Engineering story
Chapter 14 · Shear Connections
Simple shear tabs, double angles, end-plate shear connections.
A real project narrative for this chapter will be authored as this chapter migrates to the v3.0 structured schema.
§01Section 01
Why Structural Steel?
Simple shear tabs, double angles, end-plate shear connections.
⏱ 80 min★ Core✎ 3 objectives
§02Section 02
Learning objectives
After this chapter you will be able to
- Design a shear tab
- Check bolt group eccentricity
- Detail double-angle connections
§03Section 03
Engineering motivation
§04Section 04
Failure mechanisms
Failure mechanisms & lessons learned
Photographs and lessons-learned case studies for this topic will be added during chapter migration.
AISC Reference Box
- AISC 360-22 — Specification chapter governing this topic
- AISC Manual 16th Ed. — Design tables and worked examples
Why This Chapter Matters
Simple shear connections carry 80% of the beams in a typical steel building. Getting the shear-tab, double-angle, or single-plate detail wrong causes coping failures, weld cracking, or unintended rotational restraint.
Learning Objectives
- Design a single-plate (shear-tab) connection per AISC Part 10.
- Design a double-angle connection with A325 bolts.
- Check coped-end block shear and beam web at the cope.
- Detail eccentricity and rotational ductility.
- Verify the connection is truly a simple (pin) connection — not accidentally FR moment.
Where This Chapter Is Used
Every gravity beam-to-column and beam-to-girder connection in the Chapter 20 capstone.
ANSI / AISC 360-22Specification for Structural Steel Buildings16.1-121 to 16.1-149
Chapter
J
AISC 360-22
Chapter J. Design of Connections — Simple Shear Connections
Use this reference to flip directly to the correct page of the AISC 360-22 Specification while solving problems in this course chapter.
| § | Section title | Page |
|---|---|---|
| J1 | General Provisions (Simple vs. FR vs. PR) | 16.1-121 |
| J3 | Bolts and Threaded Parts | 16.1-127 |
| J4 | Affected Elements of Members (Block Shear J4.3) | 16.1-140 |
| J7 | Bearing Strength | 16.1-145 |
| J10.1 | Web Local Yielding at Coped End | 16.1-146 |
Companion reference: AISC Manual Part 10 — Design of Simple Shear Connections
Lecture Notes
Chapter 14 — Simple Shear Connections
Chapter focus. Most beam-to-column and beam-to-girder connections in a gravity-framed steel building are not designed to carry moment at all — they are "simple" connections whose only job is to deliver the beam's end shear reaction safely into the support while allowing the beam end to rotate freely under load. This chapter builds the standard limit-state checklist used for double-angle, shear-tab, end-plate, and seated connections, and shows why the checklist looks the same no matter which connection type you draw.
1. The "Simple" Assumption
In a simply supported beam analysis, the connections are assumed to transmit shear but essentially zero moment. Physically, this requires the connection to be flexible enough to accommodate the beam-end rotation θ that develops as the beam deflects under load (θ ≈ wL³/24EI for a uniformly loaded simple beam) without building up significant restraining moment. A connection that is too stiff (e.g., a heavily bolted, deep double angle with many rows) starts attracting moment that was never designed for — this is why AISC Manual Part 10 connections are deliberately proportioned to be "flexible": angles or tabs are relatively thin, and bolt patterns are arranged to permit slight rotation via bolt-hole clearance and material flexibility.
- Double angle — 2 angles bolted or welded on either side of the beam web, framing into a column flange, girder web, or another beam.
- Shear tab (single plate) — single plate shop-welded to the support, field-bolted to the beam web.
- End plate — plate shop-welded across the coped or full beam end, field-bolted to the support.
- Seated connection — angle or plate under the beam flange provides a bearing seat; a top angle stabilizes against rotation/torsion.
Figure 14.1 — Four common simple shear connection types.
2. Required Rotational Ductility
AISC Specification Commentary Chapter B/J notes that simple connections must possess "sufficient rotation capacity" — meaning some element of the connection (bolt-hole ovalization, bolt bending, angle-leg bending, or weld ductility) must yield gracefully rather than fracture as the beam end rotates. This is why standard hole bolted double angles work well (bolt/hole slip and angle-leg flexure accommodate rotation) while an over-stiffened or over-welded connection can crack.
