Assumptions and limitations

Current capabilities

Connection types supported

• Lateral: ST, STS, TST, TT, TTT
• Moment: STM, STSM, TSTM, TTM
• Anchorage: Ledger to Masonry/Concrete

Fasteners

The multi-fastener connection designer places bolts and dowels. Screws, nails and staples ship as standalone single-fastener calculators at /single/screw, /single/nail and /single/staple - one fastener at a time, with no group/layout analysis.

• Bolts: supported - grades 4.6, 5.6, 8.8, 10.9; diameters M8 to M30 (any integer mm; ISO 4014 stress areas tabulated for M6-M30)
• Dowels: supported
• Screws: not in the multi-fastener designer - available as a standalone calculator at /single/screw
• Nails: not in the multi-fastener designer - available as a standalone calculator at /single/nail
• Staples: not in the multi-fastener designer - available as a standalone calculator at /single/staple

Timber grades

• Glulam (EN 14080): GL20h, GL24h, GL28h, GL30c, GL32h, GL36h
• Solid softwood (EN 338, C-class): C16, C18, C22, C24, C27, C30, C35, C40
• Solid hardwood (EN 338, D-class): D30, D40, D50, D60
• LVL (EN 14374): Kerto LVL 48 P, Kerto LVL 36 C, Kerto LVL 32 P - Kerto LVL 48 P and Kerto LVL 36 C catalogue values are EDGEWISE (fc,90,edge,k, fv,0,edge,k) - the orientation Kerto beams/joists are used in for every connection type here. A Kerto member loaded FLATWISE (e.g. a screwed floor panel) is not covered by these values. Ledger anchorage does not offer LVL - untested against an orthotropic ledger member.

