Project Glossary¶

The consolidated industry dictionary for ConstructiVision — one definition for every tilt-up and concrete domain term used across the product and its documentation. Terms are grouped by category for scanning; every term is also an individual cross-reference target, so any other page can deep-link to a definition with the MyST {term}`Name` role.

How to cite from here. Industry/structural terms carry their governing authority using the short-codes — e.g. ACI-318, ACI-551.2R, TCA-GS-034700, ASTM-C920, OSHA-1926.704. Verified numeric values trace to docs/standards/tiltup-standards-xref.md (the standards-traceability registry). Where no external standard governs a term, that is stated plainly rather than implied.

Note

This is a living document and the seed of the team knowledge base. Full per-feature definitions live in the Panel Feature Catalog — Tilt-Up Concrete Panels; this glossary gives the short gloss and links out.

Note

Internal companion (not published). Product feature codes / data-model symbols, CAD & file-format terms, build/version identifiers, and validation-workflow vocabulary have been moved out of this public site; they live in the internal glossary at docs-sensitive/internal-glossary.md (repo-private).

1. Tilt-up & concrete (structural)¶

Tilt-up¶

Tilt-up construction¶

A construction method in which concrete wall panels are cast flat (horizontally) on a casting slab at the job site, cured, then tilted up to vertical with a crane and braced into final position. Distinct from plant-cast precast (which is cast off-site and trucked in). Governing references: ACI-551.1R (construction) and ACI-551.2R (panel design); TCA-GS-034700.

Panel¶

The primary structural unit of a tilt-up building — a site-cast concrete wall element. Carries openings, edge profiles, thickenings, and cast-in hardware. Modeled in ConstructiVision by the panelvar data structure.

Panel book¶

The bound set of per-panel shop drawings ConstructiVision outputs for fabrication and construction — elevation, dimensions, hardware schedules, and rigging details for every panel in a project.

Shop drawing¶

A panel-by-panel fabrication/construction drawing produced by ConstructiVision. Contrast with prints (the upstream architect/engineer drawings the detailer reads in).

Take-off¶

Quantity take-off¶

The counted quantities a panel will consume — its embeds, pick points and brace points, bolts, chamfer strip, panel area, and concrete volume. ConstructiVision counts the take-off from the drawn panel and writes it as the materials list, a spreadsheet-ready file beside the panel drawing; it and the panel book are the two deliverables a finished panel produces. Estimating practice; see Generate a materials list and Tutorial 13: Materials List & the Panel Book.

Embed¶

Any metal or hardware element cast into the concrete panel to provide an attachment point — weld connection plates, lifting inserts, bracing inserts, and dowels are all embeds. Anchorage to concrete is governed by ACI-318 Chapter 17.

Headed stud¶

A steel stud with an upset head, arc-welded to the back of an embed plate (or beam) to anchor it into the concrete by bearing + bond. The primary anchor on weld connection embeds. Stud welding + QA (bend test, 360° flash) per AWS-D1.1 Cl.7→9; anchorage per ACI-318 Ch.17.

Deformed bar anchor¶

DBA¶

A short length of deformed reinforcing bar welded to the back of an embed plate as the concrete anchor — the rebar alternative to a headed stud. Welding per AWS-D1.1; anchorage per ACI-318 Ch.17.

Slotted hole¶

An elongated bolt hole in a connection plate/angle that lets the mating part shift during construction — absorbing field tolerance and (in one direction) volume change movement. Best-practice on ledger and panel-to-frame connections; ACI-551.2R §9.2, AISC-360.

Faying surface¶

The mating contact plane between two bolted or welded parts (e.g. an embed plate and its field-welded counterpart). Its condition (bare, galvanized, painted) affects slip resistance + weldability. AISC-360; AWS-D1.1.

Face¶

A tilt-up panel’s large flat formed surface — the two broad sides of the slab-cast element: the down face (cast against the casting slab) and the up face. Cast-in embeds and weld connections sit flush with a face, and feature depths and reveals are measured from it. Distinct from a panel edge, where two faces meet.

Steel¶

In tilt-up detailing, the structural steel a panel frames into — beams, joists, and ledgers — as distinct from the reinforcing steel (rebar) cast inside the panel. Panel-to-steel connections are made at weld connection embeds; the steel-side plate and field weld are designed to AISC-360, welding to AWS-D1.1 (studs per AWS-D1.1 Cl.7).

Drag strut¶

Collector strut¶

A framing member (or panel/diaphragm chord) that “drags” accumulated diaphragm shear along a line and delivers it to a shear wall / panel — the linear form of a collector. ASCE-7 §12.10.

Volume change¶

The dimensional movement of a panel from concrete shrinkage, creep, and thermal expansion. §9.2 requires connections not over-restrain it (else restrained-shrinkage cracking); accommodated with slotted holes / flexible connections. ACI-551.2R §9.2; ACI-318 §24.4 (T&S steel).

Construction tolerance¶

The allowable dimensional deviation in forming, casting, and erecting a panel (plumb, location, flatness). Connections (esp. slotted holes) must absorb it. ACI-551.2R §10.1 (forming + construction tolerances); ACI-117.

Weld connection¶

WC¶

A steel plate cast flush into the panel face with headed studs or rebar anchors welded to the back, to which beams, joists, ledgers, or adjacent panels are field-welded after construction. Stud welding per AWS-D1.1 Cl. 7/9; weld symbols per AWS-A2.4; anchorage per ACI-318 Ch. 17. Data model: wcvar.

Starter catalog¶

The seeded, project-wide catalog of common embed types every new ConstructiVision project is born with — the weld connection Type drop-down is already stocked on a fresh project. Types are defined once per project (in the Edit Embeds / Weld Connection Specifications table: ID, Type, Width, Height, Thickness, structural/fabricator IDs, Description) and every panel places them by reference; a panel referencing a type later deleted from the catalog redraws as a red placeholder with a WC-catalog-mismatch warning. CV practice; see Add weld connections.

AWS D1.1¶

Structural Welding Code — Steel. Governs the headed-stud (HCA) welding of studs to embed plates (Clause 7 through D1.1:2020, renumbered Clause 9 in D1.1:2025) — incl. the production bend-test QA. Distinct from AWS D1.4 (rebar) and ACI-318 Ch.17 (in-concrete anchor capacity).

AWS D1.4¶

Structural Welding Code — Reinforcing Steel. Governs welded rebar splices / welded bar chords on embed assemblies. The rebar-welding companion to AWS D1.1 (studs) — the two are not interchangeable.

AISC 360¶

Specification for Structural Steel Buildings. The member-design basis for the steel a panel connects to — e.g. the ledger angle (L4×4 / L6×4) and joist bearing (3–4″, with SJI).

ASTM A615¶

Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement. The bar-size designation system: #N = N/8″ nominal diameter (#3 = 3/8″, #5 = 0.625″, #8 = 1″) — the grammar behind every rebar callout (see FAQ-015).

ACI¶

American Concrete Institute — the standards body behind the concrete codes CV cites most: ACI-318 (building code), ACI-551.1R/551.2R (tilt-up), ACI-117 (tolerances), ACI-224 (joints/cracking), ACI-360R (slab-on-ground). The primary Industry-Standard authority tier.

TCA¶

Tilt-Up Concrete Association — the trade association for tilt-up; publishes Guide Spec TCA-GS-034700, the bracing guideline, and the Top-10 monumental record list (FAQ-055). Common tilt-up practice authority alongside ACI-551.

PCI¶

Precast/Prestressed Concrete Institute — publishes the MNL manuals (PCI-MNL-116 structural QC, MNL-122 architectural precast, MNL-127 erector’s manual) CV cites for QC + connection practice. Precast-adjacent authority for tilt-up.

AISC¶

American Institute of Steel Construction — the structural-steel authority; publishes AISC 360 (member design) + the Steel Construction Manual, governing the steel a panel connects to (ledger, embeds, joists).

AWS¶

American Welding Society — the welding-code authority; publishes AWS D1.1 (steel/studs) and AWS D1.4 (rebar) governing every field + shop weld on a panel’s embeds.

SEAOC¶

Structural Engineers Association of California — source of the slender-wall provenance (the 1979–82 tests + Lawson & Lai 2010 that set the lc/150 deflection basis, FAQ-024) later adopted into ACI-318 §11.8. Best-Practice authority for tilt-up slender-wall design.

Pick point¶

PP¶

A coil-threaded lifting insert cast into the panel face that the crane rigging attaches to (via a swivel lift clutch) to stand the panel up. Always on the up face. Contractor means-and-methods under OSHA-1926.704; capacities per manufacturer catalog at f'ci. Data model: ppvar.

Brace point¶

BP¶

A coil-threaded bracing insert that diagonal pipe braces bolt into to hold the erected panel upright until the permanent roof/floor diaphragm is in place. Carries construction-period wind load per ASCE-37; release sequence per OSHA-1926.704(b). Data model: bpvar.

Lifting insert¶

The cast-in coil insert a pick point uses; rated by design load (commonly 2k–24k+ lb) against day-of-lift concrete strength (f'ci), not 28-day f'c. Catalog products: Dayton Superior Swift Lift, Meadow Burke.

Bracing insert¶

The cast-in coil insert a brace point uses to anchor a temporary pipe brace. Temporary, engineered connection; removed after the diaphragm provides permanent lateral restraint.

