path: /blog/steel-connection-design-guide/ canonical: https://steelcalculator.app/blog/steel-connection-design-guide/ meta_title: 'Structural Steel Connection Design Guide -- Bolted, Welded & Moment Connections (2026)' meta_description: 'Complete guide to structural steel connection design covering bolted shear connections, welded connections, moment end plates, base plates, and column splices per AISC 360, AS 4100, EN 1993, and CSA S16.' robots: 'index,follow' lastmod: '2026-05-20' schema_file: 'schema/blog_steel-connection-design-guide.json' FAQPage: '@type': 'FAQPage' mainEntity: - '@type': 'Question' 'name': 'What are the main types of structural steel connections?' 'acceptedAnswer': '@type': 'Answer' 'text': 'The main types are: (1) bolted shear connections (simple framing), (2) bolted moment connections (rigid framing), (3) welded connections (fillet, groove, plug), (4) end-plate connections (bolted moment connection), (5) base plates (column-to-foundation), (6) column splices (column-to-column), (7) gusset plates (brace connections), and (8) beam-to-column connections. Each type transfers different combinations of shear, moment, and axial forces through distinct load paths.' - '@type': 'Question' 'name': 'What limit states must be checked in a bolted connection?' 'acceptedAnswer': '@type': 'Answer' 'text': 'Bolted connection limit states include: bolt shear strength, bolt tensile strength, bolt bearing strength (on connected plies), bearing tear-out at edge and interior bolts, block shear rupture, net section tension rupture, gross section yielding, prying action in tension connections, and slip resistance (for slip-critical connections). Each limit state is checked per the governing design code with appropriate resistance factors.' - '@type': 'Question' 'name': 'What is the difference between a bearing-type and slip-critical bolted connection?' 'acceptedAnswer': '@type': 'Answer' 'text': 'Bearing-type connections allow slip between plies and transfer load through bolt bearing against the plate edges. They are the standard for most static loading applications. Slip-critical connections are pre-tensioned to prevent any slip at service loads and are required for connections subject to fatigue, load reversal, or oversized holes. Slip-critical connections require hardened washers, turn-of-nut pretensioning, and faying surface preparation per code specifications.' - '@type': 'Question' 'name': 'When should a welded connection be used instead of bolted?' 'acceptedAnswer': '@type': 'Answer' 'text': 'Welded connections are preferred when: (1) a cleaner appearance is desired (no protruding bolt heads), (2) the connection is in a fatigue-critical zone (welds have better fatigue performance than bearing bolts), (3) access for bolt installation is limited, (4) the connection must be watertight or airtight, (5) material thickness makes bolting impractical, or (6) seismic moment connections in special moment frames. Bolted connections are preferred for field connections due to faster erection, quality control, and ease of inspection.'

Structural Steel Connection Design Guide -- Bolted, Welded & Moment Connections

Structural steel connections are the most critical part of any steel building. The beams and columns may be correctly sized, but if the connections fail, the entire structure is compromised. Connection design requires an understanding of complex load paths, multiple interacting limit states, and code-specific provisions that differ significantly across jurisdictions. This guide covers the essential types of steel connections, the limit states that govern their design, and worked examples showing exactly how to verify a connection's adequacy.

Engineering practice shows that connection design and detailing accounts for 30-50% of total structural steel design time. Mistakes in this phase are disproportionately expensive to rectify in the field. A mis-sized bolt pattern means re-fabricating an entire connection assembly; a weld specified without proper access holes can stop erection for days. Getting connection design right the first time is essential.

Types of Steel Connections

Structural steel connections fall into broad categories defined by the type and magnitude of forces they transfer. The choice between connection types depends on the structural system, fabrication and erection requirements, and the governing design code.

Shear Connections (Simple Framing)

Shear connections transfer primarily vertical shear force between members with minimal rotational restraint. They are designed as "simple" or "pinned" connections in frame analysis, meaning they are assumed to transfer negligible moment. In reality all connections have some rotational stiffness, but shear connections are proportioned to be flexible enough that the assumed pinned condition is conservative.