3. Limit-State Checklist for Double-Angle Connections
The available shear transfer strength "at the bolt holes" combines bolt shear with bearing/tearout: for each bolt line, take the least of (1) bolt shear strength, (2) bearing/tearout strength of the angles (×2 for two angles), and (3) bearing/tearout strength of the beam web or support — then sum the per-bolt governing values down the line. This produces different capacities at edge bolts (short lev) versus interior bolts (spacing-controlled lc).
4. Coped Beam Checks
Figure 14.2 — Block shear failure path at a coped beam end: horizontal tension face + vertical shear face.
Coping (removing part of the top and/or bottom flange to fit the beam into a shallower connection) removes material exactly where the beam needs it to resist shear and local buckling. Two extra checks are triggered:
- Block shear of the coped web (§J4.3) — a rectangular block bounded by the bolt line and the cope corner can tear out; the same Eq. J4-5 formulation as angle block shear applies, but with the beam web's tw, Fy, Fu.
- Shear yielding/rupture of the coped section and local web buckling at the cope (AISC Manual Part 9, especially for deep copes) — as material is removed, the reduced net section can govern, and for long/deep copes the "flange" created by the cope corner can buckle before yielding.
5. Conventional vs. Extended Shear Tab
A shear tab is asymmetric: the bolt line sits an eccentricity a away from the weld line. That eccentricity puts a moment on both the bolt group and the weld. AISC Manual Part 10 defines a Conventional Configuration — a set of geometric limits (single vertical bolt row, standard holes, Leh = 3 in from bolt line to weld line, and a capped plate thickness) within which the tabulated φRn values already account for the eccentricity, so no separate eccentric-bolt calculation is required.
tp,max ≤ (db/2) + 1/16 in (Conventional Configuration cap, ensures plate yields in a ductile mode before a brittle bolt-group rotational failure)
An Extended Configuration shear tab (multiple bolt rows, larger eccentricity, or thicker plate) falls outside these limits and requires (1) an eccentric bolt-group check per Manual Part 7 (elastic or IC method) and (2) an eccentric weld check that adds a bending stress term on top of the direct shear.
6. Eccentricity Considerations Across Connection Types
- Double angle: essentially no net eccentricity on the beam-web bolt group (symmetric double shear) — the classic reason it is taught first.
- Shear tab: eccentricity a (bolt-to-weld distance) creates moment on both bolts and weld unless kept within Conventional limits.
- End plate: eccentricity is usually small (weld is at the beam end, bolts close to it), but coped or unstiffened seats can still generate meaningful eccentric effects.
- Seated connection: the beam reaction bears eccentrically on the outstanding leg of the seat angle, producing a prying/bending action on the angle itself that must be checked separately from the bolt group.
Design Workflow
- Determine Ru (or Ra) = factored (or service) end shear reaction of the beam.
- Select a trial connection type and geometry from AISC Manual Part 10 tables (10-1 double angle bolted, 10-2/10-3 double angle welded, 10-9 shear tab, 10-4 end plate).
- Run through the limit-state checklist: bolt shear → bearing/tearout (angle side, then support/web side) → shear yield/rupture of angle or plate → block shear of angle/plate → coped-beam checks if applicable → weld strength.
- Identify the governing (minimum) φRn and confirm φRn ≥ Ru.
- Check Conventional vs. Extended Configuration if using a shear tab; add eccentric bolt/weld checks if Extended.
- Detail minimum edge distances, spacing, and specify weld size/length or bolt grade and quantity.
Additional Design Aids & Stratified Equations
Eight AISC limit states to verify for a simple shear tab (plus coped-beam block shear).
Bolt shear (single) 3/4-in A325-NφR_n = 0.75·54·π/4·(0.75)² = 17.9 k/bolt
Plate shear yield (φ = 1.0)φR_n = 1.0 · 0.60 · F_y · A_gv
Exam / FE tip. When several limit states apply, always build a summary table of φRn for each — the connection strength is the minimum, not the average or the sum, of the individual limit states (except where a check explicitly sums bolt-line contributions, as in shear-transfer-at-bolt-holes).
⚠ Common mistakes
- Using single shear when the bolts are in double shear (double-angle web side) — or vice versa on the column-leg side.