Greenplate¶

ConstructiVision’s term for the cast-in metal top/ledger plate detail with welded J-bolts / studs that anchors a top plate or ledger. Rendered on the greenplate layer. Embed design per ACI-318 Ch. 17 + PCI MNL-138.

Anchor bolt¶

A cast-in steel rod (often a bent J-bolt) anchoring a top plate, ledger, or other steel element into the concrete. Material per ASTM-F1554 (Gr.36/55/105, straight or bent); design (capacity/edge/spacing) per ACI-318 Ch.17; galvanized per ASTM-A153. CV lays out the J-bolt array in bolt.lsp; inline embed default is 4·d_bolt (vs ACI-318 §17.9 ~6·d_a guidance — verify per project).

Ledger¶

A cast bearing element on the panel’s interior face, mid-wall, used to attach floor and roof framing. ACI-551.2R; TCA-GS-034700.

Ledger angle¶

The steel angle (commonly L4×4 or L6×4) bolted to the panel via the ledger/anchor bolts that the roof/floor joists bear on. Member design per AISC-360; bearing 3–4″ with SJI.

Joist¶

Open-web steel joist¶

A lightweight prefabricated steel truss (K/LH/DLH series, SJI/ANSI-SJI 100) spanning the roof or floor, bearing on the ledger angle (3–4″ bearing). Carries load to the panel + ties into the roof diaphragm.

Steel deck¶

The corrugated steel sheet (SDI; Type B = 1.5″ deep, 36″ coverage) spanning between joists to form the roof/floor surface and the diaphragm that anchors the panel tops (ASCE-7 §12.11, FAQ-014).

Top plate¶

Nailer¶

A bearing element at the top of the panel that also forms the top edge during casting and receives roof framing. TCA detail practice.

Dowel¶

Slab dowel¶

A bar (often J-shaped) connecting the slab-on-ground to the panel base, transferring shear across the joint. Base sliding resistance uses the ACI-318 §22.9.4.2 shear friction coefficient (≈0.6·λ, concrete-to-hardened-not-roughened). Data model: sdvar.

Chamfer¶

A 45° beveled edge detail on the panel perimeter that breaks the sharp arris of exposed concrete. Common shop value 3/4″ (1/2″ and 1″ are project-selectable); it is a common-practice spec (e.g. CSI 03 30 00), not an ACI-347 mandated dimension. Data model: chvar.

Arris¶

The sharp edge line where two concrete faces meet. A bare arris chips easily + casts a hard shadow, so it’s usually softened by a chamfer (bevel) or left crisp as a “square arris” for an architectural look. ACI-347.3R formed-surface.

Miter¶

A 45° beveled corner joint between two panels meeting at a building corner; default joint width 3/8″ (vs the 3/4″ butt joint). TCA + ACI-117 corner-condition practice.

Reveal¶

Rustication¶

A recessed architectural groove or band scored into the panel face for shadow articulation — a shallow recess formed by a buck-out strip on the casting bed. Cosmetic (no structural load); finishes per ACI-551.2R / PCI-MNL-117. In ConstructiVision horizontal reveals are fhvar and vertical reveals fvvar; supported depths 1/4″–1″. Dimensioned to the reveal’s top edge (not center).

Blockout¶

Recess¶

BO¶

A void or pocket formed into the panel — rectangular (sbvar), round (rbvar), or non-rectangular. Used for penetrations, beam pockets, or insulation cavities. ACI-551.2R; TCA.

Beam pocket¶

A surface blockout that receives the bearing end of a structural beam. Bearing-connection minimum dimensions per ACI-318 §16.2.6.

Pilaster¶

PL¶

A vertical thickening projecting from the panel’s interior face, running up from the bottom (column-like). TCA. Shares the data model with lintel (plvar).

Lintel¶

A horizontal thickening above the panel bottom, often over an opening (corbel-like). ACI-551.2R; TCA.

Opening¶

Standard opening¶

SO¶

A void cut through the panel — a window or fixed opening, dimensioned finished-floor to bottom plus overall height. Trim reinforcement at opening corners per ACI-318 §11.7.5.1; panels with openings per ACI-551.2R §7.2. Data model: wdvar.

Rough opening¶

RO¶

An unfinished opening left for a later frame-in. Data model: rovar.

Man door¶

A personnel-door opening that does not touch a panel edge; includes swing direction; the frame is counted in the materials list. Data model: drvar.

Dock leveler¶

A door opening with an extra blockout pit at the bottom housing a hydraulic leveler. TCA. Data model: dlvar.

Spandrel seat¶

A cast seat supporting a spandrel panel or member. Data model: ssvar.

Expansion joint¶

An intentional gap between panels (or building segments) accommodating thermal/seismic movement. Inter-panel joint width typically 3/4″ (range 1/2″–1″) per TCA + ACI-117. See Panel Joint Types — Tilt-Up Panels.

Butt joint¶

The standard vertical joint between two in-plane panels — default width 3/4″. Contrast miter (3/8″) and continuous/monolithic (0″) corner conditions.

Lap panel joint¶

A wall-joint condition where one panel edge overlaps the adjacent panel’s edge (rather than butting flush like a butt joint) — a different panel-to-panel joint type. See Panel Joint Types — Tilt-Up Panels.

Construction joint¶

A planned stop/start location between two separate concrete placements (a deliberate cold interface, often with a keyway or dowels to transfer shear). Slab-joint class CJ; ACI-224 / ACI-360R. See Panel Joint Types — Tilt-Up Panels.

Contraction joint¶

A slab control joint — a weakened plane that steers drying-shrinkage cracking to a chosen line (slab-joint class SJ). ACI-224 (224.3R) / ACI-360R.

Closure strip¶

A delayed closure pour strip left open between adjacent placements and cast later, once movement/shrinkage/sequence constraints are satisfied, to tie them together. Slab-joint class CSJ. See Panel Joint Types — Tilt-Up Panels.

Base connection¶

The connection tying the bottom of a panel to its footing/foundation — carrying gravity bearing, uplift (net overturning tension), and lateral shear. Common detail: footing dowels + a closure strip pour-back; alternatives are a welded embed or direct bearing plus a lateral tie. ACI-318 §16.3 “Connections to foundations” (§16.3.2.2: a continuous steel path wherever tension occurs); ACI-551.2R. Distinct from the slab dowel floor tie (in-plane shear). See FAQ-071.

Uplift¶

Net tension at a connection (typically a panel base or anchor) when the overturning moment from wind or seismic exceeds the stabilizing dead load. When uplift > 0 a positive steel tie is required (ACI-318 §16.3.2.2); when net uplift is zero the panel may bear directly on the footing with only a lateral tie. See center of gravity, base connection, FAQ-012, FAQ-071.

Shim¶

A thin steel or plastic spacer stack set under a panel at construction to level it and set its base elevation before the base connection closure pour or grout is placed. ACI-551.1R construction practice.

Keyway¶

A formed tongue-and-groove profile at a construction joint that interlocks the two placements to transfer shear across the joint. ACI-360R slab-joint detailing.

Cold joint¶

An unplanned interface where fresh concrete is placed against concrete that has already begun to set (a delay in placement) — a potential weakness/leak plane, unlike the deliberate construction joint. ACI-301/ACI-304R placement practice.

Continuous panel¶

Terminating panel¶

At a butt-joint corner, the continuous panel runs through and receives the edge of the terminating panel (a.k.a. butting/short panel), whose edge butts into the continuous panel’s face (interior- or exterior-face butt). Naming the two roles avoids layout errors. See Corner Conditions — Tilt-Up Panels.

Return panel¶

A panel turning the building corner (perpendicular to its neighbor). Ambiguous in field use — applied to either the continuous panel or the terminating panel role — so corner-conditions.md advises always pairing it with a definition note. See Corner Conditions — Tilt-Up Panels.

L-panel¶

A single panel cast in an L shape to form a corner monolithically (no corner joint) — one of the corner-condition types alongside butt, miter, and continuous. ACI-551.2R; corner detailing. See Corner Conditions — Tilt-Up Panels.

Mitered corner¶

A corner where both panels’ edges are cut at 45° and meet in a miter joint (3/8″ default) for a clean returned appearance — vs the butt-joint corner. Corner-condition type. See Corner Conditions — Tilt-Up Panels.

Corner bar¶

Reinforcing bars added across a wall corner to tie the two directions together + control corner cracking. ACI-318 §14.3.7 (corner reinforcement); Lawson & Steinbecker 2015. Distinct from opening trim bars.

Bond breaker¶

A release agent applied to the casting slab so the cured panel lifts cleanly off the bed without bonding. Must fully release the panel; ACI-551.1R construction practice. (Distinct from bond-breaker tape used behind a joint sealant.)

Sealant¶

The elastomeric bead sealing each butt joint — the building’s only water/air/pest barrier at panel joints (no membrane behind it). Specified per ASTM-C920 by Type (S/M), Grade (NS for vertical), Class (movement %: 25 typical, 50 for seismic/high-thermal) and Use (NT non-traffic). Two-part polyurethane is the common choice. See Sealant Specifications — Tilt-Up Panel Joints and FAQ-011.

