commit d5ac3fca7e93ebf07c0540a10c70788a354dc52c Author: smillmorel Date: Mon Sep 21 12:19:20 2026 -0400 Add structural calculation worksheets Collection of engineering calculation projects (Python + Typst), each with input, calc script, tests, results, and generated PDF where available. diff --git a/.gitignore b/.gitignore new file mode 100644 index 0000000..2115591 --- /dev/null +++ b/.gitignore @@ -0,0 +1,14 @@ +# Python +__pycache__/ +*.py[cod] +.pytest_cache/ +.venv/ +venv/ + +# Typst +*.aux + +# Editors / OS +.DS_Store +*.swp +*~ diff --git a/concentric-footing/CONCENTRIC-FOOTING.pdf b/concentric-footing/CONCENTRIC-FOOTING.pdf new file mode 100755 index 0000000..079534f Binary files /dev/null and b/concentric-footing/CONCENTRIC-FOOTING.pdf differ diff --git a/concentric-footing/PROJECT_STATE.md b/concentric-footing/PROJECT_STATE.md new file mode 100644 index 0000000..5055ee3 --- /dev/null +++ b/concentric-footing/PROJECT_STATE.md @@ -0,0 +1,211 @@ +# 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 `` 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 diff --git a/concentric-footing/TASKS.md b/concentric-footing/TASKS.md new file mode 100644 index 0000000..66aa4f4 --- /dev/null +++ b/concentric-footing/TASKS.md @@ -0,0 +1,19 @@ +# 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 ``; Python reads checked `Ps`/`Pu`. The suite reconciles them. diff --git a/concentric-footing/assets/logo.png b/concentric-footing/assets/logo.png new file mode 100755 index 0000000..598b0e3 Binary files /dev/null and b/concentric-footing/assets/logo.png differ diff --git a/concentric-footing/assets/sheet.typ b/concentric-footing/assets/sheet.typ new file mode 100644 index 0000000..72f553b --- /dev/null +++ b/concentric-footing/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) + ], + ) + ] +} + + diff --git a/concentric-footing/calc.py b/concentric-footing/calc.py new file mode 100644 index 0000000..b1f9eea --- /dev/null +++ b/concentric-footing/calc.py @@ -0,0 +1,222 @@ +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()) diff --git a/concentric-footing/codemap.md b/concentric-footing/codemap.md new file mode 100644 index 0000000..fbef329 --- /dev/null +++ b/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 /. +├── 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 ``; 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. diff --git a/concentric-footing/concentric-footing.pdf b/concentric-footing/concentric-footing.pdf new file mode 100644 index 0000000..822d0a6 --- /dev/null +++ b/concentric-footing/concentric-footing.pdf @@ -0,0 +1,1964 @@ +%PDF-1.7 +% + +1 0 obj +<> +endobj +2 0 obj +<> +endobj +3 0 obj +<> +endobj +4 0 obj +<> +endobj +5 0 obj +<> +endobj +6 0 obj +<> +endobj +7 0 obj +<> +endobj +8 0 obj +<> +endobj +9 0 obj +<> +endobj +10 0 obj +<> +endobj +11 0 obj +<>/K[296 0 R]/ParentTree<>/ParentTreeNextKey 3>> +endobj +12 0 obj +[15 0 R 17 0 R 16 0 R 17 0 R 17 0 R 20 0 R 20 0 R 21 0 R 21 0 R 22 0 R 18 0 R 26 0 R 27 0 R 27 0 R 27 0 R 27 0 R 27 0 R 27 0 R 27 0 R 27 0 R 27 0 R 27 0 R 27 0 R 27 0 R 27 0 R 27 0 R 27 0 R 27 0 R 29 0 R 32 0 R 32 0 R 32 0 R 32 0 R 32 0 R 32 0 R 32 0 R 32 0 R 32 0 R 32 0 R 32 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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)) + +#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: [$phi B_n$]) diff --git a/concentric-footing/input.yaml b/concentric-footing/input.yaml new file mode 100644 index 0000000..b64b895 --- /dev/null +++ b/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. diff --git a/concentric-footing/results.json b/concentric-footing/results.json new file mode 100644 index 0000000..c82fe85 --- /dev/null +++ b/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 + } + } +} diff --git a/concentric-footing/tasks/001_calc_and_input.md b/concentric-footing/tasks/001_calc_and_input.md new file mode 100644 