Checks performed

• Fastener shear capacity via Johansen yield modes - EC5 Eq 8.6/8.7 (timber-timber), Eq 8.9-8.13 (steel-to-timber)
• Fastener group polar moment analysis - Elastic analysis (not an EC5 clause)
• Embedment strength with Hankinson formula - EC5 §8.5.1.1, Eq 8.31-8.33
  k90 is grade-aware: 1.35 + 0.015·d for softwood/glulam, 0.90 + 0.015·d for D-class hardwood, 1.30 + 0.015·d for LVL (Kerto). EC5 gives LVL a single k90 branch - no split between Kerto LVL 48 P (unidirectional) and Kerto LVL 36 C (cross-banded) lay-ups.
• Characteristic yield moment My,Rk - EC5 Eq 8.30 (bolts, dowels, screws), Eq 8.14 (nails), Eq 8.29 (staples)
  Staples use the amended A2:2014 form My,Rk = 150·d³ with d = √(b1·b2) per §8.4(2); the withdrawn 2004 expression (240·d^2.6) is not offered. Eq 8.29 carries no fu term - §8.4(6) assumes wire of at least 800 N/mm².
• Rope effect contribution - EC5 §8.2.2(2)
  Fastener-specific axial cap on the Johansen capacity: 25% for bolts, 0 for dowels (no washer anchorage), 15/25/50% for round/square/other nails, 100% for screws. Zero for staples - §8.2.2(2) lists no staple cap and §8.4 provides no withdrawal model, so there is no Fax,Rk to contribute.
• Axial withdrawal capacity - EC5 §8.3.2, Eq 8.23/8.24 (nails); EC5 §8.7.2, Eq 8.38/8.39 (screws), or Eq 8.40a with declared values for a catalogue screw (ETA or DoP source)(The standalone nail and screw calculators only. Bolts and dowels use the §8.5.2 washer-bearing model as the rope-effect basis, not a withdrawal model; §8.4 gives no staple withdrawal model.)
  The screw calculator offers an ETA screw source (Würth ASSY plus VG 4, ETA-11/0190 edition 2026-01-22). Selecting it replaces Eq 8.39's computed fax,k with the value the ETA declares at a reference density, rescaled by (ρk/ρa)^0.8, and replaces the fu·π·d1²/4 tensile proxy with the declared ftens,k. Eq 8.38's kd = min(d/8, 1) does not apply on that path - the declared parameter already carries the diameter effect - and the minimum threaded penetration becomes the ETA's 4·d rather than §8.7.2's 6·d, so a shorter embedment can be designed than the generic rules allow. The declared values feed EN 1995-1-1 Eq (8.40a), which is EC5's own route for them, so EN 1995-1-1 remains the standard the report cites. My,Rk still comes from Eq 8.30 even on the ETA path: the declared My,Rk is not applied. The ETA source also carries a HEAD-SIDE axial limit, via ETA-11/0190 p.20's headside-withdrawal alternative - the ETA permits the withdrawal capacity of the thread in the member at the screw head to be taken instead of the head pull-through capacity, provided at least 4·d of thread is engaged there. Only that arm is computed: p.20 permits the greater of the two, and head pull-through itself is not calculated because it needs a head diameter, which varies with head type and is not modelled, so the head-side value is conservative. The thread starts a mm below the head (the threadless section a), so the engagement is the member thickness minus a; below 4·d the design is rejected rather than computed. A steel head side carries no head-side limit at all - p.20 states head pull-through is not governing in steel-to-timber connections - and a wood-based panel head side is rejected on the ETA source, because the ETA declares separate panel withdrawal and pull-through parameters that are not transcribed. The head-side value enters the governing axial minimum and therefore the §8.2.2(2) rope basis, matching how the nail calculator already treats the head-side term of Eq 8.23/8.24. On the GENERIC screw source head pull-through remains unchecked, as before. Withdrawal capacity uses the FULL embedded pointside penetration - the nail tpen in both fax,k·d·tpen and the §8.3.2(7) penetration factor, and the screw threaded penetration lef in Eq 8.38/8.39. No deduction is made for the length of the tapered point. This matches the Porteous & Kermani reading of EN 1995-1-1:2004, whose Example 10.13.5 is reproduced through the solver on the full penetration. Second-generation EC5 (prEN 1995-1-1) prescribes a point-length deduction; that deduction is NOT applied here, so withdrawal capacities are higher than the second-generation rule would give, and proportionally more so at shallow penetrations where the deducted point is a larger share of the embedded length. Designers working to the second-generation rules should reduce accordingly. Threaded nails are additionally modelled as threaded over the full embedded length - there is no thread-length input - whereas §8.3.2(2) transmits axial load through the threaded part only. Where a threaded nail's thread stops short of the pointside face, the penetration used is therefore overstated. Both items are on the backlog. The screw calculator ALSO offers a DoP-declared source (Paslode PSTS, DoP-ITW-PSTS-2021 Issue 3, 26/05/2026) - a second manufacturer and a different declaration route (EN 14592 Declaration of Performance, not a European Technical Assessment). Its withdrawal parameter f_ax,k and head pull-through parameter f_head,k are applied AS DECLARED for ρk ≤ 350 kg/m³ (the DoP reference density) with NO density scaling at all - not the ETA's (ρk/ρa)^0.8 rescale - and above 350 kg/m³ the same declared number is used, capped rather than scaled up, with an advisory. HEAD PULL-THROUGH IS COMPUTED for this source - the first declared screw here where it is, rather than left as a stated gap: the PSTS DoP declares a single head diameter dh per size (hex head with flange), so f_head,k·dh² is computable outright, and the head-side axial limit is max(head pull-through, head-side thread withdrawal) with no minimum thread engagement required for either term to count. My,Rk is DECLARED and applied DIRECTLY in EC5 Eq 8.6/8.30 for this source (unlike the Würth ETA, where the declared My,Rk is transcribed but not applied) - EN 14592 declares My,k for use in EC5's own equations, with no companion embedment/def package the way the ETA's declared My,k has, and ITW's own written direction (manufacturer email, held) is to use the DoP values in conjunction with the EC5 calculations. PSTS is also the only partial-thread declared source: its per-length thread length ℓg is transcribed exactly (not a band), so the point-side and head-side threaded penetrations are both derived exactly rather than bounded. Its smooth shank is WAISTED (plain-shank diameter narrower than the outer thread diameter, per datasheets 550/551), so the §8.7.1(6) def = shank-diameter branch uses that narrower value, not the outer diameter - every other record in this catalogue happens to have a shank machined at the outer diameter. A wood-based panel head side is rejected on this source too, for the same reason as the ETA: no panel parameters are declared.