Backer rod¶

Closed-cell PE foam rod compressed into a joint behind the sealant. Controls sealant depth, prevents three-sided adhesion (closed-cell won’t bond the sealant), and backs the tooled bead. Sized 1.25× the joint width for a friction fit; sealant depth then ≈ ½ the width (min 1/4″). ASTM-C920 application practice; Sealant Specifications — Tilt-Up Panel Joints §4.

Bond-breaker tape¶

Self-adhesive polyethylene tape on a joint’s back face, used only where backer rod can’t fit (joint < 1/2″, or narrow miter corners) to prevent three-sided adhesion. Not a substitute for backer rod in standard joints. Sealant Specifications — Tilt-Up Panel Joints §5.

Slender wall¶

A panel whose height-to-thickness ratio is high enough to require second-order (P-Δ) analysis. Designed by the alternative out-of-plane method ACI-318 §11.8 (formerly §14.8), with service out-of-plane deflection limited to lc/150. Slenderness review threshold h/t ≈ 45 per ACI-551.1R planning guidance.

Shear friction¶

The load-transfer mechanism across a concrete interface via friction + mechanical interlock. Coefficient μ per ACI-318 §22.9.4.2: 1.4·λ monolithic, 1.0·λ roughened, 0.6·λ not-roughened-hardened (the panel-base/dowel case), 0.7·λ vs as-rolled steel.

Center of gravity¶

Centroid¶

The geometric/mass center of the panel cross-section (opening-reduced, pilaster-augmented), used to place pick points so the panel lifts balanced under the hook. Computed by centgrav.lsp; auto-lift warning when the center of lift falls outside ~66–85% of panel weight.

f’c¶

The 28-day specified compressive strength of the concrete (design strength), in psi. Sets the modulus of rupture (fr = 7.5√f’c) and elastic modulus (Ec = 57000√f’c) per ACI-318 §19.2.

f’ci¶

Strength at lift¶

The concrete compressive strength at the time of lift, in psi — the gate for erecting a panel. Industry minimum f’ci ≥ 2500 psi (ACI-551.1R §4.10; Remmetter & Baty); flexural tension at lift typically limited to 6√f’c (plain) / 10√f’c (reinforced). Verified by field-cured cylinders (ASTM-C31/C39) or the maturity method. The cv-web V2 validation gates on this — see docs/standards/tiltup-standards-xref.md §5.

PCF¶

Unit weight¶

Pounds per cubic foot — concrete density. Classification per ACI-318 Table 19.2.4.2: normalweight ≥135 pcf (λ=1.0), sand-lightweight 115–135 (λ=0.85), all-lightweight ≤115 (λ=0.75). Valid input range ≈90–160 pcf; density sets λ, which scales tensile/shear/ anchorage capacity. Default 150 pcf.

GWP¶

Embodied carbon¶

Global Warming Potential — the cradle-to-gate carbon footprint of a concrete mix, reported in kg CO₂e/yd³ (ACI-323-24 low-carbon code) or kg CO₂e/m³ (federal GSA IRA limits; ×0.7646 to convert). Benchmarks from the NRMCA industry-average EPD; statutory limits from GSA IRA (2023) and CALGreen §5.409. See docs/standards/tiltup-standards-xref.md §6.

LCA¶

Life cycle assessment¶

The method that quantifies a product’s environmental impacts (carbon, energy, water…) over defined life stages — the analysis behind an EPD and the GWP number. ISO-14040/-14044.

EPD¶

Environmental product declaration¶

A third-party-verified report of a product’s LCA results (incl. GWP) to a common product-category rule — the “nutrition label” a concrete mix carries for green-building disclosure. ISO-14025/-21930.

Cradle-to-gate¶

The LCA boundary from raw-material extraction through the plant gate (product manufacture) — the scope of a concrete EPD’s GWP (excludes transport-to-site, construction, and end-of-life). ISO-21930.

SRI¶

Solar reflectance index¶

A 0–100+ measure of how well a surface stays cool in the sun (reflectance + emittance) — high-SRI light concrete cuts the heat-island effect (a green-building/LEED site credit, FAQ-069). ASTM-E1980.

LEED¶

Leadership in Energy and Environmental Design — the USGBC green-building rating system (Certified→Platinum); a tilt-up panel earns points across materials, energy, and site categories (FAQ-069). Voluntary.

USGBC¶

U.S. Green Building Council — the non-profit that develops and administers the LEED rating system.

NRMCA¶

National Ready Mixed Concrete Association — the ready-mix industry body; publishes the industry-average concrete EPD and benchmark GWP data used for embodied carbon comparison.

Exposure class¶

The ACI-318-19 Table 19.3.2.1 durability classification (categories F freeze-thaw, S sulfate, W water, C corrosion) that sets minimum f’c and maximum water-cementitious ratio for a mix. E.g. F3 → 0.40 w/cm, 5000 psi; C2 → raises rebar cover to 2″.

Maturity method¶

ASTM-C1074 — estimating in-place concrete strength from a logged temperature-time history (temperature-time factor or equivalent age) against a mix-specific calibration curve. The in-situ way to know f'ci has been reached without breaking a cylinder; complements but does not replace ASTM-C31/C39 acceptance. Ambient temperature also governs strength gain — ACI-306R (cold weather, ≤40°F) / ACI-305R (hot weather).

Field-cured cylinder¶

A test cylinder cured beside the panel under the same conditions, so its break (ASTM-C31 field-cure + ASTM-C39 compression) represents the panel’s actual in-place strength — the acceptance basis for the f'ci lift gate (ACI-551.1R §4.10). Contrast standard-cured cylinder.

Standard-cured cylinder¶

A test cylinder cured in controlled lab conditions (ASTM-C31 standard cure) to verify the mix’s potential 28-day f'c for acceptance — not the panel’s field strength. Using it to time a lift overstates strength; use a field-cured cylinder for f'ci.

Special inspection¶

Code-required third-party inspection of designated operations (e.g. stud welding, anchors, high-strength concrete) per the adopted building code (IBC Ch.17). The hold-point behind the AWS-D1.1 stud bend-test QA (FAQ-028) and anchor installation.

Mockup¶

A full-scale sample panel/section built to establish the accepted appearance + workmanship for an architectural finish before production; the reference area the work is judged against. ACI-347.3R Ch.7 (evaluation of formed surfaces).

Reference area¶

The designated area of a mockup (or first production panel) that sets the acceptance standard for surface quality; production is compared to it. ACI-347.3R Ch.7.

Surface void ratio¶

The fraction of a formed concrete surface occupied by bug-holes/voids — the metric behind the CSC1–CSC4 formed-surface quality classes (ACI-347.3R Ch.3, Tables 3.1a–d).

Slab-on-ground¶

Slab-on-grade¶

The ground-bearing floor slab, distinct from the wall panel; the panel base “SB” (slab-bottom) elevation references it. Designed per ACI-360R (PRC-360).

Continuous footing¶

Strip footing¶

A continuous reinforced concrete strip beneath a wall line that spreads the panel load to the soil; the panel bears on it via the base connection (ACI-318 §16.3). The most common tilt-up foundation. ACI-318 Ch.13 footings; ACI-551.2R.

Isolated footing¶

Spread footing¶

A discrete pad footing under a concentrated load (a pilaster or column reaction), vs the continuous footing under a wall. ACI-318 Ch.13; ACI-551.2R §7.6 (isolated footings / pier foundations).

Grade beam¶

A reinforced concrete beam spanning between piers/piles to carry a wall/panel where the bearing soil is deep or poor — a foundation element distinct from a continuous footing. ACI-318.

Pier¶

A vertical foundation element (drilled shaft / caisson) carrying load to a deeper bearing stratum; supports a grade beam or isolated footing under a tilt-up wall. ACI-318; ACI-551.2R §7.6. (Distinct from wall pier, the in-plane frame element.)

Wall pier¶

Jamb¶

The vertical wall segment beside or between openings in a panel — the in-plane frame “leg” that carries shear + axial while the spandrel couples adjacent piers. ACI-551.2R §8.5 (in-plane frame design). CV structuralWarnings flags a leg narrower than 2’-0” (shop practice; ACI sets no code minimum, standards-xref #76). Jamb = the opening’s vertical edge / the pier framing it. Distinct from the foundation pier.

Head¶

The top horizontal edge of an opening (the underside of the lintel above it). Contrast the sill (bottom edge) and jamb (vertical sides). ACI-551.2R §7.2 opening geometry.

Sill¶

The bottom horizontal edge of an opening — for a window, its elevation is measured from the finished floor (FF) datum (FAQ-058). Contrast head (top) and jamb (sides).

Header¶

The horizontal member spanning over an opening that carries the load across it — in tilt-up this is the lintel (FAQ-013). “Header” is the common-trade synonym; CV models it as the ll/pl lintel channel.

Mullion¶

A vertical (or horizontal) divider between the lights of a multi-panel window/door opening — in a cast panel it is the strip of concrete (a narrow jamb) left between two adjacent openings. ACI-551.2R §8.5/§8.6 (the piers it forms).

Knockout¶

A thin, un-cast (or lightly-cast) area left in the panel so a penetration can be broken out later on site rather than formed now — the field-cut cousin of a future opening (FAQ-058). TCA / CSV field practice.

Punched opening¶

An opening fully surrounded by solid panel (does not touch a panel edge) — a “punched” window/door in an otherwise solid wall, vs an edge-notched opening. Governs the trim bar pattern (all four sides framed). ACI-318 §11.7.5.1.

