Reinforcing steel — rebar — is the structural backbone of every concrete element in a commercial building: foundations, slabs, shear walls, columns, beams, and retaining structures. A vague rebar scope of work leads to costly gaps: missing stir-ups, incorrect lap splices, missing epoxy coating in corrosive environments, and schedule delays when rebar is not placed before concrete is poured. This guide covers the sub-trade requirements, package deliverables, and coordination checkpoints every PM and estimator needs to include in a rebar scope of work.
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Sub-Trade Specific Requirements
Trade-specific line items that must be explicitly defined in every Rebar scope of work.
Rebar scopes must define bar size schedule, material grade, coating requirements, and placement tolerances before RFP. Each structural element may have different requirements.
Reinforcing Steel Grades and Material Standards
ASTM A615 Grade 60: Standard deformed reinforcing bar (60,000 psi yield strength). The most common rebar specification for commercial construction in North America. Specify Grade 60 (not just "rebar") to ensure the correct yield strength for the structural design.
ASTM A706 Grade 60 (low-alloy): Required where weldability is critical (mechanical connections to structural steel, moment frame lap splices in seismic zones). A706 has more controlled chemistry than A615 — specify A706 where welding is required or where the structural engineer mandates it for seismic applications.
Epoxy-coated rebar (ASTM A775 or A934): Required in corrosive environments: parking structures exposed to deicing salts, coastal structures, bridge decks, and below-grade conditions with aggressive groundwater. Specify whether the requirement is for A775 (epoxy-coated bar) or A934 (fusion-bonded epoxy). Epoxy-coated rebar requires special handling to prevent coating damage — require the sub to submit a handling and placement plan.
Stainless steel rebar (ASTM A955): For the most aggressive corrosive environments (marine splash zones, high-chloride exposure). Specify the grade (Type 316 for highest corrosion resistance) and note that stainless rebar is significantly more expensive than epoxy-coated — obtain the structural engineer's written confirmation before including in scope.
ASTM A1035 Grade 100 or 120 (MMFX): High-strength rebar for applications where reducing bar congestion is critical. Specify only when called out by the structural engineer — not a general substitution for A615.
Bar Placement Requirements
Concrete cover: specify minimum cover per ACI 318 for each element type — cast-in-place concrete exposed to earth: 3"; cast-in-place concrete exposed to weather: 2" for #5 and smaller, 2.5" for #6 and larger; concrete not exposed to weather: 1.5". Cover requirements are non-negotiable for corrosion protection and fire resistance.
Lap splices: all rebar splices must be per the structural drawings — lap length, splice class (Class A, B, or C), and stagger requirements. The structural engineer calculates splice lengths based on bar size, concrete strength, cover, and bar spacing. Do not substitute shorter laps without structural engineer approval.
Rebar chairs and supports: specify plastic-tipped bar chairs, concrete blocks (dobies), or continuous support systems for maintaining cover. Specify chair type for slab-on-grade (flat bottom, wide bearing), walls (snap ties or equivalent), and suspended slabs. Wire tie chairs are not acceptable in corrosive environments — specify plastic or epoxy-tipped chairs.
Placement tolerances per ACI 117: ±⅜" for concrete cover ≤2"; ±½" for cover >2". Top bars in slabs: ±⅜" in members ≤8" deep; ±½" in members >8" deep. Non-compliance requires the structural engineer's review before concrete placement.
Fabrication and Bending
All rebar must be fabricated per ACI 315 (Details and Detailing of Concrete Reinforcement) and the structural placing drawings. Require the rebar sub to submit fabrication shop drawings (bar lists and bending schedules) derived from the structural drawings — do not allow rebar to be fabricated directly from architectural drawings.
Bar hooks and bends: standard hooks (180°, 135°, or 90°) must conform to ACI 318 Table 25.3.1. Minimum bend diameters vary by bar size — #3 through #8: 6db minimum; #9, #10, #11: 8db minimum.
Mechanical splices: where mechanical couplers are specified by the structural engineer, provide product data and confirm coupler performance meets ACI 318 Section 26.6.2 (Type 1 or Type 2 mechanical splice).
