Floor Deck Detailing Checklist Before Submittal
A comprehensive, field-tested checklist for structural engineers and detailers preparing floor deck shop drawings for construction review. Submitting a complete, coordinated package the first time prevents costly RFIs, revision cycles, and schedule delays. This guide walks through every critical checkpoint — from profile selection and structural coordination to connection details and code compliance — so your submittal lands clean.
Why Pre-Submittal Review Matters
Catch the Problem Before
It Becomes a Delay
Exposure
The Cost of an Incomplete Submittal
Incomplete or poorly coordinated floor deck submittals are one of the most common sources of delays in the structural steel phase. A single round-trip RFI can cost days or weeks on a fast-track schedule. Reviewers who find missing details, conflicting geometry, or unresolved connections will reject or heavily comment the package — sending it back to the detailer for correction before fabrication can begin.
One Missing Detail Can Stop Fabrication
The first checkpoint confirms that the deck specified in the structural drawings is exactly what is being detailed. Mismatches in profile depth, gauge, or steel grade are the most fundamental errors and the easiest to catch early.
Do not assume gauge, grade, or coating based on industry defaults. The shop drawing must call out design thickness, ASTM reference, steel grade, and galvanizing specification explicitly. Coating must match the project specification, not just common practice.
The first checkpoint confirms that the deck specified in the structural drawings is exactly what is being detailed. Verify the profile designation (2VLI, 3VLI, 1.5B, 3N, etc.) matches the structural specification exactly—record SDI designation and manufacturer catalog reference in the title block. Specify the design gauge and confirm minimum delivered thickness per SDI Table 1.2 tolerances—call out both design thickness and ASTM A1008 or A653 reference explicitly. Confirm ASTM grade (Fy = 33 ksi standard; 40 or 50 ksi for high-strength) and galvanizing (G-60 interior; G-90 or prime-painted for corrosive/exposed)—coating must match project specification, not industry default. Clearly differentiate composite deck (with shear studs) from non-composite (form deck only)—label each bay consistently with the structural framing plan; mixing composite and non-composite details in the same bay without EOR direction is a common submittal error that reviewers flag immediately. Mismatches in profile, gauge, or steel grade are the most fundamental errors—and the easiest to catch early.
Step 1 — Deck Profile, Gauge &
Material VerificationProfile, Gauge & Material Verification Checklist
Mixing Composite and Non-Composite Details in the Same Bay
State Gauge, Grade, and Coating Explicitly
The Profile, Gauge & Material Verification Principle
Before a deck layout is finalized, every framing location, orientation, elevation, bearing condition, and slab assumption must be reconciled with the structural design. This coordination step confirms that the deck shop drawing reflects the intended load path from deck to framing and ultimately into the supporting structure.
Every beam, girder, and joist shown on the structural framing plan must appear on the deck layout plan with the correct centerline location, member designation, and top-of-steel (TOS) elevation. Discrepancies between the structural drawings and the deck shop drawings are a primary cause of submittal rejection. Overlay the framing plan digitally if possible; confirm all member sizes match and that the deck span direction aligns with the structural intent.
Deck ribs must run in the direction shown or implied by the structural framing — perpendicular to the primary framing for composite floor systems. Verify that the span-to-depth ratio is within the SDI-recommended range for the profile selected. Where deck spans are long or loads are heavy, check that the gauge satisfies deflection limits under construction loads (wet concrete + live load) per SDI DDM04.
For beams with specified camber, confirm that the deck detail accounts for the elevation differential at midspan. Deck sheets must not be shown as flat across a cambered beam — the TOS elevation at midspan will differ from the ends, and this affects the concrete fill depth, slab thickness, and total dead load calculation. Coordinate with the structural engineer on camber values before finalizing deck layouts.
