr, 1fr),
+        align: (left, right),
+        image("../assets/logo.png", height: 30pt),
+        [#text(size: 9pt)[Project:] \
+          #text(size: 10pt, weight: "bold")[#project]],
+      )
+    },
+    footer: context {
+      set text(size: 8.5pt, fill: muted)
+      stack(
+        spacing: 4pt,
+        line(length: 100%, stroke: 0.5pt + muted),
+        [#prepared-by],
+      )
+    },
+  )
+  set text(font: "Libertinus Serif", size: 10pt, lang: "en")
+  set par(justify: true)
+  set heading(numbering: none)
+  show heading.where(level: 1): set text(size: 14pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set text(size: 11pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set block(above: 2em, below: 1em)
+  body
+}
+
+#let calcline(formula, note) = grid(
+  columns: (1.7fr, 1fr),
+  gutter: 4pt,
+  align: (left, left),
+  formula, text(size: 9pt, fill: muted, note),
+)
+
+#let check(label, demand, capacity, unit: "", ok: auto, demand-label: "Demand", capacity-label: "Capacity") = {
+  let utilization = demand / capacity
+  let passes = if ok == auto { utilization <= 1 } else { ok }
+  let color = if passes { pass } else { fail }
+  block(
+    breakable: false,
+    width: 100%,
+    stroke: 0.8pt + black,
+    inset: 8pt,
+    radius: 2pt,
+  )[
+    #grid(
+      columns: (1fr, auto),
+      [#text(weight: "bold")[#label]],
+      box(stroke: 0.8pt + color, inset: (x: 6pt, y: 2pt))[
+        #text(weight: "bold", fill: color)[#if passes { "OK" } else { "NOT OK" }]
+      ],
+    )
+    #v(4pt)
+    #grid(
+      columns: (1fr, auto),
+      [
+         #demand-label: #calc.round(demand, digits: 2) #unit #h(14pt)
+         #capacity-label: #calc.round(capacity, digits: 2) #unit
+      ],
+      [
+        D/C: #calc.round(utilization, digits: 2)
+      ],
+    )
+  ]
+}
+
+

shore-post/shore-post.typ

@@ -0,0 +1,68 @@
+#import "assets/sheet.typ": calcline, calcsheet, check
+
+#show: calcsheet.with(
+  title: "Shore Post Analysis and Design",
+  project: "Deer Creek Shoring",
+  prepared-by: "Conemco Engineering",
+)
+
+#let round(value, digits: 2) = calc.round(value, digits: digits)
+
+= Shore Post Analysis and Design
+
+Analysis to determine the axial demand for heavy duty shore post supporting the building's roof adjacent to the masonry walls to be repaired.
+
+#figure(
+  image("assets/tributary-areas.png", width: 69%),
+  caption: [Plan tributary area for highest loaded shore post pair.],
+)
+
+== Tributary Area
+
+#let Bx = 6.25
+#let By = 16
+#let At = Bx * By
+
+#calcline([$S_x = #Bx " ft"$], [Tributary width in x (Spacing in X)])
+#calcline([$S_y = #By " ft"$], [Tributary width in y (Spacing in Y)])
+#calcline(
+  [$A_t = S_x S_y = #round(At) " ft"^2$],
+  [Plan tributary area],
+)
+
+== Load Determination
+
+#let DL = 40.0
+#let SDL = 15.0
+#let LL = 20.0
+
+#let P = ((DL + SDL + LL) * At) / 2
+
+#calcline([$D = #DL " psf"$], [Dead load])
+#calcline([$D_("s") = #SDL " psf"$], [Superimposed dead load])
+#calcline([$L_L = #LL " psf"$], [Live load])
+
+#calcline(
+  [$P_max = display((( D + D_("s") + L_L) A_t ) / 2) = #round(P) " lbf"$],
+  [Maximum service load on one post],
+)
+
+== Shore Post Axial Capacity
+
+Considering AS550 Heavy Duty Shore post
+
+#let H = 14
+#let Pcap = 6400
+
+#calcline([$H = #H " ft"$], [Shore post height])
+#calcline([$P_("cap") = #Pcap " lbf"$], [AS550 Shore post capacity as per tech report])
+
+#v(8pt)
+#check(
+  "Shore post axial capacity",
+  P,
+  Pcap,
+  unit: "lbf",
+  demand-label: [$P_max$],
+  capacity-label: [$P_"cap"$],
+)

slab-on-grade/assets/sheet.typ

@@ -0,0 +1,82 @@
+#let navy = rgb("#1a3a5f")
+#let muted = rgb("#626b73")
+#let pass = rgb("#1f6b45")
+#let fail = rgb("#9b2c2c")
+
+#let calcsheet(
+  title: "Structural Calculation",
+  project: "",
+  prepared-by: "",
+  body,
+) = {
+  set document(title: title, author: prepared-by)
+  set page(
+    paper: "us-letter",
+    margin: (x: 1in, top: 1.25in, bottom: 1in),
+    header: context {
+      grid(
+        columns: (1fr, 1fr),
+        align: (left, right),
+        image("../assets/logo.png", height: 30pt),
+        [#text(size: 9pt)[Project:] \
+          #text(size: 10pt, weight: "bold")[#project]],
+      )
+    },
+    footer: context {
+      set text(size: 8.5pt, fill: muted)
+      stack(
+        spacing: 4pt,
+        line(length: 100%, stroke: 0.5pt + muted),
+        [#prepared-by],
+      )
+    },
+  )
+  set text(font: "Libertinus Serif", size: 10pt, lang: "en")
+  set par(justify: true)
+  set heading(numbering: none)
+  show heading.where(level: 1): set text(size: 14pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set text(size: 11pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set block(above: 2em, below: 1em)
+  body
+}
+
+#let calcline(formula, note) = grid(
+  columns: (1.7fr, 1fr),
+  gutter: 4pt,
+  align: (left, left),
+  formula, text(size: 9pt, fill: muted, note),
+)
+
+#let check(label, demand, capacity, unit: "", ok: auto, demand-label: "Demand", capacity-label: "Capacity") = {
+  let utilization = demand / capacity
+  let passes = if ok == auto { utilization <= 1 } else { ok }
+  let color = if passes { pass } else { fail }
+  block(
+    breakable: false,
+    width: 100%,
+    stroke: 0.8pt + black,
+    inset: 8pt,
+    radius: 2pt,
+  )[
+    #grid(
+      columns: (1fr, auto),
+      [#text(weight: "bold")[#label]],
+      box(stroke: 0.8pt + color, inset: (x: 6pt, y: 2pt))[
+        #text(weight: "bold", fill: color)[#if passes { "OK" } else { "NOT OK" }]
+      ],
+    )
+    #v(4pt)
+    #grid(
+      columns: (1fr, auto),
+      [
+         #demand-label: #calc.round(demand, digits: 2) #unit #h(14pt)
+         #capacity-label: #calc.round(capacity, digits: 2) #unit
+      ],
+      [
+        D/C: #calc.round(utilization, digits: 2)
+      ],
+    )
+  ]
+}
+
+

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slab-on-grade/slab-on-grade.typ

@@ -0,0 +1,74 @@
+#import "assets/sheet.typ": calcline, calcsheet, check
+
+#show: calcsheet.with(
+  title: "Slab-On-Grade Design",
+  project: "Pinecrest Residence",
+  prepared-by: "Conemco Engineering",
+)
+
+#let round(value, digits: 2) = calc.round(value, digits: digits)
+
+= Slab-On-Grade Design
+
+Considering 4" thick, 3000 psi slab on grade with 6x6 w.2.1. For interior use.
+
+== Input Data
+
+#let t = 5
+#let L = 15
+#let fc = 3000
+#let wc = 150
+#let fy = 60000
+#let fs = (2 / 3) * fy
+#let DL = 20
+#let LL = 100
+#let b = 12
+
+#calcline([$t = #t " in"$], [Slab thickness])
+#calcline([$L = #L " ft"$], [Max joint spacing])
+#calcline([$f'c = #fc " psi"$], [Concrete strength])
+#calcline([$omega_c = #wc " pcf"$], [Concrete density])
+#calcline([$f_y = #fy " psi"$], [Steel strength])
+#calcline([$f_s = (2\/3) f_y = #fs " psi"$], [Working stress])
+#calcline([$D_L = #DL " psf"$], [Dead load])
+#calcline([$L_L = #LL " psf"$], [Live load])
+#calcline([$b = #b " in"$], [Design width])
+
+== Acting Load
+
+#let w = wc * (t / 12) + DL + LL
+
+#calcline(
+  [$w = omega_c dot t + D_L + L_L = #round(w) " psf"$],
+  [Design lineal load],
+)
+
+== Required Steel Reinforcement
+
+#let F = 1.5
+#let As_req = (F * L * w) / (2 * fs)
+
+#calcline([$F = #F$], [Subgrade friction factor])
+#calcline(
+  [$A_(s,"req") = display((F L w) / (2 f_s)) = #round(As_req, digits: 4) " in²/ft"$],
+  [Required steel reinf area using subgrade drag equation],
+)
+
+== Provided Steel Reinforcement
+
+#let As = 0.058
+
+#calcline(
+  [$A_s = #As " in²/ft"$],
+  [Provided steel reinf. area #linebreak() WWF 6"x6" 2.9x2.9],
+)
+
+#v(8pt)
+#check(
+  "Provided steel reinforcement",
+  As_req,
+  As,
+  unit: "in²/ft",
+  demand-label: [$A_(s,"req")$],
+  capacity-label: [$A_s$],
+)

steel-beam/assets/sheet.typ

@@ -0,0 +1,82 @@
+#let navy = rgb("#1a3a5f")
+#let muted = rgb("#626b73")
+#let pass = rgb("#1f6b45")
+#let fail = rgb("#9b2c2c")
+
+#let calcsheet(
+  title: "Structural Calculation",
+  project: "",
+  prepared-by: "",
+  body,
+) = {
+  set document(title: title, author: prepared-by)
+  set page(
+    paper: "us-letter",
+    margin: (x: 1in, top: 1.25in, bottom: 1in),
+    header: context {
+      grid(
+        columns: (1fr, 1fr),
+        align: (left, right),
+        image("../assets/logo.png", height: 30pt),
+        [#text(size: 9pt)[Project:] \
+          #text(size: 10pt, weight: "bold")[#project]],
+      )
+    },
+    footer: context {
+      set text(size: 8.5pt, fill: muted)
+      stack(
+        spacing: 4pt,
+        line(length: 100%, stroke: 0.5pt + muted),
+        [#prepared-by],
+      )
+    },
+  )
+  set text(font: "Libertinus Serif", size: 10pt, lang: "en")
+  set par(justify: true)
+  set heading(numbering: none)
+  show heading.where(level: 1): set text(size: 14pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set text(size: 11pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set block(above: 2em, below: 1em)
+  body
+}
+
+#let calcline(formula, note) = grid(
+  columns: (1.7fr, 1fr),
+  gutter: 4pt,
+  align: (left, left),
+  formula, text(size: 9pt, fill: muted, note),
+)
+
+#let check(label, demand, capacity, unit: "", ok: auto, demand-label: "Demand", capacity-label: "Capacity") = {
+  let utilization = demand / capacity
+  let passes = if ok == auto { utilization <= 1 } else { ok }
+  let color = if passes { pass } else { fail }
+  block(
+    breakable: false,
+    width: 100%,
+    stroke: 0.8pt + black,
+    inset: 8pt,
+    radius: 2pt,
+  )[
+    #grid(
+      columns: (1fr, auto),
+      [#text(weight: "bold")[#label]],
+      box(stroke: 0.8pt + color, inset: (x: 6pt, y: 2pt))[
+        #text(weight: "bold", fill: color)[#if passes { "OK" } else { "NOT OK" }]
+      ],
+    )
+    #v(4pt)
+    #grid(
+      columns: (1fr, auto),
+      [
+         #demand-label: #calc.round(demand, digits: 2) #unit #h(14pt)
+         #capacity-label: #calc.round(capacity, digits: 2) #unit
+      ],
+      [
+        D/C: #calc.round(utilization, digits: 2)
+      ],
+    )
+  ]
+}
+
+