Tip for PMs: The most common rebar scope gap is dowels and embeds. Anchor bolts, connection plates, pipe sleeves, and mechanical anchors that must be placed before concrete are frequently not in the rebar sub's scope — and equally frequently not in anyone else's scope either. Define who is responsible for all concrete embeds and coordinate their placement into the rebar sub's inspection sequence.
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Package Requirements
Items regularly omitted from Rebar sub bids that create disputes or unexpected GC costs during construction.
Rebar submittal approval is on the critical path before the first concrete pour. Late submittals delay the start of formwork and rebar installation.
Required Submittals
Rebar placing drawings (shop drawings): derived from structural drawings, showing bar sizes, spacing, splices, hooks, and cover dimensions for each element. Must be reviewed and approved by the structural engineer of record before fabrication begins.
Mill certifications for all rebar used on the project: confirming ASTM grade, heat number, yield and tensile strength, elongation, and bend test results. Mill certs are required for special inspection purposes.
Epoxy coating certifications (if applicable): per ASTM A775/A934, including holiday test results
Mechanical coupler product data and test reports (if applicable)
Special Inspection
Special inspection for reinforcing steel placement is required per IBC Section 1705.3 for most structural concrete applications. The special inspector verifies: bar size, spacing, and grade; cover dimensions; lap splice lengths; and placement of all embeds. Retain the special inspector through the owner's testing laboratory before reinforcing work begins.
Pre-pour inspection: the structural engineer or their designated special inspector must sign off on the rebar before the concrete pour. Do not pour without inspection sign-off — concrete placed over improperly installed rebar is a structural defect that may require demolition and replacement.
Best Practices from Leading GCs
Sequence rebar placing drawings submittal to align with the concrete pour schedule — not with the NTP date. A submittal submitted at NTP but not reviewed until two weeks before the pour leaves no time for revisions. Issue submittals for the first pours immediately after award.
Require the rebar sub to provide a daily placement log with photographs documenting rebar placement at each element before the pour. This record is essential if placement questions arise during special inspection or if a structural deficiency is discovered later.
For large mat foundations, require the rebar sub to submit a placement sequence plan — the order in which mats, layers, and zones of a complex foundation are reinforced and inspected. This plan prevents conflicts between rebar placement and MEP conduit stub-outs that must be set in the foundation.
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Coordination Requirements
Interface items between Rebar and adjacent trades that must be defined upfront to prevent disputes mid-construction.
Rebar placement coordinates with formwork, MEP sleeves and embeds, and the structural special inspector — and must be completed before any concrete placement.
Formwork and Pour Sequencing
Confirm the formwork sub's (or GC's) pour sequence for all elevated slabs, walls, and columns. Rebar installation must follow the formwork sequence and must be complete and inspected before each pour date. Rebar that is placed but not inspected before the pour window will delay the pour.
For post-tensioned slabs: rebar (mild steel) and PT tendons are often placed by different subs. Confirm that the PT sub and rebar sub coordinate placement sequence, especially at column strip bands where rebar and tendon congestion is highest.
MEP Embeds and Sleeve Coordination
All pipe sleeves, conduit stubs, drain bodies, and equipment anchor bolts must be located and confirmed against the structural drawings before rebar is placed in that zone. The structural engineer must approve the location and size of all slab penetrations — cores through rebar after concrete placement are expensive and may be structurally prohibited.
Require all MEP subs to provide their embed location drawings at least 2 weeks before the rebar placement schedule for each element. Late embed submittals are a leading cause of pour delays.
Pre-Placement Coordination Checklist
Rebar placing drawings submitted and approved by structural engineer
Mill certifications received and reviewed
Special inspector retained and inspection schedule confirmed
Formwork pour sequence confirmed — rebar placement sequence aligned
All embed and sleeve locations confirmed against structural drawings
Epoxy-coated rebar handling plan submitted (if applicable)
Pre-pour inspection scheduled — structural engineer sign-off process confirmed
Tip for Estimators: When reviewing a rebar bid, verify that rebar chairs and supports, placing drawings (shop drawings), bar delivery and unloading, and waste allowance are included. A rebar bid that prices only the tonnage of bar installed — without chairs, shop drawings, and unloading — will generate add-ons. Verify that the unit rate includes all associated installation work, not just the material cost per ton.
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