Spandrel¶

The horizontal panel strip above an opening (and below the roof/floor line) spanning between wall piers — the beam-like member that couples them in the in-plane frame. ACI-551.2R §8.5. (The spandrel seat is the ledge that supports a spandrel beam; the spandrel here is the panel strip itself.)

Coupled wall¶

Two or more panels connected edge-to-edge (weld connections) so they share in-plane lateral load as one line, analyzed by relative stiffness rather than independently. ACI-551.2R §8.6 (lateral analysis of wall panels linked in-plane).

Collector¶

A structural element (often the panel/diaphragm chord or a drag strut) that gathers diaphragm shear and delivers it into the shear wall / panel line. ASCE-7 §12.10; ACI-318 Ch.18 (seismic). CV captures geometry; the collector design is the engineer’s.

Design strip¶

A vertical slice of panel (typically a unit width, or the region around an opening) analyzed as an independent 1-way bending member for out-of-plane slender-wall design. Practical width limit ≈ 12× panel thickness around an opening (guideline). ACI-551.2R Ch.3/§7.2.

Subgrade¶

The prepared/compacted soil that supports the slab-on-ground and footings; its bearing capacity + modulus set the slab thickness design (ACI-360R) and footing size. Geotechnical report governs. The temporary edge forms and casting-bed setup that shape the panel during the pour. Formwork guidance: ACI-347.

Bearing capacity¶

The maximum pressure the subgrade soil can safely carry — sets the size of the panel’s isolated footing / grade beam. From the geotechnical report. IBC Ch.18 (soils & foundations); ACI-318 §13 (foundations).

Allowable soil pressure¶

The design (service-load) soil pressure a footing may impose — bearing capacity divided by a safety factor, given per the geotechnical report (or IBC Table 1806.2 presumptive values when no report exists). IBC §1806.

Geotechnical report¶

The soils engineer’s report giving bearing capacity, soil modulus, frost depth, groundwater, and compaction requirements — the governing input for footing + slab-on-ground design. IBC §1803 (geotechnical investigation).

Frost depth¶

The depth to which soil freezes locally; footings must bear below it to avoid frost heave. Set by the geotechnical report / local code (IBC §1809.5). Affects footing/grade beam embedment.

Compaction¶

Densifying the subgrade/fill to a specified percentage of maximum dry density (Proctor) so it supports the slab-on-ground and footings without excessive settlement. ASTM-D698/D1557 (Proctor); geotech-report spec.

Differential settlement¶

Uneven downward movement between footings/panel supports — the movement that cracks panels + racks connections if the subgrade is non-uniform; limited via soil prep + footing design. ACI-318 / IBC Ch.18; geotech report.

Finished floor¶

FF¶

The final floor elevation datum that panel features (openings, ledgers, dowels) are measured from.

Finished floor elevation¶

FFE¶

The absolute elevation (in site datum) of the finished floor — the level the interior slab finishes at, from which panel-feature heights are dimensioned. Set on the drawings relative to a benchmark.

Finished grade¶

The final exterior ground-surface elevation around the building after site work — where an exterior panel meets the earth. Its relation to the finished floor sets the exposed panel height + the base/isolated footing depth (frost cover, FAQ-046). IBC Ch.18 grading.

Top of wall¶

TOW¶

The elevation of the top of a panel (or its parapet) — the upper datum a panel is dimensioned to, paired with the finished floor bottom datum. Industry drafting datum.

Benchmark¶

A fixed survey reference point of known elevation that all the project’s elevations (finished floor elevation, finished grade, top of wall) are measured from, keeping the building tied to the site datum. Survey / NGS practice.

Building line¶

The line on the site plan that the building’s exterior face (and thus the erected panels) follows — the layout reference the construction crew sets panels to. Site-layout / civil practice.

Site drawing¶

The project-level ConstructiVision drawing the panel set comes together on — the site grid, the wall lines, the Slab-on-grade outline, and the panels attached along their walls as external references. Distinct from a panel drawing (one panel’s shop drawing); ConstructiVision recognizes a site drawing by “site” in its filename and by its saved site data, and the site toolset is available only while one is open. CV practice; see Lay out the site.

Site grid¶

Grid line¶

The lettered/numbered reference-line system a site drawing locates everything from — up to 50 lines per direction (letters run A–Z then AA–XX), each drawn with a labelled bubble at both ends, spacing dimensions between lines, and overall dimensions on all four sides. Wall and slab positions are entered as a grid reference plus offset, so the grid must be defined first (FAQ-080). Grid-bubble referencing per AIA-AGS / NCS-V4 drafting convention; CV practice.

Preset grids¶

The Gridline Details fill-in that populates an evenly spaced run of grid lines in one step — enter First, Last, and Spacing and the ID + distance rows fill themselves. CV practice; see Lay out the site.

Wall line¶

A site drawing segment from one grid intersection to another tracing where a run of panels stands, carrying that run’s panel list on the same row. Runs are entered in clockwise order around the building so each panel’s outside face points outward, and Attach Panels reads the wall lines to place the set (FAQ-081). CV practice; the physical line the panels follow is the building line.

Panel inventory¶

Visual inventory¶

Proofing the whole panel set from the attached site plan — Attach Panels stands every listed panel on its wall line at true size in listed order, so a fabricator can walk the walls, count the panels against the run labels, check the numbering, and catch a wrong width before forming; because each panel is an external reference to its own drawing, the set always shows the latest saved state. CV practice; see Tutorial 11: Attach Panels.

Construction layout¶

Casting layout¶

The site arrangement showing where each panel is cast flat on site before construction — the casting-yard view reached through Layout Panels (panels tipped down flat, casting spots placed by hand, recorded with Save Layout), as opposed to the erected view Tilt-up Panels restores. Planning it (panels near final position, crane reach, casting-slab use) is tilt-up preconstruction planning per ACI-551.1R Ch.4. CV practice.

Structural fill¶

Imported soil placed and compacted in lifts to a specified density (ASTM-D698/D1557 Proctor) to carry foundation loads — used to raise grade or replace weak native soil under a footing/slab. IBC Ch.18; geotechnical-report spec.

Overexcavation¶

Removing weak/unsuitable soil below the planned footing depth and replacing it with compacted structural fill — a foundation fix when the native subgrade can’t carry the load (FAQ-046). Geotechnical-report practice; IBC Ch.18.

Casting bed¶

The flat, bond-broken slab on which panels are cast face-down before tilt-up. The face touching the bed becomes the down face (exterior); the troweled face is the up face. Its floor flatness transfers to the panel’s cast-down face.

Floor flatness¶

FF — the ACI-117 F-number measure of local surface waviness (limits successive 1-ft slope changes) via ASTM-E1155. For tilt-up the casting bed FF matters because it imprints on the panel face; typical finished-slab FF 15–25. (Distinct from FF = Finished Floor datum.)

Floor levelness¶

FL — the ACI-117 F-number measure of overall elevation deviation (limits 10-ft elevation differences), from ASTM-E1155. Typical finished-slab FL 15–25; Minimum Local ≈ 60% of Specified Overall. Measured within 72 hr of finishing before shore removal.

F-number¶

The ASTM-E1155 floor-tolerance metric adopted by ACI-117 (1990): floor flatness (FF) + floor levelness (FL). Higher = flatter/more level. No CV file computes F-numbers (contextual to the casting bed).

Screed¶

To strike off freshly placed concrete to the correct elevation/plane with a straightedge or power screed — the finishing step that sets the casting bed (and cast-up face) flatness. ACI-302 finishing; flatness measured per f-number.

Embedment schedule¶

The drawing table listing every embed on a panel — mark, type, size, location, and count — the fabricator’s pick list for cast-in hardware. A standard sheet in the panel book.

Revision cloud¶

The AutoCAD revision annotation — a cloud-shaped polyline around a changed region of a shop drawing, paired with a triangular revision tag, tracking issue history in the panel book. AIA-AGS / NCS drafting convention.

Revision stamp¶

The annotation ConstructiVision places on a panel shop drawing once any revision data exists, showing the newest revision number and date — the sheet-level signal that the drawing has changed since release. It is fed by the drawing’s revision log (up to ten rows of auto-assigned number, auto-stamped date, and typed reason, stored in the title block’s revision box); the original drawing date is never altered. The log is change-gated — only an actual change to the panel’s data wakes the recorder (a no-change save never does), and the first stamp is offered only when a panel changes on a later day than its drawing date. This is the “why” level of ConstructiVision’s two-level revision tracking; the disk level is the revision file every save keeps regardless. AIA-AGS / NCS revision-tracking convention; see Track revisions and Tutorial 15: Revision Tracking.

Revision file¶

Revision sibling¶

The complete prior drawing every panel save keeps on disk: before a save overwrites mark.dwg, the previous drawing is rotated onto a numbered mark.bak sibling in the project folder (higher numbers more recent), each one a complete drawing — the panel exactly as it was at that save. The backup is an invariant, not a best effort: when the copy cannot be made (folder read-only, disk full), the save is refused rather than allowed to overwrite an issued revision. Revert to Previous Revision / Restore Next Revision walk these files as undo and redo across saves — whole-file swaps between bounded stacks, nothing ever deleted. The disk level of two-level revision tracking; the revision stamp and its log are the change-gated “why” level. CV practice; see Track revisions and Tutorial 15: Revision Tracking.