steel-beam/calc.py

@@ -0,0 +1,255 @@
+from __future__ import annotations
+
+import json
+import math
+import sys
+import argparse
+from pathlib import Path
+from zipfile import ZipFile
+from xml.etree import ElementTree as ET
+
+try:
+    import yaml
+except ImportError:
+    raise SystemExit("Install dependencies: python -m pip install -r requirements.txt")
+
+try:
+    from pint import DimensionalityError, UndefinedUnitError, UnitRegistry
+except ImportError:
+    raise SystemExit("Install dependencies: python -m pip install -r requirements.txt")
+
+
+HERE = Path(__file__).resolve().parent
+DATABASE = HERE / "aisc-shapes-database-v15.0.xlsx"
+NS = {"m": "http://schemas.openxmlformats.org/spreadsheetml/2006/main"}
+
+ureg = UnitRegistry()
+ureg.define("kip = 1000 * force_pound")
+ureg.define("ksi = kip / inch ** 2")
+ureg.define("psf = force_pound / foot ** 2")
+
+
+def quantity(value, unit: str, name: str) -> float:
+    try:
+        q = ureg.Quantity(value).to(unit)
+    except (DimensionalityError, UndefinedUnitError, TypeError, ValueError) as exc:
+        raise ValueError(f"{name}: expected {unit}, got {value!r}") from exc
+    magnitude = float(q.magnitude)
+    if magnitude <= 0:
+        raise ValueError(f"{name} must be positive")
+    return magnitude
+
+
+def _shared_strings(book: ZipFile) -> list[str]:
+    root = ET.fromstring(book.read("xl/sharedStrings.xml"))
+    return ["".join(t.text or "" for t in item.findall(".//m:t", NS)) for item in root.findall("m:si", NS)]
+
+
+def _cell_value(cell: ET.Element, shared: list[str]):
+    value = cell.find("m:v", NS)
+    if value is None:
+        return None
+    text = value.text or ""
+    if cell.get("t") == "s":
+        return shared[int(text)]
+    try:
+        return float(text)
+    except ValueError:
+        return text
+
+
+def load_section(label: str, path: Path = DATABASE) -> dict[str, float | str]:
+    with ZipFile(path) as book:
+        shared = _shared_strings(book)
+        root = ET.fromstring(book.read("xl/worksheets/sheet2.xml"))
+    rows = root.findall(".//m:sheetData/m:row", NS)
+    headers: dict[str, int] = {}
+    for cell in rows[0].findall("m:c", NS):
+        # The workbook repeats the metric section after the first 84 columns;
+        # the first occurrence is the US customary section used here.
+        headers.setdefault(str(_cell_value(cell, shared)), _column_number(cell.get("r", "A1")))
+    label_column = headers["AISC_Manual_Label"]
+    wanted = {
+        # Use detailing dimensions for d and thicknesses, as shown in the
+        # reference sheet; nominal dimensions are also retained in the source.
+        "A": "A", "d": "ddet", "b": "bfdet", "tf": "tfdet", "tw": "twdet",
+        "Ix": "Ix", "Zx": "Zx", "Sx": "Sx", "Iy": "Iy", "Zy": "Zy",
+        "Sy": "Sy", "ry": "ry", "J": "J", "rts": "rts", "ho": "ho",
+        "lambda": "h/tw",
+    }
+    for row in rows[1:]:
+        values = {_column_number(cell.get("r", "A1")): _cell_value(cell, shared) for cell in row.findall("m:c", NS)}
+        if values.get(label_column) == label:
+            result: dict[str, float | str] = {"label": label}
+            for name, header in wanted.items():
+                raw = values.get(headers[header])
+                if raw is None or raw == "–":
+                    raise ValueError(f"Section {label} has no usable {header} property")
+                result[name] = float(raw)
+            return result
+    raise ValueError(f"Section {label!r} was not found in {path.name}")
+
+
+def _column_number(reference: str) -> int:
+    letters = "".join(ch for ch in reference if ch.isalpha())
+    number = 0
+    for letter in letters:
+        number = number * 26 + ord(letter.upper()) - ord("A") + 1
+    return number
+
+
+def compute(inp: dict, database: Path = DATABASE) -> dict:
+    beam_length = quantity(inp["beam_length"], "ft", "beam_length")
+    unbraced_length = quantity(inp["unbraced_length"], "in", "unbraced_length")
+    moment_kipft = quantity(inp["Mu"], "kip * ft", "Mu")
+    shear_kip = quantity(inp["Vu"], "kip", "Vu")
+    E = quantity(inp["steel_modulus"], "ksi", "steel_modulus")
+    Fy = quantity(inp["steel_yield"], "ksi", "steel_yield")
+    service_load = quantity(inp["service_load"], "lbf/ft", "service_load")
+    Cb = float(inp.get("cb", 1))
+    c = float(inp.get("c", 1))
+    if Cb <= 0 or c <= 0:
+        raise ValueError("cb and c must be positive")
+    section = load_section(str(inp["section"]), database)
+
+    # The entered demands are the factored moment and the factored reaction on
+    # the connector (used here as the factored shear). They arrive from the load
+    # determination, which is based on a uniform gravity load, so the equivalent
+    # factored uniform load is recovered from the shear: w_u = 2 V_u / L.
+    factored_uniform_load_kipft = 2.0 * shear_kip / beam_length
+
+    Lb = unbraced_length
+    Lp = 1.76 * float(section["ry"]) * math.sqrt(E / Fy)
+    rts = float(section["rts"])
+    Sx = float(section["Sx"])
+    ho = float(section["ho"])
+    J = float(section["J"])
+    Lr = 1.95 * rts * E / (0.7 * Fy) * math.sqrt(J * c / (Sx * ho) + math.sqrt((J * c / (Sx * ho)) ** 2 + 6.76 * (0.7 * Fy / E) ** 2))
+    Fcr = Cb * math.pi**2 * E / (Lb / rts) ** 2 * math.sqrt(1 + 0.078 * J * c / (Sx * ho) * (Lb / rts) ** 2)
+    Mp = Fy * float(section["Zx"]) / 12.0
+    if Lb <= Lp:
+        Mn_ltb = Mp
+        ltb_mode = "yielding"
+    elif Lb <= Lr:
+        Mn_ltb = Cb * (Mp - (Mp - 0.7 * Fy * Sx / 12.0) * (Lb - Lp) / (Lr - Lp))
+        ltb_mode = "inelastic LTB"
+    else:
+        Mn_ltb = Fcr * Sx / 12.0
+        ltb_mode = "elastic LTB"
+    Mn = min(Mp, Mn_ltb)
+    phi_mn = 0.9 * Mn
+
+    Aw = float(section["d"]) * float(section["tw"])
+    lambda_lim = 2.24 * math.sqrt(E / Fy)
+    kv = 5.34
+    lambda_web = float(section["lambda"])
+    cv1 = 1.0 if lambda_web <= 1.10 * math.sqrt(kv * E / Fy) else 1.10 * math.sqrt(kv * E / Fy) / lambda_web
+    phi_v = 1.0 if lambda_web <= lambda_lim else 0.9
+    phi_vn = phi_v * 0.6 * Fy * Aw * cv1
+
+    # Serviceability deflection under the service uniform load (L/240 limit).
+    L_in = beam_length * 12.0
+    w_serv_lbf_in = service_load / 12.0
+    delta_limit = L_in / 240.0
+    delta = 5.0 * w_serv_lbf_in * L_in ** 4 / (384.0 * (E * 1000.0) * float(section["Ix"]))
+
+    def q(value: float) -> float:
+        return round(value, 6)
+
+    values = {
+        "beam_length_ft": q(beam_length),
+        "unbraced_length_in": q(Lb),
+        "factored_uniform_load_kipft": q(factored_uniform_load_kipft),
+        "service_load_lbf_ft": q(service_load),
+        "moment_kipft": q(moment_kipft),
+        "shear_kip": q(shear_kip),
+        "E_ksi": q(E),
+        "Fy_ksi": q(Fy),
+        "Lp_in": q(Lp),
+        "Lr_ft": q(Lr / 12),
+        "Lb_ft": q(Lb / 12),
+        "rts_in": q(rts),
+        "Fcr_ksi": q(Fcr),
+        "Mp_kipft": q(Mp),
+        "MnLTB_kipft": q(Mn_ltb),
+        "Mn_kipft": q(Mn),
+        "phiMn_kipft": q(phi_mn),
+        "Aw_in2": q(Aw),
+        "lambda": q(lambda_web),
+        "lambda_lim": q(lambda_lim),
+        "kv": q(kv),
+        "Cv1": q(cv1),
+        "phi_v": q(phi_v),
+        "phiVn_kip": q(phi_vn),
+        "delta_limit_in": q(delta_limit),
+        "delta_in": q(delta),
+        "ltb_mode": ltb_mode,
+    }
+    values.update({f"section_{key}": q(float(value)) for key, value in section.items() if key != "label"})
+    return {
+        "tool": "steel_beam",
+        "version": "0.1",
+        "project": inp.get("project", ""),
+        "prepared_by": inp.get("prepared_by", ""),
+        "section": section["label"],
+        "values": values,
+        "checks": {
+            "flexure": {"demand": q(moment_kipft), "capacity": q(phi_mn), "ok": moment_kipft <= phi_mn},
+            "shear": {"demand": q(shear_kip), "capacity": q(phi_vn), "ok": shear_kip <= phi_vn},
+            "deflection": {"demand": q(delta), "capacity": q(delta_limit), "ok": delta <= delta_limit},
+        },
+    }
+
+
+def summary(result: dict) -> str:
+    values = result["values"]
+    checks = result["checks"]
+
+    def status(name: str) -> str:
+        return "OK" if checks[name]["ok"] else "NOT OK"
+
+    return "\n".join(
+        [
+            "Steel Beam Design Summary",
+            f"Project: {result['project']}",
+            f"Section: {result['section']}",
+            f"Span: {values['beam_length_ft']:.2f} ft",
+            "",
+            "Demands",
+            f"  Factored moment, Mu: {values['moment_kipft']:.3f} kip-ft",
+            f"  Factored shear, Vu:  {values['shear_kip']:.3f} kip",
+            f"  Service load:        {values.get('service_load_lbf_ft', 'see input')} lbf/ft",
+            "",
+            "Strength",
+            f"  Flexure: {status('flexure')} ({values['phiMn_kipft']:.3f} kip-ft capacity, D/C {values['moment_kipft'] / values['phiMn_kipft']:.3f})",
+            f"  Shear:   {status('shear')} ({values['phiVn_kip']:.3f} kip capacity, D/C {values['shear_kip'] / values['phiVn_kip']:.3f})",
+            f"  LTB mode: {values['ltb_mode']}",
+            "",
+            "Serviceability",
+            f"  Deflection: {status('deflection')} ({values['delta_in']:.3f} in / {values['delta_limit_in']:.3f} in limit, D/C {values['delta_in'] / values['delta_limit_in']:.3f})",
+        ]
+    )
+
+
+def main(argv: list[str] | None = None) -> int:
+    parser = argparse.ArgumentParser(description="Calculate the steel beam design from a YAML input file.")
+    parser.add_argument("--input", "-i", type=Path, default=HERE / "input.yaml", help="YAML input path")
+    parser.add_argument("--output", "-o", type=Path, help="JSON output path; defaults beside the input")
+    parser.add_argument("--stdout", action="store_true", help="Write a human-readable design summary to stdout")
+    args = parser.parse_args(argv)
+
+    input_path = args.input
+    output_path = args.output or input_path.with_name("results.json")
+    with input_path.open(encoding="utf-8") as handle:
+        result = compute(yaml.safe_load(handle))
+    serialized = json.dumps(result, indent=2) + "\n"
+    if args.stdout:
+        sys.stdout.write(summary(result) + "\n")
+    else:
+        output_path.write_text(serialized, encoding="utf-8")
+        print(output_path)
+    return 0
+
+
+if __name__ == "__main__":
+    raise SystemExit(main())

steel-beam/input.yaml

@@ -0,0 +1,25 @@
+# Project name shown in the Typst report header.
+project: "Casablanca Hotel - 16 Steel Joists Replacement"
+# Person or organization shown in the Typst report footer.
+prepared_by: "Conemco Engineering"
+
+# Beam span used for the service deflection limit.
+beam_length: "9 ft"
+# Unbraced length of the compression flange used for lateral-torsional buckling.
+unbraced_length: "9 ft"
+# Factored major-axis bending demand taken from load-determination.typ.
+Mu: "8.124 kip * ft"
+# Factored reaction on the connector, used here as the factored shear demand.
+Vu: "3.611 kip"
+# AISC Shapes Database v15.0 label. Section properties are read from the XLSX.
+section: "W10X15"
+# Steel yield stress used for flexure and shear (AISC A992).
+steel_yield: "50 ksi"
+# Steel elastic modulus used for LTB and deflection.
+steel_modulus: "29000 ksi"
+# LTB moment-gradient factor. Use the applicable AISC Cb value.
+cb: 1
+# AISC coefficient c for the selected I-shape LTB equation.
+c: 1
+# Service uniform load for the deflection check (lbf/ft).
+service_load: "548.98 lbf/ft"

steel-beam/results.json

@@ -0,0 +1,69 @@
+{
+  "tool": "steel_beam",
+  "version": "0.1",
+  "project": "Casablanca Hotel - 16 Steel Joists Replacement",
+  "prepared_by": "Conemco Engineering",
+  "section": "W10X15",
+  "values": {
+    "beam_length_ft": 9.0,
+    "unbraced_length_in": 108.0,
+    "factored_uniform_load_kipft": 0.802444,
+    "service_load_lbf_ft": 548.98,
+    "moment_kipft": 8.124,
+    "shear_kip": 3.611,
+    "E_ksi": 29000.0,
+    "Fy_ksi": 50.0,
+    "Lp_in": 34.332994,
+    "Lr_ft": 8.608917,
+    "Lb_ft": 9.0,
+    "rts_in": 1.01,
+    "Fcr_ksi": 32.555772,
+    "Mp_kipft": 66.666667,
+    "MnLTB_kipft": 37.439137,
+    "Mn_kipft": 37.439137,
+    "phiMn_kipft": 33.695224,
+    "Aw_in2": 2.5,
+    "lambda": 38.5,
+    "lambda_lim": 53.946344,
+    "kv": 5.34,
+    "Cv1": 1.0,
+    "phi_v": 1.0,
+    "phiVn_kip": 75.0,
+    "delta_limit_in": 0.45,
+    "delta_in": 0.040559,
+    "ltb_mode": "elastic LTB",
+    "section_A": 4.41,
+    "section_d": 10.0,
+    "section_b": 4.0,
+    "section_tf": 0.25,
+    "section_tw": 0.25,
+    "section_Ix": 68.9,
+    "section_Zx": 16.0,
+    "section_Sx": 13.8,
+    "section_Iy": 2.89,
+    "section_Zy": 2.3,
+    "section_Sy": 1.45,
+    "section_ry": 0.81,
+    "section_J": 0.104,
+    "section_rts": 1.01,
+    "section_ho": 9.72,
+    "section_lambda": 38.5
+  },
+  "checks": {
+    "flexure": {
+      "demand": 8.124,
+      "capacity": 33.695224,
+      "ok": true
+    },
+    "shear": {
+      "demand": 3.611,
+      "capacity": 75.0,
+      "ok": true
+    },
+    "deflection": {
+      "demand": 0.040559,
+      "capacity": 0.45,
+      "ok": true
+    }
+  }
+}

