AISC Steel Construction Tables — J3.2, J3.3, J2.4 & More

The AISC Steel Construction Manual (16th Edition, AISC 360-22) contains dozens of design tables that structural engineers use daily. This page provides quick reference for the most frequently accessed tables: bolt shear strength, standard hole sizes, minimum weld sizes, and other critical values.

Use the bolted connection calculator and welded connection calculator for automated checks per AISC 360.

Table J3.2 — Bolt Shear and Tension Strength

Nominal Shear Strength (Fnv)

SC = Slip-Critical, N = Bearing (threads included in shear plane), X = Bearing (threads excluded from shear plane).

Design shear strength: φRn = φ × Fnv × Ab

where:

• φ = 0.75 (LRFD)
• Ab = nominal bolt area = π × d²/4

Nominal Tension Strength (Fnt)

Design tension strength: φRn = φ × Fnt × Ab (φ = 0.75)

Combined Shear and Tension Interaction

When a bolt is subject to both shear and tension:

F'nt = 1.3 × Fnt - (Fnt / (0.75 × Fnv)) × f_v ≤ Fnt

where f_v is the required shear stress. Then φRn = φ × F'nt × Ab.

Bolt Strength by Diameter

φ = 0.75, bearing type with threads included (N condition).

Table J3.3 — Standard Hole Dimensions

Standard hole sizes are slightly larger than the bolt diameter to allow for erection tolerances.

Key rules (AISC Section J3.2):

• Standard holes: d_hole = d_bolt + 1/16 inch (for bolts ≤ 1 inch)
• Standard holes: d_hole = d_bolt + 1/8 inch (for bolts > 1 inch)
• Oversized holes are not permitted in bearing-type connections (only in slip-critical)
• Slotted holes may be short or long; long slots are permitted only in one connected part

Table J2.4 — Minimum Fillet Weld Sizes

The minimum fillet weld size depends on the thinner part joined:

Important notes:

• The minimum weld size is based on the thinner of the two parts being joined
• This is a minimum for adequate heat input and fusion, not a strength requirement
• For single-pass welds, the maximum fillet weld size that can be deposited is about 5/16 inch
• Larger weld sizes require multiple passes

Maximum Fillet Weld Size

Along edges of material less than 1/4 inch thick, the maximum weld size equals the material thickness. For material 1/4 inch or thicker, the maximum along the edge is the material thickness minus 1/16 inch.

Table J3.4 — Minimum Edge Distances

Table J3.5 — Minimum Bolt Spacing

The minimum center-to-center spacing of bolts is:

s_min = 2.67 × d (where d = nominal bolt diameter)

Preferred minimum spacing: 3 × d

Table D3.1 — Shear Lag Factors (U)

For tension members connected through only some of their cross-sectional elements:

L = weld length, w = plate width.

Bearing Strength at Bolt Holes (Table J3.6)

For Standard Holes

Rn = 1.2 × Lc × t × Fu (deformation at service load is a design consideration) Rn = 1.5 × Lc × t × Fu (deformation at service load is NOT a consideration)

where:

• Lc = clear distance between the edge of the hole and the edge of the adjacent hole or edge of material
• t = thickness of the connected part
• Fu = specified minimum tensile strength of the connected part
• φ = 0.75 (LRFD)

For Bolt Spacing and Edge Distance Limits

For bearing to govern, the bolt spacing and edge distance must be adequate:

• Minimum spacing for bearing: 3d (center-to-center)
• Minimum edge distance for bearing: depends on edge distance ratio Le/d

Bolt Pretension Requirements (Table J3.1)

For slip-critical connections and connections subject to fatigue, bolts must be pretensioned:

Pretension = 0.70 × minimum tensile strength × bolt area.

AISC Manual Part-by-Part Layout Guide

The AISC Steel Construction Manual (16th Edition) is organized into 10 parts, each serving a specific design function. Understanding which part contains which table saves hours of search time.

Part 1 — Dimensions and Properties

Contains Table 1-1 (W-shapes), Table 1-2 (S-shapes), Table 1-3 (HP-shapes), Table 1-4 (M-shapes), Tables 1-5 through 1-7 (C and MC channels), Tables 1-8 through 1-10 (angles, equal and unequal), Tables 1-11 through 1-13 (HSS round, square, rectangular), Table 1-14 (pipe), and Tables 1-15 through 1-18 (WT structural tees).

How to read Table 1-1: Each row is a W-shape sorted by depth then weight. Columns read left to right: Designation, weight per foot, area (A), overall depth (d), flange width (bf), flange thickness (tf), web thickness (tw), then strong-axis properties (Ix, Zx, Sx, rx), then weak-axis properties (Iy, Zy, Sy, ry), followed by torsional properties (J, Cw), and workable gages for flange and web bolts.

Part 2 — Beam Design (Flexural Members)

Contains beam selection tables where phi_Mp (design moment capacity) and phi_Vn (design shear capacity) are pre-calculated. Also includes deflection coefficients (C_D) for quick deflection calculation: delta = C_D x (M_max / phi_Mn) x (design phi_Mn / actual M_max approximation).

How to read beam tables: For a given W-shape, the table shows phi_Mn for unbraced length Lb from Lp to Lr. Below Lp, phi_Mn = phi_Mp (plastic). Between Lp and Lr, values decrease linearly (inelastic LTB). Above Lr, phi_Mn = phi_Fcr x Sx (elastic LTB). The table also shows the span length at which deflection governs for common loads.

Part 3 — Column Design (Compression Members)

Contains Table 4-1a through 4-14 with phi_Pn for W-shapes by effective length KL (typically 0 to 20 ft in 2 ft increments). Also includes column tables for HSS sections, pipe, double angles, and single angles.