Common shear connection types include:

• Double-angle connections: Two angles bolted or welded to the beam web and the supporting member. This is the most common shear connection in steel construction. The outstanding legs are typically bolted to the support while the web legs are bolted or welded to the beam web. Double-angle connections provide good ductility and are suitable for beam-to-beam and beam-to-column situations.

• Single-plate shear tabs: A single plate shop-welded to the supporting member and field-bolted to the beam web. Shear tabs are economical for framing where beam depths are relatively uniform. The plate is designed for combined shear and the eccentricity inherent in the single-plate arrangement.

• Seated connections: An angle or plate provides a seat for the beam bearing. These are often used for architectural or erection convenience, particularly where the beam top flange must remain clear.

• End shear connections: A short plate shop-welded to the beam end transfers shear through bolts or a weld to the support.

The primary limit states for shear connections are bolt shear, bearing at bolt holes, block shear in the beam web or connection angles, and gross-section yielding of the connecting plates.

Moment Connections (Rigid Framing)

Moment connections transfer both shear and significant bending moment between members. They are designed as "rigid" or "fully restrained" connections that maintain the angle between connected members under load. Moment connections are required in moment-resisting frames, which rely on frame action to resist lateral loads from wind and seismic events.

Key moment connection types:

• Bolted end-plate connections: A plate is shop-welded to the beam end and field-bolted to the column flange. Flush end-plates are used for lighter moments; extended end-plates provide greater moment capacity by engaging additional bolt rows outside the beam flange. End-plate connections are popular in the US (AISC 360) and are the dominant moment connection form in the UK and Europe (EN 1993-1-8).

• Welded flange-plate connections: Beam flanges are welded directly to the column. The beam web uses a shear tab for vertical load transfer. This is a common field-welded moment connection in the US. Welded flange connections require careful attention to access holes for welding and inspection.

• Flange plate connections: Separate plates connect the beam flanges to the column, with a web shear connection in addition. This allows the beam to be bolted (plates shop-welded to column, field-bolted to beam flanges), offering erection advantages.

In moment connections the design is governed by the flange force (moment divided by moment arm) combined with shear on the web connection. Key limit states include bolt tension with prying action, end-plate bending, column flange bending (for weak-axis or thin-flange connections), weld between beam and end-plate, stiffener requirements, and web panel-zone shear in the column.

Axial Connections

Axial connections transfer primarily tension or compression along the member axis.

• Splice plates: Used for beam or column splices where member lengths exceed available transport or fabrication lengths. Splices must transfer the full design forces at the splice location. For columns in moment frames, the splice must transfer both axial load and the moment at that level. Bolted splice plates are the most common, with plates on the flange(s) and web.

• Gusset plates: Provide the interface between braced frames and their diagonal bracing members. Gusset plates must be checked for block shear, net section rupture at the bolt lines, gross section yielding, and out-of-plane buckling of the gusset plate in compression. Whitmore section theory is used to determine the effective stress distribution in gusset plates.

• Bracing connections: Transfer large axial forces through relatively small members. Eccentricities in bracing connections can introduce unintended bending that must be accounted for.

Base Plates

Base plates transfer column forces to the concrete or masonry foundation. They distribute the concentrated column load across a sufficient area to keep foundation bearing stresses within allowable limits. Base plate design involves:

• Bearing on concrete: The concrete bearing stress under the plate must not exceed the code's bearing capacity. AISC 360 Section J8 provides phi*Pp = phi * 0.85 _ f'c _ A1 * sqrt(A2/A1) where A2/A1 is limited to 2. EN 1992-1-1 provides a similar bearing enhancement factor.

• Anchor rod design: Anchor rods (bolts cast into the foundation) resist uplift tension and shear at the column base. The number, size, and embedment depth of anchor rods must be adequate for the design forces. Edge distance, embedment, and concrete breakout cone checks all apply.