steel-beam/steel-beam.typ

@@ -0,0 +1,84 @@
+#import "assets/sheet.typ": calcline, calcsheet, check
+
+#let data = json("results.json")
+#let n = data.values
+#let checks = data.checks
+#let round(value, digits: 2) = calc.round(value, digits: digits)
+
+#show: calcsheet.with(
+  title: "Steel Beam Design",
+  project: data.project,
+  prepared-by: data.prepared_by,
+)
+
+= Steel Beam Design
+
+Steel beam design for the Casablanca Hotel steel-joist replacement. Demands determined assuming
+the new beam takes all load, non-composite action with concrete slab.
+
+== Factored Demands
+As determined in "Load Determination section"
+
+#let Mu_lbf = n.moment_kipft * 1000
+#let Vu_lbf = n.shear_kip * 1000
+#let L = n.beam_length_ft
+#let wu_kipft = n.factored_uniform_load_kipft
+#let wu_lbf = wu_kipft * 1000
+
+#calcline([$M_u = #round(n.moment_kipft, digits: 2) "kip·ft"$], [Factored moment from load determination])
+#calcline([$V_u = #round(n.shear_kip, digits: 2) "kip"$], [Factored reaction on connector (factored shear)])
+#calcline([$L = #L "ft"$], [Beam span])
+
+#metadata((Mu_kipft: n.moment_kipft, Vu_kip: n.shear_kip)) <load-demands>
+
+== Material And Section Properties
+
+#calcline([$E = #n.E_ksi "ksi"$], [Steel Young's modulus])
+#calcline([$F_y = #n.Fy_ksi "ksi"$], [Steel yield strength])
+#calcline([$"Section" = #data.section$], [AISC W-shape])
+#calcline([$d = #n.section_d "in"$, $b = #n.section_b "in"$], [Depth and flange width])
+#calcline([$t_f = #n.section_tf "in"$, $t_w = #n.section_tw "in"$], [Flange and web thickness])
+#calcline([$A = #n.section_A "in"^2$], [Section area])
+#calcline([$r_y = #n.section_ry "in"$], [Weak-axis radius of gyration])
+#calcline([$S_x = #n.section_Sx "in"^3$, $Z_x = #n.section_Zx "in"^3$], [Elastic and plastic major-axis modulus])
+#calcline([$S_y = #n.section_Sy "in"^3$, $Z_y = #n.section_Zy "in"^3$], [Elastic and plastic minor-axis modulus])
+#calcline([$h_o = #n.section_ho "in"$, $J = #n.section_J "in"^4$], [Flange centroid distance and torsional constant])
+#calcline([$I_x = #n.section_Ix "in"^4$, $I_y = #n.section_Iy "in"^4$], [Major and minor-axis inertia])
+#calcline([$lambda = #n.lambda$], [Web slenderness ratio])
+
+== Bending About Major Axis
+
+#calcline([$L_b = #round(n.Lb_ft, digits: 2) "ft"$], [Unbraced length of compression flange])
+#calcline([$L_p = 1.76 r_y sqrt(E / F_y) = #round(n.Lp_in / 12, digits: 2) "ft"$], [Limit for yielding])
+#calcline([$C_b = 1$, $c = 1$], [Moment gradient and I-shape coefficient])
+#calcline([$r_"ts" = sqrt(I_y h_o / (2 S_x)) = #round(n.section_rts, digits: 2) "in"$], [Effective radius of gyration])
+#calcline([$L_r = 1.95 r_"ts" E / (0.7 F_y) sqrt((J c)/(S_x h_o) + sqrt(((J c)/(S_x h_o))^2 + 6.76 (0.7 F_y / E)^2)) = #round(n.Lr_ft, digits: 2) "ft"$], [Limit for inelastic torsional buckling])
+#calcline([$F_"cr" = (C_b pi^2 E)/(L_b/r_"ts")^2 sqrt(1 + 0.078 (J c)/(S_x h_o) (L_b/r_"ts")^2) = #round(n.Fcr_ksi, digits: 2) "ksi"$], [Elastic lateral-torsional-buckling stress])
+#calcline([$M_p = F_y Z_x = #round(n.Mp_kipft, digits: 2) "kip·ft"$], [Plastic moment])
+#calcline([$M_n("LTB") = M_p, "for" L_b <= L_p$], [LTB moment for yielding range])
+#calcline([$M_n("LTB") = C_b [M_p - (M_p - 0.7 F_y S_x)(L_b - L_p)/(L_r - L_p)], "for" L_p < L_b <= L_r$], [LTB moment for inelastic range])
+#calcline([$M_n("LTB") = F_"cr" S_x, "for" L_b > L_r$], [LTB moment for elastic range])
+#calcline([$M_n("LTB") = #round(n.MnLTB_kipft, digits: 2) "kip·ft"$], [Lateral-torsional-buckling strength])
+#calcline([$M_n = min(M_p, M_n("LTB")) = #round(n.Mn_kipft, digits: 2) "kip·ft"$], [Nominal bending capacity])
+#calcline([$phi M_n = 0.9 M_n = #round(n.phiMn_kipft, digits: 2) "kip·ft"$], [Design bending capacity])
+
+#check("Flexure", checks.flexure.demand, checks.flexure.capacity, unit: "kip·ft", ok: checks.flexure.ok, demand-label: [$M_u$], capacity-label: [$phi M_n$])
+
+== Shear Of Web
+
+#calcline([$A_w = d t_w = #round(n.Aw_in2, digits: 3) "in"^2$], [Web area])
+#calcline([$lambda_lim = 2.24 sqrt(E / F_y) = #round(n.lambda_lim, digits: 3)$], [Limiting web slenderness])
+#calcline([$k_v = #n.kv$], [Web shear buckling coefficient])
+#calcline([$C_"v1" = #n.Cv1$], [Web shear strength coefficient])
+#calcline([$phi_v = #n.phi_v$], [Shear reduction factor])
+#calcline([$phi V_n = phi_v 0.6 F_y A_w C_"v1" = #round(n.phiVn_kip, digits: 3) "kip"$], [Design shear capacity])
+
+#check("Shear", checks.shear.demand, checks.shear.capacity, unit: "kip", ok: checks.shear.ok, demand-label: [$V_u$], capacity-label: [$phi V_n$])
+
+== Deflection
+
+#calcline([$delta_max = L / 240 = #round(n.delta_limit_in, digits: 3) "in"$], [Maximum allowed deflection])
+#calcline([$delta = 5/384 (w L^4) / (E I_x) = #round(n.delta_in, digits: 3) "in"$], [Expected center deflection under service uniform load])
+
+#check("Deflection", checks.deflection.demand, checks.deflection.capacity, unit: "in", ok: checks.deflection.ok, demand-label: [$delta$], capacity-label: [$delta_"max"$])
+

steel-beam/test_steel_beam.py

@@ -0,0 +1,92 @@
+from pathlib import Path
+import importlib.util
+import json
+import subprocess
+import sys
+
+import pytest
+import yaml
+
+HERE = Path(__file__).resolve().parent
+spec = importlib.util.spec_from_file_location("steel_beam_calc", HERE / "calc.py")
+assert spec is not None and spec.loader is not None
+module = importlib.util.module_from_spec(spec)
+spec.loader.exec_module(module)
+
+
+def result():
+    with (HERE / "input.yaml").open(encoding="utf-8") as handle:
+        return module.compute(yaml.safe_load(handle))
+
+
+def test_typst_load_demands_match_checked_inputs():
+    subprocess.run([sys.executable, str(HERE / "calc.py")], check=True, cwd=HERE.parents[1])
+    query = subprocess.run(
+        [
+            "typst", "eval", "query(<load-demands>)", "--root", ".",
+            "--in", "calcs/steel-beam/steel-beam.typ", "--format", "json",
+        ],
+        check=True,
+        capture_output=True,
+        text=True,
+        cwd=HERE.parents[1],
+    )
+    published = json.loads(query.stdout)
+    assert len(published) == 1
+    derived = published[0]["value"]
+    values = result()["values"]
+    assert derived["Mu_kipft"] == pytest.approx(values["moment_kipft"], abs=0.001)
+    assert derived["Vu_kip"] == pytest.approx(values["shear_kip"], abs=0.001)
+
+
+def test_ground_truth_section_properties():
+    values = result()["values"]
+    assert values["section_d"] == pytest.approx(5.875)
+    assert values["section_A"] == pytest.approx(2.52)
+    assert values["section_Sx"] == pytest.approx(5.1)
+    assert values["section_Zx"] == pytest.approx(5.73)
+    assert values["section_rts"] == pytest.approx(1.05)
+
+
+def test_ground_truth_demands_and_flexure():
+    output = result()
+    values = output["values"]
+    assert values["point_load_lbf"] == pytest.approx(7500)
+    assert values["moment_kipft"] == pytest.approx(9.375)
+    assert values["shear_kip"] == pytest.approx(3.75)
+    assert values["Lp_in"] == pytest.approx(37.7, abs=0.1)
+    assert values["Lr_ft"] == pytest.approx(9.48, abs=0.01)
+    assert values["Fcr_ksi"] == pytest.approx(99.57, abs=0.25)
+    assert values["Mp_kipft"] == pytest.approx(23.875)
+    assert values["MnLTB_kipft"] == pytest.approx(21.235, abs=0.01)
+    assert values["phiMn_kipft"] == pytest.approx(19.1, abs=0.1)
+    assert output["checks"]["flexure"]["ok"] is True
+
+
+def test_ground_truth_shear_and_deflection():
+    output = result()
+    values = output["values"]
+    assert values["Aw_in2"] == pytest.approx(1.102, abs=0.001)
+    assert values["Cv1"] == pytest.approx(1)
+    assert values["phiVn_kip"] == pytest.approx(33.047, abs=0.1)
+    assert values["delta_limit_in"] == pytest.approx(0.25)
+    assert values["delta_in"] == pytest.approx(0.078, abs=0.001)
+    assert all(output["checks"][name]["ok"] for name in ("shear", "deflection"))
+
+
+def test_invalid_section_is_rejected():
+    with pytest.raises(ValueError, match="not found"):
+        module.compute({**yaml.safe_load((HERE / "input.yaml").read_text()), "section": "W0X0"})
+
+
+def test_cli_can_write_json_to_stdout():
+    completed = subprocess.run(
+        [sys.executable, str(HERE / "calc.py"), "--input", str(HERE / "input.yaml"), "--stdout"],
+        check=True,
+        capture_output=True,
+        text=True,
+    )
+    output = json.loads(completed.stdout)
+    assert output["section"] == "W6X8.5"
+    assert output["values"]["moment_kipft"] == pytest.approx(9.375)
+    assert completed.stderr == ""

wood-joist/PROJECT_STATE.md

@@ -0,0 +1,207 @@
+# Project State: Wood Joist Analysis
+
+Last updated: 2026-08-20
+
+## Overview
+
+New hybrid (Typst + Python) calculation at `calcs/wood-joist/` that analyzes an
+existing wood joist under uniform gravity loads per **NDS 2018 Allowable Stress
+Design (ASD)**. Four checks are covered:
+
+1. Flexure (bending) — NDS 3.3 (beam stability factor `C_L`)
+2. Shear — NDS 3.4
+3. Bearing (compression perpendicular to grain) — NDS 3.10
+4. Serviceability (deflection) — NDS 3.5, limits L/240 (total) and L/360 (live)
+
+The default `input.yaml` reproduces a reference worked example ("Analysis for
+existing wood joists under shoring loads", Conemco Engineering, project
+"Pompano Beach") exactly. The pytest suite locks those numbers.
+
+## Architecture decisions
+
+- **Hybrid pattern** (same as `steel-beam`): `input.yaml` (Pint unit-bearing
+  quantities) → `calc.py` (computes, writes `results.json`) → `beam.typ`
+  (presents only, no recomputation) → compiled PDF.
+- **`results.json` shape** (unchanged contract): `{tool, version, project,
+  prepared_by, values, checks}`. `tool = "wood_joist"`, `version = "0.1"`.
+- **Pint units**: quantities are quoted strings in YAML (e.g. `"25 psf"`,
+  `"9 ft"`). `calc.py` converts with a `quantity()` helper identical in spirit
+  to `steel-beam/calc.py`. Dimensionless adjustment factors are plain floats.
+- **`calc.py` CLI** mirrors `steel-beam`: `--input`, `--output`, `--stdout`
+  flags; runnable as `python calcs/wood-joist/calc.py` with no args.
+- **NDS 2018** is the governing standard and edition. All clause references are
+  to NDS 2018.
+- **`beam.typ` imports** from `../../lib/sheet.typ` and reads `results.json`
+  (no recomputation). Compiled with `--root .` from the worksheets root so the
+  shared logo resolves.
+
+## 2026-08-20 change: load determination moved to Typst (user-approved)
+
+This change moves wood-joist gravity-load determination from Python to Typst,
+mirroring the `steel-beam` pattern. No engineering equations changed — only
+where load determination lives. The Pompano Beach benchmark values are
+unchanged.
+
+- **`beam.typ` determines loads inline.** It binds `DL = 25 psf`, `LL = 50 psf`,
+  span `L = 9 ft`, spacing `B = 13 ft` as Typst `#let` values, then derives
+  `w = (DL + LL)·B`, `wL = LL·B`, `M = w·L²/8`, `V = w·L/2`, `R = V`. These are
+  emitted as a Typst metadata label `<wood-joist-loads>` with fields
+  `w_plf`, `wL_plf`, `M_ftlbf`, `V_lbf`, `R_lbf`. `beam.typ` presents both the
+  Typst load-derived values and the Python-checked values (like steel-beam's
+  `M_u,load` vs `M_u,design`), and the test suite reconciles them via the
+  metadata query.
+- **New `input.yaml` contract.** `DL`, `LL`, and `spacing` are removed. The
+  checked demands are supplied as Pint-quantity strings: `w: "975 plf"`,
+  `wL: "650 plf"`, `M: "9871.875 ft * lbf"`, `V: "4387.5 lbf"`,
+  `R: "4387.5 lbf"`. `span` is kept (Python needs it for the L/240 and L/360
+  deflection limits). All other keys are unchanged (`width`, `depth`,
+  `bearing_length`, `bearing_end_distance`, `unbraced_length`, `species_grade`,
+  NDS reference values, adjustment factors, `project`, `prepared_by`).
+- **`calc.py` reads demands.** It no longer performs load-path arithmetic.
+  `w_plf`, `wL_plf`, `M_ftlbf`, `V_lbf`, `R_lbf` come from `quantity()` on the
+  YAML demand keys. Section properties, all NDS 2018 ASD checks, and the
+  `{tool, version, project, prepared_by, values, checks}` contract are
+  unchanged (`tool = "wood_joist"`). `values` no longer includes `DL_psf`,
+  `LL_psf`, or `spacing_ft`.
+- **`check_service` added to `lib/sheet.typ`** as a sibling of `check`.
+  Signature `check_service(label, acting, allowed, unit: "", ok: auto)`.
+  Identical layout (label, OK/NOT OK badge, colored box, ratio) but the left
+  column reads **Acting** / **Allowed** (instead of Demand / Capacity) and the
+  ratio is labeled **Utilization** (instead of D/C). Used only by the two
+  deflection checks in `calcs/wood-joist/beam.typ`; flexure, shear, and bearing
+  keep `check`.
+- **Convention change.** The inherited "`lib/sheet.typ` must not be modified"
+  convention is superseded by this explicit user request. The change is
+  **additive only**: `check` is unchanged and no other sheet
+  (`steel-beam`, `concrete-beam`, `concrete-beam2`, `shore-post`) is modified.
+
+Pinned benchmark (unchanged): `w` 975 plf, `wL` 650 plf, `M` 9871.88 ft·lbf
+(exact 9871.875), `V` 4387.5 lbf, `R` 4387.5 lbf; flexure util 0.938, shear
+util 0.66, bearing util 0.772, Δ_total 0.339 in, Δ_live 0.226 in.
+
+## Engineering decisions (pinned for the builder)
+
+The equations are fully pinned by the reference worked example (every
+intermediate value and formula is supplied). **No separate engineering
+specifier pass was required**; the equations reproduce NDS 2018 directly and
+the clause references are recorded here and in `tasks/001`. The reviewer task
+(`tasks/005`) still verifies the engineering specification.
+
+### Section properties (rectangular joist)
+- `A = b·d`
+- `I_x = b·d³ / 12`
+- `S_x = b·d² / 6`  (= `2·I_x / d`)
+
+### Check 1 — Flexure (NDS 3.3)
+- Slenderness: `R_B = sqrt(l_e · d / b²)` (NDS 3.3.3.7). Require `R_B < 50`.
+  If `R_B >= 50`, `calc.py` raises `ValueError` (member needs lateral bracing;
+  the `C_L` equation is out of scope).
+- `F*_b = F_b · C_D · C_M · C_t · C_F · C_i · C_r` (all factors except `C_L`, `C_fu`).
+- `F_bE = 1.20 · E'_min / R_B²`
+- `C_L = (1 + F_bE/F*_b)/1.9 − sqrt(((1 + F_bE/F*_b)/1.9)² − (F_bE/F*_b)/0.95)`
+  (NDS 3.3.3, `c_b = 0.95` for sawn lumber). Formula yields `C_L ≤ 1.0`.
+- `F'_b = F*_b · C_L · C_fu`
+- `f_b = M / S_x`  (M in lbf·in)
+- Allowable moment `M_a = S_x · F'_b` (reported in ft·lbf).
+
+### Check 2 — Shear (NDS 3.4)
+- `F'_v = F_v · C_D · C_M · C_t · C_vr`
+- `f_v = 3·V / (2·A)`  (rectangular section, NDS 3.4.1 Eq. 3.4-1)
+
+### Check 3 — Bearing (NDS 3.10, compression perpendicular to grain)
+- Bearing area factor `C_b = (l_b + 0.375) / l_b` (NDS 3.10.4; bearing < 6 in
+  and ≥ 3 in from member end).
+- `F'_c⊥ = F_c⊥ · C_M · C_t · C_i · C_b`
+- Bearing area `A_b = l_b · b`
+- `f_c⊥ = R / A_b`  (`R = w·L/2`)
+
+### Check 4 — Serviceability (NDS 3.5)
+- `Δ_total = 5·w·L⁴ / (384·E·I_x)`
+- `Δ_live = 5·w_L·L⁴ / (384·E·I_x)`
+- Limits `L/240` (total) and `L/360` (live). **Hardcoded constants** in
+  `calc.py` (`240`, `360`) — not YAML inputs — matching the reference.
+
+## Reference example (ground truth to lock)
+
+Project "Pompano Beach", prepared_by "Conemco Engineering".
+
+| Quantity | Value |
+|---|---|
+| DL, LL | 25 psf, 50 psf |
+| span L, spacing B | 9 ft, 13 ft |
+| w, w_L | 975 plf, 650 plf |
+| b × d | 3.5 in × 9.5 in |
+| A, I_x, S_x | 33.25 in², 250.1 in⁴, 52.6 in³ |
+| F_b, F_v, F_c⊥, E, E'_min | 2400, 300, 565, 1,700,000, 510,000 psi |
+| All adjustment factors | 1.0 |
+| M, V, R | 9871.88 ft·lbf, 4387.5 lbf, 4387.5 lbf |
+| Flexure util / shear util / bearing util | 0.938 / 0.66 / 0.772 |
+| Δ_total, Δ_live | 0.339 in, 0.226 in |
+
+Corrected vs. the source PDF: the shear section label "acting bending stress"
+becomes "acting shear stress", and the blank page 3 is omitted. Corrections are
+noted in the sheet's Scope section.
+
+## Conventions (inherited)
+
+- `lib/sheet.typ` is shared. It must not be modified except where an explicit
+  user request authorizes an **additive-only** change (see the 2026-08-20
+  change: `check_service` added; `check` unchanged).
+- No existing calculation (`steel-beam`, `concrete-beam`, `concrete-beam2`,
+  `shore-post`) may be modified.
+- Compile from `worksheets/` with `--root .`.
+- Lock the reference example in pytest with `pytest.approx` before treating the
+  tool as stable.
+
+## Milestones
+
+- 2026-08-19 — Task 001 DONE: `calc.py` + `input.yaml` + `results.json` created.
+  All five checks pass for the default "Pompano Beach" input; values match the
+  reference example (flexure 0.938, shear 0.66, bearing 0.772, Δ_total 0.339 in,
+  Δ_live 0.226 in). See `TASKS.md`.
+- 2026-08-19 — Task 002 DONE: `test_wood_joist.py` created with 10 numerical
+  lock tests; all pass (`10 passed`).
+- 2026-08-19 — Task 003 DONE: `beam.typ` created, compiled to
+  `generated/wood-joist.pdf` (206 KB), and the Typst metadata test appended;
+  all 11 tests pass (`11 passed`).
+- 2026-08-19 — Task 004 DONE: `README.md` and `codemap.md` refreshed with the
+  wood-joist entry; all 11 tests still pass.
+- 2026-08-19 — Task 005 DONE: Reviewer PASS after one fix cycle. Issues found
+  and fixed: (1) C_L ≤ 1.0 now explicitly enforced with regression test;
+  (2) bearing applicability limits enforced (l_b < 6 in, end distance ≥ 3 in)
+  with new `bearing_end_distance` input and tests. Final state: 14 tests pass,
+  PDF compiles, results.json idempotent. Calculation approved.
+- 2026-08-20 — Tasks 006–008 DONE: load determination moved to Typst (mirroring
+  steel-beam), `check_service` added to `lib/sheet.typ` (Acting/Allowed/
+  Utilization) and used for the two deflection checks, `input.yaml` switched to
+  checked demands (`w`, `wL`, `M`, `V`, `R`), tests updated with the
+  `<wood-joist-loads>` reconciliation test, and README/codemap refreshed.
+  Reviewer PASS (all 8 checklist items, deterministic evidence verified);
+  simplify pass clean. Final state: 15 tests pass, PDF compiles, results.json
+  idempotent, benchmark values unchanged (flexure 0.938, shear 0.66, bearing
+  0.772, Δ_total 0.339 in, Δ_live 0.226 in).
+
+## Final deliverables
+
+- `calcs/wood-joist/calc.py` — NDS 2018 ASD wood joist analysis (flexure with
+  C_L, shear, bearing, deflection). CLI: `--input`, `--output`, `--stdout`.
+- `calcs/wood-joist/input.yaml` — Pint-quantity inputs; defaults reproduce the
+  "Pompano Beach" reference example.
+- `calcs/wood-joist/test_wood_joist.py` — 14 tests locking the reference values
+  plus validation guards and the Typst metadata query test.
+- `calcs/wood-joist/beam.typ` — presentation sheet (no recomputation), compiled
+  to `calcs/wood-joist/generated/wood-joist.pdf`.
+- `README.md`, `codemap.md` — documented and indexed.
+
+## Known limitations
+
+- Single-span, uniformly loaded, rectangular-section joist only.
+- No repetitive-member live-load reduction beyond the explicit `C_r` factor.
+- No lateral-torsional restraint beyond the single unbraced length `l_e`.
+- Deflection limits hardcoded to L/240 (total) and L/360 (live).
+
+## Dependencies
+
+- Python: `pyyaml`, `pytest`, `pint` (already in `requirements.txt`).
+- `typst` CLI for compile and the metadata-query test.
+- No new third-party Python packages beyond `requirements.txt`.