- Skipping coped-beam block shear and local buckling checks for coped connections.
- Exceeding tp,max for Conventional Configuration and then not checking eccentric shear on the bolt group and weld.
- Using Fnv = 68 ksi (threads excluded, X) when the bolt is actually threads-included (N) in the shear plane.
- Forgetting that the governing connection strength is the MINIMUM across all limit states, not simply the weld or bolt check alone.
- Mixing up edge-bolt vs. non-edge-bolt tearout clear distances lc when summing bolt-line shear-transfer strength.
📖 Using the AISC Manual — Shear Connections
Companion reference: Manual Part 10 — Tables 10-1 (all-bolted double-angle), 10-2 (bolted/welded), 10-9 (shear tabs / single-plate), 10-10a (WT connections). In practice, engineers rarely compute every quantity from first principles — the AISC Steel Construction Manual (16th Ed.) tabulates φRn (or Rn/Ω) for every rolled shape so you can pick a member in seconds. Formulas remain essential for understanding, verifying, and for anything the tables do not cover.
Every entry in Tables 10-1 through 10-12 lists the controlling limit state (bolt shear, plate rupture, block shear, weld strength, beam web tearout) alongside φRn. Enter with number of bolts (usually 2–10) and read φRn directly — no piece-by-piece limit-state chase.
Example workflow (W16×36 beam with Vu=45 kip on a 3-bolt single-plate shear tab): open Table 10-9a → 3-row single-plate, 3/4″ A325-N, 1/4″ plate → φRn = 54 kip (governed by bolt shear). Done — the table already checked all four limit states.
Table vs. formula — which to use? Use tables to select a shape quickly. Use formulas to verify odd geometry, non-standard grades (Fy≠50 ksi), unusual K-factors or Lb, and to answer exam problems that hand you a section not in the current Manual.
Formula Sheet
| Name | Equation | AISC Ref |
|---|---|---|
| Design strength | φ Rn ≥ Ru | AISC 360-22 B3.1 |
Worked Example
Common data for Examples 14.1–14.4. Beam W36×231 (ASTM A992, Fy = 50 ksi, Fu = 65 ksi, tw = 0.760 in.) framing to a W14×90 column flange (tf = 0.710 in.). Angles are ASTM A572 Grade 50 (Fy = 50 ksi, Fu = 65 ksi). Beam end reactions: RD = 37.5 kips, RL = 113 kips.
Required strength (ASCE/SEI 7, Chapter 2): Ru = 1.2(37.5) + 1.6(113) = 45.0 + 181 = 226 kips; Ra = 37.5 + 113 = 151 kips.
Required strength (ASCE/SEI 7, Chapter 2): Ru = 1.2(37.5) + 1.6(113) = 45.0 + 181 = 226 kips; Ra = 37.5 + 113 = 151 kips.
Worked Example 14.1 — All-Bolted Double-Angle Connection (Manual Tables)
Adapted from AISC Design Examples V16.0, Example II.A-1A (Part A)
Problem statement. Verify an all-bolted double-angle shear connection using 8 rows of ¾ in. diameter Group 120 bolts (thread condition N) in standard holes, angles 2L5×3½×⁵⁄₁₆ (SLBB), s = 3 in., lev = 1¼ in. Use AISC Manual Part 10 tables.
Figure 14.1a — Connection geometry. Note the two different shear conditions: double shear at the web, single shear (two bolts per row) at the column flange.
Step 1 — Angle strength from Manual Table 10-1a.
Table 10-1a bundles three limit states of the angles: shear yielding, shear rupture and block shear rupture. For 8 rows of ¾ in. bolts with 2L5×3½×⁵⁄₁₆:
LRFD: φRn = 302 kips ≥ 226 kips o.k. ASD: Rn/Ω = 201 kips ≥ 151 kips o.k.
LRFD: φRn = 302 kips ≥ 226 kips o.k. ASD: Rn/Ω = 201 kips ≥ 151 kips o.k.
Step 2 — Per-bolt strengths from Manual Table 10-1b.
Step 3 — Shear transfer strength at the beam web (§J3.7 User Note).
At each bolt take the least of: bolt shear (×2, double shear), angle bearing/tearout (×2, two angles), and beam-web bearing/tearout (×1).