• Plate bending: The base plate must be thick enough to resist bending between the column profile and the anchor rods. The cantilever model (each plate segment cantilevers from the column footprint to the plate edge) governs plate thickness. Thicker plates require stiffeners or additional anchor rods to reduce bending spans.

• Stiffeners: For heavy column loads or uplift, stiffeners welded between the column flanges and the base plate reduce the bending demand on the plate.

Use the Connection Design Calculator to perform a complete base plate check per your design code.

Limit States Overview by Code

Each design code defines specific resistance factors or partial safety factors for connection limit states. The table below summarises the key factors across the five supported design standards. These factors reflect the reliability calibration unique to each code's development. Note that EN 1993-1-8 uses partial factors on material strength (gamma_M0, gamma_M2) rather than resistance factors on nominal strength (phi).

Understanding the differences

The variation in resistance factors between codes is not arbitrary -- it reflects different calibration targets (target reliability index beta) and different load factor combinations. AISC 360 uses phi factors calibrated to a target reliability index of approximately beta=3.0 for connections under LRFD. AS 4100 uses a similar calibration philosophy but arrives at slightly different values for bolts and welds. EN 1993 uses partial factors on material properties rather than on nominal strength, consistent with the Eurocode system of nation-specific National Annex values (gamma_M2=1.25 is the recommended value; the UK National Annex uses gamma_M2=1.20 for buildings). CSA S16 uses phi=0.67 for fillet welds, notably more conservative than other codes, reflecting Canadian research on the variability of fillet weld strength.

Worked Example 1: Bolted Shear Connection (AISC 360-22)

This worked example demonstrates a bolted shear connection between a W460x74 beam web and a column flange, using four M20 ASTM A325 bolts in single shear. The factored shear force V_u = 300 kN.

Given data

• Beam: W460x74, web thickness t_w = 9.0 mm
• Connecting angle: L152x102x10, angle thickness t = 10 mm
• Bolts: 4 x M20 A325, threads included in shear plane (threads-in-shear-plane condition applies because the threaded portion may intercept the shear plane)
• Hole diameter: 22 mm (standard hole, 2 mm oversize for M20)
• Bolt spacing: 75 mm (standard pitch for M20)
• Edge distance: 40 mm (measured from bolt centre to plate edge)
• Steel grade: ASTM A992 (F_y = 345 MPa, F_u = 450 MPa)
• Bolt shear strength per AISC 360-22 Table J3.2: F_nv = 345 MPa for A325 threads included

Step 1: Bolt shear check

Single shear strength per bolt: phi _ R_n = phi _ F_nv * A_b

phi = 0.75 (LRFD, from AISC 360 Table J3.1) A_b = pi * (20 mm)^2 / 4 = 314 mm^2

phi _ R_n = 0.75 _ 345 MPa * 314 mm^2 = 81.2 kN per bolt

Total bolt shear strength for 4 bolts: Total = 4 * 81.2 = 325 kN > V_u = 300 kN -- OK

Utilisation: 300 / 325 = 0.92 (acceptable)

Step 2: Bolt bearing on beam web

The bolt bearing strength depends on the bolt hole edge distance and the plate thickness. For interior bolts with spacing s = 75 mm and edge bolts with edge distance L_e = 40 mm:

Clear distance for interior bolts: L_c = s - d_h = 75 - 22 = 53 mm Clear distance for edge bolts: L_c = L_e - d_h/2 = 40 - 11 = 29 mm

Bearing strength per bolt (AISC 360 Eq. J3-6a): For each bolt, the governing tear-out strength is: phi _ R_n = phi _ 1.2 _ L_c _ t * F_u

Edge bolts (govern): phi _ R_n = 0.75 _ 1.2 _ 29 _ 9.0 * 450 = 105.7 kN per bolt

Interior bolts: phi _ R_n = 0.75 _ 1.2 _ 53 _ 9.0 * 450 = 193.2 kN per bolt

Note that the clear distance for edge bolts governs. The bearing strength is also capped at phi _ 2.4 _ d _ t _ F_u per bolt (AISC 360 Eq. J3-6b), which must be checked. However, in this case the tear-out limit state governs for edge bolts.