Mark series¶

The family of panel marks in a project that share one prefix-and-numbering scheme — prefix + panel number + optional suffix (e.g. TP08- + 12 → TP08-12, alongside TP08-1, TP08-2, …). The mark names the panel everywhere: the mark bubble on the sheet, the revision history, and the drawing file (and its .bak revision siblings), and Linked Panels offers link candidates from within the same mark series. CV practice; see Set panel marks and gridline marks and Work with linked panels.

Linked panels¶

The ConstructiVision feature that keeps near-identical panels in step: link a clone (exact copy) or mirror (op. hand) (opposite-hand version) to its origin panel, and whenever the origin is saved, ConstructiVision offers an update walk that opens each linked drawing in turn, renumbers it, mirrors it if asked, redraws it, and returns to the panel you started from. A linked panel takes the origin’s geometry and features on every update but keeps its own identity — its panel mark and gridline marks are never copied — and link candidates come from the same mark series. CV practice; see Tutorial 14: Linked Panels and Work with linked panels.

Origin panel¶

The panel that drives a link among linked panels — the one whose saves mark its linked copies stale and whose update walk brings them back in sync. One link serves both panels and reads from either end in the Linked Panels dialog: -> rows are panels driven by the current panel, <- rows name the origin (tagged (origin)). Editing and saving a linked panel instead offers to push the changes back to the origin; declining keeps them local, but a later update from the origin overwrites them. CV practice; see Work with linked panels.

Stale¶

In sync¶

The two states of a panel link, shown on each row of the Linked Panels dialog. STALE = out of date: the origin panel has been saved since the linked copy was last updated — and a fresh copy starts stale until its first update walk. In sync = current. Links track saves, not diffs (contrast the change-gated revision stamp), so a no-change save of the origin still marks its copies stale. Two safety nets catch a link left stale: opening a stale panel prompts to update and redraw now, and a Batch Utilities run warns first, listing the out-of-date panels, before using them as they are. CV practice; see Tutorial 14: Linked Panels.

Panel Set Analytics¶

The cv-web feature (signed-in, at simplestruct.com) that reads an uploaded shop-drawing set — up to 20 files in any mix of PDF, .cvp, .cvpanel, .dxf, or .dwg — and shows where each panel sits within ranges observed across a large corpus of tilt-up panels: a project typicality score with per-metric breakdown, distribution curves, a per-panel table, an items-not-analyzed list, and a downloadable PDF report. Placements are reference points on observed ranges, not engineering determinations. CV practice; see Analyze panel sets and Tutorial 16: From CAD to cv-web.

Typicality¶

Project typicality¶

The headline score Panel Set Analytics reports for a panel set — how typical the set’s values are of ranges observed across the corpus, broken down per metric, with each panel’s value marked where it falls on the metric’s distribution curve. A value flagged “may need review” simply sits outside the typical observed band — a prompt for review, not an engineering determination; analytics never calculates or certifies engineering values. CV practice; see Analyze panel sets.

Up face¶

The panel face open to the sky during the horizontal pour (troweled); after lift it becomes the building interior face. pick points and brace points are always on the up face.

Down face¶

The panel face against the casting bed during the pour; after lift it becomes the building exterior (weather) face.

Sandwich panel¶

Insulated panel¶

A panel cast in two concrete wythes with an insulation cavity between them (formed by an insulation-block blockout). ACI-551.2R.

Strongback¶

A temporary steel stiffener (beam/truss) bolted across the panel face to control bending stress during lifting and handling of tall or slender wall panels. Sized so lift-induced tension stays below the plain-concrete limit. Practitioner reference: Remmetter & Baty (STRUCTURE Jan 2006); TCA-BRACING.

Spreader bar¶

A rigging beam hung below the crane hook that spreads the lift lines so each pick point pulls near-vertical (limiting prying on the insert). Commonly required for panels taller/wider than ~30 ft. TCA panel-size practice; manufacturer rigging guidance.

Lift clutch¶

Swift Lift¶

The swivel hardware the rigger threads into a lifting insert at construction (the crane attaches to the clutch, not the panel directly). “Swift Lift” is the Dayton Superior product line; Meadow Burke is the comparable “Burke” system. DAYTON-SUP / MEADOW-B.

Edge lift¶

Face lift¶

Whether a pick point is set on the panel’s top edge (edge/top pick — projects horizontally) or on the up face (face pick). ConstructiVision flips the pick block from PP_<thickness> to Top_Pick for edge picks. Manufacturer insert families differ for each.

Lift drawing¶

Rigging drawing¶

Construction drawing¶

The contractor’s submittal drawing showing per-panel pick/brace marks, insert capacities, center of gravity, and the f'ci-at-lift assumption — distinct from the EoR’s prints. Pick/brace design is contractor means-and-methods under OSHA-1926.704.

Rigging¶

The assembly of crane lines, spreader bar, and lift clutches that connects the crane hook to the panel’s pick points for the lift. Designed by the panel specialty engineer; see FAQ-030.

Sling¶

A wire-rope, chain, or synthetic-web member of the rigging that connects between the crane hook / spreader bar and the panel’s lift points, rated by angle. ASME-B30.9 slings.

Shackle¶

A U-shaped rigging connector (pin/bolt type) that joins a sling to a lifting insert clutch or bail — rated hardware, not to be side-loaded. ASME-B30.26 rigging hardware.

Tag line¶

A rope handled from the ground to control the panel’s swing/rotation as the crane lifts and sets it — keeps the load from spinning and guides it onto the footing. OSHA / ASME-B30.5 crane practice.

Brace insert¶

A cast-in insert in the panel face that the temporary pipe brace bolts to after the panel is set, holding it plumb until the roof diaphragm is complete. ACI-551.2R Ch.12 temporary bracing; OSHA-1926.704.

Pipe brace¶

The adjustable steel pipe (turnbuckle-length) that props a just-erected panel to a deadman or the slab, holding it plumb and resisting wind until permanent connections are made — attaches at the brace insert. ACI-551.2R Ch.12; TCA bracing guideline.

Rollback¶

The tendency of a panel to rotate past vertical (backward) during or after construction — why the temporary pipe brace must resist load in both directions (push and pull), not just inward wind. ACI-551.2R Ch.12 bracing.

Safe working load¶

SWL¶

The rated allowable load of a lifting insert or rigging component (manufacturer catalog, with a safety factor). Reduced by the shear cone / edge distance when the insert is near a panel edge. OSHA-1926.704(c) also caps the design at 2× the intended load.

Shear cone¶

The cone of concrete an embedded lifting insert pulls against in tension; if a panel edge cuts the cone, the insert’s safe working load is reduced (Dayton Superior Tilt-Up Handbook shear-cone-area ratio). Drives the minimum edge distance.

Edge distance¶

The clear distance from a lifting insert/anchor to the panel edge; below the manufacturer minimum the shear cone is truncated and the safe working load drops by the area ratio (Dayton Superior / Meadow Burke). Cast-in-anchor geometric min also per ACI-318 §17.9.

Engineer of record¶

EoR¶

The building’s structural engineer responsible for the permanent structure (ACI-551.2R §11.3) — distinct from the panel specialty engineer who designs the temporary lift/brace (§11.4). See FAQ-030.

Panel specialty engineer¶

The engineer (often at a lifting-hardware firm) who designs the temporary lift + bracing — insert pattern, rigging, brace layout — and stamps the lift drawing (ACI-551.2R §11.4). CV exports geometry/weight/CG to them; see FAQ-030.

Dynamic factor¶

Impact factor¶

The multiplier applied to the static panel weight to account for the rotation/jerk moment as the panel is tilted off the bed (commonly ~1.5×). Drives the per-pick point design load. ACI-551.1R; Remmetter & Baty.

Form suction¶

Breakaway force¶

The adhesion bond between the cured panel and the casting bed that the crane must overcome at first pick (added to panel dead weight). A proper bond breaker minimizes it; inadequate breakaway can overload lifting inserts. ACI-551.1R.

Knee brace¶

A secondary brace running from a long pipe brace down to the slab, shortening the main brace’s unbraced length on tall panels (long braces → “lateral and knee-bracing”). Remmetter & Baty; TCA-BRACING.

Brace anchor¶

Deadman¶

The slab- or foundation-side anchor that a diagonal pipe brace bolts into (the lower end; the upper end is the panel brace point). Carries construction-period wind reaction per ASCE-37. TCA-BRACING.

Lateral brace¶

A horizontal brace tying long pipe braces together to control buckling of the brace itself on tall panels (paired with knee braces). ACI-551.2R §12.2 “Knee and lateral bracing”; TCA-BRACING.

Stack casting¶

Casting panels one atop another (with a bond breaker between) where the floor slab is too small to cast all panels flat side-by-side; lifted top-down in sequence. ACI-551.1R §4.9.

Crane¶

The mobile (or crawler) crane that tilts each panel up and sets it; its rated capacity at the required radius is the governing limit on panel size/weight (FAQ-012/020). Rated per ASME-B30.5; operation per OSHA-1926 Subpart CC.

Construction sequence¶

The planned order in which panels are tilted up and set — driven by crane reach, brace clearance, and locking in corners — not simply ascending panel marks. Contractor means-and-methods; ACI-551.1R §4.8. See FAQ-034.