Top and middle bolts (non-edge in the angles): rn = min[2(17.9) = 35.8; 2(27.4) = 54.8; 66.7] = 35.8 kips
Bottom bolt (edge distance governs in the angles): rn = min[2(17.9) = 35.8; 2(15.4) = 30.8; 66.7] = 30.8 kips
ASD: 23.8 + 6(23.8) + 20.6 = 187 kips ≥ 151 kips o.k.
Top and middle bolts (non-edge in the angles): rn = min[2(17.9) = 35.8; 2(27.4) = 54.8; 66.7] = 35.8 kips
Bottom bolt (edge distance governs in the angles): rn = min[2(17.9) = 35.8; 2(15.4) = 30.8; 66.7] = 30.8 kips
Sum over the groupRn = rn,top + (n − 2)·rn,mid + rn,bot
φRn = 35.8 + (8 − 2)(35.8) + 30.8 = 35.8 + 215 + 30.8 = 281 kips ≥ 226 kips o.k.ASD: 23.8 + 6(23.8) + 20.6 = 187 kips ≥ 151 kips o.k.
Step 4 — Shear transfer strength at the column flange.
Here bolts are in single shear but there are two bolts per row, and the angle leg at the support has the 1¼ in. vertical edge distance at the top bolt.
Top bolt: min[2(17.9) = 35.8; 2(15.4) = 30.8; 2(62.3) = 125] = 30.8 kips
Middle/bottom bolts: min[35.8; 2(27.4) = 54.8; 125] = 35.8 kips
φRn = 30.8 + 7(35.8) = 281 kips ≥ 226 kips o.k.
Top bolt: min[2(17.9) = 35.8; 2(15.4) = 30.8; 2(62.3) = 125] = 30.8 kips
Middle/bottom bolts: min[35.8; 2(27.4) = 54.8; 125] = 35.8 kips
φRn = 30.8 + 7(35.8) = 281 kips ≥ 226 kips o.k.
Step 5 — Beam web limit states.
The beam is not coped, so block shear rupture and shear rupture of the beam web are not applicable. The web only needs the bearing/tearout check already made in Step 3.
Result: The all-bolted double-angle connection with 8 rows of ¾ in. bolts and 2L5×3½×⁵⁄₁₆ angles is adequate. Governing available strength ≈ 281 kips (LRFD) / 187 kips (ASD).
Engineering interpretation: the "sum of individual bolt strengths" method in the §J3.7 User Note is what makes this problem tractable. Rather than a single group strength, each bolt contributes the weakest of its own three failure modes. The bottom bolt is 14% weaker than the rest solely because its 1¼ in. edge distance shortens lc for tearout — a detailing dimension, not a material property, sets the number.
Common mistakes:
- Forgetting the ×2 for double shear at the beam web, or wrongly applying it at the column flange (single shear there).
- Forgetting the ×2 for two angles in bearing.
- Using the non-edge bearing value at the edge bolt.
- Adding beam-web and angle bearing strengths instead of taking the minimum of the three modes.
- Checking beam block shear on an uncoped beam — the flanges are intact, so no block can tear out.
Worked Example 14.2 — The Same Connection by Individual Limit States
Adapted from AISC Design Examples V16.0, Example II.A-1A (Part B)
Problem statement. Verify the angles of Example 14.1 by computing shear yielding, shear rupture and block shear rupture from the Specification instead of Table 10-1a. Angle length L = 23½ in., t = ⁵⁄₁₆ in., 8 bolts at s = 3 in., lev = leh = 1¼ in., standard holes (dh = ¹³⁄₁₆ in.).
Figure 14.2a — Block shear tears a rectangular block out of the angle: shear along the bolt line, tension across to the edge
Step 1 — Shear yielding of the angles (§J4.2(a)).
Agv = 2 angles × L × t = 2(23.5)(0.3125) = 14.7 in²
ASD: Ω = 1.50 → 441/1.50 = 294 kips ≥ 151 kips o.k.
Spec. Eq. J4-3Rn = 0.60·Fy·Agv
Rn = 0.60(50)(14.7) = 441 kips; φ = 1.00 → φRn = 441 kips ≥ 226 kips o.k.ASD: Ω = 1.50 → 441/1.50 = 294 kips ≥ 151 kips o.k.
Step 2 — Shear rupture of the angles (§J4.2(b)).
