NOTE This standard is an execution specification, not a structural design document; the footing schedule prepared by the Engineer of Record and the project geotechnical report govern all dimensions, reinforcement, bearing pressures, and elevations. (1.3)

NOTE The contractor builds what the drawings and schedule require; this standard tells the contractor how to execute and verify that work to a defensible quality. Where a value here conflicts with the footing schedule or geotechnical report, those engineering deliverables govern. (1.4)

NOTE Concrete materials, mix proportioning, admixtures, conveying, placing, consolidation, finishing, curing, and cylinder testing are specified once for all cast-in-place work in Cast In Place Concrete and are incorporated here by reference rather than restated. (1.5)

NOTE Footings are cast-in-place concrete. To avoid two divergent sources of truth, this standard references the concrete-execution standard for everything common to all CIP work and confines itself to what is unique to footings: bearing verification, geometry and forming, embed setting, and the link between the geotechnical report and the field. (1.6)

NOTE Reinforcing-bar material, fabrication, bending, splicing, and placement tolerances are specified in Concrete Reinforcement; this standard specifies only footing-specific bar layout, cover, and dowel embedment. (1.7)

NOTE Deep foundation elements — driven piles, drilled shafts, continuous-flight-auger piles, micropiles, and helical piles — are outside this standard and are covered by Deep Foundations. (1.8)

NOTE Slabs-on-grade, including thickened slab edges that function as integral grade beams, are covered by Slab On Grade and are not within this standard. (1.9)

NOTE Excavation, dewatering, subgrade proof-rolling, and placement and compaction of engineered fill beneath footings are covered by Earthwork; this standard begins at the prepared, accepted bearing surface. (1.10)

NOTE Below-grade waterproofing membranes and foundation drainage are covered by Below Grade Waterproofing; precast grade beams by Precast Concrete; tilt-up panel footing ledges by Tilt Up Concrete; and permanent earth-retaining structures by Retaining Walls. (1.11)

NOTE Action submittals are documents the Engineer of Record reviews and must accept before the related work proceeds; they establish that the contractor's intended means comply with the drawings before any concrete is placed. (3.1)

NOTE Informational submittals document conditions and qualifications; the Engineer reviews them for record and to confirm field readiness, but they do not by themselves authorize work. (3.2)

NOTE Closeout submittals are the record set delivered at completion so the Owner can document what was actually built and verify acceptance. (3.3)

NOTE The bearing-inspection hold point is the single highest-value quality control step for shallow foundations: once concrete is placed, the bearing condition can no longer be verified, so it must be confirmed and signed off before any concrete or reinforcement covers the bearing surface. (4.1)

NOTE A footing sized for an assumed bearing pressure is only as good as the soil it actually rests on. Variable fill, soft pockets, organic seams, perched water, and over-excavation all defeat the design assumption. The pre-pour bearing inspection catches these before they are buried. (4.2)

NOTE Mock-ups and pre-construction conferences are coordination tools, not contractual obligations on the foundation subcontractor; they are most useful where anchor-bolt patterns are complex or where stepped footings on a sloped site introduce sequencing risk. (4.11)

NOTE The allowable bearing pressure governs the plan dimensions of every footing; it is established by the geotechnical engineer from the soil investigation. (5.1)

NOTE Allowable bearing pressure (the net allowable soil bearing capacity) is the pressure the soil can carry safely after accounting for overburden, groundwater, and an appropriate factor of safety. IBC Table 1806.2 gives prescriptive presumptive values by soil class — roughly 1,500 psf for clay or silt up to 4,000 psf for sandy gravel — but a site-specific geotechnical report almost always governs and commonly falls in the 1,500 to 6,000 psf range, with competent rock far higher. (5.3)

NOTE Standard Penetration Test N-values reported in the geotechnical investigation, obtained per ASTM D1586, are the primary field data behind the allowable bearing pressure. (5.5)

NOTE The bottom of exterior footings and footings in unheated areas shall be placed below the local frost-protection depth established by the authority having jurisdiction. (5.8)

NOTE Frost depth varies dramatically by region — effectively zero in the deep South to 48 inches or more across the northern tier — and a footing bottom above frost depth is subject to frost heave. The Engineer of Record translates the local frost depth into a bottom-of-footing elevation on the drawings; the contractor builds to that elevation. (5.9)

NOTE Footing type is selected by the Engineer of Record from the column and wall layout, load eccentricity, proximity to property lines, and soil bearing; each type addresses a specific geometric or load condition, and mis-forming or mis-locating one defeats the design intent in the field. (6.1)

NOTE The five common shallow-foundation configurations each address a different geometry. Choosing among them is a design decision, but mis-forming or mis-locating one defeats that decision in the field. (6.2)

NOTE Isolated spread footings support a single column and are reinforced in two directions; square footings carry uniform bar spacing each way, while rectangular footings concentrate a band of reinforcement under the column in the short direction per ACI 318-25. (6.2.1)

NOTE Continuous strip (wall) footings run beneath bearing and shear walls, carrying continuous longitudinal reinforcement plus transverse bars; they distribute wall loads as a line load rather than a point load. (6.2.2)

NOTE Combined footings carry two or more columns on one footing where individual footings would overlap or where a column sits against a property line, and may be rectangular or trapezoidal in plan to balance bearing pressure. (6.2.3)

NOTE Strap (cantilever) footings tie a property-line column footing to an interior footing with a rigid strap beam so the eccentric edge load is balanced and bearing pressures are kept near uniform, per ACI 336.2R. (6.2.4)

NOTE Stepped footings accommodate sloped sites by stepping the bearing elevation; each step is limited by code, and horizontal reinforcement must be lapped continuously across each step. (6.2.5)