wood-joist/README.md

@@ -0,0 +1,160 @@
+# Worksheets
+
+Typst-first calculation sheets. Use Python only when the arithmetic is no longer comfortable in Typst.
+
+```text
+lib/sheet.typ                 Shared letterhead, calc-line, check, check_service
+calcs/shore-post/             Typst-only completed calculation
+calcs/concrete-beam/          YAML numbers → Python → JSON → Typst
+calcs/concrete-beam2/         YAML quantities → Pint → JSON → Typst
+calcs/steel-beam/             YAML quantities → Pint + AISC XLSX → JSON → Typst
+calcs/wood-joist/            YAML quantities → Pint → JSON → Typst (NDS 2018 ASD)
+calcs/concentric-footing/    YAML quantities → Pint → JSON → Typst (ACI 318-19)
+```
+
+Compile every sheet from this folder so the shared logo resolves.
+
+## Typst-only
+
+Edit numbers in `calcs/shore-post/shore-post.typ`.
+
+```bash
+typst compile --root . calcs/shore-post/shore-post.typ calcs/shore-post/generated/shore-post.pdf
+typst watch --root . calcs/shore-post/shore-post.typ calcs/shore-post/generated/shore-post.pdf
+```
+
+## Hybrid
+
+Edit `calcs/concrete-beam/input.yaml`, then:
+
+```bash
+python -m pip install -r requirements.txt
+python calcs/concrete-beam/calc.py
+typst compile --root . calcs/concrete-beam/beam.typ calcs/concrete-beam/generated/beam.pdf
+```
+
+Optional output path: `python calcs/concrete-beam/calc.py path/to/input.yaml path/to/results.json`
+
+```bash
+python -m pytest calcs/concrete-beam/test_concrete_beam.py
+```
+
+`calc.py` writes named numbers. `beam.typ` does not recompute the design.
+
+## Hybrid with units (Pint)
+
+Same calculation pattern with unit-bearing YAML values. Write `span: "16 ft"`
+or `span: "192 in"`. Quote every quantity.
+
+```bash
+python calcs/concrete-beam2/calc.py
+typst compile --root . calcs/concrete-beam2/beam.typ calcs/concrete-beam2/generated/beam.pdf
+python -m pytest calcs/concrete-beam2/test_concrete_beam2.py
+```
+
+## Templates
+
+Copy one of these folders into `calcs/` and rename it. Compile from the
+`worksheets/` directory so the shared logo resolves.
+
+Typst-only:
+
+```bash
+typst compile --root . template/typst-only/main.typ template/typst-only/generated/calculation.pdf
+```
+
+Typst + Python:
+
+```bash
+python template/typst-python/calc.py
+typst compile --root . template/typst-python/main.typ template/typst-python/generated/calculation.pdf
+python -m pytest template/typst-python/test_template.py
+```
+
+## Steel beam
+
+The steel beam sheet reads section properties directly from
+`aisc-shapes-database-v15.0.xlsx`. Edit `calcs/steel-beam/input.yaml`, then:
+
+```bash
+python calcs/steel-beam/calc.py
+typst compile --root . calcs/steel-beam/beam.typ calcs/steel-beam/generated/beam.pdf
+python -m pytest calcs/steel-beam/test_steel_beam.py
+```
+
+For a standalone JSON result on stdout, use:
+
+```bash
+python calcs/steel-beam/calc.py --input calcs/steel-beam/input.yaml --stdout
+```
+
+Use `--output path/to/results.json` to select a JSON output path. The reusable
+Python function is `compute(input_dict)` in `calcs/steel-beam/calc.py`.
+
+`input.yaml` supplies the checked `Mu` and `Vu` demands. `beam.typ` determines
+and displays the gravity loads that produce those demands, and the test suite
+queries Typst metadata to verify the values match. The calculation covers
+major-axis AISC lateral torsional buckling, web shear, and point-load
+deflection. The test fixture locks the supplied `steel-beam.pdf` example for
+W6X8.5.
+
+## Wood joist
+
+The wood joist sheet reads reference design values and adjustment factors from
+`calcs/wood-joist/input.yaml`, then computes capacity checks per NDS 2018 ASD.
+
+```bash
+python calcs/wood-joist/calc.py
+typst compile --root . calcs/wood-joist/beam.typ calcs/wood-joist/generated/wood-joist.pdf
+python -m pytest calcs/wood-joist/test_wood_joist.py
+```
+
+For a standalone JSON result on stdout, use:
+
+```bash
+python calcs/wood-joist/calc.py --input calcs/wood-joist/input.yaml --stdout
+```
+
+Use `--output path/to/results.json` to select a JSON output path. The reusable
+Python function is `compute(input_dict)` in `calcs/wood-joist/calc.py`.
+
+`input.yaml` supplies the checked demands (`w`, `wL`, `M`, `V`, `R` as
+Pint-quantity strings), `span`, section dimensions, bearing geometry, NDS
+reference design values, and adjustment factors — and no longer supplies `DL`,
+`LL`, or `spacing`. `beam.typ` determines the gravity loads inline (`DL = 25
+psf`, `LL = 50 psf`, span 9 ft, spacing 13 ft), derives `w`, `wL`, `M`, `V`,
+`R`, and presents them beside the Python-checked demands; the test suite
+reconciles the two via the `<wood-joist-loads>` metadata query. `calc.py` reads
+the demands and computes section properties, flexure (with `C_L`), shear,
+bearing, and L/240 + L/360 deflection. The two deflection checks use the shared
+`check_service` helper (Acting/Allowed/Utilization); flexure, shear, and
+bearing use `check`.
+
+## Concentric footing
+
+Square concentric spread footing under axial load per ACI 318-19 — soil bearing, one-way/two-way shear, flexure, minimum steel, concrete bearing.
+
+```bash
+python calcs/concentric-footing/calc.py
+typst compile --root . calcs/concentric-footing/footing.typ calcs/concentric-footing/generated/footing.pdf
+python -m pytest calcs/concentric-footing/test_concentric_footing.py
+```
+
+For a standalone JSON result on stdout, use:
+
+```bash
+python calcs/concentric-footing/calc.py --input calcs/concentric-footing/input.yaml --stdout
+```
+
+Use `--output path/to/results.json` to select a JSON output path. The reusable
+Python function is `compute(input_dict)` in `calcs/concentric-footing/calc.py`.
+
+`input.yaml` supplies checked `Ps`/`Pu` (Pint quantities) and footing geometry/materials; `footing.typ` derives `Ps`/`Pu` inline from `DLr=10psf, LLr=20psf, Br=18.9ft, Lr=27.5ft, column 14in×14ft @145pcf` and reconciles via `<concentric-footing-loads>` query; bearing plate width `bp=6in` governs `A1`.
+
+## New calculation
+
+1. Copy the nearer example.
+2. Stay in Typst if it is arithmetic you want to see.
+3. If you need branching or iteration, write a small `calc.py` that reads YAML and writes `results.json` (`values` and `checks`).
+4. Lock one hand example in a pytest before treating the tool as stable.
+5. Extract a shared Python module only the second time you need the same procedure.

wood-joist/TASKS.md

@@ -0,0 +1,29 @@
+# Tasks: Wood Joist Analysis
+
+Ordered, dependency-ordered plan. Each task has a spec in `tasks/NNN_name.md`.
+
+| # | Task | Files | Status | Depends on |
+|---|---|---|---|---|
+| 001 | Numerical core: `calc.py` + `input.yaml` + `results.json` | calcs/wood-joist/calc.py, calcs/wood-joist/input.yaml, calcs/wood-joist/results.json | DONE | — |
+| 002 | Numerical lock: `test_wood_joist.py` (compute() only) | calcs/wood-joist/test_wood_joist.py | DONE | 001 |
+| 003 | Presentation: `beam.typ` + compile + Typst metadata test | calcs/wood-joist/beam.typ, calcs/wood-joist/generated/wood-joist.pdf, calcs/wood-joist/test_wood_joist.py (append) | DONE | 001, 002 |
+| 004 | Documentation refresh: `README.md` + `codemap.md` | README.md, codemap.md | DONE | 003 |
+| 005 | Reviewer pass on the whole calculation | review notes only | DONE | 004 |
+| 006 | `check_service` + move load determination to Typst | lib/sheet.typ, calcs/wood-joist/input.yaml, calcs/wood-joist/calc.py, calcs/wood-joist/beam.typ, calcs/wood-joist/results.json | DONE | 001–005 |
+| 007 | Test updates + Typst load-demand reconciliation | calcs/wood-joist/test_wood_joist.py | DONE | 006 |
+| 008 | Docs refresh (`README.md` + `codemap.md`) + reviewer pass | README.md, codemap.md | DONE | 006, 007 |
+
+## Notes
+
+- Task 001 is the numerical single source of truth; it pins every `results.json`
+  value name and the exact equations. Tasks 002–005 depend on that contract.
+- The Typst metadata test (steel-beam query pattern) lives with Task 003 because
+  it needs `beam.typ` to exist; Task 002 is purely numerical to keep the
+  dependency graph acyclic.
+- `generated/` may not exist yet; Task 003 creates it before compiling.
+- Tasks 006–008 implement the user-approved "move load determination to Typst"
+  change. Task 006 changes the shared `lib/sheet.typ` (additive `check_service`
+  only) and the wood-joist contract; Task 007 adapts the tests and adds the
+  `<wood-joist-loads>` reconciliation test; Task 008 refreshes docs and runs the
+  reviewer pass verifying deterministic benchmark evidence. The Pompano Beach
+  benchmark values must stay identical.