Net length = L − n·(dh + ⅟₁₆) = 23.5 − 8(0.875) = 23.5 − 7.00 = 16.5 in.
Anv = 2(16.5)(0.3125) = 10.3 in²
ASD: 402/2.00 = 201 kips ≥ 151 kips o.k.
Anv = 2(16.5)(0.3125) = 10.3 in²
Spec. Eq. J4-4Rn = 0.60·Fu·Anv
Rn = 0.60(65)(10.3) = 402 kips; φ = 0.75 → φRn = 301 kips ≥ 226 kips o.k.ASD: 402/2.00 = 201 kips ≥ 151 kips o.k.
Step 3 — Block shear rupture of the angles (§J4.3), per angle.
Shear length = lev + 7s = 1.25 + 21.0 = 22.25 in.
Agv = 22.25(0.3125) = 6.95 in²
Anv = [22.25 − 7.5(0.875)](0.3125) = (22.25 − 6.56)(0.3125) = 4.90 in²
Ant = (leh − 0.5dh,eff)t = (1.25 − 0.438)(0.3125) = 0.254 in²; Ubs = 1.0 (uniform tension stress)
Yield cap: 0.60(50)(6.95) + 16.5 = 209 + 16.5 = 225 kips
Rn = min(208, 225) = 208 kips per angle → 2 angles = 416 kips
φ = 0.75 → φRn = 312 kips ≥ 226 kips o.k.; ASD: 416/2.00 = 208 kips ≥ 151 kips o.k.
Agv = 22.25(0.3125) = 6.95 in²
Anv = [22.25 − 7.5(0.875)](0.3125) = (22.25 − 6.56)(0.3125) = 4.90 in²
Ant = (leh − 0.5dh,eff)t = (1.25 − 0.438)(0.3125) = 0.254 in²; Ubs = 1.0 (uniform tension stress)
Spec. Eq. J4-5Rn = 0.60·Fu·Anv + Ubs·Fu·Ant ≤ 0.60·Fy·Agv + Ubs·Fu·Ant
Rupture term: 0.60(65)(4.90) + 1.0(65)(0.254) = 191 + 16.5 = 208 kipsYield cap: 0.60(50)(6.95) + 16.5 = 209 + 16.5 = 225 kips
Rn = min(208, 225) = 208 kips per angle → 2 angles = 416 kips
φ = 0.75 → φRn = 312 kips ≥ 226 kips o.k.; ASD: 416/2.00 = 208 kips ≥ 151 kips o.k.
Result: Shear rupture of the angles governs at φRn = 301 kips ≥ 226 kips. The hand calculation confirms the ~302 kips reported by Manual Table 10-1a in Example 14.1 — the table is simply this arithmetic, pre-run.
Engineering interpretation: notice how close shear rupture (301 k) and block shear (312 k) are. Both are rupture modes on the same net section, differing only in the failure path. Shear yielding is nowhere near critical, which is typical for connection angles: with 8 holes removed you lose 30% of the shear area, and the 0.75 factor on rupture finishes the job. Design connection elements for rupture, not yielding.
Common mistakes:
- Using dh = ¹³⁄₁₆ in. in net-area calculations instead of dh + ⅟₁₆ = ⅞ in. (§B4.3b damage allowance).
- Counting 8 whole holes on the block shear shear-plane. It is 7.5 — the last hole is only half inside the block.
- Dropping the yield cap in Eq. J4-5, or dropping UbsFuAnt from the cap side.
- Using φ = 1.00 for block shear. Block shear is always a rupture mode: φ = 0.75, Ω = 2.00.
- Forgetting to double for two angles — or doubling twice by putting "2 angles" in Agv and again at the end.
Worked Example 14.3 — Bolted/Welded Double-Angle Connection
Adapted from AISC Design Examples V16.0, Example II.A-2A
Problem statement. Verify the same connection with the angles welded to the column flange (Welds B) and bolted to the beam web. Use 70-ksi electrodes, ¼ in. fillet welds, and the same 8 rows of ¾ in. bolts. This is the standard shop-weld/field-bolt arrangement.
Figure 14.3a — Shop-welded to the support, field-bolted to the beam: fast erection, no field welding overhead
Step 1 — Bolted side (beam web) — unchanged from Example 14.1.
