ACI Tilt-Up Supervisor cheat sheet

Casting bed layout must place panel faces within crane reach at the minimum and maximum lift radii used in the lift plan; verify radius at the pick point, not the center of the panel.

Panel layout sequence follows erection order: panels cast farthest from the building footprint are typically erected first when the crane must reach over them.

Casting surface must be level within 1/4 in. in 10 ft unless the project specifies tighter; verify with a 10-ft straightedge before setting edge forms.

Locate all underground utilities, conduits, and site drainage before placing casting beds; a 3-ft minimum clear zone from bed edges to obstructions is a common planning rule.

Form a site plan showing crane positions, outrigger footprints, swing radius, laydown areas, and access roads; outrigger loads must be checked against soil bearing capacity.

Panel identification marks are placed on the panel's non-exposed face and must match the erection drawings; mark orientation arrows so panels are set with the correct face out.

Dunnage and casting bed subgrade must be compacted and stable; differential settlement under a bed causes panel warping and thickness variation.

Coordinate casting bed location with the building's slab-on-grade footprint so beds can later be removed without damaging finished slabs or footings.

Survey control points must be established and protected before layout; all panel corners and embed locations are set from these controls.

Footing bearing capacity and size are governed by the structural design; soil bearing values must be confirmed by geotechnical report before excavation acceptance.

Slab-on-grade vapor retarder is typically 10-15 mil and must be continuous with sealed laps; punctures are repaired before concrete placement.

Casting bed flatness tolerance is commonly 1/4 in. in 10 ft; beds exceeding tolerance produce panel bow and joint misalignment at erection.

Bond breaker application rate follows the manufacturer's coverage; two coats at right angles are common where one coat is insufficient.

Casting bed edges must be square and straight within 1/8 in. in 10 ft to keep panel geometry true; check diagonals for square.

Anchor bolt and embed locations in foundations are set from survey control with tolerance typically 1/4 in. horizontal unless structural drawings specify otherwise.

Concrete casting bed slabs are typically designed for the panel weight plus construction live load; point loads from lifting inserts and strongbacks must be considered.

Footing excavation bottoms are protected from disturbance; over-excavation is backfilled with compacted engineered fill, not loose spoils.

Curing of cast-in-place foundations follows the specified method; cold-weather protection is required when ambient falls below 40 F unless otherwise specified.

Edge forms define panel thickness and perimeter; they are braced to resist concrete pressure and must not deflect more than 1/8 in. under placement loads.

Panel thickness tolerance is commonly plus or minus 1/4 in.; measure at multiple points along the perimeter.

Chamfers at panel edges are typically 3/4 in. unless architectural drawings show otherwise; chamfer strips are set on the exposed face side.

Rustication and reveal strips are attached to the casting surface, not the edge form, so they appear on the exposed face.

Form release agent is applied to edge forms and casting surface per manufacturer; excess pooling must be removed before reinforcement placement.

Panel length and width tolerances are commonly plus or minus 1/2 in.; diagonal measurements confirm squareness.

Window, door, and opening blockouts are located from panel datum lines and checked against erection drawings before concrete placement.

Edge form removal time depends on concrete strength; forms are typically stripped when concrete reaches 500 psi or per project specification.

Form joints must be tight to prevent paste leakage, which causes honeycomb and surface defects on the exposed face.

Reinforcement cover on the exposed face is set by exposure class; typical tilt-up cover is 3/4 in. to 1-1/2 in. depending on exposure and member.

Lifting inserts are located per the lift design; insert capacity must exceed the calculated lifting load with the specified factor of safety.

Embed plates for structural connections are set to template and verified for elevation, plan location, and projection before concrete placement.

Weld plates and headed studs must develop the design load; stud spacing and embedment depth follow the connection design.

Brace anchor embeds are located on the panel's interior face at the heights shown on the bracing plan; location error changes brace angle and load.

Reinforcement splices and development lengths follow ACI 318 provisions unless project specifications are more restrictive.

Coil inserts, ferrule loops, and lifting hardware are inspected for thread condition and orientation; damaged hardware is replaced, not reused.

Electrical and plumbing embeds in panels are coordinated with the trade drawings and capped to prevent concrete intrusion.

Post-installed anchors in cured panels require edge distance and spacing checks against the manufacturer's published values.

Slump for tilt-up panels is typically 4-6 in. unless a plasticizer is used; verify against the approved mix design.

Maximum aggregate size is limited by reinforcement spacing and panel thickness; commonly 3/4 in. or 1 in. for tilt-up.

