Every design module in the desktop app, grouped the way the app groups them. The code line under each card shows the edition and sections that module's engine actually cites — not a marketing list.
Chips are the governing documents; the mono line underneath is the exact edition + section set the calculation engine cites in its trace. Where an engine runs pure mechanics with no code check (truss, indeterminate beam), it says so plainly.
Wood beam starter on the same engine: sawn, glulam or LVL / PSL / LSL section, NDS 2018 bending / shear / bearing / biaxial checks with C_D per load case, deflection per member. Pick Steel and it spawns "Beam 1 - Steel Option" beside this one.
NDS 2018 §3.3 / §3.4 / §3.9.1 / §3.10 · ASCE 7-22 §2.3/2.4 combos
Sawn or engineered wood header sizing per NDS - bending, shear, bearing and deflection with the full adjustment-factor chain (CD, CM, Ct, CF, CL, Cr).
NDS 2018 §3.3 / §3.4.2 / §3.10.4 / Table 4.3.1 factors
Wood floor and roof joists at an on-center spacing, in the beam interface: area loads in psf times the spacing, the repetitive-member factor C_r from the spacing, line loads crossing the joists entered in plf and landing as point loads, concentrated loads, and the IBC 1607.4 concentrated live load (2,000 lb on office and storage floors) checked in place of the uniform live load at every midspan and support.
NDS 2018 §3.3 / §3.4 / §4.3.9 C_r · IBC 2021 §1607.4 / ASCE 7-22 §4.4 concentrated live load
Wood I-joist against manufacturer ESR capacities (verified vs ESR-1040/-2403) - moment, web shear, bearing and deflection.
Manufacturer ESR (ICC-ES) catalog capacities
Variable-depth wood beam per NDS - the critical section moves with the taper; volume and interaction checks included.
NDS 2018 §3.3.3 (double-taper glulam)
Wood column per NDS 3.7 - CP column stability factor, slenderness about both axes, combined bending + axial.
NDS 2018 §3.7.1 (Cp) / §3.9.2 combined
Tapered sawn or glulam column per NDS 3.7.2 - the representative dimension d' rule sets the slenderness, and Cp follows from that rather than from the small end.
NDS 2018 §3.7.2 (representative dimension d')
NDS stud wall - axial + wind out-of-plane interaction per stud, repetitive-member factor, sheathing-braced buckling.
NDS 2018 §3.7 (Cp) / Eq. 3.9-3 combined / Table 4.3.1
Segmented or perforated wood shear wall per SDPWS - capacity, hold-downs, drift, and aspect-ratio limits.
SDPWS 2021 §4.3.3 / Table 4.3A / 4.3B · NDS 2018
Wood diaphragm per SDPWS 4.2 - shear capacity by sheathing/nailing case, chord forces, and aspect-ratio limits.
SDPWS 2021 §4.2 / Table 4.2A
Shear wall hold-down: the tension tie from post to foundation. Device capacity, anchor rod steel, and the ACI 318 §17.6 concrete breakout that usually sets the footing size.
NDS 2018 · ACI 318-19 §17.6 (anchor rod tension + breakout)
Ledger bolted or lagged to concrete or masonry: NDS §12 lateral and withdrawal design values with the eccentric-load and cross-grain-tension cautions surfaced, not buried.
NDS 2018 §12 (bolts / lags to concrete)
Any nail, wood screw, lag screw or bolt in wood, computed rather than looked up: the six NDS Ch.12 yield modes are all reported with their Rd terms and the governing one named, so you see WHY the connection is limited - main-member crushing, one hinge, or two. Fastener sizes come from Appendix L (D, root diameter, tapered tip, Fyb), species G from Table 12.3.3A, steel plate and concrete Fe from the Ch.12 table footnotes. Withdrawal, the 12.4 combined interaction for toe-nails and angled loads, group action Cg from the Eq. 11.3-1 formula rather than a table, and the 12.5.1 spacing minimums printed next to what you provided.