φRn = 281 kips ≥ 226 kips o.k.; ASD 187 kips ≥ 151 kips o.k.
Step 2 — Welded side: Welds B from Manual Table 10-2.
Try ¼ in. fillet welds, l = 23½ in. along each angle toe. From Table 10-2 (Welds B):
LRFD: φRn = 260 kips ≥ 226 kips o.k.; ASD: Rn/Ω = 173 kips ≥ 151 kips o.k.
LRFD: φRn = 260 kips ≥ 226 kips o.k.; ASD: Rn/Ω = 173 kips ≥ 151 kips o.k.
Underlying Spec. Eq. J2-4Rn = Fnw·Awe = 0.60FEXX(1.0 + 0.50sin1.5θ)·(0.707w)·l
Step 3 — Minimum thickness of the supporting element.
Table 10-2 requires the support to develop the weld: tf,min = 0.190 in. ≤ tf = 0.710 in. o.k.
Physically this keeps the column flange from tearing before the weld yields.
Physically this keeps the column flange from tearing before the weld yields.
Step 4 — Minimum angle thickness (§J2.2b).
A fillet weld along the toe of an angle needs the leg thickness to develop it:
tmin = w + ⅟₁₆ = 0.250 + 0.0625 = 0.3125 in. = ⁵⁄₁₆ in. Use 2L5×3½×⁵⁄₁₆ — o.k.
tmin = w + ⅟₁₆ = 0.250 + 0.0625 = 0.3125 in. = ⁵⁄₁₆ in. Use 2L5×3½×⁵⁄₁₆ — o.k.
Step 5 — Angle shear yielding and rupture.
Identical to Example 14.2 on the beam-bolted side: φRn = 441 kips (yield) and 301 kips (rupture), both ≥ 226 kips. On the welded leg there are no holes, so only shear yielding applies there: Agv = 14.7 in² → φRn = 441 kips.
Result: The bolted/welded connection is adequate; the weld to the support governs at φRn = 260 kips ≥ Ru = 226 kips (D/C = 0.87).
Engineering interpretation: shop-welding one leg removes eight holes from the support side, so bearing and tearout there disappear entirely — but the weld itself becomes the new governing element. The weld is also the stiffest part of the connection, which is why AISC restricts weld returns at the top: an over-welded angle stops rotating, the "simple" assumption breaks, and end moment goes into a beam that was never designed for it.
Common mistakes:
- Using Welds A values (beam-web welds) in place of Welds B (support welds). They are different tables with different eccentricities.
- Specifying a ⅜ in. weld on a ⁵⁄₁₆ in. angle. Maximum fillet along a plate edge is t − ⅟₁₆ (§J2.2b).
- Adding weld and bolt capacity together. They are in series — the load passes through both — so the smaller governs.
- Ignoring the minimum support thickness from Table 10-2 when framing into a thin flange or an HSS wall.
- Welding the top of the angle to the support (a full weld return), destroying the required rotational ductility.
Worked Example 14.4 — All-Welded Double-Angle Connection
Adapted from AISC Design Examples V16.0, Example II.A-3
Problem statement. Repeat Example 14.1 as an all-welded connection using Manual Table 10-3, 70-ksi electrodes and A572 Gr. 50 angles. Determine required weld sizes and verify the angles.
Figure 14.4a — Welds A join the angles to the beam web; Welds B join them to the column flange
Step 1 — Weld between beam web and angles (Welds A, Table 10-3).
Try weld size w = ³⁄₁₆ in., l = 24 in.
LRFD: φRn = 257 kips ≥ 226 kips o.k.; ASD: Rn/Ω = 171 kips ≥ 151 kips o.k.
Table 10-3 minimum beam web thickness: tw,min = 0.286 in. ≤ 0.760 in. o.k.
LRFD: φRn = 257 kips ≥ 226 kips o.k.; ASD: Rn/Ω = 171 kips ≥ 151 kips o.k.
Table 10-3 minimum beam web thickness: tw,min = 0.286 in. ≤ 0.760 in. o.k.
Step 2 — Weld between column flange and angles (Welds B, Table 10-3).
Try weld size w = ¼ in., l = 24 in.
LRFD: φRn = 260 kips ≥ 226 kips o.k.; ASD: Rn/Ω = 173 kips ≥ 151 kips o.k.