Concrete placement lifts in panels are limited to avoid cold joints; typical practice keeps vertical placement continuous within a panel.

Consolidation uses internal vibration at regular spacing; over-vibration causes segregation and surface defects on the exposed face.

Finishing of the exposed face is done after screeding and before initial set; troweling is typically avoided on surfaces receiving applied finishes.

Curing compound application rate follows the manufacturer; coverage is verified by the square-foot-per-gallon rate.

Cold-weather concrete protection is required when ambient falls below 40 F; panels must not be lifted until strength is verified.

Hot-weather placement requires evaporation control; evaporation rate above 0.2 lb/sq ft/hr indicates curing and placement precautions.

Panel lift strength is verified by field-cured cylinders or maturity testing; the lifting strength is typically 75% of design strength unless the lift design states otherwise.

Lifting insert capacity is selected using the panel weight multiplied by a dynamic factor; a common design factor is 2:1 on the static load.

Panel weight equals volume times concrete unit weight, typically 150 lb/cu ft; include embeds, insulation, and applied finishes.

Number and location of lifting points are set so the panel's center of gravity is balanced; pick points are symmetric about the centroid.

Brace design uses the panel as a vertical cantilever; brace loads include wind and construction loads per the bracing plan.

Brace angle affects capacity: braces are most efficient near 45 degrees; angles steeper than 60 degrees from horizontal reduce capacity.

Rigging hardware including slings, shackles, and spreader beams is inspected before each lift; damaged gear is removed from service.

Spreader beams are used where sling angles would induce excessive compression or bending in the panel.

Lifting hardware is proof-tested per the manufacturer; field-fabricated lifting devices require engineering approval.

Brace anchor design considers pullout, concrete breakout, and steel capacity; the controlling mode governs the required embed.

Panels are lifted only after concrete strength is verified by test cylinders or maturity method meeting the lift design requirement.

The crane operator and rigger maintain communication by radio or hand signals per the standard signal chart; one designated signal person.

Panels are set on shims or leveling devices at the foundation line; final elevation and plumb are verified before braces are attached.

Braces are installed and snugged before the crane releases the panel; at least two braces per panel are common, with three for tall or narrow panels.

Brace base plates are anchored to the slab or foundation with the specified anchors; temporary anchors are not substituted without approval.

Plumb tolerance for erected panels is typically 1/4 in. in 10 ft; final plumb is verified after all braces are installed.

Panels are not left unbraced overnight; if braces cannot be installed, the panel is not released from the crane.

Wind speed limits for lifting are defined in the lift plan; lifting stops when wind exceeds the plan limit or when panel sail area makes control unsafe.

Brace removal follows the permanent connection completion; braces are removed only after the structural connection is completed and approved.

A job hazard analysis identifies tasks, hazards, controls, and responsible persons; it is reviewed with the crew before work begins.

The lift plan includes crane capacity, load weight, radius, boom configuration, outrigger loading, and ground bearing pressure.

Crane capacity at the required radius must exceed the load weight plus rigging weight; the load chart is consulted at the actual radius.

Exclusion zones are established under and around the lift; personnel do not stand or walk under a suspended panel.

Tag lines are used to control panel rotation; personnel handling tag lines stay clear of the panel's swing path.

Outrigger mats or cribbing distribute crane loads to the soil; ground bearing pressure is verified against soil capacity.

Fall protection is required when working at heights above 6 ft; brace installation at height uses ladders, lifts, or platforms per the plan.

Pre-lift meeting confirms roles, signals, communications, and emergency procedures with all crew members.

Daily inspections of rigging, crane, and lifting hardware are documented before the first lift of the day.

Panel thickness tolerance is commonly plus or minus 1/4 in.; panel length and width tolerance is commonly plus or minus 1/2 in.

Panel flatness is checked with a 10-ft straightedge; deviation typically does not exceed 1/4 in. in 10 ft.

Plumb tolerance for erected panels is typically 1/4 in. in 10 ft, measured along the panel height.

Embed and insert location tolerance is commonly plus or minus 1/2 in. unless the connection design requires tighter.

Concrete strength acceptance uses field-cured cylinders for lift strength and standard-cured cylinders for design strength.

Inspection records include pre-placement reinforcement and embed checks, placement records, curing records, and lift strength verification.

Nonconforming panels are documented and dispositioned by the engineer of record; repair procedures are approved before execution.

Anchor bolt elevation and projection tolerances are verified before panel erection; out-of-tolerance anchors are corrected per approved detail.

Final inspection confirms brace installation, plumb, connection completion, and documentation before brace removal.