How to read column tables: For each section, phi_Pn is listed at each effective length KL. The controlling axis (strong or weak) is indicated. The slenderness ratio KL/r at that length is shown. W-shape column tables include terms for combined axial + flexure checks (p_x, p_y coefficients).

Part 5 — Beam and Girder Connections

Contains connection design tables: Table 10-1 through 10-4 (double-angle connections), Table 10-5 through 10-6 (end-plate connections), Tables 10-7 through 10-9 (seated connections), Tables 10-10 and 10-11 (single-plate shear tabs). Each table directly gives the design strength (phi_Rn) for standard configurations.

How to read connection tables: Specify the connection type, bolt diameter and grade, plate thickness, and number of bolt rows. The table lookup provides the factored resistance phi_Rn directly, eliminating 8 separate limit state checks.

Part 6 — Tension Members

Contains design strength tables for WT tees, angles, plates, and HSS sections loaded in tension. Includes both yielding (phi_Tn = 0.90 x Fy x Ag) and rupture (phi_Tn = 0.75 x Fu x Ae) capacities.

Parts 7-10 — Miscellaneous

Part 7 (considerations for fabrication and erection), Part 8 (general design considerations — deflection, camber, thermal), Part 9 (bracing, fatigue, vibration), Part 10 (specifications, codes, standards references).

How to Use the AISC Manual for Routine Design

The AISC Steel Construction Manual is designed for table-driven design — most routine member and connection checks can be performed by table lookup rather than equation solving. The workflow:

1. Determine loads per ASCE 7-22 load combinations
2. Select member from Part 1 section properties based on preliminary sizing
3. Check beam capacity in Part 2 — find phi_Mn and phi_Vn for the unbraced length
4. Check column capacity in Part 3 — find phi_Pn for the effective length
5. Check combined loading in Part 4 — use p and bx coefficients for interaction H1-1a/1b
6. Design connection in Part 10 — tables give phi_Rn directly for standard configurations

For cases where table values do not match the specific geometry (e.g., non-standard spacing, unusual loads), the manual provides the controlling limit state equations so the engineer can recalculate.

Frequently Asked Questions

What is the standard hole size for a 3/4 inch bolt? Per AISC Table J3.3, a 3/4 inch bolt has a standard hole diameter of 13/16 inch (0.8125 in). This is the bolt diameter plus 1/16 inch.

What is the minimum fillet weld size for 1/2 inch plate? Per AISC Table J2.4, for material thickness > 1/4 to 1/2 inch, the minimum fillet weld size is 3/16 inch.

What is the AISC bolt shear strength for A325 bolts? Per AISC Table J3.2: Fnv = 54 ksi (threads included in shear plane, N condition) or 68 ksi (threads excluded, X condition). Design strength φRn = 0.75 × Fnv × Ab.

When do I use oversized holes? Oversized holes are only permitted in slip-critical connections, not in bearing-type connections. They provide additional erection tolerance. Standard holes should be used wherever possible.

What is the minimum bolt spacing per AISC? The minimum center-to-center spacing is 2.67 × bolt diameter. The preferred minimum is 3 × bolt diameter for practical fabrication.

How do I check bolt bearing on a connected part? Use Rn = 1.2 × Lc × t × Fu (when deformation at service loads is a concern) with φ = 0.75. Lc is the clear distance from the hole edge to the next hole or material edge.

What pretension is required for slip-critical bolts? Per AISC Table J3.1, a 3/4 inch A325 bolt requires 28 kips minimum pretension. This is achieved by turn-of-nut, calibrated wrench, or direct tension indicator methods.

How do I find the correct AISC table for a specific limit state? The AISC Manual Part Numbering System maps to limit states: Part 2 = beam flexure (phi_Mp, phi_Vn, deflection), Part 3 = column compression (phi_Pn, KL/r limits), Part 4 = combined axial + flexure (interaction coefficients p and bx/by), Part 5 = tension member strength (phi_Tn), Part 6 = connection design (shear tabs, double angles, end plates, seated connections). Each part begins with a summary page listing every table in that part. The index at the back of the manual is organized alphabetically by limit state and component type.

What is the difference between LRFD and ASD tables in the AISC Manual? The 16th Edition Manual provides tables in both LRFD (phi-factor design) and ASD (Omega-factor design) formats. LRFD tables show phi_Rn (design strength) directly. ASD tables show Rn/Omega (allowable strength). The phi and Omega values are: flexure phi = 0.90 / Omega = 1.67, shear phi = 1.00 / Omega = 1.50, compression phi = 0.90 / Omega = 1.67, tension yielding phi = 0.90 / Omega = 1.67, tension rupture phi = 0.75 / Omega = 2.00, bolts shear phi = 0.75 / Omega = 2.00, welds phi = 0.75 / Omega = 2.00. Both methods produce the same design for the same factored loads — LRFD divides nominal resistance by phi, ASD divides by Omega. The conversion is Omega = 1.5/phi approximately. Tables can be read interchangeably using the conversion phi_Rn x 1.5/phi = Rn/Omega.

Related Pages

• Bolted Connections Calculator — Automated AISC bolt checks
• Welded Connections Calculator — Fillet and groove weld capacity
• Bolt Hole Sizes — Complete hole dimension tables
• Bolt Grades — A325, A490, Grade 8.8 properties
• Min Weld Size — Minimum weld size by material thickness
• Bolt Bearing & Tearout — Bearing and tearout calculations
• Bolt Spacing — Pitch, gage, and edge distance rules

Disclaimer

This is a calculation tool, not a substitute for professional engineering certification. All results must be independently verified by a licensed Professional Engineer (PE) or Structural Engineer (SE) before use in construction, fabrication, or permit documents. The user is responsible for the accuracy of all inputs and the verification of all outputs.