Minimum column flange thickness: tf,min = 0.190 in. ≤ 0.710 in. o.k.
LRFD: φRn = 260 kips ≥ 226 kips o.k.; ASD: Rn/Ω = 173 kips ≥ 151 kips o.k.
Minimum column flange thickness: tf,min = 0.190 in. ≤ 0.710 in. o.k.
Step 3 — Minimum angle thickness (§J2.2b).
Governed by the larger weld (¼ in., Welds B):
tmin = w + ⅟₁₆ = ¼ + ⅟₁₆ = ⁵⁄₁₆ in. → Try 2L4×3½×⁵⁄₁₆ (SLBB).
Because there are no holes, the angle legs can be narrower than in the bolted case — 4 in. instead of 5 in.
tmin = w + ⅟₁₆ = ¼ + ⅟₁₆ = ⁵⁄₁₆ in. → Try 2L4×3½×⁵⁄₁₆ (SLBB).
Because there are no holes, the angle legs can be narrower than in the bolted case — 4 in. instead of 5 in.
Step 4 — Shear yielding of the angles (§J4.2(a)).
Agv = 2 angles × l × t = 2(24.0)(0.3125) = 15.0 in²
ASD (Ω = 1.50): 450/1.50 = 300 kips ≥ 151 kips o.k.
Spec. Eq. J4-3Rn = 0.60FyAgv = 0.60(50)(15.0) = 450 kips
LRFD (φ = 1.00): φRn = 450 kips ≥ 226 kips o.k.ASD (Ω = 1.50): 450/1.50 = 300 kips ≥ 151 kips o.k.
Step 5 — Shear rupture of the angles (§J4.2(b)).
With no bolt holes, Anv = Agv = 15.0 in²
ASD (Ω = 2.00): 585/2.00 = 293 kips ≥ 151 kips o.k.
Block shear does not apply — there is no bolted block to tear out.
Spec. Eq. J4-4Rn = 0.60FuAnv = 0.60(65)(15.0) = 585 kips
LRFD (φ = 0.75): φRn = 439 kips ≥ 226 kips o.k.ASD (Ω = 2.00): 585/2.00 = 293 kips ≥ 151 kips o.k.
Block shear does not apply — there is no bolted block to tear out.
Result: Use 2L4×3½×⁵⁄₁₆ × 2 ft-0 in. with ³⁄₁₆ in. Welds A to the beam web and ¼ in. Welds B to the column flange. The connection is adequate; Welds A govern at φRn = 257 kips ≥ 226 kips.
Engineering interpretation: compare the three schemes. All-bolted uses a bigger angle (5 in. leg) but no field welding. All-welded uses a smaller, lighter angle and utilizes it at only ~50% — the welds are the limiting element at ~88%. That is the signature of a welded connection: the base metal is rarely the problem; the throat is. The bolted/welded hybrid in Example 14.3 is what most fabricators actually build, because it shop-welds (cheap, downhand, inspectable) and field-bolts (fast, no weather sensitivity, no field NDT).
Common mistakes:
- Using Anv < Agv on a welded angle. No holes means no net-section reduction.
- Checking block shear on an all-welded connection.
- Sizing the angle thickness from strength alone and ending up thinner than w + ⅟₁₆.
- Ignoring the minimum base-metal thickness from Table 10-3 — a thin web can rupture behind an over-strong weld.
- Assuming Welds A and Welds B carry the same load per inch. Welds A see an eccentricity from the beam web to the angle; Welds B see the eccentricity to the support face. The tables account for both, differently.
Chapter 14 takeaway. A simple shear connection is not one calculation — it is a ladder of limit states on three elements: the fasteners (bolt shear or weld shear), the connecting element (angle shear yield, shear rupture, block shear), and the connected members (web/flange bearing and tearout, plus coped-beam checks if applicable). Whichever rung is lowest is the connection strength. And every one of these joints must still be able to rotate: strength without ductility is not a simple connection.
FE-Style Worked Examples(6)
Each example mirrors the NCEES FE Civil Reference Handbook style: brief givens, a labeled figure, AISC section reference, step-by-step numeric solution, and a single boxed answer.
Given
PL 3/8×4×1'-0" A36 with 4 rows of 3/4" A325-N bolts.