Total bearing strength in beam web: = 2 _ 105.7 (edge) + 2 _ 193.2 (interior) = 597.8 kN

597.8 kN > 300 kN -- OK

Step 3: Block shear in beam web

Block shear combines tension rupture on one plane and shear rupture on the perpendicular plane (AISC 360 Eq. J4-5). The critical block shear path runs from the last bolt to the beam web edge.

Gross shear area: Agv = (2 * 75 + 40) _ 9.0 = 1710 mm^2 Net shear area: A_nv = [190 - 3.5 * 22] _ 9.0 = 1017 mm^2 Net tension area: Ant = (40 - 0.5 * 22) * 9.0 = 261 mm^2

U_bs = 1.0 (uniform tension stress)

phi _ R_n = phi _ min[0.6 * F_u * A_nv + U_bs * F_u * A_nt, 0.6 * F_y * A_gv + U_bs * F_u * A_nt] = 0.75 _ min[0.6 _ 450 _ 1017 + 1.0 _ 450 _ 261, 0.6 _ 345 _ 1710 + 1.0 _ 450 _ 261] = 0.75 _ min[392,100 + 117,450, 353,970 + 117,450] = 0.75 _ min[509,550, 471,420] = 0.75 _ 471,420 = 353,565 N = 353.6 kN

353.6 kN > 300 kN -- OK (utilisation 0.85)

Step 4: Angle shear yielding

The connecting angle must be checked for gross-section shear yielding on the critical shear plane. The angle thickness is 10 mm and the shear plane length is approximately twice the gage distance from the bolt line to the angle heel.

Gross shear area: Agv = 190 * 10 = 1900 mm^2 (per angle, two angles total) phi _ V_n = phi _ 0.6 _ F_y _ Agv = 0.75 * 0.6 _ 345 _ 1900 = 295 kN per angle

For two angles: 2 * 295 = 590 kN > 300 kN -- OK

Step 5: Gross tension on angle

Gross tension area (angle cross-section net of holes in tension plane): A*g = 2 * (152 _ 10) = 3040 mm^2

phi _ P_n = phi _ Fy * Ag = 0.90 * 345 * 3040 = 943.9 kN > 300 kN -- OK

Summary

All limit states pass. The governing check is bolt shear at 92% utilisation. The connection is adequate for the design shear force of 300 kN. In practice, this connection is well-proportioned -- the governing limit state is the bolt shear rather than block shear or bearing, indicating efficient material use.

For a complete bolt group analysis including eccentric shear and combined forces, see the Bolt Group Calculator.

Worked Example 2: Moment End-Plate Connection (EN 1993-1-8)

This worked example covers an extended end-plate moment connection for a UK beam-to-column connection per EN 1993-1-8. The beam is a UKB 457x191x67 S275 steel, connected to a UC 254x254x89 column flange. The connection uses M24 Grade 8.8 bolts in two rows outside the beam tension flange (extended end-plate configuration). Design moment M_Ed = 250 kN-m, design shear V_Ed = 150 kN.

Given data

• Beam: UKB 457x191x67, h_b = 453.4 mm, b_f = 189.9 mm, t_f = 12.7 mm, t_w = 8.5 mm
• End plate: 500 x 200 x 20 mm, S275 steel (f_y = 275 MPa, f_u = 430 MPa)
• Bolts: 8 x M24 Grade 8.8 (4 rows of 2 bolts; the top 2 rows function as tension bolts)
• Bolt hole: 26 mm diameter
• Gauge: 90 mm, pitch: 90 mm (between tension bolt rows)

Step 1: Flange force

The tension flange force is approximated as: F_f = M_Ed / (h_b - t_f) = 250 / (0.4534 - 0.0127) = 567.3 kN

The compression side is resisted by direct bearing between the end-plate and the column flange, or by a compression bolt row if the end-plate is flush. For an extended configuration, the compression is assumed to transfer through the contact area.