NOTE Thickened spread footings with an integral pedestal carry a formed concrete pier between footing and steel column, common for industrial and pre-engineered metal buildings. (6.2.6)

NOTE Footing concrete strength is selected by the Engineer of Record for structural demand and exposure; 3,000 psi is the common default for light residential work and 4,000 psi for commercial and industrial footings, with higher strengths and sulfate-resistant cement where the geotechnical report identifies aggressive soils. (7.1)

NOTE ACI 318-25 sets 2,500 psi as the absolute minimum for structural concrete, but durability — not strength — frequently controls the mix. Sulfate exposure classes from the geotechnical report drive cement type and supplementary cementitious materials, specified through the mix design under Cast In Place Concrete. (7.2)

NOTE Reinforcing bar grade is a design selection; Grade 60 deformed bar to ASTM A615 is the corpus default, with ASTM A706 low-alloy bar required where weldability or seismic ductility is specified for dowels and starter bars. (7.3)

NOTE Lean concrete used for a mud-mat sub-base is plain, unreinforced, low-strength concrete whose purpose is to provide a clean, stable working surface for setting reinforcement — it is not a structural element. (7.4)

NOTE Concrete cast against and permanently exposed to earth requires more cover than formed concrete because the soil interface is irregular and aggressive; the most common footing detailing error is defaulting to beam cover instead of the cast-against-earth value. (8.1)

NOTE ACI 318-25 requires 3 inches of cover for concrete cast against and permanently exposed to earth — the bottom and sides of a footing poured neat against the excavation or against a mud-mat. Formed faces later exposed to weather require 2 inches. Specifying and verifying the correct cover is what keeps the steel protected for the life of the structure. (8.2)

NOTE Footing bar size and spacing are set by the structural design; the layout below is the field deliverable, and reinforcement that cannot develop its required length within the footing must be resolved before the pour, not discovered at it. (8.3)

NOTE Footing bars are typically #4 through #8. One-way strip footings carry a minimum of two longitudinal bars and temperature-and-shrinkage steel of 0.0018 times the gross area for Grade 60 per ACI 318-25. The governing geometry constraint is that the footing must be thick enough to develop the bottom bars — development length plus cover plus the diameter of the transverse bar. (8.4)

NOTE Column and wall dowels transfer load from the superstructure into the footing and must be embedded to develop their required length; short dowels are a recurring source of field rework. (8.5)

NOTE Anchor bolts set by hand routinely drift out of tolerance, and a bolt pattern that exceeds tolerance forces field reaming or base-plate rework and cascades RFIs to the steel fabricator; a rigid template is the single most effective control. (9.1)

NOTE Anchor-bolt spacing and the location of the bolt group relative to column gridlines are tight tolerances because the steel base plate is fabricated to fixed hole patterns. Setting bolts to a template that is secured to the formwork — not to loose string lines — is what keeps the steel erectable. (9.2)

NOTE Shear transfer between a footing and the wall or stem above it is not automatic; a keyway or a roughened, intentionally bonded construction joint must be specified, or the joint becomes a smooth plane that cannot transfer horizontal shear. (10.1)

NOTE At the footing-to-stem-wall interface, the second pour bonds to the first only as well as the joint is prepared. A formed keyway provides a mechanical shear key; alternatively, a roughened construction joint to a full amplitude provides shear-friction capacity. Dowels across the joint develop tension. The detail must be on the drawings and built as shown. (10.2)

NOTE A mud-mat protects reinforcement cover and alignment on soft or wet subgrade, where bars set on loose soil sink, lose cover, and drift out of position; it is a working surface, not a structural layer. (11.1)

NOTE On firm, dry subgrade a mud-mat is optional. On soft or saturated soil it earns its cost: a thin lean-concrete slab gives a clean, level surface that holds chairs and keeps the bottom mat at the right elevation. The decision should follow a soil-condition trigger rather than contractor preference. (11.2)

NOTE Footing dimensional tolerances follow ACI 117 and matter because a footing that is mislocated, undersized, or out of plumb at the pedestal can shift bearing pressure, reduce cover, or prevent the supported column from landing on its base. (12.1)

NOTE Footing execution proceeds from accepted bearing surface to verified embeds in a fixed sequence; skipping the verification steps is where defects become permanent. (13.1)

NOTE The execution sequence is: prepare and obtain acceptance of the bearing surface, place any mud-mat, set and tie reinforcement and dowels to the correct cover, set anchor-bolt templates and embeds, complete the pre-pour inspection, then place concrete under Cast In Place Concrete. Each gate exists because the condition it checks cannot be verified after the next step covers it. (13.2)

NOTE Backfill placed against a footing or stem wall before the concrete has gained adequate strength can crack or displace the element; a strength gate prevents premature loading. (13.3)

NOTE Footings carrying combined axial load and moment — from frame action, wind, or seismic demand — must be checked for the bearing-pressure distribution across the base, not just the average pressure; a footing that looks adequate on average can overstress one edge or partially uplift. (14.1)

NOTE For a footing under axial load plus moment, keeping the load resultant within the middle third of the base (eccentricity not exceeding B/6) keeps the entire base in compression. Larger moments, common in seismic design, may allow partial uplift only with a documented analysis. Footings subject to significant moment are a design responsibility, but specifications that never require the check invite undersized footings. (14.2)

NOTE Footing materials are largely delivered just in time, but reinforcement and embeds staged on site must be protected so that what is installed still meets the material specifications. (15.1)

NOTE Foundation defects surface slowly and are expensive to access once a structure is built over them, so the warranty obligation centers on workmanship and on correcting deficiencies revealed by acceptance testing and inspection. (16.1)

NOTE Shallow foundations are buried in service, so the durable deliverable is the record set; spare physical materials are minimal. (17.1)