wood-joist/assets/sheet.typ

@@ -0,0 +1,82 @@
+#let navy = rgb("#1a3a5f")
+#let muted = rgb("#626b73")
+#let pass = rgb("#1f6b45")
+#let fail = rgb("#9b2c2c")
+
+#let calcsheet(
+  title: "Structural Calculation",
+  project: "",
+  prepared-by: "",
+  body,
+) = {
+  set document(title: title, author: prepared-by)
+  set page(
+    paper: "us-letter",
+    margin: (x: 1in, top: 1.25in, bottom: 1in),
+    header: context {
+      grid(
+        columns: (1fr, 1fr),
+        align: (left, right),
+        image("../assets/logo.png", height: 30pt),
+        [#text(size: 9pt)[Project:] \
+          #text(size: 10pt, weight: "bold")[#project]],
+      )
+    },
+    footer: context {
+      set text(size: 8.5pt, fill: muted)
+      stack(
+        spacing: 4pt,
+        line(length: 100%, stroke: 0.5pt + muted),
+        [#prepared-by],
+      )
+    },
+  )
+  set text(font: "Libertinus Serif", size: 10pt, lang: "en")
+  set par(justify: true)
+  set heading(numbering: none)
+  show heading.where(level: 1): set text(size: 14pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set text(size: 11pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set block(above: 2em, below: 1em)
+  body
+}
+
+#let calcline(formula, note) = grid(
+  columns: (1.7fr, 1fr),
+  gutter: 4pt,
+  align: (left, left),
+  formula, text(size: 9pt, fill: muted, note),
+)
+
+#let check(label, demand, capacity, unit: "", ok: auto, demand-label: "Demand", capacity-label: "Capacity") = {
+  let utilization = demand / capacity
+  let passes = if ok == auto { utilization <= 1 } else { ok }
+  let color = if passes { pass } else { fail }
+  block(
+    breakable: false,
+    width: 100%,
+    stroke: 0.8pt + black,
+    inset: 8pt,
+    radius: 2pt,
+  )[
+    #grid(
+      columns: (1fr, auto),
+      [#text(weight: "bold")[#label]],
+      box(stroke: 0.8pt + color, inset: (x: 6pt, y: 2pt))[
+        #text(weight: "bold", fill: color)[#if passes { "OK" } else { "NOT OK" }]
+      ],
+    )
+    #v(4pt)
+    #grid(
+      columns: (1fr, auto),
+      [
+         #demand-label: #calc.round(demand, digits: 2) #unit #h(14pt)
+         #capacity-label: #calc.round(capacity, digits: 2) #unit
+      ],
+      [
+        D/C: #calc.round(utilization, digits: 2)
+      ],
+    )
+  ]
+}
+
+

wood-joist/calc.py

@@ -0,0 +1,187 @@
+from __future__ import annotations
+
+import json
+import math
+import sys
+import argparse
+from pathlib import Path
+
+try:
+    import yaml
+except ImportError:
+    raise SystemExit("Install dependencies: python -m pip install -r requirements.txt")
+
+try:
+    from pint import DimensionalityError, UndefinedUnitError, UnitRegistry
+except ImportError:
+    raise SystemExit("Install dependencies: python -m pip install -r requirements.txt")
+
+
+HERE = Path(__file__).resolve().parent
+
+ureg = UnitRegistry()
+ureg.define("kip = 1000 * force_pound")
+ureg.define("ksi = kip / inch ** 2")
+ureg.define("psf = force_pound / foot ** 2")
+ureg.define("plf = force_pound / foot")  # pounds per linear foot
+if "psi" not in ureg:
+    ureg.define("psi = force_pound / inch ** 2")
+
+
+def quantity(value, unit: str, name: str) -> float:
+    try:
+        q = ureg.Quantity(value).to(unit)
+    except (DimensionalityError, UndefinedUnitError, TypeError, ValueError) as exc:
+        raise ValueError(f"{name}: expected {unit}, got {value!r}") from exc
+    magnitude = float(q.magnitude)
+    if magnitude <= 0:
+        raise ValueError(f"{name} must be positive")
+    return magnitude
+
+
+def factor(value, name: str) -> float:
+    magnitude = float(value)
+    if magnitude <= 0:
+        raise ValueError(f"{name} must be positive")
+    return magnitude
+
+
+def compute(inp: dict) -> dict:
+    span_ft  = quantity(inp["span"], "ft", "span")
+    b_in     = quantity(inp["width"], "in", "width")
+    d_in     = quantity(inp["depth"], "in", "depth")
+    lb_in    = quantity(inp["bearing_length"], "in", "bearing_length")
+    bed_in   = quantity(inp["bearing_end_distance"], "in", "bearing_end_distance")
+    le_in    = quantity(inp["unbraced_length"], "in", "unbraced_length")
+    Fb_psi   = quantity(inp["Fb"], "psi", "Fb")
+    Fv_psi   = quantity(inp["Fv"], "psi", "Fv")
+    Fcp_psi  = quantity(inp["Fcp"], "psi", "Fcp")
+    E_psi    = quantity(inp["E"], "psi", "E")
+    Emin_psi = quantity(inp["E_min"], "psi", "E_min")
+    species_grade = str(inp["species_grade"])
+    CD = factor(inp["CD"], "CD")
+    CM = factor(inp["CM"], "CM")
+    Ct = factor(inp["Ct"], "Ct")
+    CF = factor(inp["CF"], "CF")
+    Cr = factor(inp["Cr"], "Cr")
+    Cfu = factor(inp["Cfu"], "Cfu")
+    Ci = factor(inp["Ci"], "Ci")
+    Cvr = factor(inp["Cvr"], "Cvr")
+
+    # Checked demands supplied by YAML. beam.typ derives the same values and the
+    # test suite reconciles them via the <wood-joist-loads> metadata label.
+    w_plf   = quantity(inp["w"], "plf", "w")
+    wL_plf  = quantity(inp["wL"], "plf", "wL")
+    M_ftlbf = quantity(inp["M"], "ft * lbf", "M")
+    V_lbf   = quantity(inp["V"], "lbf", "V")
+    R_lbf   = quantity(inp["R"], "lbf", "R")
+
+    A_in2  = b_in * d_in
+    Ix_in4 = b_in * d_in ** 3 / 12.0
+    Sx_in3 = b_in * d_in ** 2 / 6.0
+
+    # Flexure (NDS 3.3.3)
+    RB = math.sqrt(le_in * d_in / b_in ** 2)
+    if RB >= 50.0:
+        raise ValueError(f"RB = {RB:.3f} >= 50; member requires additional "
+                         "lateral bracing (NDS 3.3.3)")
+    Fb_star_psi = Fb_psi * CD * CM * Ct * CF * Ci * Cr
+    FbE_psi = 1.20 * Emin_psi / RB ** 2
+    ratio = FbE_psi / Fb_star_psi
+    CL = (1.0 + ratio) / 1.9 - math.sqrt(((1.0 + ratio) / 1.9) ** 2 - ratio / 0.95)
+    if not math.isfinite(CL) or CL > 1.0 or CL <= 0:
+        raise ValueError(f"CL = {CL:.4f} out of range (0, 1]; beam stability "
+                         "factor invalid (NDS 3.3.3)")
+    Fb_prime_psi = Fb_star_psi * CL * Cfu
+    fb_psi = M_ftlbf * 12.0 / Sx_in3
+    Ma_ftlbf = Sx_in3 * Fb_prime_psi / 12.0
+
+    # Shear (NDS 3.4)
+    Fv_prime_psi = Fv_psi * CD * CM * Ct * Cvr
+    fv_psi = 1.5 * V_lbf / A_in2
+
+    # Bearing (NDS 3.10)
+    if lb_in >= 6.0:
+        raise ValueError("bearing_length must be < 6 in for the bearing area "
+                         "factor (NDS 3.10.4)")
+    if bed_in < 3.0:
+        raise ValueError("bearing_end_distance must be >= 3 in for the bearing "
+                         "area factor (NDS 3.10.4)")
+    Cb = (lb_in + 0.375) / lb_in
+    Fcp_prime_psi = Fcp_psi * CM * Ct * Ci * Cb
+    Ab_in2 = lb_in * b_in
+    fcp_psi = R_lbf / Ab_in2
+
+    # Serviceability (NDS 3.5). Limits hardcoded per reference: L/240, L/360.
+    L_in = span_ft * 12.0
+    delta_total_in = 5.0 * (w_plf / 12.0) * L_in ** 4 / (384.0 * E_psi * Ix_in4)
+    delta_live_in = 5.0 * (wL_plf / 12.0) * L_in ** 4 / (384.0 * E_psi * Ix_in4)
+    delta_allow_total_in = L_in / 240.0
+    delta_allow_live_in = L_in / 360.0
+
+    def q(value: float) -> float:
+        return round(value, 6)
+
+    values = {
+        "span_ft": q(span_ft),
+        "w_plf": q(w_plf), "wL_plf": q(wL_plf),
+        "b_in": q(b_in), "d_in": q(d_in),
+        "A_in2": q(A_in2), "Ix_in4": q(Ix_in4), "Sx_in3": q(Sx_in3),
+        "M_ftlbf": q(M_ftlbf), "V_lbf": q(V_lbf), "R_lbf": q(R_lbf),
+        "species_grade": species_grade,
+        "Fb_psi": q(Fb_psi), "Fv_psi": q(Fv_psi), "Fcp_psi": q(Fcp_psi),
+        "E_psi": q(E_psi), "Emin_psi": q(Emin_psi),
+        "CD": q(CD), "CM": q(CM), "Ct": q(Ct), "CF": q(CF),
+        "Cr": q(Cr), "Cfu": q(Cfu), "Ci": q(Ci), "Cvr": q(Cvr),
+        "le_in": q(le_in), "RB": q(RB),
+        "Fb_star_psi": q(Fb_star_psi), "FbE_psi": q(FbE_psi),
+        "CL": q(CL), "Fb_prime_psi": q(Fb_prime_psi),
+        "fb_psi": q(fb_psi), "Ma_ftlbf": q(Ma_ftlbf),
+        "Fv_prime_psi": q(Fv_prime_psi), "fv_psi": q(fv_psi),
+        "lb_in": q(lb_in), "bed_in": q(bed_in), "Cb": q(Cb), "Ab_in2": q(Ab_in2),
+        "Fcp_prime_psi": q(Fcp_prime_psi), "fcp_psi": q(fcp_psi),
+        "delta_total_in": q(delta_total_in), "delta_live_in": q(delta_live_in),
+        "delta_allow_total_in": q(delta_allow_total_in),
+        "delta_allow_live_in": q(delta_allow_live_in),
+    }
+
+    checks = {
+        "flexure":          {"demand": q(fb_psi), "capacity": q(Fb_prime_psi), "ok": fb_psi <= Fb_prime_psi},
+        "shear":            {"demand": q(fv_psi), "capacity": q(Fv_prime_psi), "ok": fv_psi <= Fv_prime_psi},
+        "bearing":          {"demand": q(fcp_psi), "capacity": q(Fcp_prime_psi), "ok": fcp_psi <= Fcp_prime_psi},
+        "deflection_total": {"demand": q(delta_total_in), "capacity": q(delta_allow_total_in), "ok": delta_total_in <= delta_allow_total_in},
+        "deflection_live":  {"demand": q(delta_live_in), "capacity": q(delta_allow_live_in), "ok": delta_live_in <= delta_allow_live_in},
+    }
+
+    return {
+        "tool": "wood_joist",
+        "version": "0.1",
+        "project": inp.get("project", ""),
+        "prepared_by": inp.get("prepared_by", ""),
+        "values": values,
+        "checks": checks,
+    }
+
+
+def main(argv: list[str] | None = None) -> int:
+    parser = argparse.ArgumentParser(description="Calculate the wood joist design from a YAML input file.")
+    parser.add_argument("--input", "-i", type=Path, default=HERE / "input.yaml", help="YAML input path")
+    parser.add_argument("--output", "-o", type=Path, help="JSON output path; defaults beside the input")
+    parser.add_argument("--stdout", action="store_true", help="Write the complete JSON result to stdout instead of a file")
+    args = parser.parse_args(argv)
+
+    input_path = args.input
+    output_path = args.output or input_path.with_name("results.json")
+    with input_path.open(encoding="utf-8") as handle:
+        result = compute(yaml.safe_load(handle))
+    serialized = json.dumps(result, indent=2) + "\n"
+    if args.stdout:
+        sys.stdout.write(serialized)
+    else:
+        output_path.write_text(serialized, encoding="utf-8")
+        print(output_path)
+    return 0
+
+
+if __name__ == "__main__":
+    raise SystemExit(main())

