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. A "simple" (shear-only) connection carries the end reaction Vu of a gravity beam without generating moment. Three types dominate: double angle, shear tab, and end plate. Every one is checked against the same eight-limit-state ladder built from AISC Chapter J.
1. What "Simple" Means
A simple connection transmits shear only. It must be flexible enough that the beam-end rotation θ ≈ wL³/(24EI) develops without generating meaningful moment. AISC Manual Part 10 gives pre-engineered tables for the three dominant simple connections:
- Shear tab — single plate welded to column, bolted to beam web.
- Double angle — 2 L angles bolted or welded on either side of the beam web.
- End plate — shear plate shop-welded to beam end, bolted in the field.
2. Limit-State Checklist
3. Double Angle — Teach First (Symmetric)
Double angles are the pedagogical starting point because the connection is symmetric: the beam-web bolts are in double shear and no eccentricity acts on the bolt group about the beam axis. That lets you exercise every limit state in the checklist without also carrying an eccentric-rotation term.
- Beam-web bolts: double shear → φRn,bolt = 2·(0.75·Fnv·Ab) per bolt.
- Column-side bolts: single shear through both outstanding legs.
- Angle thickness: ta ≥ (db + 1/16 in)/2 for standard-hole bolts (Manual Part 10 detailing).
- Manual Table 10-1 gives the full φRn envelope for common angle sizes / bolt counts — enter with Vu and read the required angle.
4. Shear Tab (Single Plate) — Adds Eccentricity + Weld
A shear tab is asymmetric: the bolt line is offset from the weld line by an eccentricity a. That produces a moment on the bolt group and a moment on the plate-to-column weld. AISC Manual Part 10 avoids the eccentric-bolt calculation by defining a Conventional Configuration — geometry that keeps the eccentric effect within the tabulated φRn:
- Standard holes; single vertical row of bolts.
- Leh = 3 in from bolt line to weld line (defines the eccentricity).
- Plate thickness capped so the plate yields before the bolts fail in a rotational mode.
tp,max ≤ (db/2) + 1/16 in (Conventional Configuration)
If any Conventional limit is violated, the connection is Extended Configuration and you must run the eccentric-bolt-group check (Manual Part 7) and add an eccentric moment to the weld design (bending on the plate + a).
5. Design Workflow
- Take Ru = Vu at end of beam.
- Select geometry from Manual Table 10-9 (shear tab), 10-1 (double angle), 10-4 (end plate).
- Verify each limit state in the checklist above.
- Check coped-beam block shear if top or bottom flange is coped.
- Draw the connection with all critical dimensions.
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
⚠ Common mistakes
- Using single shear when the bolts are in double shear (double-angle web side).
- Skipping coped-beam block shear for shear-tab connections.
- Exceeding tp,max for Conventional Configuration and then not checking eccentric shear on the bolt group.
- Using column-flange bolts in single shear Fnv = 68 ksi when threads are actually iNcluded (54 ksi).
📖 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
Worked Example 14.1 — Double-Angle Shear Connection
Given
- Beam: W18×35, tw = 0.300 in, A992 (Fu = 65 ksi).
- Vu = 60 k reaction into a W14×90 column flange (tf = 0.710 in).
- Two L4×3½×5/16 angles, A36 (Fu = 58 ksi); 4 rows of 3/4″ A325-N bolts, s = 3 in, Le = 1½ in.
Figure 14.1a — Double-angle framing to column flange with bolt layout
Step 1 — Web-Side Bolts (Double Shear)
Eq. J3-1φRn/bolt = φ·Fnv·Ab·ns (ns=2 double shear)
Ab = π·0.75²/4 = 0.442 in²; Fnv = 54 ksi (N).
φRn per bolt = 0.75·54·0.442·2 = 35.8 k
Group (4 bolts) = 143 k ≥ 60 ✓
φRn per bolt = 0.75·54·0.442·2 = 35.8 k
Group (4 bolts) = 143 k ≥ 60 ✓
Step 2 — Bearing/Tearout on Beam Web
Eqs. J3-6a/cBearing: 2.4·db·t·Fu ; Tearout: 1.2·Lc·t·Fu ; φ = 0.75
Bearing: 2.4·0.75·0.300·65 = 35.1 k; φ = 26.3 k
Interior tearout: Lc = 3 − 13/16 = 2.19 in; Rn = 1.2·2.19·0.300·65 = 51.2 k; φ = 38.4 k
Edge tearout: Lc = 1.5 − 0.5·13/16 = 1.09 in; Rn = 1.2·1.09·0.300·65 = 25.5 k; φ = 19.1 k
Governs edge = 19.1 k; group = 19.1 + 3·26.3 = 98.0 k ≥ 60 ✓
Interior tearout: Lc = 3 − 13/16 = 2.19 in; Rn = 1.2·2.19·0.300·65 = 51.2 k; φ = 38.4 k
Edge tearout: Lc = 1.5 − 0.5·13/16 = 1.09 in; Rn = 1.2·1.09·0.300·65 = 25.5 k; φ = 19.1 k
Governs edge = 19.1 k; group = 19.1 + 3·26.3 = 98.0 k ≥ 60 ✓
Step 3 — Column-Side Bolts (Single Shear)
Eq. J3-1φRn/bolt = φ·Fnv·Ab·(ns=1)
φRn = 0.75·54·0.442 = 17.9 k/bolt; group 4·17.9 = 71.6 k ≥ 60 ✓
Step 4 — Angle Shear Yield & Rupture
§J4.2Yield: φ=1.0, 0.60 Fy Agv ; Rupture: φ=0.75, 0.60 Fu Anv
Per angle: Lv = 3·3 + 2·1.5 = 12 in, Agv = 12·0.3125 = 3.75 in²
φRn,y = 1.0·0.60·36·3.75 = 81 k; ×2 angles = 162 k ≥ 60 ✓
Anv = 3.75 − 4·(13/16 + 1/16)·0.3125 = 3.75 − 1.09 = 2.66 in²
φRn,r = 0.75·0.60·58·2.66 = 69.4 k; ×2 = 139 k ≥ 60 ✓
φRn,y = 1.0·0.60·36·3.75 = 81 k; ×2 angles = 162 k ≥ 60 ✓
Anv = 3.75 − 4·(13/16 + 1/16)·0.3125 = 3.75 − 1.09 = 2.66 in²
φRn,r = 0.75·0.60·58·2.66 = 69.4 k; ×2 = 139 k ≥ 60 ✓
2L4×3½×5/16 with (4) 3/4″ A325-N bolts is adequate. Bearing/tearout at the beam-web edge bolt is the weakest link; Vu/φRn,min = 60/71.6 = 0.84.
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.
Sign in to upload your worked solution.
§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.