Step 2: Bolt tension including prying

Per EN 1993-1-8 Cl. 6.2.4, the tension resistance of an M24 Grade 8.8 bolt in tension is: Ft,Rd = k_2 * fub * A_s / gamma_M2

k_2 = 0.9 (standard bolt head and nut) f_ub = 800 MPa (tensile strength for Grade 8.8) A_s = 353 mm^2 (tensile stress area for M24) gamma_M2 = 1.25 (recommended, UK NA uses gamma_M2 = 1.20)

F*t,Rd = 0.9 * 800 _ 353 / 1.25 = 203.3 kN per bolt

Total tension resistance (4 tension bolts, 2 rows of 2): = 4 * 203.3 = 813.2 kN

However, prying forces reduce the effective tension capacity. Prying action occurs when end-plate deformation creates additional lever forces at the bolt line. EN 1993-1-8 Cl. 6.2.4 provides a method based on T-stub equivalence, where the effective length of the T-stub flange (end-plate) determines whether the failure mode is bolt failure with plate yielding, or plate yielding alone.

For simplicity in this example, assuming the end-plate thickness (20 mm) is adequate to limit prying effects, the bolt tension check is satisfied if the applied flange force per bolt (567.3 / 4 = 141.8 kN) does not exceed F_t,Rd = 203.3 kN.

141.8 kN < 203.3 kN -- OK (utilisation 0.70)

Step 3: End-plate bending

The end-plate thickness is checked for bending between the beam tension flange and the bolt lines. EN 1993-1-8 Cl. 6.2.6 requires the T-stub flange in bending to be checked using the effective length method. For an extended end-plate with bolts outside the flange, the effective length per bolt row depends on the geometry of the T-stub.

For a bolt row outside the tension flange: l*eff = min(4 * pi _ m, 2 _ pi _ m + 2 _ e, 4 _ m + 1.25 _ e, e + 2 _ m + 0.625 * e)

where m is the distance from the bolt centreline to the fillet weld (approximately 35 mm) and e is the edge distance (approximately 40 mm).

l*eff = min(4 * pi _ 35, 2 _ pi _ 35 + 2 _ 40, 4 _ 35 + 1.25 _ 40, 40 + 2 _ 35 + 0.625 * 40) = min(439.8, 299.9, 190, 135) = 135 mm

The T-stub design resistance in bending per bolt row is: Mpl,Rd = l_eff * tp^2 / 4 * f_y / gamma_M0

= 135 _ 20^2 / 4 _ 275 / 1.0 = 3,712,500 N-mm = 3.71 kN-m

This plastic moment must exceed the bolt tension force times the lever arm. Since l_eff = 135 mm < l_eff for the circular patterns, the connection may be classified as "Mode 2" (bolt failure with plate yielding). The resulting T-stub tension resistance is evaluated using the appropriate EN 1993-1-8 T-stub equations.

Step 4: Weld between beam and end-plate

The beam-to-end-plate weld is typically a full-penetration groove weld for the flanges and a fillet weld for the web. The groove weld is assumed to develop the full flange strength. For the web fillet weld:

Two-sided fillet weld, leg length a = 8 mm (nominal throat thickness = 0.7 _ 8 = 5.6 mm). Total effective length of web weld approximately 2 _ (453.4 - 2 * 12.7) = 856 mm.