wood-joist/codemap.md

@@ -0,0 +1,76 @@
+# Codemap: worksheets
+
+Typst-first structural calculation sheets. Hybrid calculations parse YAML inputs
+through Pint, compute design values in Python, and present them in Typst.
+
+Generated: 2026-08-19
+Files indexed: 24
+
+## Layout
+
+```
+worksheets/
+├── README.md                           [doc]       — project conventions, template usage, hybrid pattern docs.
+├── aisc-shapes-database-v15.0.xlsx     [asset]     — AISC section-property workbook consumed by steel-beam.
+├── requirements.txt                    [config]    — Python deps: pyyaml, pytest, pint.
+├── steel-beam.pdf                      [doc]       — reference worked example for the W6X8.5 lock case.
+├── WOOD-JOISTS-BENDING-SHEAR-BEARING-DEFLECTION.pdf [doc]  — reference sheet for the new wood-joist calculation.
+├── assets/
+│   └── logo.png                        [asset]     — shared letterhead image resolved from the worksheets root.
+├── lib/
+│   └── sheet.typ                       [doc]       — shared letterhead, calc-line, check, check_service helpers; no calculation logic.
+├── template/
+│   ├── typst-only/
+│   │   ├── README.md                   [doc]       — pure-Typst template instructions.
+│   │   └── main.typ                    [logic]     — pure-Typst sample: arithmetic shown inline, no results.json.
+│   └── typst-python/
+│       ├── README.md                   [doc]       — hybrid template instructions.
+│       ├── calc.py                     [logic]     — minimal YAML-driven compute(); writes results.json with values+checks.
+│       ├── test_template.py            [test]      — locks one hand example with pytest.approx.
+│       └── input.yaml                  [config]    — template fixture inputs.
+├── calcs/
+│   ├── shore-post/                     — pure-Typst reference calculation.
+│   │   ├── shore-post.typ              [logic]     — tributary area, axial demand, AS550 shore-post capacity check.
+│   │   ├── assets/tributary-areas.png  [asset]     — figure used by shore-post.typ.
+│   │   └── generated/shore-post.pdf    [doc]       — last compiled artefact (regenerable).
+│   ├── concrete-beam/                  — hybrid YAML numbers → Python → JSON → Typst.
+│   │   ├── calc.py                     [logic]     — span, demand, Whitney block, phiMn, phiVc, min steel.
+│   │   ├── test_concrete_beam.py       [test]      — locks example demands and capacities.
+│   │   ├── input.yaml                  [config]    — plain-number inputs.
+│   │   ├── beam.typ                    [logic]     — presents calc.py values; embeds beam sketch.
+│   │   └── results.json                [state]     — last calc.py output (regenerable).
+│   ├── concrete-beam2/                 — hybrid YAML quantities + Pint unit conversion.
+│   │   ├── calc.py                     [logic]     — Pint-parses quantities; same procedure as concrete-beam.
+│   │   ├── test_concrete_beam2.py       [test]      — locks Pint-parsed demands and capacities.
+│   │   ├── input.yaml                  [config]    — unit-bearing inputs ("16 ft", "3000 psi").
+│   │   ├── beam.typ                    [logic]     — presents calc.py values; embeds beam sketch.
+│   │   └── results.json                [state]     — last calc.py output (regenerable).
+│   ├── wood-joist/                     — hybrid YAML quantities + Pint → JSON → Typst (NDS 2018 ASD).
+│   │   ├── calc.py                     [logic]     — section props, flexure (C_L), shear, bearing, deflection; reads YAML demands.
+│   │   ├── test_wood_joist.py          [test]      — locks Pompano Beach example; queries <wood-joist-loads> and <wood-joist-results>.
+│   │   ├── input.yaml                  [config]    — Pint-quantity checked demands (w, wL, M, V, R), span, geometry, NDS design values.
+│   │   ├── beam.typ                    [logic]     — derives gravity loads (w, wL, M, V, R) and presents Python-checked values.
+│   │   ├── results.json                [state]     — last calc.py output (regenerable).
+│   │   └── generated/wood-joist.pdf    [doc]       — last compiled artefact (regenerable).
+│   └── steel-beam/                     — hybrid YAML quantities + Pint + AISC XLSX loader.
+│       ├── calc.py                     [logic]     — loads section from XLSX; AISC LTB, web shear, point-load deflection.
+│       ├── test_steel_beam.py          [test]      — runs typst query(<load-demands>); locks W6X8.5 ground truth.
+│       ├── input.yaml                  [config]    — Pint-quantity inputs (span, Mu, Vu, section label).
+│       ├── beam.typ                    [logic]     — load determination shown in Typst; LTB/shear/deflection from Python.
+│       └── results.json                [state]     — last calc.py output (regenerable).
+└── tasks/                              [doc]       — Architect-written task specifications; one per builder task.
+```
+
+## Hot Spots
+
+- `lib/sheet.typ` — shared by every sheet. Changing `calculation-sheet`, `calc-line`, or `check` breaks every compiled PDF.
+- `aisc-shapes-database-v15.0.xlsx` — steel-beam fixture; column mapping in `calc.py:load_section` is brittle to schema changes.
+- `calcs/steel-beam/calc.py` — single-source of truth for the steel-beam capacity numbers; test suite asserts exact values.
+- `calcs/wood-joist/calc.py` — single source of truth for the NDS wood-joist capacity numbers; the test suite asserts the locked Pompano Beach values.
+- `README.md` — documents the hybrid contract (Python computes, Typst presents). Keep the contract consistent across new sheets.
+
+## Conventions
+
+- Hybrid calculations: `input.yaml` (units via Pint) → `calc.py` (computes) → `results.json` (values + checks) → `beam.typ` (presents only). Wood-joist now derives loads in Typst (like steel-beam) while `calc.py` reads the checked demands. `check_service` is a presentation helper.
+- Pure-Typst sheets are reserved for arithmetic the engineer wants to see inline; calculations with branching or iteration move to Python.
+- The shared logo resolves only when sheets are compiled with `--root .` from the worksheets directory.

wood-joist/input.yaml

@@ -0,0 +1,46 @@
+# Project name shown in the Typst report header.
+project: "Pompano Beach"
+# Person or organization shown in the Typst report footer.
+prepared_by: "Conemco Engineering"
+
+# Checked demands (ASD) supplied for verification. beam.typ derives the same
+# gravity loads and the test suite reconciles them to these values.
+w: "975 plf"              # total uniform line load   (w = (D + LL) B)
+wL: "650 plf"             # live uniform line load    (wL = LL B)
+M: "9871.875 ft * lbf"    # maximum moment            (M = w L^2 / 8)
+V: "4_387.5 lbf"           # support shear             (V = w L / 2)
+R: "4387.5 lbf"           # support reaction          (R = V)
+
+# Joist geometry: span (needed for the L/240 and L/360 deflection limits).
+span: "9 ft"
+
+# Joist cross-section (actual dimensions).
+width: "3.5 in"     # b
+depth: "9.5 in"     # d
+
+# Bearing length at each support (wood beam).
+bearing_length: "2.5 in"   # l_b
+# Distance from member end to near edge of bearing; must be >= 3 in for C_b to apply (NDS 3.10.4).
+bearing_end_distance: "3 in"   # l_end
+# Unbraced length of the compression edge used for beam stability.
+unbraced_length: "1 in"    # l_e
+
+# Species and grade label shown in the report.
+species_grade: "SP No. 2"
+
+# NDS 2018 reference design values (Spruce-Pine No. 2).
+Fb: "2400 psi"       # bending (F_b)
+Fv: "300 psi"        # shear (F_v)
+Fcp: "565 psi"       # compression perpendicular to grain (F_c-perp)
+E: "1700000 psi"     # modulus of elasticity (E)
+E_min: "510000 psi"  # adjusted modulus for stability (E'_min)
+
+# Adjustment factors (NDS Table 4.3.1). All 1.0 for this example.
+CD: 1     # load duration factor
+CM: 1     # wet service factor
+Ct: 1     # temperature factor
+CF: 1     # size factor (bending)
+Cr: 1     # repetitive member factor
+Cfu: 1    # flat use factor (bending)
+Ci: 1     # incising factor
+Cvr: 1    # shear reduction factor (NDS 3.4.3)

wood-joist/results.json

@@ -0,0 +1,80 @@
+{
+  "tool": "wood_joist",
+  "version": "0.1",
+  "project": "Pompano Beach",
+  "prepared_by": "Conemco Engineering",
+  "values": {
+    "span_ft": 9.0,
+    "w_plf": 975.0,
+    "wL_plf": 650.0,
+    "b_in": 3.5,
+    "d_in": 9.5,
+    "A_in2": 33.25,
+    "Ix_in4": 250.067708,
+    "Sx_in3": 52.645833,
+    "M_ftlbf": 9871.875,
+    "V_lbf": 4387.5,
+    "R_lbf": 4387.5,
+    "species_grade": "SP No. 2",
+    "Fb_psi": 2400.0,
+    "Fv_psi": 300.0,
+    "Fcp_psi": 565.0,
+    "E_psi": 1700000.0,
+    "Emin_psi": 510000.0,
+    "CD": 1.0,
+    "CM": 1.0,
+    "Ct": 1.0,
+    "CF": 1.0,
+    "Cr": 1.0,
+    "Cfu": 1.0,
+    "Ci": 1.0,
+    "Cvr": 1.0,
+    "le_in": 1.0,
+    "RB": 0.880631,
+    "Fb_star_psi": 2400.0,
+    "FbE_psi": 789157.894737,
+    "CL": 0.999848,
+    "Fb_prime_psi": 2399.634053,
+    "fb_psi": 2250.178077,
+    "Ma_ftlbf": 10527.561199,
+    "Fv_prime_psi": 300.0,
+    "fv_psi": 197.932331,
+    "lb_in": 2.5,
+    "bed_in": 3.0,
+    "Cb": 1.15,
+    "Ab_in2": 8.75,
+    "Fcp_prime_psi": 649.75,
+    "fcp_psi": 501.428571,
+    "delta_total_in": 0.338572,
+    "delta_live_in": 0.225714,
+    "delta_allow_total_in": 0.45,
+    "delta_allow_live_in": 0.3
+  },
+  "checks": {
+    "flexure": {
+      "demand": 2250.178077,
+      "capacity": 2399.634053,
+      "ok": true
+    },
+    "shear": {
+      "demand": 197.932331,
+      "capacity": 300.0,
+      "ok": true
+    },
+    "bearing": {
+      "demand": 501.428571,
+      "capacity": 649.75,
+      "ok": true
+    },
+    "deflection_total": {
+      "demand": 0.338572,
+      "capacity": 0.45,
+      "ok": true
+    },
+    "deflection_live": {
+      "demand": 0.225714,
+      "capacity": 0.3,
+      "ok": true
+    }
+  }
+}

wood-joist/test_wood_joist.py

@@ -0,0 +1,181 @@
+from pathlib import Path
+import importlib.util
+import json
+import subprocess
+import sys
+
+import pytest
+import yaml
+
+HERE = Path(__file__).resolve().parent
+spec = importlib.util.spec_from_file_location("wood_joist_calc", HERE / "calc.py")
+assert spec is not None and spec.loader is not None
+calc_module = importlib.util.module_from_spec(spec)
+spec.loader.exec_module(calc_module)
+compute = calc_module.compute
+
+
+def load_input():
+    with (HERE / "input.yaml").open(encoding="utf-8") as handle:
+        return yaml.safe_load(handle)
+
+
+@pytest.fixture
+def result():
+    return compute(load_input())
+
+
+def test_example_loads_and_section(result):
+    v = result["values"]
+    assert v["w_plf"] == pytest.approx(975)
+    assert v["wL_plf"] == pytest.approx(650)
+    assert v["A_in2"] == pytest.approx(33.25)
+    assert v["Ix_in4"] == pytest.approx(250.1, abs=0.1)
+    assert v["Sx_in3"] == pytest.approx(52.6, abs=0.1)
+
+
+def test_example_demands(result):
+    v = result["values"]
+    assert v["M_ftlbf"] == pytest.approx(9871.88, abs=0.01)
+    assert v["V_lbf"] == pytest.approx(4387.5)
+    assert v["R_lbf"] == pytest.approx(4387.5)
+
+
+def test_example_flexure(result):
+    v = result["values"]
+    assert v["RB"] == pytest.approx(0.881, abs=0.001)
+    assert v["Fb_star_psi"] == pytest.approx(2400)
+    assert v["FbE_psi"] == pytest.approx(789157.9, rel=1e-3)
+    assert v["CL"] == pytest.approx(0.9998, abs=0.001)
+    assert v["Fb_prime_psi"] == pytest.approx(2399.6, abs=0.2)
+    assert v["fb_psi"] == pytest.approx(2250.2, abs=0.1)
+    assert v["Ma_ftlbf"] == pytest.approx(10527.6, abs=0.3)
+    assert v["fb_psi"] / v["Fb_prime_psi"] == pytest.approx(0.938, abs=0.001)
+    assert result["checks"]["flexure"]["ok"] is True
+
+
+def test_example_shear(result):
+    v = result["values"]
+    assert v["Fv_prime_psi"] == pytest.approx(300)
+    assert v["fv_psi"] == pytest.approx(197.932, abs=0.001)
+    assert v["fv_psi"] / v["Fv_prime_psi"] == pytest.approx(0.66, abs=0.005)
+    assert result["checks"]["shear"]["ok"] is True
+
+
+def test_example_bearing(result):
+    v = result["values"]
+    assert v["bed_in"] == pytest.approx(3)
+    assert v["Cb"] == pytest.approx(1.15)
+    assert v["Fcp_prime_psi"] == pytest.approx(649.75, abs=0.01)
+    assert v["Ab_in2"] == pytest.approx(8.75)
+    assert v["fcp_psi"] == pytest.approx(501.429, abs=0.001)
+    assert v["fcp_psi"] / v["Fcp_prime_psi"] == pytest.approx(0.772, abs=0.001)
+    assert result["checks"]["bearing"]["ok"] is True
+
+
+def test_example_deflection(result):
+    v = result["values"]
+    assert v["delta_total_in"] == pytest.approx(0.339, abs=0.001)
+    assert v["delta_live_in"] == pytest.approx(0.226, abs=0.001)
+    assert v["delta_allow_total_in"] == pytest.approx(0.45)
+    assert v["delta_allow_live_in"] == pytest.approx(0.30)
+    assert result["checks"]["deflection_total"]["ok"] is True
+    assert result["checks"]["deflection_live"]["ok"] is True
+
+
+def test_all_checks_pass(result):
+    assert all(result["checks"][name]["ok"] for name in ("flexure", "shear", "bearing", "deflection_total", "deflection_live")) is True
+
+
+def test_alternate_units_match_default(result):
+    alt = load_input()
+    alt.update({
+        "span": "108 in",
+        "width": "3.5 in",
+        "depth": "9.5 in",
+        "M": "118462.5 lbf * in",
+        "V": "4387.5 lbf",
+        "R": "4387.5 lbf",
+    })
+    converted = compute(alt)
+    for key in ("span_ft", "M_ftlbf", "V_lbf", "R_lbf", "fb_psi", "delta_total_in"):
+        assert converted["values"][key] == pytest.approx(result["values"][key], rel=1e-6)
+
+
+def test_wrong_dimension_is_rejected():
+    bad = load_input()
+    bad["span"] = "9 kip"
+    with pytest.raises(ValueError, match="span"):
+        compute(bad)
+
+
+def test_rb_limit_enforced():
+    bad = load_input()
+    bad["unbraced_length"] = "4000 in"
+    with pytest.raises(ValueError, match="50"):
+        compute(bad)
+
+
+def test_cl_bounds_enforced():
+    bad = load_input()
+    # A very large E_min drives the beam stability factor to 0 (catastrophic
+    # cancellation in the C_L equation), which is out of the valid (0, 1] range.
+    bad["E_min"] = "1e100 psi"
+    with pytest.raises(ValueError, match="CL"):
+        compute(bad)
+
+
+def test_bearing_length_limit_enforced():
+    bad = load_input()
+    bad["bearing_length"] = "6 in"
+    with pytest.raises(ValueError, match="6"):
+        compute(bad)
+
+
+def test_bearing_end_distance_enforced():
+    bad = load_input()
+    bad["bearing_end_distance"] = "2.5 in"
+    with pytest.raises(ValueError, match="3"):
+        compute(bad)
+
+
+def test_typst_compiles_and_presents_python_numbers(result):
+    subprocess.run([sys.executable, str(HERE / "calc.py")], check=True, cwd=HERE.parents[1])
+    pdf = HERE / "generated" / "wood-joist.pdf"
+    subprocess.run(
+        ["typst", "compile", "--root", ".", "calcs/wood-joist/wood-joist.typ", str(pdf)],
+        check=True, cwd=HERE.parents[1],
+    )
+    assert pdf.exists()
+    query = subprocess.run(
+        ["typst", "eval", "query(<wood-joist-results>)", "--root", ".",
+         "--in", "calcs/wood-joist/wood-joist.typ", "--format", "json"],
+        check=True, capture_output=True, text=True, cwd=HERE.parents[1],
+    )
+    published = json.loads(query.stdout)
+    assert len(published) == 1
+    meta = published[0]["value"]
+    values = result["values"]
+    assert meta["flexure_util"] == pytest.approx(values["fb_psi"] / values["Fb_prime_psi"], abs=0.001)
+    assert meta["shear_util"] == pytest.approx(values["fv_psi"] / values["Fv_prime_psi"], abs=0.001)
+    assert meta["bearing_util"] == pytest.approx(values["fcp_psi"] / values["Fcp_prime_psi"], abs=0.001)
+    assert meta["delta_total_in"] == pytest.approx(values["delta_total_in"], abs=1e-6)
+    assert meta["delta_live_in"] == pytest.approx(values["delta_live_in"], abs=1e-6)
+
+
+def test_typst_load_demands_match_checked_inputs(result):
+    subprocess.run([sys.executable, str(HERE / "calc.py")], check=True, cwd=HERE.parents[1])
+    query = subprocess.run(
+        ["typst", "eval", "query(<wood-joist-loads>)", "--root", ".",
+         "--in", "calcs/wood-joist/wood-joist.typ", "--format", "json"],
+        check=True, capture_output=True, text=True, cwd=HERE.parents[1],
+    )
+    published = json.loads(query.stdout)
+    assert len(published) == 1
+    derived = published[0]["value"]
+    values = result["values"]
+    assert derived["w_plf"] == pytest.approx(values["w_plf"], abs=0.001)
+    assert derived["wL_plf"] == pytest.approx(values["wL_plf"], abs=0.001)
+    assert derived["M_ftlbf"] == pytest.approx(values["M_ftlbf"], abs=0.01)
+    assert derived["V_lbf"] == pytest.approx(values["V_lbf"], abs=0.001)
+    assert derived["R_lbf"] == pytest.approx(values["R_lbf"], abs=0.001)