Means and methods¶

The contractor’s responsibility for how the work is built (lift, brace, construction sequence, temporary stability) — distinct from the engineer’s permanent design. The lift/brace fall here under OSHA-1926.704; see FAQ-002/030.

Corbel¶

Bracket¶

A horizontal bracket projecting from the panel face to carry a beam or joist; treated distinctly from a lintel in the standards. Corbel and bracket are used interchangeably in ACI-318 §16.5 (“Brackets and Corbels”). ACI-551.2R.

Deep beam¶

A member (or bracket) short enough that shear span-to-depth a/d ≤ 1 (or clear span ≤ 4h) so plane sections do not stay plane and internal arching/strut action governs — designed by strut-and-tie rather than ordinary flexure. ACI-318 §9.9 (deep beams). A corbel is the classic case (FAQ-060).

D-region¶

A “disturbed” region of a member near a concentrated load, corner, opening, or geometric change where strain is nonlinear (Bernoulli beam theory fails) — sized by strut-and-tie. A corbel, a beam pocket corner, and an opening jamb are D-regions. ACI-318 Ch.23.

Strut-and-tie¶

A truss idealization of concrete in a D-region: compression struts + tension ties (steel) meeting at nodal zones, sized so each element has adequate strength — the code method for corbels, deep beams, and pile caps. ACI-318 Ch.23 (strut-and-tie method).

Nominal strength¶

The computed capacity of a section (Mn, Vn, Pn, Tn) from nominal material properties, before any strength-reduction factor — what the factored load demand is compared against after the φ factor is applied. ACI-318 Ch.22.

Design strength¶

The usable capacity φ·(nominal strength) — the nominal strength reduced by the strength-reduction factor φ (e.g. 0.90 tension-controlled flexure, 0.75 shear/anchors). The code basis check is φ·Sn ≥ U (design strength ≥ factored load). ACI-318 §5.3 / §21.2.

Haunch¶

The thickened section formed when a pilaster or lintel is extended from a panel edge to bear a joist or beam. TCA.

Brick ledge¶

Shelf¶

A ledge cast on the exterior face to support a masonry veneer. TCA.

Bearing connection¶

A connection that transfers load by direct bearing rather than weld/anchor tension — e.g. a beam pocket or joist seat. Minimum dimensions per ACI-318 §16.2.6.

Reglet¶

A cast groove in the panel face that receives roof/wall flashing, or a slot for masonry-veneer ties. TCA; see Panel Feature Catalog — Tilt-Up Concrete Panels.

Drip¶

A small groove at an opening head (or panel projection) that breaks the path of water running down the face. Architectural practice.

Counterflashing¶

The upper metal flashing whose top edge tucks into a reglet cast in the wall and laps over the base flashing, sealing the roof-to-wall joint against water. NRCA roofing practice; see FAQ-031.

Base flashing¶

The lower (membrane/metal) flashing that turns up the wall from the roof; the counterflashing laps over it so water sheds outward. NRCA.

Flashing¶

The general term for sheet-metal or membrane pieces that seal a joint or transition against water — e.g. base flashing, counterflashing, cap, and through-wall flashing. The roof-to-wall and parapet details are all flashing assemblies. NRCA / SMACNA.

Coping¶

The cap at the top of a parapet (metal or cast concrete) that sheds water off both faces and protects the concrete edge — the topmost flashing of the wall. NRCA coping / SMACNA sheet-metal; see FAQ-061.

Cant strip¶

A triangular fillet at the base of a parapet (or curb) that eases the roof membrane’s turn from horizontal up the vertical face, avoiding a sharp bend that would crack. NRCA roofing detail.

Cornice¶

A projecting architectural moulding/ledge at the top of a wall or parapet — decorative, and a water-shedding drip. In tilt-up it is cast panel geometry or an applied trim. Architectural practice.

Roof drain¶

A drain in the roof field that collects rainwater and routes it into interior leaders — the primary roof-drainage path; paired with an overflow drain or scupper for blockage. Sized to the design rain load. IBC Ch.15/plumbing code; ASCE-7 rain load.

Scupper¶

An opening through a parapet that lets roof water drain outward (primary or overflow) — a parapet-drainage outlet, often the code-required secondary/overflow when interior drains block. IBC roof drainage.

Masonry veneer¶

A non-loadbearing brick/stone facing hung off the tilt-up panel (anchored via a masonry-tie reglet or veneer ties), with an air gap + weeps to drain. TMS-402 (masonry) / TCA.

Weep¶

Weep hole¶

A drainage opening at the base of a masonry veneer (or cavity wall) that lets incidental water exit the air gap. Spaced per TMS-402 masonry practice.

Form liner¶

A textured form insert (urethane/elastomeric or job-built) that imprints an architectural pattern on the down face during casting. ACI-347.3R §4.7 (form liners) + ACI-303R.

Exposed aggregate¶

A finish that removes the surface paste to reveal the coarse aggregate (chemical retarder + wash, or abrasive blast). A formed-surface quality result per ACI-347.3R Ch.3 (CSC level).

Sandblast finish¶

An architectural finish that abrasive-blasts the cured panel face to remove surface paste and texture it (light / medium / heavy reveal of the aggregate). A formed/treated-surface result classed by ACI-347.3R Ch.3 (CSC level) / §4.8 post-construction treated surfaces; the abrasive- blast process is ACI-303R architectural-concrete practice.

Sack rub¶

A finish that fills surface voids/bug-holes by rubbing a cement-sand grout (slurry) over the cured face, then sacking off the excess — a uniform “rubbed” appearance. Post-construction treated surface per ACI-347.3R §4.8; ACI-303R finishing practice.

Acid etch¶

A light architectural finish that washes the cured face with dilute acid to remove surface paste and expose a fine sand texture (subtler than exposed aggregate). Post-construction treated surface, ACI-347.3R §4.8 / ACI-303R.

Bush hammer¶

A mechanical finish that fractures the surface with a toothed hammer to expose aggregate + give a rough, textured face. Post-construction treated surface, ACI-347.3R §4.8.

Board-formed¶

An as-cast finish that imprints wood-board grain/joints on the down face via a board (or board-textured form liner) — an architectural pattern, not a treatment. ACI-347.3R §4.7.

Thin brick¶

Brick-faced tiles set into the form liner before casting so the cured panel emerges with an integral brick veneer (no separate masonry). Architectural finish; ACI-347.3R §4.7 / PCI thin-brick practice.

CSC¶

Concrete Surface Class (CSC1–CSC4) — the ACI-347.3R Ch.3 quality tiers rating a formed surface (allowable voids, offsets, defects), CSC1 = highest. The class a drawing specifies for the panel face (FAQ-018). Higher class → tighter form + finish control (+ mockup).

Release agent¶

The form-release coating on the casting bed / form liner that lets the cured panel separate cleanly and controls the cast-face appearance — the architectural counterpart to the bond breaker. ACI-303R architectural concrete.

Broom finish¶

A non-slip texture made by dragging a broom across still-plastic concrete (mainly on horizontal slabs/aprons, not the cast panel face). Slip-resistant surface; ACI-302.1R slab finishing.

Float finish¶

A medium surface texture from a wood/magnesium float — coarser than a trowel finish, the common intermediate slab/horizontal finish. ACI-302.1R.

Hard-trowel finish¶

A dense, smooth finish from repeated steel-troweling — the smoothest standard slab finish (often on floor slabs). ACI-302.1R. (Tilt-up panel faces are typically formed/cast finishes, not troweled — the casting-bed face mirrors the slab it’s cast on.)

Development length¶

ld¶

The bar embedment required to develop the reinforcement’s yield strength in the concrete. ACI-318 Ch. 25.

Rebar¶

Deformed steel reinforcing bar cast into the panel to carry tension the concrete can’t — sized by bar number (#4 = 1/2″, #5 = 5/8″…). Grade 60 typical. ASTM-A615 (billet) / ASTM-A706 (weldable, AWS-D1.4); design per ACI-318. ACI-551.2R §10.3 panel reinforcement.

Standard hook¶

The ACI-318 §25.3 bent bar end (90°, 135°, or 180°) that anchors a bar in limited length — used at panel corners, opening trim, and development length shortfalls. ACI-318 Ch. 25.

Bar support¶

Chair¶

The plastic/wire spacer that holds reinforcement at its design position/clear cover while concrete is placed — on a lay-flat casting bed it sets the cast-down-face cover. ACI-318 §26.6 placement; CRSI bar-support practice.

Bar mat¶

A prefabricated or field-tied orthogonal grid of rebar — the primary reinforcement layer in a solid tilt-up panel (each face or a single central mat per design). ACI-318 §11.7 wall reinforcement; ACI-551.2R §10.3.

Welded wire reinforcement¶

WWR¶

A factory-welded grid of cold-drawn wire (formerly “welded wire fabric/WWF”) used as distributed reinforcement in slabs and some panels; specified by spacing × wire size (e.g. 6×6 W2.9×W2.9). ASTM-A1064; ACI-318.

Trim bar¶

Extra reinforcing bars placed around an opening to carry the load the opening interrupts + control corner cracking — the diagonal/perimeter bars at window/door corners. ACI-318 §11.7.5 (reinforcement around openings); ACI-318 §14.3.7 (corner bars).

Lap splice¶

The length over which two parallel bars overlap to transfer force between them. ACI-318 Ch. 25.