• Effective fastener reduction nef - EC5 §8.5.1.1(4), Eq 8.34(Applied in the lateral configs ST, STS, TST, TT and TTT as a group-capacity reduction, and in all four moment configs STM, STSM, TSTM and TTM through the grain-parallel row check, which fails the design when it is not satisfied. TTM carries one check per member; circular bolt patterns take none, since they form no fastener lines.)
  Lateral configs: the connection capacity is the single-fastener capacity × nef, so the reduction governs the reported capacity directly. The fastener line parallel to grain is reduced per Eq 8.34; lines perpendicular to it are unreduced, and at load perpendicular to grain nef = n per Eq 8.35. TT and TTT interpolate nef linearly between the Eq 8.34 value at 0° and n at 90° for intermediate load-to-grain angles; ST, STS and TST apply Eq 8.34 at 0° and nef = n at every other angle, with no interpolation. Moment configs STM, STSM and TSTM: the per-fastener check resolves each resultant against the capacity at its own angle to grain and carries no group effect, so nef is applied by a separate check - Porteous & Kermani step 9. On each grain-parallel line (a row of `cols` fasteners at a1 = the along-grain spacing, in the fixed grain frame) the grain-parallel force component per fastener per shear plane FH,a is checked against F1h = (nef/nb) x F1v,Rk,a x kmod/gammaM, where F1v,Rk,a is the governing Johansen mode evaluated at fh,0,k. Eq 8.34 applies at EVERY load-to-grain angle here: the moment loads the grain-parallel lines whatever the direction of the applied shear, so the Eq 8.35 exemption does not hold for a moment connection. The direct shear and axial share is spread over the whole group, consistent with the moment term (P&K Ex 12.8.3); Ex 12.8.1 divides its direct load by the fasteners in one row instead, and that divergence is recorded on the verification page. TTM: two row checks, one per member. The two members of a T|T|T moment connection carry perpendicular grain, so the same physical line of fasteners is grain-parallel for one and grain-perpendicular for the other; each is reduced on its own axis with its own nb, its own a1 and its own fh,0,k from that member's grade. The column member (grain vertical) is checked on lines of `rows` fasteners at a1 = the vertical spacing, against the vertical force component; the beam member (grain horizontal) on lines of `cols` fasteners at a1 = the horizontal spacing, against the horizontal component. F1v,Rk,a for each is the governing mode at the force direction putting that member at 0 degrees to grain, which puts the other at 90. A failure on either member fails the design. Circular patterns form no grain-parallel lines, so both checks are reported not applicable with the reason stated and neither can fail a design - consistent with nef = n for that pattern.
• Fastener spacing and edge distance limits - EC5 Table 8.2 (nails, and screws with d ≤ 6 mm), Table 8.3 (staples), Table 8.4 (bolts), Table 8.5 (dowels); LVL members use LVL Handbook Europe 2025 Tables 5.3/5.4 (edge face), and Table 5.3’s circular block (wide face) for a TTM circular bolt pattern
  The staple Table 8.3 a1 row forks on θ, the angle between the crown and the grain (Figure 8.10); the branch used is reported. Minimum values only - a single fastener has no fastener-to-fastener spacing. A TTM circular pattern in LVL takes the Handbook Table 5.3 circular block instead of the edge-face values, selected on the veneer lay-up of the side and middle members: all-P, all-C, or C sides with a P middle (which alone splits the end and edge distances between the middle member and the side members). A build the table has no row for - P sides with a C middle, or LVL paired with glulam or solid timber - takes the most onerous of those columns. In the moment configs STM, STSM and TSTM the minimums are evaluated in a fixed grain frame: the fastener spacing along x is always a1 (parallel to grain), the spacing along z always a2, the end distance always the loaded-end a3,t, and the timber edge distance always the perpendicular-to-grain a4,t. Which axis carries which minimum never depends on the load-to-grain angle or on the drawing orientation. a1, a2 and a3,t additionally carry no angle term at all: a1 is taken at its maximum (evaluated at 0 degrees) - 5d for softwood and glulam (Table 8.4/8.5), 7d for LVL (Handbook edge face), which is conservative and consistent with the moment config. a4,t = max((2 + 2·sin α)·d, 3d) is the exception - its α is the largest per-fastener FORCE angle in the group, which is what Table 8.4 defines α as, and NOT the applied load-to-grain angle. So a4,t moves with the load case: the same geometry reports a larger minimum under a moment-dominated load than under a grain-parallel one. Being a group maximum it is never below the per-fastener requirement at the loaded edge, and is conservative where the largest-angle fastener is not one of the edge fasteners.
• Grain direction - what the angle input means, and what is not supported - Convention note (not an EC5 clause)