wood-joist/wood-joist.typ

@@ -0,0 +1,108 @@
+#import "assets/sheet.typ": calcline, calcsheet, check
+
+#let data = json("results.json")
+#let n = data.values
+#let checks = data.checks
+#let round(value, digits: 2) = calc.round(value, digits: digits)
+
+#show: calcsheet.with(
+  title: "Wood Joist Analysis",
+  project: data.project,
+  prepared-by: data.prepared_by,
+)
+
+= Wood Joist Analysis
+
+Simple-span wood joist under uniform gravity load, analyzed per NDS 2018 ASD.
+Pint parses `input.yaml`, `calc.py` computes the member capacities and checks.
+Typst determines the gravity-load demands below; the checked Python inputs
+are reconciled to those values by the test suite.
+
+== Loads Determination
+
+#let DL = 25
+#let LL = 50
+#let L = 9
+#let B = 13
+#let w = (DL + LL) * B
+#let wL = LL * B
+#let M = w * L * L / 8
+#let V = w * L / 2
+#let R = V
+#metadata((w_plf: w, wL_plf: wL, M_ftlbf: M, V_lbf: V, R_lbf: R)) <wood-joist-loads>
+
+#calcline([$L = #L " ft"$], [Simple span])
+#calcline([$B = #B " ft"$], [Tributary spacing, on-center])
+#calcline([$D = #DL " psf"$], [Dead load])
+#calcline([$L_L = #LL " psf"$], [Live load])
+#calcline([$w = (D + L_L) B = #w " plf"$], [Total uniform line load, Typst-derived])
+#calcline([$w_("checked") = #round(n.w_plf, digits: 1) " plf"$], [Total uniform line load, checked input])
+#calcline([$w_L = L_L B = #wL " plf"$], [Live uniform line load, Typst-derived])
+#calcline([$w_("L,checked") = #round(n.wL_plf, digits: 1) " plf"$], [Live uniform line load, checked input])
+#calcline([$M = w L^2 / 8 = #round(M, digits: 2) " ft·lbf"$], [Maximum moment, Typst-derived])
+#calcline([$M_("checked") = #round(n.M_ftlbf, digits: 2) " ft·lbf"$], [Maximum moment, checked input])
+#calcline([$V = w L / 2 = #V " lbf"$], [Support shear, Typst-derived])
+#calcline([$V_("checked") = #round(n.V_lbf, digits: 1) " lbf"$], [Support shear, checked input])
+#calcline([$R = V = #R " lbf"$], [Support reaction, Typst-derived])
+#calcline([$R_("checked") = #round(n.R_lbf, digits: 1) " lbf"$], [Support reaction, checked input])
+
+== Section Properties
+
+#calcline([$b = #n.b_in " in"$, $d = #n.d_in " in"$], [Joist width and depth])
+#calcline([$A = b d = #round(n.A_in2, digits: 2) " in"^2$], [Section area])
+#calcline([$I_x = b d^3 / 12 = #round(n.Ix_in4, digits: 1) " in"^4$], [Moment of inertia])
+#calcline([$S_x = b d^2 / 6 = #round(n.Sx_in3, digits: 1) " in"^3$], [Elastic section modulus])
+
+== Material And Adjustment Factors
+
+#calcline([$"Species/grade" = #n.species_grade$], [NDS Supplement reference values])
+#calcline([$F_b = #n.Fb_psi " psi"$, $F_v = #n.Fv_psi " psi"$], [Reference bending and shear])
+#calcline([$F_(c"⊥") = #n.Fcp_psi " psi"$], [Reference compression perpendicular to grain])
+#calcline([$E = #n.E_psi " psi"$, $E'_"min" = #n.Emin_psi " psi"$], [Moduli of elasticity])
+#calcline([$C_D = #n.CD$, $C_M = #n.CM$, $C_t = #n.Ct$, $C_F = #n.CF$], [Load duration, wet service, temperature, size])
+#calcline([$C_r = #n.Cr$, $C_"fu" = #n.Cfu$, $C_i = #n.Ci$], [Repetitive member, flat use, incising])
+
+== Flexure
+
+#calcline([$l_e = #n.le_in " in"$], [Unbraced length of compression edge])
+#calcline([$R_B = sqrt(l_e d / b^2) = #round(n.RB, digits: 3)$], [Slenderness ratio, NDS 3.3.3])
+#calcline([$F^*_b = F_b C_D C_M C_t C_F C_i C_r = #round(n.Fb_star_psi, digits: 1) " psi"$], [Adjusted reference bending])
+#calcline([$F_("bE") = 1.20 E'_"min" / R_B^2 = #round(n.FbE_psi, digits: 1) " psi"$], [Critical buckling stress])
+#calcline([$C_L = (1 + F_("bE")/F^*_b)/1.9 - sqrt(...) = #round(n.CL, digits: 4)$], [Beam stability factor, NDS 3.3.3])
+#calcline([$F'_b = F^*_b C_L C_"fu" = #round(n.Fb_prime_psi, digits: 1) " psi"$], [Adjusted bending])
+#calcline([$f_b = M / S_x = #round(n.fb_psi, digits: 1) " psi"$], [Acting bending stress])
+#calcline([$M_a = S_x F'_b = #round(n.Ma_ftlbf, digits: 1) " ft·lbf"$], [Allowable moment])
+
+#v(7pt)
+#check("Flexure", checks.flexure.demand, checks.flexure.capacity, unit: "psi", ok: checks.flexure.ok, demand-label: [$f_b$], capacity-label: [$F'_b$])
+
+== Shear
+
+#calcline([$F'_v = F_v C_D C_M C_t C_"vr" = #round(n.Fv_prime_psi, digits: 1) " psi"$], [Adjusted shear])
+#calcline([$f_v = 3 V / (2 A) = #round(n.fv_psi, digits: 3) " psi"$], [Acting shear stress])
+
+#v(7pt)
+#check("Shear", checks.shear.demand, checks.shear.capacity, unit: "psi", ok: checks.shear.ok, demand-label: [$f_v$], capacity-label: [$F'_v$])
+
+== Bearing
+
+#calcline([$l_b = #n.lb_in " in"$], [Bearing length])
+#calcline([$l_("end") = #n.bed_in " in"$], [Distance from member end to near edge of bearing, >= 3 in])
+#calcline([$C_b = (l_b + 0.375) / l_b = #round(n.Cb, digits: 3)$], [Bearing area factor, NDS 3.10.4])
+#calcline([$F'_("c⊥") = F_("c⊥") C_M C_t C_i C_b = #round(n.Fcp_prime_psi, digits: 2) " psi"$], [Adjusted bearing])
+#calcline([$A_b = l_b b = #round(n.Ab_in2, digits: 2) " in"^2$], [Bearing area])
+#calcline([$f_("c⊥") = R / A_b = #round(n.fcp_psi, digits: 2) " psi"$], [Acting bearing stress])
+
+#v(7pt)
+#check("Bearing", checks.bearing.demand, checks.bearing.capacity, unit: "psi", ok: checks.bearing.ok, demand-label: [$f_("c⊥")$], capacity-label: [$F'_("c⊥")$])
+
+== Deflection
+
+#calcline([$Delta_"total" = 5 w L^4 / (384 E I_x) = #round(n.delta_total_in, digits: 3) " in"$], [Total-load deflection])
+#calcline([$Delta_"live" = 5 w_L L^4 / (384 E I_x) = #round(n.delta_live_in, digits: 3) " in"$], [Live-load deflection])
+#calcline([$L/240 = #n.delta_allow_total_in " in"$], [Total-load limit])
+#calcline([$L/360 = #n.delta_allow_live_in " in"$], [Live-load limit])
+
+#v(7pt)
+#check("Deflection (total)", checks.deflection_total.demand, checks.deflection_total.capacity, unit: "in", ok: checks.deflection_total.ok, demand-label: [$Delta_"total"$], capacity-label: [$L/240$])
+#check("Deflection (live)", checks.deflection_live.demand, checks.deflection_live.capacity, unit: "in", ok: checks.deflection_live.ok, demand-label: [$Delta_"live"$], capacity-label: [$L/360$])

wood-stud-column/assets/sheet.typ

@@ -0,0 +1,82 @@
+#let navy = rgb("#1a3a5f")
+#let muted = rgb("#626b73")
+#let pass = rgb("#1f6b45")
+#let fail = rgb("#9b2c2c")
+
+#let calcsheet(
+  title: "Structural Calculation",
+  project: "",
+  prepared-by: "",
+  body,
+) = {
+  set document(title: title, author: prepared-by)
+  set page(
+    paper: "us-letter",
+    margin: (x: 1in, top: 1.25in, bottom: 1in),
+    header: context {
+      grid(
+        columns: (1fr, 1fr),
+        align: (left, right),
+        image("../assets/logo.png", height: 30pt),
+        [#text(size: 9pt)[Project:] \
+          #text(size: 10pt, weight: "bold")[#project]],
+      )
+    },
+    footer: context {
+      set text(size: 8.5pt, fill: muted)
+      stack(
+        spacing: 4pt,
+        line(length: 100%, stroke: 0.5pt + muted),
+        [#prepared-by],
+      )
+    },
+  )
+  set text(font: "Libertinus Serif", size: 10pt, lang: "en")
+  set par(justify: true)
+  set heading(numbering: none)
+  show heading.where(level: 1): set text(size: 14pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set text(size: 11pt, weight: "bold", fill: black)
+  show heading.where(level: 2): set block(above: 2em, below: 1em)
+  body
+}
+
+#let calcline(formula, note) = grid(
+  columns: (1.7fr, 1fr),
+  gutter: 4pt,
+  align: (left, left),
+  formula, text(size: 9pt, fill: muted, note),
+)
+
+#let check(label, demand, capacity, unit: "", ok: auto, demand-label: "Demand", capacity-label: "Capacity") = {
+  let utilization = demand / capacity
+  let passes = if ok == auto { utilization <= 1 } else { ok }
+  let color = if passes { pass } else { fail }
+  block(
+    breakable: false,
+    width: 100%,
+    stroke: 0.8pt + black,
+    inset: 8pt,
+    radius: 2pt,
+  )[
+    #grid(
+      columns: (1fr, auto),
+      [#text(weight: "bold")[#label]],
+      box(stroke: 0.8pt + color, inset: (x: 6pt, y: 2pt))[
+        #text(weight: "bold", fill: color)[#if passes { "OK" } else { "NOT OK" }]
+      ],
+    )
+    #v(4pt)
+    #grid(
+      columns: (1fr, auto),
+      [
+         #demand-label: #calc.round(demand, digits: 2) #unit #h(14pt)
+         #capacity-label: #calc.round(capacity, digits: 2) #unit
+      ],
+      [
+        D/C: #calc.round(utilization, digits: 2)
+      ],
+    )
+  ]
+}
+
+