AISC Reference
AISC Manual Part 10
Step-by-step solution
- Bolt shear4 × 17.9 = 71.6 k
- Plate shear yield1.0(0.6×36)(12×0.375) = 97.2 k
- Block shearCheck per §J4.3 with plate geometry
Answer Bolt shear typically governs at 71.6 k.
Problem statement image
DIMDimensions from the problem statement
No numeric parameters detected in the given statement — refer to the figure above for geometry.
Moment connection — beam to column
- Flange forces P_f = M / (d − t_f) transferred through welds/bolts
- Column panel-zone shear = M / d_c (check per §J10)
- Continuity plates required if column flange too thin
Graded Chapter Quiz(13 FE-style questions · AISC Manual required)
These questions reference AISC Steel Construction Manual (16th ed.) — sections, equations, and tables are cited explicitly. Use a calculator. Each question offers a clue you may reveal before answering. Submissions are recorded to your account once signed in.
C14-01AISC Manual Part 10
1. Typical simple shear connection is designed for:
C14-02AISC Manual Table 10-9
2. Single-plate 'shear tab' with 3 bolts, 7/8-in A325-N: Manual Table 10-9 gives capacity ≈:
C14-03AISC Manual Part 9
3. Coped beam: reduced flexural strength at cope check per:
C14-04AISC Manual Part 10
4. Double-angle connection: bolts in web are:
C14-05AISC Manual Part 10
5. End-plate shear connection: prying action?
C14-06AISC Manual Part 9
6. For deep coped beam, top flange removed. Flexure at cope uses:
C14-07AISC Manual Part 10
7. Weld between shear tab and column flange:
C14-08AISC Manual Table 10-1
8. Manual Table 10-1 covers:
C14-09AISC 360-22 §J10.2 (end reaction)
9. Beam web local yielding at reaction:
C14-10AISC 360-22 §B3.4
10. Simple shear connection is 'flexible' — what does that mean?
C14-11AISC Manual Part 10
11. Shear-tab thickness limits (Manual):
C14-12AISC Comm. B3.4
12. End rotation demand at simple support ≈:
C14-13AISC Manual Part 10
13. When designing simple connection to develop the maximum tabulated reaction:
Upload your worked solution (PDF)
Attach your handwritten or typed step-by-step solution for this chapter's graded quiz. The instructor can download every submission. PDF only, up to 25 MB.
How your upload will be graded
Your file — PDF, Word document, scanned handwriting or a photo — is read page by page like an experienced structural engineering instructor would. The scan is validated first, then your reasoning, structural model, calculations, diagrams, code basis and final answers are graded on process, not just the final number. Design work is additionally reviewed against AISC 360-22 and ACI 318-19. Partial credit applies, and one early mistake carried correctly forward is only penalized once.
Before you attach the file
- Include every page, in order and right way up — a missing page cannot earn credit.
- Keep margins in frame: nothing cropped at the edges, especially boxed final answers.
- Scan or photograph in good, even light — no shadows, glare or blur; 300 dpi or a steady phone scan.
- Write in dark pen; faint pencil is the most common 'UNREADABLE — INSTRUCTOR REVIEW REQUIRED' flag.
- Include all diagrams, FBDs, shear/moment diagrams and section sketches — label them.
- Number each question the same way the assignment does, and note anything you skipped.
- Show units on every line and box your final answers.
- Combine everything into ONE file (PDF preferred; Word, JPG or PNG accepted) under 20 MB.
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§11Section 11
Chapter summary
Formula sheet
- Design strengthφ Rn ≥ RuAISC 360-22 B3.1
Engineering checklist
- Module 14: Shear Connections
- Key limit states and AISC references are listed in the reference box.
- Use φRn ≥ Ru for every check.
- Verify section properties with the official AISC Manual.
Professional tips
- • Mixing ASD and LRFD load combinations in the same problem.
- • Using nominal strength Rn instead of design strength φRn.
- • Forgetting to check every limit state listed in the AISC chapter.
§13Section 13
FE exam preparation
Concept review
Concept summary coming soon.
Calculator tips
Calculator tips coming soon.
Common exam traps
Traps coming soon.
Time management
Aim for ~3 minutes per FE problem; skip and return to any item that takes longer than 5 minutes.