  The grain-angle input carries a DIFFERENT meaning in the two families, and both are correct for their own configs. It is named "Shear-to-grain angle" in the moment configs because it orients the applied SHEAR only: the axial force N is taken as grain-parallel at every setting, so at 90° it is the shear that acts across the grain while N still acts along it. MOMENT configs (STM, STSM, TSTM): the grain runs along the member's length at every setting. The member's own direction is stated by the column/beam selector; the angle input then states where the applied load points relative to that grain - 0° = load along the grain, 90° = load across it. Nothing about the member rotates with the angle, so the a1/a2 spacing axes, the loaded-end a3,t, the perpendicular-to-grain edge a4,t, the §8.1.4 splitting depth h, the connection-zone shear depth and the grain-parallel fastener lines used for nef are all pinned to the same axes at both settings. LATERAL configs (ST, STS, TST, TT, TTT): these have no member-direction selector, so the angle input is the only way to say where the grain sits relative to the fastener grid, and it is read as rotating the GRAIN against a fixed vertical load. Their a1/a2 axes and their nef line therefore do swap between 0° and 90°. NOT SUPPORTED - cross-grain members in the moment configs. A member whose grain runs across its own length (end-grain or cross-grain detailing) cannot be entered: there is no input that encodes it, and the whole solve assumes grain along the length - spacing axes, nef lines, splitting h, shear depth and every Hankinson embedment angle. Selecting a column with a 90° load-to-grain angle means a horizontal load on a normally-grained column, NOT a column with horizontal grain; the same applies to a beam at 0°. Cross-grain connections must be checked outside this tool.
• Splitting capacity (perpendicular to grain) - EC5 §8.1.4 (Eq. 8.4)(All connection types - the lateral configs ST, STS, TST, TT and TTT, and the moment configs STM, STSM, TSTM and TTM. Every timber member of a connection is checked, and a failure fails the design.)
  Per-fastener evaluation: forces are resolved on each member's own grain direction, both potentially-loaded edges are checked, and the worst case governs. The moment configs additionally envelope the full M+V+N forces against an M-only case. The characteristic F90,Rk is a geometry-only formula (independent of timber grade); the design value F90,Rd divides it by the per-material-category γM,timber, so it does depend on grade category. F90,Ed is the perpendicular-to-grain force the fastener group delivers toward the checked edge: the full V·sinα for a single fastener row, and roughly half of it for a symmetric multi-row group, where only the fasteners on one side of the crack plane drive it. Where the member TERMINATES at the connection (a beam-end detail), §8.1.4's Fv,Ed can approach the whole shear on one side - that case is not covered and should be checked separately. The eccentricity moment My,ad = −V·ex is included in the fastener forces. On a symmetric fastener grid its contribution cancels exactly out of F90,Ed, and begins to matter only once it is large enough to reverse a fastener's force and drop it from the contributing set. For T|T and T|T|T, whose two members carry independent grain angles, he and the member depth are measured on the drawing axis while the force is resolved on the grain axis. The two coincide when the members are parallel and at 0°/90°; between those the pairing is approximate - the same compromise the a4t edge-distance check already carries. Separately, the "brittle splitting risk" advisory these configs emit is an edge-distance-proximity heuristic - it fires when the calculated a4t sits at the EC5 minimum - and is NOT the Eq 8.4 check: it does not depend on the applied perpendicular force. Both may appear in the same report; only the Eq 8.4 row above affects the pass/fail result.
• Counterbore - recessed head/nut - Geometry input plus stated conventions (EN 1995-1-1 has no counterbore provision)(The moment configs STM, TSTM and TTM. Optional and off by default. NOT offered for STSM, whose outer faces are both steel, so there is no timber face to recess into. TSTM and TTM are bored SYMMETRICALLY on both outer faces - a one-sided bore would give the two shear planes unequal bearing lengths, which the per-plane-and-double formulation does not model.)
  The bore reduces the Johansen BEARING LENGTH: t1,eff = t1 − bore depth, substituted into the mode equations for the bored member only (the outer cheeks in TSTM, the outer plies in TTM; the central member is never bored). Everything else is deliberately left on the nominal thickness. The washer diameter dw = min(12·t, 4·d) is EC5 §8.5.2(3) hardware geometry, not bearing length, so the bore does not move it, and the rope effect is unchanged outright - a recessed washer bears on the bore bottom, still perpendicular to grain over the same annulus. The §8.1.4 splitting width and the §6.1.7 shear width also stay nominal, because a counterbore is a local recess around one fastener rather than a loss of the section the crack or the shear plane runs through. The §6.1.7 NET section is the one place the bore does widen the deduction: holes are deducted at the bore diameter, falling back to the shank diameter (with the fallback reported) where the bore would leave no net depth at all. The end/edge distance treatment is an ENGINEER'S SELECTION, offered as a switch, because EN 1995-1-1 has no counterbore provision to settle it either way. Reduced (the default): a3/a4 in the bored member lose (D − d)/2, measured from the bore wall rather than the shank, so the clear timber the distances exist to guarantee is preserved - a ConnForge convention, not an EC5 clause. Nominal: a3/a4 stand, the bore being taken as a local face recess - the reduction carries no depth term, so on a shallow recess through a deep member it charges the full-depth end-distance mechanism for material removed only near the face, and no bolt force passes through the bored zone in any case, t1,eff having already removed it. The report states which treatment was applied, in both modes, so an issued PDF is self-describing on the choice. The switch reaches ONLY the spacing distances: t1,eff, the capacity and all four hard checks are identical either way. Four geometric checks fail the design: bore depth reaching the far face, a bore no wider than the shank, a bore narrower than dw (the washer would bridge it instead of seating), and a bore whose rim breaks out of the member end or edge. A bore removing more than a third of the member is advisory only. There is deliberately NO minimum residual-thickness floor: EC5 sets minimum member thicknesses only for driven fasteners (nails §8.3.1.2(6)-(7), staples §8.4(3)), none of which reach a drilled bolt hole, and a 4·d floor would reject both a shipped default and the Porteous & Kermani Ex 12.8.3 cheek geometry this tool verifies against, at zero bore. The DXF export draws the nominal member outline and does not show the bore; the on-screen cross-section does.