Per EN 1993-1-8 Cl. 4.5.3, the directional method gives weld design resistance: Fw,Rd = f_u / (beta_w * gammaM2) * a

For S275: f*u = 430 MPa, beta_w = 0.85 (for S275 steel) F_w,Rd = 430 / (0.85 * 1.25) _ 5.6 = 2267 N/mm

Total web weld resistance: 2267 * 856 = 1,940,552 N = 1941 kN

The web weld must resist the shear force V_Ed = 150 kN plus the contribution of web moment. In practice, the flanges resist essentially all of the bending moment, and the web weld is checked for shear alone: 1941 kN > 150 kN -- OK (utilisation 0.08)

Step 5: Stiffener design

Column flange bending under the tension bolt forces must be checked. If the column flange is insufficient, transverse stiffeners are required on the column, aligned with the beam flanges. For a UC 254x254x89, the column flange thickness is approximately 17.3 mm, which is adequate in many cases, but the stiffeners should be checked in accordance with the design code.

Summary

The extended end-plate connection is adequate for M_Ed = 250 kN-m and V_Ed = 150 kN. The bolt tension check governs at 70% utilisation, leaving some reserve for prying effects and potential overloading.

Connection Design Workflow

A systematic approach to connection design reduces the risk of overlooked limit states. The following workflow applies to any connection type:

1. Identify forces at the connection: Determine the factored design actions (shear, moment, axial) from the structural analysis. For simple shear connections, the shear at the connection can typically be taken as the maximum beam end reaction. For moment connections, the maximum moment and corresponding shear from the frame analysis are used.

2. Select the connection type: Choose a connection configuration appropriate for the force magnitude, member sizes, fabrication capability, and erection sequence. Consider whether the connection is in a braced or moment frame.

3. Calculate required bolt quantity and size: For shear connections, determine the minimum number of bolts based on single-shear capacity. For moment connections, determine the tension bolt requirement from the flange force.

4. Verify bolt spacing and edge distance: Minimum and maximum spacing limits in the governing code must be satisfied. AISC 360 Table J3.3 specifies minimum centre-to-centre spacing of 2.67 _ d (or 3 _ d for AS 4100) and minimum edge distance depending on the bolt diameter and edge type.

5. Design connection elements: Plate thicknesses, weld sizes, and stiffener dimensions are selected to satisfy all limit states.

6. Check strength of connecting elements: Angles, plates, and the connected member (beam web, column flange) must each be checked for their respective limit states - yielding, rupture, block shear, buckling.

7. Document all limit states: A complete calculation record showing each limit state check, the applied load, the design resistance, and the utilisation ratio is essential for design verification and future reference.

The Connection Design Calculator automates this workflow for bolted and welded connections across all five design codes, providing per-limit-state results and utilisation ratios.

Common Connection Design Mistakes

Even experienced designers sometimes overlook critical checks. The following errors appear frequently in practice and in peer review.

Eccentricity in bolt groups

When a shear force is applied at a distance from the bolt group centroid, an eccentric moment develops. The bolt group must resist the combination of direct shear and the torsional moment from eccentricity. This is especially relevant for single-plate shear tabs and bracket-type connections where the load is applied at the face of the support rather than through the bolt group centroid. The instantaneous centre of rotation method (AISC 360, AS 4100) or the elastic vector method provides the bolt force distribution under eccentric loading.

Mixing bearing and slip-critical assumptions

A connection is either bearing-type or slip-critical for a given load case. Mixing the assumptions -- designing for slip-critical strength but not providing the required pretension, surface preparation, or hole type -- is unsafe. Slip-critical connections require specific faying surface conditions (Class A, B, or C per AISC 360 Table J3-1), minimum bolt pretension, and hardened washers under the turned element.

Block shear oversight in coped beams

When a beam flange is coped (cut back) to fit a connection, the reduced net section at the cope creates a block shear failure path that often governs. Many designs check bolt shear and bearing but omit the cope block shear check. AISC 360 Cl. J4.3 and EN 1993-1-8 Cl. 3.10.2 both address this limit state explicitly.