NDS 2018 Ch.12 — Tables 12.3.1A / 12.3.1B yield limit, 12.3.3 Fe, Eq. 12.2-1/-2/-3/-4 withdrawal, Eq. 12.4-1/-2, §12.5.1 spacing · Eq. 11.3-1 Cg · Appendix L dimensions
Gerber (drop-in) beam in glulam: draw the girder with its supports, hinges and loads by case, and the locator moves each hinge to the position with the smallest governing moment, running the whole analysis at every position. Shows the 24F-V8 (or any Table 5A) layup values by zone of the cross section.
NDS 2018 §3.3 (glulam, Table 5A layup values) · statics: engine, hinge position searched
Steel beam starter on the same engine: AISC shape, AISC 360-22 F2 / F6 / G2 / H1 with per-flange unbraced length, deflection per member. Pick Wood and it spawns "Beam 1 - Wood Option" beside this one.
AISC 360-22 §F2 / §F6 / §G2 / §H1 / §J10 · ASCE 7-22 §2.3/2.4 combos
Open-web steel joist selection against SJI load tables - uniform capacity, deflection, and bridging requirements.
SJI K-Series load tables
W-shape column per AISC 360 Ch E - flexural buckling both axes with the effective-length case picker, calc trace included.
AISC 360-16 Ch.E / Ch.H
Base plate per AISC Design Guide 1 - bearing on concrete, plate bending cantilever lines, anchor tension.
AISC Design Guide 1 · ACI 318-19 §17.4.1
Fillet, groove or plug weld per AISC 360 §J2 - electrode strength on the effective throat with the J2-5 directional increase, plus the base-metal shear rupture limit that so often governs instead.
AISC 360-16 §J2 — Eq. J2-4 / J2-5 / §J4 base metal
Weld group loaded off its centroid: the elastic vector method resolves direct and torsional shear at every segment and reports the worst point in the group.
AISC 360-22 §J2.4 · AISC Manual 15th Ed. Part 8
Bolt group per AISC 360 Ch J3 - shear, tension, combined interaction, bearing and tear-out at the hole, with slip-critical as its own limit state.
AISC 360-16 Ch.J3
Prequalified moment connection per AISC 358-22 - RBS, WUF-W or bolted flange plate. Checks the panel zone, continuity plates and the probable moment the connection must deliver.
AISC 358-22 (RBS / WUF-W / BFP prequalified)
Steel moment frame per AISC 341-16 - SMF, IMF or OMF. Strong-column weak-beam ratio, panel zone, protected zones, and the ASCE 7 Table 12.2-1 system parameters it must be detailed for.
AISC 341-16 (SMF / IMF / OMF) · ASCE 7-22 Table 12.2-1 / §12.12.1
Steel braced frame per AISC 341-16 - SCBF, BRBF or EBF. Brace slenderness and compactness, expected capacities for the amplified forces, and link rotation for the eccentric case.
AISC 341-16 (SCBF / BRBF / EBF) · ASCE 7-22 Table 12.2-1
Round HSS / steel pipe per AISC 360 - E3 buckling, the F8 flexural set from compact through slender, and H1-1a combined action.
AISC 360-16 §E3 / §F8 / §H1 (round HSS / pipe)
Rectangular or square HSS per AISC 360 Ch E and Ch F, with the slenderness classification that decides whether the wall is compact, noncompact or slender.
AISC 360-16 Ch.E / Ch.F (rect / square HSS)
Crane runway girder per AISC 360-22 App. 3 with CMAA service classes - vertical, lateral and longitudinal crane forces, fatigue category and stress range, plus the deflection limits a runway lives or dies on.
AISC 360-22 App. 3 (fatigue) · CMAA #70/#74
Cantilevered girder (Gerber) roof system - the hinge location that balances cantilever and back-span moment, the suspended drop-in span, and the reactions the scheme hands to each column.
Statics (cantilevered girder) · ASCE 7-22 combos · NDS-ranked variants
Cold-formed steel stud, joist or track per AISI S100-16 with the S3-22 supplement - effective width, distortional and lateral-torsional buckling, web shear, and combined bending plus axial.