• Fastener patterns - grid, ring and circular - Layout input, not a code clause(Grid: all configs. Ring (the perimeter of a rows x cols array, interior omitted): the moment configs STM, STSM, TSTM and TTM, from 3 x 3 upward. Circular: TTM only.)
  A ring uses the same two spacings as the grid it is derived from and keeps the full envelope on both axes, so every row and every column retains its outer fasteners. Its lines therefore have UNEQUAL counts, and every line-based check is evaluated per line rather than on one representative count: the Eq 8.34 group effect (its own nb, nef and line capacity per line, the governing line taken on utilisation), the §6.1.7 connection-zone shear (its own hole count and net depth per section), and the reported group nef (composed as a per-line sum). The direct load is divided by the actual fastener count, not rows x cols. A ring below 3 x 3 has no interior to omit and is normalised to a grid by the solver, so one layout never carries two names. The EC3 plate checks are fed the fullest line on each axis for a ring, which is conservative and identical to the grid values on any grid. Drawings and DXF exports dimension the full pitch grid and draw only the fasteners that exist; a ring keeps every dimension line terminating on a real fastener centre, since no row or column is empty.
• Timber shear at the connection zone - EC5 §6.1.7(The moment configs STM, STSM, TSTM and TTM. Two stresses per timber member, both enforced - a failure fails the design. TTM carries a pair per member, beam and column. Not applied in the lateral configs ST, STS, TST, TT and TTT.)
  Porteous & Kermani step 10. tau_c,s is the connection-zone stress: the fastener line furthest from the group centroid hands its whole transverse force to the timber across a section its own holes pass through, so the depth is a net one, h − n_holes x (d + 1), with one hole per fastener row for a section cut across the grain. The line force F1v,vd is the sum of the moment-induced transverse components on that line MINUS that line's share of the applied transverse load, floored at zero. tau_b,s is the ordinary member shear at the connection on the GROSS depth under the applied transverse load. Both are checked against the same fv,d = kmod x fv,k / gammaM,timber, with fv,k from EN 338:2016 / EN 14080:2013. The width b is the physical section: the single member for STM and STSM, both cheeks (2 x t) for TSTM, and for TTM each member's own width - the same b the §8.1.4 splitting check resists the crack over, so the two checks cannot disagree about the section. P&K Ex 12.8.1 prints 2·t2 for a connection with one central member; ConnForge diverges from that and takes the physical width, which is 2x more onerous. The divergence is recorded on the verification page. TTM applies the check once per member because the grains are perpendicular: a section normal to one member's axis runs ALONG the other's and cuts a different set of holes - the beam loses one hole per row across its depth and is sheared by V, the column one per column across its own and is sheared by the horizontal N. Circular patterns define no net section through a fastener line, so tau_c,s is reported not applicable with the reason stated; the gross-section tau_b,s still applies and is still enforced. NOT INCLUDED, both conservative to omit and both on the backlog: no kcr width reduction (EC5 §6.1.7(2) with the UK NA would reduce b to kcr x b, ~0.67 for solid timber and glulam, raising both stresses by about 1.5x - the published workings and the rest of ConnForge compute on the full width); and no check of the applied transverse load on the NET section, which on a section through the fastener line nearest the span would exceed both stresses computed here.
• Steel plate checks - shear, bending, net-section tension, block shear, bolt bearing - EC3 EN 1993-1-1 §6.2 / EN 1993-1-8 §3(The plate configs ST, STS, TST and the moment configs STM, STSM, TSTM. Performed only when "steel plate checks" is enabled in design settings; off, the plate is not checked at all.)
  Geometry is read in the fixed grain frame: the bolt spacing ALONG the grain and the loaded end distance drive the block-shear tear length and the EC3 Table 3.4 alpha_d factors, while the spacing ACROSS the grain and the edge distance drive the plate net width and k1. The plate extent across the grain is reconstructed from the edge distance and the line spacing, and equals the entered plate height. KNOWN LIMITATION: net-section tension is driven by the axial load N (which acts along the grain) while block shear is driven by the shear V (across it), yet both read the same net width - one axis pair cannot be correct for two perpendicular forces. The geometry is self-consistent as of v0.1.33 and the axes are named in the code, but which applied force each of those two checks should be compared against is unresolved, and the plate's extent ALONG the grain is not an input at all. Treat net-section tension and block shear as indicative. The bolt bearing check uses the maximum per-fastener resultant; the plate shear and bending checks use the plate depth across the grain.
• Ledger shear - EC5 §6.1.7(Ledger anchorage only)
• Ledger bearing perpendicular to grain - EC5 §6.1.5(Ledger anchorage only)
• Anchor steel shear - EN 1992-4 §6.2.3(Ledger anchorage only)
• Anchor pryout - EN 1992-4 §6.3.3(Ledger anchorage only)
• Through-bolt steel shear - EN 1993-1-8(Ledger anchorage only)