Confirm deck end bearing length meets the minimum required by SDI — typically 1.5 inches on steel framing and 3.5 inches on concrete or masonry. Short bearing conditions at re-entrant corners, cantilever ends, and skewed framing must be explicitly called out and reinforced if below minimums. Verify that beam flange widths are sufficient to accommodate the deck end lap plus any fastener edge distance requirements.
The total slab thickness (deck rib height + concrete topping above top of rib) must match the structural design documents. Verify that the concrete normal-weight or lightweight designation matches the structural specification — this affects shear stud design, composite section properties, and fire rating. Slab thickness tolerances per ACI 117 should be noted for field reference.
Always request a final stamped structural framing plan before issuing the deck shop drawing for submittal. Preliminary plans lead to preliminary — and rejected — shop drawings.
Structural Coordination & Load Path Confirmation
Framing → Deck → Slab → Structure
Five Conditions That Must Align
Framing Plan Alignment
Span Direction and Deck Orientation
Camber Coordination
Reactions and Bearing Lengths
Slab Thickness and Concrete Fill
Request the Final Stamped Structural Framing Plan
Specify the fastening type (puddle weld or PAF), diameter, and attachment pattern for deck-to-structure connections. SDI standard minimum is typically a 36/5 pattern unless modified by the engineer. Interior supports, end supports, and perimeter members often require different spacing and must be shown independently. Sidelap fastening methods, whether button-punch or screw-fastened, must also be identified because diaphragm capacity depends directly on the fastening pattern provided.
Sidelap fasteners, whether button punches, screws, or welds, must be detailed at the spacing required to achieve diaphragm shear strength. Interior floor areas commonly permit larger spacing than perimeter diaphragm zones and collector regions. Both general notes and plan-specific callouts should identify siding connection type and spacing wherever conditions change. Missing sidelap information remains one of the most common diaphragm review comments.
Every exposed slab edge that receives concrete must include a pour stop or engineered form edge shown in both plan and section. Call out pour stop gauge, commonly 14 or 16 gauge, required height matching slab thickness, and attachment method. Deck flute closures at open ribs prevent concrete blowout and must be detailed at supports, wall lines, and exposed deck ends. Closure plates and cellular deck end closures should also be coordinated where applicable.
Cantilevered deck regions require special detailing because negative bending typically governs design. These areas often require heavier deck gauges and enhanced reinforcement. Re-entrant corners create significant stress concentrations and must include supplemental reinforcing bars, strap anchors, or other Engineer of Record requirements. Unique edge conditions should never be left to field determination; each condition requires a dedicated keyed detail within the submittal package.
Puddle Welds & Power-Actuated Fasteners
Sidelap Connections
Pour Stops & Deck Edge Closures
Cantilever and Re-entrant Corners
Submittal Review Checklist
For each opening, show: plan dimensions, distance from nearest grid line, header/trimmer reinforcing, and concrete edge treatment. Cross-reference to the mechanical and architectural drawings by revision number so reviewers can confirm coordination.
The submittal cover sheet must list the applicable standards and editions: SDI DDM04 (Floor Deck Design Manual), AISC 360, IBC (current adopted edition), ACI 318 for composite slab design, and any project-specific amendments. If the project is in a jurisdiction with local structural amendments, cite them. Fire-resistance rating for the floor assembly must be noted with the applicable UL design number — this is particularly critical for steel deck in Type I and Type II construction.
Use this checklist as a final gate before transmittal. A 30-minute internal review against this list prevents a 2-week review cycle.
Opening geometry, reinforcement, deck designation, fastening, perimeter details, drawing references, applicable standards, and previous review comments should all agree before the package leaves the detailing team. A complete internal review is far faster than another external review cycle.
Step 4 — Openings, Penetrations & Final Submittal Checklist
Detail the Opening According to Its Size
Show Enough Information to Verify Coordination
Code References and Standards
Final Pre-Submittal Checklist
Common Rejection Reasons — At a Glance
Coordinate Everything Before You Transmit Anything
What's Your Reaction?