AISI S100-16 w/S3-22 §B4.2 / §E3 / §F2 / §F3 / §G2
Cold-formed steel screw connection per AISI S100-16 §J4 - shear by tilting and bearing, tension by pullout and pullover, and the end and edge distance limits.
AISI S100-16 w/S3-22 §J4.3 / §J4.4 screws
Screw connection carrying shear and tension at once - the AISI S100-16 §J4.5 interaction, in ASD or LRFD, using the omega and phi as printed in the specification.
AISI S100-16 w/S3-22 §J4.5 (combined shear + tension)
Rectangular or T-beam flexure and shear per ACI 318-19, with min/max steel and stirrup spacing checks.
ACI 318-19 §22.2 / §22.5 / §21.2.2 / Table 9.3.1.1
Tied or spiral column per ACI 318-19 - axial + moment interaction with the (0.6 + 0.03h) minimum eccentricity.
ACI 318-19 §22.2 strain compatibility / §22.4.2.4 / §21.2.2
Slender concrete wall panel per ACI 318-19 §11.8 - out-of-plane P-delta by the alternative method, service deflection, and the Eq. 11.8.3.1c cracked-section stiffness.
ACI 318-19 §11.8 slender wall / Eq. 11.8.3.1c / Table 22.2.2.4.3
Development length of a deformed bar in tension, its standard hook and the tension lap splice, to ACI 318-19 25.4 and 25.5: the Table 25.4.2.3 and Eq. 25.4.2.4a lengths, psi factors shown, Class A or B lap.
ACI 318-19 §25.4.2 (ld, Table 25.4.2.3 / Eq. 25.4.2.4a) · §25.4.3 (ldh) · §25.5.2 (lap)
Tension hairpins at the column bases of a metal building: the force in each leg, the leg angle, the leg length and the Class B lap with the slab bars, drawn as a plan detail.
ACI 318-19 §25.4 / §25.5.2 (Class B lap with the slab bars) · tension steel phi 0.90
Insulated concrete form wall - the concrete core designed per ACI 318-19 §11 and §22 for axial and out-of-plane load, with the EPS form geometry setting the effective core width.
ACI 318-19 §11.5 / §22.5
CMU lintel per TMS 402-22 - flexure, shear and deflection with arching-action reduction where geometry allows.
TMS 402-22 §9.3.3 (strength design) · ASCE 7-22 §2.3.1
Masonry wall per TMS 402-22 - axial, out-of-plane flexure and slenderness, reinforced or unreinforced.
TMS 402-22 (ASD)
CMU pilaster per TMS 402-22 §9.3 - the thickened column inside a masonry wall taking wall reactions, axial load and out-of-plane moment together.
TMS 402-22 §9.3 (pilaster)
Aluminum beam per ADM 2020 Ch F and Ch G - the alloy-temper mechanical properties from Table B.4.1, local and lateral-torsional buckling, and the §7.1 heat-affected-zone reduction at welds.
ADM 2020 Ch.F / Ch.G / Table B.4.1 / §7.1 HAZ
Isolated column footing: soil bearing, one-way + punching shear, and flexural steel per ACI 318, with biaxial moment and uplift cases.
ACI 318-19 §22.5 / §22.6 / §9.6.1.2 · ASCE 7-22 §2.4 bearing
Two-column footing per ACI 318 - combined bearing pressure, one-way + punching shear at each column, flexural steel.
ACI 318-19 §22.5 / §22.6 · ASCE 7-22 §2.4 bearing
Continuous strip footing under a bearing wall - soil pressure over a one-foot strip, one-way shear at d, and transverse flexural steel per ACI 318.
ACI 318-19 §22.5 / §9.6.1.2 · ASCE 7-22 §2.4 bearing
Pile group cap per ACI 318 - pile reactions from group geometry, deep-beam/strut checks, punching at column and piles.
ACI 318-19 (2/3/4-pile group, punching + flexure)
Drilled pier or caisson: axial capacity in end bearing and side friction, plus lateral deflection and the moment that comes with it. Concrete section checked per ACI 318 §22.4 and §22.5.