Clear cover¶

Cover¶

The concrete thickness protecting the reinforcement from corrosion/fire. General min per ACI-318 §20.5; raised to ~2″ (walls/slabs, cast-in-place) under a C2 exposure class.

Hot-dip galvanizing¶

HDG¶

A metallurgically-bonded zinc coating that protects exposed steel embeds/anchor bolts from corrosion. Welded plates/assemblies per ASTM-A123; threaded hardware (spun threads) per ASTM-A153. Weld before galvanizing. See FAQ-029.

Epoxy-coated reinforcement¶

Rebar with a fusion-bonded epoxy coating (ASTM-A775/A934) for corrosion resistance in high-chloride (C-class exposure class) environments — an alternative to galvanizing / increased cover.

Stainless steel reinforcement¶

Corrosion-resistant rebar (ASTM-A955) for the most aggressive exposures; the highest-cost corrosion option vs epoxy-coated reinforcement or hot-dip galvanizing.

Temperature and shrinkage reinforcement¶

T&S reinforcement¶

The minimum reinforcement that controls shrinkage and thermal cracking in the panel; minimum ratio 0.0018 per ACI-318 §24.4.3.2.

Water-cementitious ratio¶

w/cm¶

The mass ratio of mixing water to total cementitious material — the primary durability lever. Maximum w/cm is bounded by the exposure class (e.g. F3 → 0.40) per ACI-318 Table 19.3.2.1.

Supplementary cementitious material¶

SCM¶

Fly ash (ASTM-C618), slag cement (ASTM-C989), or silica fume (ASTM-C1240) partially replacing portland cement. The main lever for lowering GWP, but it can slow early strength gain — interacting with the f'ci lift gate. F3-exposure replacement caps per ACI-318 §26.4.2.2(b). See docs/standards/tiltup-standards-xref.md §6.

Fly ash¶

A coal-combustion SCM (ASTM-C618, Class F or C) replacing part of the portland cement — improves workability/durability and lowers GWP, but slows early strength gain. The most common tilt-up SCM.

Slag cement¶

Ground granulated blast-furnace slag (ASTM-C989), an SCM partially replacing portland cement; lowers GWP and heat of hydration, improves sulfate/chloride durability, slows early strength.

Silica fume¶

A very fine pozzolanic SCM (ASTM-C1240) giving high strength + very low permeability (chloride durability), used in smaller dosages; raises water demand. Lowers GWP per unit cement replaced.

Air entrainment¶

Intentional microscopic air voids that give hardened concrete freeze-thaw durability. Required air content per ACI-318 Table 19.3.3.1 for the F1–F3 exposure class.

Alkali-silica reaction¶

ASR¶

A deleterious reaction between cement alkalis and reactive aggregate silica that expands and cracks concrete. Mitigation (low-alkali cement, SCMs, testing) is triggered by the W-class exposure class; test methods ASTM C1778/C1293/C1567/C1260.

Compressive strength¶

The primary strength measure of concrete — the load per area at which a standard cylinder crushes (ASTM-C39), reported as f'c (28-day design) or f'ci (at lift). The basis for nearly every other property (fr, Ec).

Modulus of rupture¶

fr¶

The flexural tensile strength of plain concrete, fr = 7.5√f’c, which sets the cracking moment. ACI-318 §19.2.3.

Modulus of elasticity¶

Ec¶

The stiffness of concrete (stress/strain) — Ec = 57000√f’c for normal-weight (ACI-318 §19.2.2.1). Governs deflection + the P-Δ magnifier in slender wall design.

Splitting tensile strength¶

fct¶

An indirect tensile strength from a split-cylinder test (ASTM-C496), sometimes specified for lightweight concrete; distinct from the flexural modulus of rupture.

Creep¶

The slow, time-dependent increase in concrete strain under sustained load — adds to long-term slender wall deflection (ACI-551.2R Ch.6 creep + initial deflection).

Drying shrinkage¶

The volume reduction as concrete loses moisture over time; restrained shrinkage is the main driver of panel cracking, controlled by the measures in FAQ-027 (ACI-209R / ACI-224R).

Cracking moment¶

Mcr¶

The bending moment at which the section first cracks, Mcr = fr·Ig/(h/2). The slender wall design must show design strength φMn ≥ Mcr. ACI-318 §11.8.

P-Δ¶

Moment magnification¶

The second-order amplification of out-of-plane wall moment by axial load acting through the lateral deflection — the core of the slender wall check: Mu = Mua/(1 − 5·Pu·lc²/(0.75·48·Ec·Icr)). ACI-318 §11.8.3.1.

Wall anchorage force¶

Fp¶

The out-of-plane force anchoring the panel to the roof/floor diaphragm: Fp = 0.4·SDS·ka·Ie·Wp ≥ 0.2·ka·Ie·Wp per ASCE-37/ASCE/SEI 7 §12.11.2.1 (the ledger’s seismic role).

Risk category¶

The ASCE-7 classification (I–IV) of a building by consequence of failure, setting the importance factor and design load levels. ASCE-7 §1.5 / IBC Table 1604.5.

Importance factor¶

Ie¶

The ASCE-7 multiplier (Ie for seismic, Iw historically for wind) tied to risk category that scales design loads up for higher-consequence buildings. Appears in the Fp equation. ASCE-7 §11.5 (seismic).

Seismic Design Category¶

SDC¶

The ASCE-7 A–F rating combining risk category with site seismicity (SDS/SD1) — sets the detailing + analysis rigor (SDC D+ triggers special seismic detailing, ACI-318 Ch.18; drives ACI-551.2R §8.4 ductility). ASCE-7 §11.6.

Base shear¶

The total lateral (seismic V = Cs·W, or wind) force at a structure’s base, distributed to the shear wall/panel lines by the diaphragm — the in-plane demand a panel line collects. ASCE-7 §12.8 (seismic).

Exposure category¶

The ASCE-7 terrain classification (B urban/suburban, C open, D coastal) that scales the design wind pressure on the panel face. ASCE-7 §26.7.

Basic wind speed¶

The ASCE-7 mapped design wind speed (V, mph) for the site + risk category, the starting point for the panel’s out-of-plane wind pressure. ASCE-7 §26.5 / maps §26.5-1.

Diaphragm¶

Subdiaphragm¶

The roof or floor plane that resists lateral load and provides the panel’s permanent top restraint (a subdiaphragm is a delimited segment that carries continuous cross-ties back to the main diaphragm). ASCE/SEI 7 §12.11.

Chord¶

The boundary member at the edge of a diaphragm (or shear wall) that carries the flexural tension/compression from in-plane bending — the “flange” of the diaphragm beam. In tilt-up the perimeter ledger / wall often serves as the roof-diaphragm chord. ASCE-7 §12.10 diaphragm design.

Continuous tie¶

Cross tie¶

A structural member running the full width/depth of a diaphragm that carries the out-of-plane wall-anchorage force (subdiaphragm reaction) continuously across the diaphragm into the framing — the anti-separation load path required by ASCE-7 §12.11. A cross tie is a continuous tie spanning perpendicular to the joists/deck flutes.

Flexible diaphragm¶

A diaphragm (wood or bare steel deck) that deflects enough relative to the walls that lateral load distributes by tributary area, not stiffness — amplifies the wall-anchorage ka factor (up to 2.0, FAQ-059). ASCE-7 §12.3.1 (idealized-flexible conditions).

Rigid diaphragm¶

A diaphragm (concrete slab / concrete-filled deck) stiff enough that lateral load distributes to the walls by relative stiffness (and torsion), not tributary area — ka = 1.0 for wall anchorage. ASCE-7 §12.3.1.

Boundary element¶

A thickened, more-heavily-confined zone at the ends of a shear wall (or wall pier) that carries the concentrated flexural compression/tension from in-plane overturning — analogous to a column at the wall edge. Required for special structural walls where the compressive stress is high. ACI-318 §18.10.6.

In-plane shear¶

Lateral load carried within the plane of the panel (shear-wall action), distinct from out-of-plane bending. Tilt-up in-plane shear design per ACI-551.2R Ch. 8.

Overturning¶

The tendency of a panel acting as a shear wall to rotate about its toe under in-plane lateral load. Resisted by the restoring moment from panel weight + axial load (plus hold-down / chord steel where needed); overturning moment = lateral force × height. ACI-551.2R §8.1 “Resistance to panel overturning.” Distinct from shear friction base sliding (§8.2).

Shear wall¶

A wall (here a tilt-up panel or linked panel line) that carries lateral load in its own plane down to the foundation. The role behind in-plane shear, overturning, and base-sliding checks. ACI-551.2R Ch.8.

Curing compound¶

A membrane-forming liquid sprayed on fresh concrete to retain mix water for hydration (an alternative to wet curing). ACI-308R (external curing).

Cold-weather admixture system¶

CWAS¶

Accelerating/antifreeze admixture combinations that let concrete keep gaining strength below 40°F, helping a winter-cast panel reach f'ci for lift. ACI-306R Ch. 11.

Admixture¶

A chemical (other than cement, water, aggregate, or SCM) added to a concrete mix to modify its properties — set time, workability, air content, corrosion resistance, shrinkage. Chemical admixtures are classified by ASTM-C494 (Types A–S); air-entrainers by ASTM-C260.

