ACI Tilt-Up Technician cheat sheet

Panel weight in pounds = panel area in square feet × thickness in feet × concrete unit weight in pounds per cubic foot; normal-weight concrete is about 150 lb/ft³.

Panel layout is set from project control points; equal diagonal measurements between opposite corners confirm squareness before forms are fixed.

The casting slab must be clean, level, and free of standing water; local high or low spots change panel thickness and finished elevation.

Crane pick radius, outrigger positions, and access routes are fixed before casting because insert locations and panel orientation depend on the lift plan.

Panel identification marks are placed on the casting surface or form so each panel matches its erection drawing, location, and orientation.

Openings, blockouts, and edge reveals are laid out from the same control lines as the panel perimeter to prevent cumulative dimensional error.

Casting-area drainage is set so water flows away from forms; ponding at forms can alter the water-cement ratio at panel edges.

A casting bed must support formwork and fresh concrete without settlement; differential settlement can crack panels before lifting.

Formwork resists fresh concrete lateral pressure; pressure increases with placement rate, concrete temperature, and depth of the concrete lift.

Form joints and corners are sealed to prevent grout loss; grout loss creates voids, honeycomb, and dimensional variation.

Form release agent is applied in a thin uniform film; puddling or overspray on reinforcement and inserts can reduce bond or contaminate surfaces.

Chamfer strips at panel edges form a bevel that reduces edge chipping during lifting and handling.

Blockouts and reveals are anchored to forms or the casting surface so they cannot float or shift during concrete placement.

Form line and grade are checked after staking and again before concrete placement; form movement after set affects panel geometry.

Forms are removed only when concrete has gained enough strength to resist damage and carry handling stresses.

Form dimensions are verified against panel drawings, including thickness, opening size, and insert locations, before reinforcing steel is placed.

Lift inserts are positioned at the lift points shown on the panel drawings and oriented to match the rigging hardware.

Reinforcement chairs maintain specified cover between steel and the casting surface; displaced chairs reduce cover and durability.

Embed plates and weld plates are fixed to forms or supporting steel so their face, elevation, and alignment match erection tolerances.

Field cutting of reinforcement is prohibited unless approved by the engineer; cut bars change panel strength and load path.

Insert capacity must exceed the load imposed by the panel, rigging angle, and dynamic lift effects.

Rebar must not bear directly on lift inserts or embed anchors in a way that blocks concrete flow around the anchor.

Sleeves and blockouts are coordinated with reinforcement to avoid cutting bars or moving inserts from their design location.

Concrete cover requirements depend on exposure and member type; cover is measured from the concrete surface to the nearest reinforcement.

Concrete is placed continuously between planned joints; delay that allows initial set creates a cold joint with reduced bond.

Internal vibration consolidates concrete around reinforcement and inserts; over-vibration causes segregation and can displace embeds.

Bleed water is allowed to disappear before troweling or floating; finishing while bleed water is present leads to weak, blistered surfaces.

Screeding sets panel thickness and surface elevation; screed rails and grade stakes are checked before and during placement.

Curing begins after finishing and keeps moisture in concrete; curing compound must cover the full exposed surface at the specified rate.

Concrete test cylinders are sampled from the delivered concrete and cured under controlled conditions before strength testing.

Hot-weather placement increases evaporation and early strength gain; wind, temperature, and humidity affect curing needs.

Finishing tools and sequences are matched to the specified surface texture; excess troweling can produce a slick, low-friction surface.

Panel weight for lifting equals volume × concrete unit weight; normal-weight concrete is approximately 150 lb/ft³.

For two symmetric slings, tension per sling = panel weight ÷ (2 × cos θ), where θ is the sling angle from vertical.

The lifting plan identifies crane capacity at the required radius, rigging configuration, panel weight, and center of gravity.

A pre-lift inspection verifies inserts, rigging hardware, crane setup, and panel condition before the panel is raised.

The exclusion zone under and around the suspended panel is kept clear of personnel during lifting and erection.

Temporary bracing is installed immediately after the panel is set and remains until permanent connections can carry the design loads.

Rigging hardware is selected by rated capacity; shackles, slings, and hooks are inspected for damage before use.

Lifting stops when wind, visibility, ground conditions, or crane signals make the lift unsafe.