ACI 318-19 §22.4 axial / §22.5 shear
Cantilever retaining wall stability (overturning, sliding, bearing) plus stem/heel/toe strength design. Active, at-rest and passive pressures kept as separate soil cases.
ACI 318-19 §7.6.1.1 / §9.6.1.2 / §25.4.2.3 · IBC 2021 §1807 · Rankine earth pressure
Grade beam on soil per ACI 318 - flexure and shear on a soil-supported span, with soil reaction distribution.
ACI 318-19 §22.2.2.4.3 / §21.2.2
Mat / raft foundation on a Winkler soil spring bed solved with a Mindlin plate FEM - contact pressure map, moment and shear fields, and ACI 318 flexure and punching at every column.
ACI 318-19 §22.2 / §22.6 / §9.6.1.2 (Mindlin + Winkler FEM)
Helical pile from the Chance, MacLean or Ram Jack tabular capacities - helix bearing, torque correlation, shaft buckling, and the IBC 2021 §1810.3 deep-foundation requirements.
IBC 2021 §1810.3 · Chance / MacLean / Ram Jack tables
Allowable soil bearing from either side of the argument: IBC 2021 Table 1806.2 presumptive values, or a Terzaghi-Meyerhof bearing capacity from phi, c and gamma with the shape and depth factors.
IBC 2021 §1806 / Table 1806.2 · Terzaghi-Meyerhof bearing capacity · ASCE 7-22 §2.4
One-way slab per ACI 318 - flexure, one-way shear, temperature steel, and span/depth deflection control.
ACI 318-19 Ch.7 — Table 7.3.1.1 / §6.5.2 coefficients
Two-way flat slab by the direct design method - moment distribution to column and middle strips, flexural steel, and punching shear at the column.
ACI 318-19 §8.3.1.1 (DDM coefficients per ACI 318-14 §8.10)
Flat plate or flat slab punching shear per ACI 318-19 §22.6 - the critical perimeter at d/2, shear-moment transfer eccentricity, and stud rail or shearhead reinforcement when vc alone will not do.
ACI 318-19 §22.6 (two-way punching shear)
Concrete slab on composite metal deck - SDI deck capacity for the construction stage and ACI 318 flexure for the composite stage, with the temperature and shrinkage steel over the ribs.
SDI Design Manual · ACI 318-19 §22.2 / §9.6.1.2 / §19.2.2.1
ASCE 7-22 Ch 7 roof snow: balanced, unbalanced, drift and sliding surcharges from pg, exposure and thermal factors.
ASCE 7-22 Ch.7 — §7.6.1 unbalanced, drift, sliding
ASCE 7-22 Ch 10 freezing-rain ice accretion on members, cables and guys - the radial thickness with its height and importance factors, plus the concurrent wind-on-ice case.
ASCE 7-22 Ch.10 — atmospheric ice
ASCE 7-22 directional-procedure MWFRS story pressures and base shear from V, exposure and enclosure - every Kz and Cp cites its table.
ASCE 7-22 Ch.27 (directional, all heights) / Eq. 26.10-1 / Fig. 27.3-1
ASCE 7-22 Ch 28 envelope procedure for low-rise buildings. It refuses a building outside the h <= 60 ft / regular scope rather than quietly returning a pressure it has no right to.
ASCE 7-22 Ch.28 (envelope, low-rise h ≤ 60 ft)
ASCE 7-22 Ch 30 components and cladding - zone-by-zone pressures on the effective wind area for cladding, fasteners, purlins and glazing.
ASCE 7-22 Ch.30 Part 1 (components & cladding)
ASCE 7-22 Ch 29 - solid freestanding signs and walls, rooftop equipment and other structures. F = qz G Cf As with the aspect-ratio and clearance-ratio force coefficients.
ASCE 7-22 Ch.29 — Eq. 29.3-1 signs / freestanding walls
ASCE 7-22 §12.8 equivalent lateral force: base shear, vertical distribution, story forces and drift checks from SDS/SD1, R and Ie.