index 0000000..5d748e3 --- /dev/null +++ b/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 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. diff --git a/concentric-footing/tasks/002_numerical_tests.md b/concentric-footing/tasks/002_numerical_tests.md new file mode 100644 index 0000000..d50f56e --- /dev/null +++ b/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. diff --git a/concentric-footing/tasks/003_typst_sheet.md b/concentric-footing/tasks/003_typst_sheet.md new file mode 100644 index 0000000..dc75660 --- /dev/null +++ b/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 `` 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)) + ``` + 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)) + ``` + +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 `` via `typst eval "query()"`? 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()","--root",...,"--in","calcs/wood-joist/beam.typ","--format","json"]`. Mirror that: `["typst","query", str(HERE/"footing.typ"), "", "--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 `` 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. diff --git a/concentric-footing/tasks/004_docs_refresh.md b/concentric-footing/tasks/004_docs_refresh.md new file mode 100644 index 0000000..ff2bf7a --- /dev/null +++ b/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 `` 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. diff --git a/concentric-footing/tasks/005_review.md b/concentric-footing/tasks/005_review.md new file mode 100644 index 0000000..d7e71a8 --- /dev/null +++ b/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 `` and `` 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 `` and `` 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. diff --git a/concentric-footing/test_concentric_footing.py b/concentric-footing/test_concentric_footing.py new file mode 100644 index 0000000..97b7331 --- /dev/null +++ b/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()", "--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()", "--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) diff --git a/concrete-beam/assets/logo.png b/concrete-beam/assets/logo.png new file mode 100755 index 0000000..598b0e3 Binary files /dev/null and b/concrete-beam/assets/logo.png differ diff --git a/concrete-beam/assets/sheet.typ b/concrete-beam/assets/sheet.typ new file mode 100644 index 0000000..72f553b --- /dev/null +++ b/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) + ], + ) + ] +} + + diff --git a/concrete-beam/calc.py b/concrete-beam/calc.py new file mode 100644 index 0000000..3aaa1fd --- /dev/null +++ b/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()) diff --git a/concrete-beam/concrete-beam.pdf b/concrete-beam/concrete-beam.pdf new file mode 100644 index 0000000..a5ea0dd --- /dev/null +++ b/concrete-beam/concrete-beam.pdf @@ -0,0 +1,1432 @@ +%PDF-1.7 +% + +1 0 obj +<> +endobj +2 0 obj +<> +endobj +3 0 obj +<> +endobj +4 0 obj +<> +endobj +5 0 obj +<> +endobj +6 0 obj +<> +endobj +7 0 obj +<>/K[177 0 R]/ParentTree<>/ParentTreeNextKey 2>> +endobj +8 0 obj +[10 0 R 12 0 R 11 0 R 12 0 R 12 0 R 16 0 R 16 0 R 17 0 R 21 0 R 13 0 R 25 0 R 26 0 R 26 0 R 26 0 R 26 0 R 26 0 R 28 0 R 31 0 R 31 0 R 31 0 R 31 0 R 31 0 R 31 0 R 31 0 R 31 0 R 33 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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: [$phi V_c$], +) diff --git a/concrete-beam/input.yaml b/concrete-beam/input.yaml new file mode 100644 index 0000000..a172770 --- /dev/null +++ b/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" diff --git a/concrete-beam/results.json b/concrete-beam/results.json new file mode 100644 index 0000000..c4a0513 --- /dev/null +++ b/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 + } + } +} diff --git a/concrete-beam/test_concrete_beam.py b/concrete-beam/test_concrete_beam.py new file mode 100644 index 0000000..c30b0fb --- /dev/null +++ b/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 diff --git a/concrete-beam2/assets/logo.png b/concrete-beam2/assets/logo.png new file mode 100755 index 0000000..598b0e3 Binary files /dev/null and b/concrete-beam2/assets/logo.png differ diff --git a/concrete-beam2/assets/sheet.typ b/concrete-beam2/assets/sheet.typ new file mode 100644 index 0000000..72f553b --- /dev/null +++ b/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) + ], + ) + ] +} + + diff --git a/concrete-beam2/calc.py b/concrete-beam2/calc.py new file mode 100644 index 0000000..1e7ae87 --- /dev/null +++ b/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 = 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+#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: [$phi V_c$], +) diff --git a/concrete-beam2/input.yaml b/concrete-beam2/input.yaml new file mode 100644 index 0000000..1663fab --- /dev/null +++ b/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" diff --git a/concrete-beam2/results.json b/concrete-beam2/results.json new file mode 100644 index 0000000..bda4126 --- /dev/null +++ b/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 + } + } +} diff --git a/concrete-beam2/test_concrete_beam2.py b/concrete-beam2/test_concrete_beam2.py new file mode 100644 index 0000000..1387233 --- /dev/null +++ b/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) diff --git a/mudsill-for-shore-post/assets/logo.png b/mudsill-for-shore-post/assets/logo.png new file mode 100755 index 0000000..598b0e3 Binary files /dev/null and b/mudsill-for-shore-post/assets/logo.png differ diff --git a/mudsill-for-shore-post/assets/sheet.typ b/mudsill-for-shore-post/assets/sheet.typ new file mode 100644 index 0000000..72f553b --- /dev/null +++ b/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, 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/dev/null +++ b/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: [$F_v$], +) diff --git a/shore-post-brace/assets/logo.png b/shore-post-brace/assets/logo.png new file mode 100755 index 0000000..598b0e3 Binary files /dev/null and b/shore-post-brace/assets/logo.png differ diff --git a/shore-post-brace/assets/sheet.typ b/shore-post-brace/assets/sheet.typ new file mode 100644 index 0000000..72f553b --- /dev/null +++ b/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) + ], + ) + ] +} + + diff --git a/shore-post/assets/logo.png b/shore-post/assets/logo.png new file mode 100755 index 0000000..598b0e3 Binary files /dev/null and b/shore-post/assets/logo.png differ diff --git a/shore-post/assets/sheet.typ b/shore-post/assets/sheet.typ new file mode 100644 index 0000000..72f553b --- /dev/null +++ b/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: 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+trailer +<> +startxref +173544 +%%EOF \ No newline at end of file diff --git a/shore-post/shore-post.typ b/shore-post/shore-post.typ new file mode 100644 index 0000000..105f12c --- /dev/null +++ b/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: [$P_"cap"$], +) diff --git a/slab-on-grade/SLAB-ON-GRADE-MESH-REINFORCEMENT.pdf b/slab-on-grade/SLAB-ON-GRADE-MESH-REINFORCEMENT.pdf new file mode 100755 index 0000000..68ffbb8 Binary files /dev/null and b/slab-on-grade/SLAB-ON-GRADE-MESH-REINFORCEMENT.pdf differ diff --git a/slab-on-grade/assets/logo.png b/slab-on-grade/assets/logo.png new file mode 100755 index 0000000..598b0e3 Binary files /dev/null and b/slab-on-grade/assets/logo.png differ diff --git a/slab-on-grade/assets/sheet.typ b/slab-on-grade/assets/sheet.typ new file mode 100644 index 0000000..72f553b --- /dev/null +++ b/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) + ], + ) + ] +} + + diff --git a/slab-on-grade/slab-on-grade.pdf b/slab-on-grade/slab-on-grade.pdf new file mode 100644 index 0000000..7b57fee --- /dev/null +++ b/slab-on-grade/slab-on-grade.pdf @@ -0,0 +1,995 @@ +%PDF-1.7 +% + +1 0 obj +<> +endobj +2 0 obj +<> +endobj +3 0 obj +<> +endobj +4 0 obj +<> +endobj +5 0 obj +<> +endobj +6 0 obj +<> +endobj +7 0 obj +<> +endobj +8 0 obj +<>/K[94 0 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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: [$A_s$], +) diff --git a/steel-beam/aisc-shapes-database-v15.0.xlsx b/steel-beam/aisc-shapes-database-v15.0.xlsx new file mode 100755 index 0000000..e1565ea Binary files /dev/null and b/steel-beam/aisc-shapes-database-v15.0.xlsx differ diff --git a/steel-beam/assets/logo.png b/steel-beam/assets/logo.png new file mode 100755 index 0000000..598b0e3 Binary files /dev/null and b/steel-beam/assets/logo.png differ diff --git a/steel-beam/assets/sheet.typ b/steel-beam/assets/sheet.typ new file mode 100644 index 0000000..72f553b --- /dev/null +++ b/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) + ], + ) + ] +} + + diff --git a/steel-beam/calc.py b/steel-beam/calc.py new file mode 100644 index 0000000..6bcbd36 --- /dev/null +++ b/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()) diff --git a/steel-beam/input.yaml b/steel-beam/input.yaml new file mode 100644 index 0000000..e8444d3 --- /dev/null +++ b/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" diff --git a/steel-beam/results.json b/steel-beam/results.json new file mode 100644 index 0000000..a7d019e --- /dev/null +++ b/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 + } + } +} diff --git a/steel-beam/steel-beam-ref.pdf b/steel-beam/steel-beam-ref.pdf new file mode 100755 index 0000000..e733f6b Binary files /dev/null and b/steel-beam/steel-beam-ref.pdf differ diff --git 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n +0000122116 00000 n +0000189230 00000 n +0000189396 00000 n +0000190645 00000 n +trailer +<> +startxref +190830 +%%EOF \ No newline at end of file diff --git a/steel-beam/steel-beam.typ b/steel-beam/steel-beam.typ new file mode 100644 index 0000000..953e5c3 --- /dev/null +++ b/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)) + +== 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: [$delta_"max"$]) + diff --git a/steel-beam/test_steel_beam.py b/steel-beam/test_steel_beam.py new file mode 100644 index 0000000..4dd7ff1 --- /dev/null +++ b/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()", "--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 == "" diff --git a/wood-joist/PROJECT_STATE.md b/wood-joist/PROJECT_STATE.md new file mode 100644 index 0000000..8927e27 --- /dev/null +++ b/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 `` 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 + `` 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`. diff --git a/wood-joist/README.md b/wood-joist/README.md new file mode 100644 index 0000000..ec37b13 --- /dev/null +++ b/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 `` 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 `` 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. diff --git a/wood-joist/TASKS.md b/wood-joist/TASKS.md new file mode 100644 index 0000000..75773c1 --- /dev/null +++ b/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 + `` reconciliation test; Task 008 refreshes docs and runs the + reviewer pass verifying deterministic benchmark evidence. The Pompano Beach + benchmark values must stay identical. diff --git a/wood-joist/WOOD-JOISTS-BENDING-SHEAR-BEARING-DEFLECTION.pdf b/wood-joist/WOOD-JOISTS-BENDING-SHEAR-BEARING-DEFLECTION.pdf new file mode 100755 index 0000000..cfaa23f Binary files /dev/null and b/wood-joist/WOOD-JOISTS-BENDING-SHEAR-BEARING-DEFLECTION.pdf differ diff --git a/wood-joist/assets/logo.png b/wood-joist/assets/logo.png new file mode 100755 index 0000000..598b0e3 Binary files /dev/null and b/wood-joist/assets/logo.png differ diff --git a/wood-joist/assets/sheet.typ b/wood-joist/assets/sheet.typ new file mode 100644 index 0000000..72f553b --- /dev/null +++ b/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) + ], + ) + ] +} + + diff --git a/wood-joist/calc.py b/wood-joist/calc.py new file mode 100644 index 0000000..3c35e12 --- /dev/null +++ b/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 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()) diff --git a/wood-joist/codemap.md b/wood-joist/codemap.md new file mode 100644 index 0000000..38bd1a8 --- /dev/null +++ b/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 and . +│ │ ├── 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(); 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. diff --git a/wood-joist/input.yaml b/wood-joist/input.yaml new file mode 100644 index 0000000..504e59f --- /dev/null +++ b/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) diff --git a/wood-joist/results.json b/wood-joist/results.json new file mode 100644 index 0000000..faf4a47 --- /dev/null +++ b/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 + } + } +} diff --git a/wood-joist/test_wood_joist.py b/wood-joist/test_wood_joist.py new file mode 100644 index 0000000..271fedb --- /dev/null +++ b/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()", "--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()", "--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) diff --git a/wood-joist/wood-joist.pdf b/wood-joist/wood-joist.pdf new file mode 100644 index 0000000..afd0eb5 --- /dev/null +++ b/wood-joist/wood-joist.pdf @@ -0,0 +1,2090 @@ +%PDF-1.7 +% + +1 0 obj +<> +endobj +2 0 obj +<> +endobj +3 0 obj +<> +endobj +4 0 obj +<> +endobj +5 0 obj +<> +endobj +6 0 obj +<> +endobj +7 0 obj +<> +endobj +8 0 obj +<> +endobj +9 0 obj +<> +endobj +10 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b/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)) + +#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: [$L/360$]) diff --git a/wood-stud-column/assets/logo.png b/wood-stud-column/assets/logo.png new file mode 100755 index 0000000..598b0e3 Binary files /dev/null and b/wood-stud-column/assets/logo.png differ diff --git a/wood-stud-column/assets/sheet.typ b/wood-stud-column/assets/sheet.typ new file mode 100644 index 0000000..72f553b --- /dev/null +++ b/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) + ], + ) + ] +} + + diff --git a/wood-stud-column/calc.py b/wood-stud-column/calc.py new file mode 100644 index 0000000..ab71a0b --- /dev/null +++ b/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()) diff --git a/wood-stud-column/input.yaml b/wood-stud-column/input.yaml new file mode 100644 index 0000000..04ab8ed --- /dev/null +++ b/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) diff --git a/wood-stud-column/results.json b/wood-stud-column/results.json new file mode 100644 index 0000000..bb075c4 --- /dev/null +++ b/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 + } + } +} diff --git a/wood-stud-column/test_wood_stud_column.py b/wood-stud-column/test_wood_stud_column.py new file mode 100644 index 0000000..4edfca1 --- /dev/null +++ b/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()", "--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 == "" diff --git a/wood-stud-column/wood-stud-column.pdf b/wood-stud-column/wood-stud-column.pdf new file mode 100644 index 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+0000041568 00000 n +0000042394 00000 n +0000053242 00000 n +0000059855 00000 n +0000060661 00000 n +0000061068 00000 n +0000061411 00000 n +0000109009 00000 n +0000176123 00000 n +0000176408 00000 n +0000177675 00000 n +trailer +<> +startxref +177860 +%%EOF \ No newline at end of file diff --git a/wood-stud-column/wood-stud-column.typ b/wood-stud-column/wood-stud-column.typ new file mode 100644 index 0000000..c872794 --- /dev/null +++ b/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)) + +#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: [$P_a$])