Checks NOT performed

• Timber member design (bending, compression, tension of the member itself). Member SHEAR is now checked at the connection zone in the moment configs STM, STSM, TSTM and TTM - see the check above, including the kcr and net-section exclusions stated there - but nowhere else in the member, and not at all in the lateral configs
• Block tear-out and row tear-out at the connection
• Fire resistance
• Long-term creep deformations
• Cyclic and fatigue loading
• Seismic detailing
• Connection slip and serviceability deflections (Kser / Ku slip moduli, EC5 §7.1, are not computed for any fastener)
• Axial (withdrawal) capacity of staples - EC5 §8.4 provides no withdrawal model, so the staple calculator reports lateral capacity only and takes Fax,Rk = 0
• Steel-plate headside for staples - the staple calculator connects timber or wood-based panel to timber only
• Effective number of fasteners nef for staples is taken as n per EC5 §8.4(7) (no row reduction) - group layout itself is not analysed
• Weld design
• Fastener corrosion class selection
• Anchor tension modes (pullout, cone, splitting, blowout)
• Wall capacity behind fixing
• Load eccentricity / moment on ledger

National annexes & partial factors

User-editable in Settings: yes. "No NA" applies plain EC5 recommended γM values per EN 1995-1-1 itself.

“Not independently verified” means ConnForge has adopted these γM values from common-practice sources; they have not been checked against the original National Annex document. Confirm against the original document before relying on results - the same notice appears in Settings when one of these annexes is selected. Only the UK NA (Table NA.3) and the plain-EC5 “None” values (Table 2.3) cite a specific source.

γM,timber is split per EC5 Table 2.3 by material category. The column above shows γM,glulam (the default-grade case). C/D solid-timber grades use γM,solid; LVL/plywood/OSB grades use γM,lvl. All three values are user-editable in Settings.

Load cases

• 2 cases per connection (LC1, LC2)
• Envelope solving: no - user runs worst-case combination manually