Prying action

Prying action multiplies the tensile force in bolts by a factor typically between 1.2 and 1.5 for end-plate and tee-stub connections. Neglecting prying action is unconservative. EN 1993-1-8 provides a detailed T-stub method with three failure modes (Mode 1: flange yielding, Mode 2: bolt failure with flange yielding, Mode 3: bolt failure). AISC 360 provides a simplified prying model in the AISC Manual Part 9.

Welds specified without access holes

Complete-joint-penetration groove welds for moment connections require access holes in the beam web to allow the welder to reach the top and bottom of the weld joint. Without access holes, the weld quality at the web-to-flange junction is unreliable. Standard access hole profiles are defined in AWS D1.1 Clause 5.15 and by AISC.

Hole deformation at service loads

Bearing-type connections undergo some hole deformation at the design load level (approximately 0.25 inch or 6 mm deformation limit per the AISC bearing equation). This is acceptable at ultimate load but may cause serviceability concerns in structures with deflection-sensitive components or cladding systems.

Connection Design Across Codes

The major design codes agree on the fundamental limit states for connections, but differ in specific provisions and resistance factors. Understanding these differences is essential for international practice.

AISC 360-22 Chapter J

AISC 360 uses a unified resistance factor approach with phi factors calibrated to a target reliability index. Chapter J covers all connection limit states: bolt shear (J3.6), bolt bearing (J3.10), tensile rupture (J4.1), block shear (J4.3), fillet welds (J2.4), and groove welds (J2.1). The AISC Manual provides comprehensive design tables for standard connections.

AS 4100:2020 Section 9

AS 4100 uses a limit states format similar to AISC but with different safety factors. Notable provisions include the eccentric bolt group design method (Cl. 9.4.1), the fillet weld design method using the "simple method" or "precision method" (Cl. 9.7.3.10), and specific provisions for end-plate connections (Cl. 9.5.2).

EN 1993-1-8:2005

EN 1993-1-8 is the most detailed of the connection design codes, using a component-method approach. Each connection is modelled as an assembly of springs (components) with known stiffness and strength. The T-stub method for tension zones (Cl. 6.2.4) and the component-based approach for end-plate connections (Cl. 6.2.6) are distinctive features. The UK National Annex modifies some gamma_M2 values and specifies alternative buckling curves for stiffness predictions.

CSA S16:24 Clause 13

CSA S16 uses resistance factor format with a notably lower phi_w = 0.67 for fillet welds. The code specifies bolt shear (Cl. 13.12), bearing (Cl. 13.12.1.2), and block shear (Cl. 13.6) limit states similar to AISC. CSA S16 requires that fillet weld strength be checked for the directional method, similar to EN 1993-1-8.

References and Further Reading

• AISC 360-22, Specification for Structural Steel Buildings, Chapter J -- Design of Connections, American Institute of Steel Construction, 2022.
• AS 4100:2020, Steel Structures, Section 9 -- Connections, Standards Australia, 2020.
• EN 1993-1-8:2005, Eurocode 3: Design of Steel Structures -- Part 1-8: Design of Joints, European Committee for Standardization, 2005.
• CSA S16:24, Design of Steel Structures, Clause 13 -- Connections, Canadian Standards Association, 2024.
• AISC Steel Construction Manual, 16th Edition, American Institute of Steel Construction, 2023.
• Owens, G.W. and Cheal, B.D., Structural Steelwork Connections, Butterworth-Heinemann, 1989.
• Kulak, G.L., Fisher, J.W., and Struik, J.H.A., Guide to Design Criteria for Bolted and Riveted Joints, 2nd Edition, AISC, 2001.

For automated connection design including bolt group analysis, weld strength verification, and end-plate checks across all five design codes, use the Connection Design Calculator. The calculator checks each limit state individually and reports utilisation ratios, making it easy to identify the governing condition in any connection assembly.

For quick lookup of member section properties used in connection design (d, b_f, t_f, t_w, I_x, S_x, Z_x), browse the Section Properties Database -- 500+ W, HSS, C, L, and WT sections across all major steel codes.