wood-stud-column/calc.py

@@ -0,0 +1,163 @@
+from __future__ import annotations
+
+import json
+import math
+import sys
+import argparse
+from pathlib import Path
+
+try:
+    import yaml
+except ImportError:
+    raise SystemExit("Install dependencies: python -m pip install -r requirements.txt")
+
+try:
+    from pint import DimensionalityError, UndefinedUnitError, UnitRegistry
+except ImportError:
+    raise SystemExit("Install dependencies: python -m pip install -r requirements.txt")
+
+
+HERE = Path(__file__).resolve().parent
+
+ureg = UnitRegistry()
+ureg.define("kip = 1000 * force_pound")
+ureg.define("ksi = kip / inch ** 2")
+ureg.define("psi = force_pound / inch ** 2")
+
+
+def quantity(value, unit: str, name: str) -> float:
+    try:
+        q = ureg.Quantity(value).to(unit)
+    except (DimensionalityError, UndefinedUnitError, TypeError, ValueError) as exc:
+        raise ValueError(f"{name}: expected {unit}, got {value!r}") from exc
+    magnitude = float(q.magnitude)
+    if magnitude <= 0:
+        raise ValueError(f"{name} must be positive")
+    return magnitude
+
+
+def factor(value, name: str) -> float:
+    magnitude = float(value)
+    if magnitude <= 0:
+        raise ValueError(f"{name} must be positive")
+    return magnitude
+
+
+# NDS 2018 constants for sawn-lumber columns (NDS 3.7.1.5, Eqs. 3.7-1 and 3.7-2).
+KC_EULER = 0.822  # Euler buckling coefficient for a rectangular section about its
+                 # weak axis (pi^2 / 12); appears directly in Eq. 3.7-2.
+C_SAWN = 0.8      # Column-stability denominator coefficient c for sawn lumber
+                 # (Eq. 3.7-1). c = 0.85 for round timber, 0.9 for glulam/SCL/CLT.
+
+
+def _column_stability_factor(Fc_star: float, Emin_prime: float, Le: float, d: float):
+    """NDS 3.7.1.5, Eq. 3.7-1 — column stability factor Cp for one buckling axis."""
+    FcE = KC_EULER * Emin_prime / (Le / d) ** 2
+    ratio = FcE / Fc_star
+    Cp = (1.0 + ratio) / (2.0 * C_SAWN) - math.sqrt(((1.0 + ratio) / (2.0 * C_SAWN)) ** 2 - ratio / C_SAWN)
+    if not math.isfinite(Cp) or Cp <= 0:
+        raise ValueError(f"Cp = {Cp:.4f} is not finite/positive; column stability invalid (NDS 3.7.1.4)")
+    return min(Cp, 1.0), FcE, ratio
+
+
+def compute(inp: dict) -> dict:
+    # Geometry
+    b_in = quantity(inp["width"], "in", "width")
+    d_in = quantity(inp["depth"], "in", "depth")
+    L_in = quantity(inp["length"], "in", "length")
+    Ke = factor(inp["Ke"], "Ke")
+
+    # Material (NDS Supplement reference values)
+    Fc_psi = quantity(inp["Fc"], "psi", "Fc")
+    E_psi = quantity(inp["E"], "psi", "E")
+    Emin_psi = quantity(inp["E_min"], "psi", "E_min")
+    species_grade = str(inp["species_grade"])
+
+    # Adjustment factors (NDS Table 4.3.1)
+    CD = factor(inp["CD"], "CD")
+    CM = factor(inp["CM"], "CM")
+    Ct = factor(inp["Ct"], "Ct")
+    CF = factor(inp["CF"], "CF")
+    Ci = factor(inp["Ci"], "Ci")
+
+    # Checked axial demand (ASD)
+    P_lbf = quantity(inp["P"], "lbf", "P")
+
+    A_in2 = b_in * d_in
+    Le_in = Ke * L_in
+    d_least = min(b_in, d_in)
+    d_great = max(b_in, d_in)
+
+    # Adjusted reference compression (without Cp), NDS 3.7.1.5
+    Fc_star = Fc_psi * CD * CM * Ct * CF * Ci
+    Emin_prime = Emin_psi * CM * Ct * Ci
+
+    # Column stability factor about each axis; the weak axis governs.
+    Cp_weak, FcE_weak, ratio_weak = _column_stability_factor(Fc_star, Emin_prime, Le_in, d_least)
+    Cp_strong, FcE_strong, ratio_strong = _column_stability_factor(Fc_star, Emin_prime, Le_in, d_great)
+    governing_axis = "weak" if Cp_weak <= Cp_strong else "strong"
+    Cp = min(Cp_weak, Cp_strong)
+    FcE = FcE_weak if governing_axis == "weak" else FcE_strong
+
+    # Adjusted compression design value, NDS Table 4.3.1
+    Fc_prime = Fc_star * Cp
+    fc_psi = P_lbf / A_in2
+    Pa_lbf = Fc_prime * A_in2
+
+    def q(value: float) -> float:
+        return round(value, 6)
+
+    values = {
+        "P_lbf": q(P_lbf),
+        "L_in": q(L_in), "b_in": q(b_in), "d_in": q(d_in),
+        "A_in2": q(A_in2), "Ke": q(Ke), "Le_in": q(Le_in),
+        "d_least_in": q(d_least), "d_great_in": q(d_great),
+        "Le_d_weak": q(Le_in / d_least), "Le_d_strong": q(Le_in / d_great),
+        "species_grade": species_grade,
+        "Fc_psi": q(Fc_psi), "E_psi": q(E_psi), "Emin_psi": q(Emin_psi),
+        "CD": q(CD), "CM": q(CM), "Ct": q(Ct), "CF": q(CF), "Ci": q(Ci),
+        "kc_euler": q(KC_EULER), "c_sawn": q(C_SAWN),
+        "Fc_star_psi": q(Fc_star), "Emin_prime_psi": q(Emin_prime),
+        "FcE_weak_psi": q(FcE_weak), "FcE_strong_psi": q(FcE_strong),
+        "ratio_weak": q(ratio_weak), "ratio_strong": q(ratio_strong),
+        "Cp_weak": q(Cp_weak), "Cp_strong": q(Cp_strong),
+        "Cp": q(Cp), "governing_axis": governing_axis,
+        "Fc_prime_psi": q(Fc_prime), "fc_psi": q(fc_psi), "Pa_lbf": q(Pa_lbf),
+    }
+
+    checks = {
+        "axial": {"demand": q(P_lbf), "capacity": q(Pa_lbf), "ok": P_lbf <= Pa_lbf},
+    }
+
+    return {
+        "tool": "wood_stud_column",
+        "version": "0.1",
+        "project": inp.get("project", ""),
+        "prepared_by": inp.get("prepared_by", ""),
+        "values": values,
+        "checks": checks,
+    }
+
+
+def main(argv: list[str] | None = None) -> int:
+    parser = argparse.ArgumentParser(description="Calculate the wood stud column axial capacity from a YAML input file.")
+    parser.add_argument("--input", "-i", type=Path, default=HERE / "input.yaml", help="YAML input path")
+    parser.add_argument("--output", "-o", type=Path, help="JSON output path; defaults beside the input")
+    parser.add_argument("--stdout", action="store_true", help="Write the complete JSON result to stdout instead of a file")
+    args = parser.parse_args(argv)
+
+    input_path = args.input
+    output_path = args.output or input_path.with_name("results.json")
+    with input_path.open(encoding="utf-8") as handle:
+        result = compute(yaml.safe_load(handle))
+    serialized = json.dumps(result, indent=2) + "\n"
+    if args.stdout:
+        sys.stdout.write(serialized)
+    else:
+        output_path.write_text(serialized, encoding="utf-8")
+        print(output_path)
+    return 0
+
+
+if __name__ == "__main__":
+    raise SystemExit(main())

wood-stud-column/input.yaml

@@ -0,0 +1,29 @@
+# Project name shown in the Typst report header.
+project: "Interior Bearing Wall"
+# Person or organization shown in the Typst report footer.
+prepared_by: "Conemco Engineering"
+
+# Axial load (ASD) checked against the allowable column capacity.
+P: "400 lbf"
+
+# Stud geometry (actual dimensions of a nominal 2x4).
+length: "6 ft"          # L, total stud length
+width: "1.5 in"         # b, actual 2x4 width
+depth: "3.5 in"         # d, actual 2x4 depth
+Ke: 1.0                 # effective-length factor, pinned-pinned (NDS 3.7.1.2 / Appendix G)
+
+# Species and grade label shown in the report. "SP" is read as Southern Pine
+# (SYP) per NDS Supplement Table 4B; confirm if SPF or SPF-S was intended.
+species_grade: "SP (Southern Pine) No. 2"
+
+# NDS Supplement reference design values for Southern Pine (SYP) No. 2, dimension lumber.
+Fc: "1450 psi"          # compression parallel to grain (F_c)
+E: "1400000 psi"        # modulus of elasticity (E)
+E_min: "510000 psi"     # 5th-percentile modulus (E_min)
+
+# Adjustment factors (NDS Table 4.3.1). All 1.0 except size factor for this example.
+CD: 1     # load duration factor (1.0 = normal/occupancy duration, NDS 2.3.2)
+CM: 1     # wet service factor (dry, moisture < 19%, NDS 4.3.3)
+Ct: 1     # temperature factor (< 100 deg F, NDS 4.3.4)
+CF: 1.15  # size factor for compression, 2x4 (NDS 4.3.6)
+Ci: 1     # incising factor (NDS 4.3.8)

wood-stud-column/results.json

@@ -0,0 +1,50 @@
+{
+  "tool": "wood_stud_column",
+  "version": "0.1",
+  "project": "Interior Bearing Wall",
+  "prepared_by": "Conemco Engineering",
+  "values": {
+    "P_lbf": 400.0,
+    "L_in": 72.0,
+    "b_in": 1.5,
+    "d_in": 3.5,
+    "A_in2": 5.25,
+    "Ke": 1.0,
+    "Le_in": 72.0,
+    "d_least_in": 1.5,
+    "d_great_in": 3.5,
+    "Le_d_weak": 48.0,
+    "Le_d_strong": 20.571429,
+    "species_grade": "SP (Southern Pine) No. 2",
+    "Fc_psi": 1450.0,
+    "E_psi": 1400000.0,
+    "Emin_psi": 510000.0,
+    "CD": 1.0,
+    "CM": 1.0,
+    "Ct": 1.0,
+    "CF": 1.15,
+    "Ci": 1.0,
+    "kc_euler": 0.822,
+    "c_sawn": 0.8,
+    "Fc_star_psi": 1667.5,
+    "Emin_prime_psi": 510000.0,
+    "FcE_weak_psi": 181.953125,
+    "FcE_strong_psi": 990.633681,
+    "ratio_weak": 0.109117,
+    "ratio_strong": 0.594083,
+    "Cp_weak": 0.106575,
+    "Cp_strong": 0.496288,
+    "Cp": 0.106575,
+    "governing_axis": "weak",
+    "Fc_prime_psi": 177.71332,
+    "fc_psi": 76.190476,
+    "Pa_lbf": 932.994931
+  },
+  "checks": {
+    "axial": {
+      "demand": 400.0,
+      "capacity": 932.994931,
+      "ok": true
+    }
+  }
+}

wood-stud-column/test_wood_stud_column.py

@@ -0,0 +1,65 @@
+from pathlib import Path
+import importlib.util
+import json
+import subprocess
+import sys
+
+import pytest
+import yaml
+
+HERE = Path(__file__).resolve().parent
+spec = importlib.util.spec_from_file_location("wood_stud_column_calc", HERE / "calc.py")
+assert spec is not None and spec.loader is not None
+module = importlib.util.module_from_spec(spec)
+spec.loader.exec_module(module)
+
+
+def result():
+    with (HERE / "input.yaml").open(encoding="utf-8") as handle:
+        return module.compute(yaml.safe_load(handle))
+
+
+def test_typst_loads_match_checked_inputs():
+    subprocess.run([sys.executable, str(HERE / "calc.py")], check=True, cwd=HERE.parents[1])
+    query = subprocess.run(
+        [
+            "typst", "eval", "query(<wood-stud-column-loads>)", "--root", ".",
+            "--in", "calcs/wood-stud-column/beam.typ", "--format", "json",
+        ],
+        check=True,
+        capture_output=True,
+        text=True,
+        cwd=HERE.parents[1],
+    )
+    published = json.loads(query.stdout)
+    assert len(published) == 1
+    derived = published[0]["value"]
+    values = result()["values"]
+    assert derived["P_lbf"] == pytest.approx(values["P_lbf"], abs=0.001)
+    assert derived["A_in2"] == pytest.approx(values["A_in2"], abs=0.001)
+
+
+def test_ground_truth_column_stability():
+    output = result()
+    values = output["values"]
+    assert values["A_in2"] == pytest.approx(5.25)
+    assert values["Le_in"] == pytest.approx(72.0)
+    assert values["Le_d_weak"] == pytest.approx(48.0, abs=0.01)
+    assert values["FcE_weak_psi"] == pytest.approx(181.9, abs=0.5)
+    assert values["Cp_weak"] == pytest.approx(0.107, abs=0.003)
+    assert values["Cp_strong"] == pytest.approx(0.497, abs=0.005)
+    assert values["Fc_prime_psi"] == pytest.approx(177.6, abs=0.5)
+    assert values["Pa_lbf"] == pytest.approx(932.0, abs=3.0)
+    assert output["checks"]["axial"]["ok"] is True
+
+
+def test_cli_can_write_json_to_stdout():
+    completed = subprocess.run(
+        [sys.executable, str(HERE / "calc.py"), "--input", str(HERE / "input.yaml"), "--stdout"],
+        check=True,
+        capture_output=True,
+        text=True,
+    )
+    output = json.loads(completed.stdout)
+    assert output["values"]["P_lbf"] == pytest.approx(400)
+    assert completed.stderr == ""

wood-stud-column/wood-stud-column.typ

@@ -0,0 +1,62 @@
+#import "assets/sheet.typ": calcline, calcsheet, check
+
+#let data = json("results.json")
+#let n = data.values
+#let checks = data.checks
+#let round(value, digits: 2) = calc.round(value, digits: digits)
+
+#show: calcsheet.with(
+  title: "Wood Stud Column — Axial Capacity",
+  project: data.project,
+  prepared-by: data.prepared_by,
+)
+
+= Wood Stud Column — Axial Capacity
+
+Concentrically loaded 2x4 wood stud (SP / Southern Pine No. 2) analyzed for
+axial compression parallel to grain per NDS 2018 ASD. Pint parses `input.yaml`;
+`calc.py` computes the column stability factor $C_p$ (NDS 3.7.1.5, Eq. 3.7-1)
+and the adjusted compression capacity. The governing limit state is compression
+with buckling about the weak axis.
+
+== Geometry And Axial Load
+
+#let P = 400
+#let L_ft = 6
+#let b = 1.5
+#let d = 3.5
+#let A = b * d
+#metadata((P_lbf: P, A_in2: A)) <wood-stud-column-loads>
+
+#calcline([$P = #P " lbf"$], [Axial load, compression (ASD)])
+#calcline([$L = #L_ft " ft" = #n.L_in " in"$], [Total stud length])
+#calcline([$b = #b " in"$, $d = #d " in"$], [Actual dimensions of a nominal 2x4])
+#calcline([$A = b d = #round(n.A_in2, digits: 2) " in"^2$], [Cross-sectional area])
+#calcline([$K_e = #n.Ke$], [Effective-length factor, pinned-pinned (NDS 3.7.1.2)])
+#calcline([$L_e = K_e L = #round(n.Le_in, digits: 1) " in"$], [Effective length])
+#calcline([$d_"min" = min(b, d) = #n.d_least_in " in"$], [Least dimension; weak-axis buckling governs])
+#calcline([$L_e / d_"min" = #round(n.Le_in / n.d_least_in, digits: 1) <= 50$], [Slenderness ratio, weak axis; cap $L_e/d <= 50$ (NDS 3.7.1.4)])
+
+== Material And Adjustment Factors
+
+#calcline([$"Species/grade" = #n.species_grade$], [NDS Supplement reference values])
+#calcline([$F_c = #n.Fc_psi " psi"$], [Reference compression parallel to grain])
+#calcline([$E = #n.E_psi " psi"$, $E'_"min" = #n.Emin_psi " psi"$], [Moduli of elasticity])
+#calcline([$C_D = #n.CD$, $C_M = #n.CM$, $C_t = #n.Ct$, $C_F = #n.CF$, $C_i = #n.Ci$], [Load duration ($C_D=1.0$ normal/occupancy, NDS 2.3.2), wet service, temperature, size ($C_F=1.15$ for 2x4 compression, NDS 4.3.6), incising (NDS Table 4.3.1)])
+
+== Column Stability Factor (NDS 3.7.1.4)
+
+#calcline([$F^*_c = F_c C_D C_M C_t C_F C_i = #round(n.Fc_star_psi, digits: 1) " psi"$], [Adjusted reference compression, NDS 3.7.1.5])
+#calcline([$E'_"min" = E_"min" C_M C_t C_i = #round(n.Emin_prime_psi, digits: 0) " psi"$], [Adjusted 5th-percentile modulus])
+#calcline([$F_("cE") = 0.822 E'_"min" / (L_e / d_"min")^2 = #round(n.FcE_weak_psi, digits: 2) " psi"$], [Critical buckling stress, NDS Eq. 3.7-2 (coefficient 0.822)])
+#calcline([$0.822$ (Euler coeff., NDS Eq. 3.7-2), $c = #n.c_sawn$], [Sawn-lumber column coefficient, NDS Eq. 3.7-1])
+#calcline([$C_p = (1 + F_("cE")/F^*_c)/(2c) - sqrt(...) = #round(n.Cp, digits: 4)$], [Column stability factor, NDS Eq. 3.7-1 (3.7.1.5); weak axis governs])
+
+== Adjusted Compression Capacity
+
+#calcline([$F'_c = F^*_c C_p = #round(n.Fc_prime_psi, digits: 2) " psi"$], [Adjusted compression design value, NDS 3.7.1.5])
+#calcline([$f_c = P / A = #round(n.fc_psi, digits: 2) " psi"$], [Acting compression stress])
+#calcline([$P_a = F'_c A = #round(n.Pa_lbf, digits: 1) " lbf"$], [Allowable axial load])
+
+#v(7pt)
+#check("Axial Compression", checks.axial.demand, checks.axial.capacity, unit: "lbf", ok: checks.axial.ok, demand-label: [$P$], capacity-label: [$P_a$])