ASCE 7-22 §12.8 — Eq. 12.8-3/-4/-6, Table 12.8-1 (7-16 set available)
ASCE 7-22 12.10 diaphragm design forces - the Fpx story-by-story envelope with its floor and cap values.
ASCE 7-22 §12.10.1.1 (Fpx)
ASCE 7-22 Ch 13 nonstructural component force Fp - pick the component off Table 13.5-1 or 13.6-1 (58 rows, both tables in the engine) and the CAR / Rpo / Omega0p arrive with their citation, plus Hf, Rmu, the 13.3-2/13.3-3 bounds and the anchorage force.
ASCE 7-22 Ch.13 — Eq. 13.3-1/-2/-3, Tables 13.5-1 / 13.6-1
ASCE 7-22 Ch 15 nonbuilding structure - the ELF base shear for racks, tanks, vessels, stacks and towers. Pick the system off Table 15.4-1 (similar to buildings, 25 rows) or Table 15.4-2 (not similar, 40 rows) and R / Omega0 / Cd arrive with the per-SDC structural-height limit enforced, the Ch.15 Cs minimums (0.03 floor for 15.4-2, 0.01 on the tank reference-document path), the Sec.15.4.2 rigid branch, and the Sec.15.3 verdict on whether Ch.13 or Ch.15 governs a supported item.
ASCE 7-22 Ch.15 — Tables 15.4-1 / 15.4-2, Eq. 15.4-5 · AISI S100 (racks)
The workhorse: multi-span continuous beam on a direct-stiffness FEM. Per-combo SFD/BMD/deflection, pattern-ready load cases on their own tab, wood/glulam/steel/concrete material checks, and alt-material design spawning.
NDS 2018 · AISC 360-22 · ACI 318-19 · ASCE 7-22 §2.3/2.4 combos
Any beam the closed-form tables will not answer: continuous, propped, multi-span, mixed fixity. Direct-stiffness FEM on the supports and loads you place, returning reactions, shear, moment and deflection diagrams. Material-agnostic - you supply EI.
Direct-stiffness FEM — material-agnostic (no code check)
Steel plate + wood sandwich: transformed-section flexure, shear and deflection per NDS + AISC, load shared by stiffness.
NDS 2018 §3.3 / §3.4.2 · AISC ASD §F1 / §F4
Single cantilever: tip deflection, backspan uplift, moment and shear, with wood or steel section checks.
Statics + section checks — material-agnostic
A column with no shape database behind it: supply A, I, r and Fy and get AISC 360 E3 flexural buckling plus the H1.1 axial-moment interaction. The escape hatch for built-up and non-catalog sections.
AISC 360-16 §E3 / §H1.1
Two-dimensional portal or moment frame on a FEM solver - member forces, story drift against ASCE 7-22 §12.12.1, and the §12.8.7 P-delta stability coefficient theta.
ASCE 7-22 §12.8.7 (P-Δ) / §12.12.1 drift · 2D FEM
Planar truss by direct stiffness - member axial forces, joint deflections and reactions from your geometry. Members are two-force elements; material checks belong to the member modules.
Direct-stiffness planar truss — material-agnostic (no code check)
Stair stringer as a simple span on an incline - loads applied on the horizontal projection are resolved onto the slant, then bending, shear and deflection follow. You supply the allowables.
Statics — simple span on an incline, caller-supplied allowables
Composite steel beam per AISC 360-22 Ch I - the plastic stress distribution, partial or full shear connection, stud strength with the Rg/Rp deck factors, and construction-stage checks.
AISC 360-22 Ch.I · ACI 318-19 §19.2.2.1
Draw a section as a polygon and get its properties exactly: area, centroid, Ix / Iy, Sx / Sy, Zx / Zy, radii of gyration and the torsion constant, by the shoelace and parallel-axis formulae. For a built-up or non-catalog shape the tables do not carry. The properties are geometry, not a code check - the design provisions are applied by whichever module then uses the section.
Section geometry — shoelace area/centroid, parallel-axis I, S, Z, r, J