Accelerator¶

Retarder¶

Chemical admixtures (ASTM-C494 Type C accelerating / Type B retarding) that speed or slow setting and strength gain. Accelerators help reach f'ci faster in cold weather; retarders extend working time in hot weather (and are used to etch exposed aggregate).

Water reducer¶

An admixture that achieves a target slump at a lower water-cement ratio (or more slump at the same w/c) — improving strength/durability without extra water. ASTM-C494 Type A (normal) / Type D (water-reducing + retarding).

Superplasticizer¶

A high-range water reducer (ASTM-C494 Type F/G) that produces a very flowable mix at a low water-cement ratio — used for congested reinforcement, architectural faces, and self-consolidating concrete. A stronger water reducer.

Corrosion inhibitor¶

An admixture (e.g. calcium nitrite, ASTM-C1582) that raises the chloride threshold for rebar corrosion — a durability measure in coastal / de-icing (C-class) exposure class panels, complementing cover and low w/c.

Efflorescence¶

A white salt deposit left on a concrete face when water carries soluble salts to the surface and evaporates — an appearance/durability symptom of moisture movement (not usually structural). ACI-224/PCI finish guidance.

Carbonation¶

The reaction of atmospheric CO₂ with the concrete’s alkalinity that lowers pore-water pH and, once it reaches the steel, removes the passive film protecting rebar — a long-term durability / corrosion mechanism (and the CO₂ re-uptake behind some low-carbon claims, FAQ-009). ACI-201 durability.

Fire-resistance rating¶

The time (hours) an assembly resists fire in an ASTM-E119 test — structural integrity plus a temperature-rise limit on the unexposed face. For a concrete wall it is set by equivalent thickness + aggregate type (IBC §722.2 / ACI 216.1).

Equivalent thickness¶

The net solid cross-section of a wall used to look up its fire-resistance rating — for a solid panel it equals the actual thickness; for a ribbed or insulated panel it is the net solid concrete. IBC §722.2.1.1 / ACI 216.1.

Thermal mass¶

The concrete’s capacity to absorb, store, and slowly release heat — it damps interior temperature swings and shifts peak loads, an energy benefit of a heavy tilt-up panel (distinct from steady-state R-value). ASHRAE-90.1 mass-wall provisions.

Water-reducing admixture¶

WRA¶

A chemical admixture (ASTM-C494 Type A/F/G) that lowers the water needed for a given workability — raising strength (lower water-cement ratio) or improving flow without adding water. High-range WRAs (superplasticizers) enable low-w/c, low-GWP mixes.

Air-entraining admixture¶

The admixture (ASTM-C260) that produces air entrainment — the microscopic voids giving freeze-thaw durability for the F1–F3 exposure class.

Water-cement ratio¶

w/c¶

The mass ratio of water to cementitious material in the mix — the primary driver of strength, permeability, and durability (lower w/c = stronger, less permeable). The C-class chloride / F-class freeze exposure class limits cap maximum w/c per ACI-318 Table 19.3.2.1.

Portland cement¶

The hydraulic cement that binds concrete, made by grinding clinker with gypsum. Types per ASTM-C150: Type I (general), Type II (moderate sulfate / moderate heat), Type III (high early strength), Type IV (low heat), Type V (high sulfate). The largest contributor to concrete GWP — partially replaced by SCMs.

Aggregate¶

The inert granular fill (sand = fine, gravel/crushed stone = coarse) that makes up ~60–75% of concrete volume. Graded per ASTM-C33; aggregate type also sets the concrete unit density / PCF and the coefficient of thermal expansion.

Nominal maximum aggregate size¶

The largest sieve through which most of the coarse aggregate passes — a key mix-design input (ACI-211) limited by member thickness, bar/cover clearance, and pumpability.

Ready-mixed concrete¶

Concrete batched at a plant and delivered by truck mixer to the site (vs site-mixed), to the specified mix design. ASTM-C94. The normal supply for tilt-up panels.

Trial batch¶

A pre-production batch made to verify a proposed water-cement ratio/mix meets the required compressive strength + workability before the mix is accepted. ACI-301/ACI-318 §26.4.3 (or historical-strength data in lieu).

Pozzolan¶

A siliceous material (fly ash, silica fume, natural pozzolan) that reacts with cement-hydration lime to add strength/durability — the reactive class of SCM used to lower GWP. ASTM-C618.

Normalweight concrete¶

Concrete of unit density 135–160 pcf (ACI-318 §19.2.4, λ = 1.0) — the default for tilt-up panels; contrast lightweight concrete. See PCF.

Lightweight concrete¶

Concrete below normalweight density (sand-lightweight 115–135 pcf, λ = 0.85; all-lightweight ≤115, λ = 0.75 — ASTM-C567/ACI-318 §19.2.4). The lower λ reduces tensile/shear/anchorage capacity.

Hydration¶

The exothermic chemical reaction between portland cement and water that hardens concrete and develops strength over time. Curing (ACI-308R) maintains the moisture/temperature hydration needs; temperature governs its rate (FAQ-021).

Slump¶

A field measure of fresh-concrete consistency/workability — the inches a molded cone of concrete “slumps” when the cone is lifted (ASTM-C143). Higher slump = wetter/more workable; a water-reducing admixture raises workability without raising water (and w/c).

Test cylinder¶

A molded concrete sample (4×8 or 6×12 in.) cast in the field per ASTM-C31 and broken in compression per ASTM-C39 to verify strength — standard-cured for f'c acceptance, or field-cured beside the panel to judge in-place strength for stripping/lift.

Air content¶

The volume percent of entrained + entrapped air in fresh concrete, measured by the pressure (ASTM-C231) or volumetric (ASTM-C173) method — the field check that an air-entrained concrete mix has the air needed for freeze-thaw durability (FAQ-006).

Air-entrained concrete¶

Concrete dosed with an air-entraining admixture (ASTM-C260) to create microscopic air bubbles that relieve freeze-thaw pressure — required for exterior panels in freezing climates (a C-class exposure class). Verified by the air content test.

Core test¶

Cutting a cylindrical core from the hardened panel (ASTM-C42) and testing it — the in-place strength check used when test cylinders are disputed or missing (ACI-318 §26.12 investigation).

Rebound hammer¶

A nondestructive tool (ASTM-C805) that estimates near-surface concrete strength/uniformity from the rebound of a spring-driven hammer — a quick screening/comparison method, not an acceptance test (calibrate to test cylinders or core tests).

Segregation¶

The separation of coarse aggregate from the paste (from over-vibration, dropping too far, or too-wet a mix) — a placement defect that weakens and mars the panel. Controlled by mix design + placing/consolidation practice. ACI-304R.

Bleed water¶

Water that rises to the surface of freshly placed concrete as the solids settle. Excessive bleed weakens the surface and (on a casting bed) can mar the cast panel face; controlled by mix design

SCMs. ACI-302.1R / ACI-301.

Consolidation¶

Working freshly placed concrete (vibration) to remove entrapped air and fill the forms around reinforcement/embeds. Poor consolidation leaves honeycomb. ACI-309R.

Honeycomb¶

Voided, rocky concrete where the paste failed to fill between the coarse aggregate — a consolidation/placement defect (a formed-surface flaw, ACI-347.3R Ch.3 / repair per ACI-301).

Spall¶

A fragment of concrete that has broken/flaked off the surface — from corroding rebar (expansive rust), freeze-thaw, or impact. Repaired by chip-out + bonded patch. ACI PRC-546.

Delamination¶

A subsurface separation — a horizontal crack plane inside the concrete (often at the rebar from corrosion) that hasn’t yet spalled off. Detected by sounding (a hollow ring when tapped/chain-dragged). ACI PRC-546.

Epoxy injection¶

Structural repair of a dormant (non-moving) crack: injection ports + a surface seal + low- viscosity epoxy pumped under pressure to fill the crack’s full depth, curing to a bond stronger than the parent concrete. Not for moving cracks (use a flexible seal). ACI RAP-1; FAQ-068.

Bonding agent¶

A material (epoxy or latex/polymer, ASTM-C1059) brushed onto sound old concrete so a fresh repair patch or topping bonds to it — a key step in spall/honeycomb repair (FAQ-068). ACI PRC-546.

Non-shrink grout¶

A cementitious grout formulated not to shrink on setting (ASTM-C1107) — used to fill repair cavities, bed base plates, and grout under embeds so the fill stays in full contact. ACI PRC-546.

ICRI¶

International Concrete Repair Institute — the industry body for concrete-repair practice (surface-preparation profiles, evaluation, repair methods) referenced alongside ACI PRC-546 / ACI 562 (FAQ-068).

Future opening¶

An opening marked “FUTURE OPENING” (dashed outline) that is not cut from the solid panel — planned for a later tenant fit-out. TCA / CV practice; see Panel Feature Catalog — Tilt-Up Concrete Panels.

Round opening¶

A circular opening, typically for conduit or plumbing. TCA.

Arched opening¶

An opening with an arched head. Architectural practice.

Overhead door¶

Sectional door¶

A large rolling or sectional door opening (e.g. a warehouse bay). Field practice.

Leveler pit¶

The bottom blockout of a dock leveler that houses the leveler mechanism. TCA.

Door guard¶

Metal embeds protecting the concrete edges of a dock-leveler opening. Field practice.

Louver¶

Vent¶

A mechanical louver or vent opening through the panel. Field practice.

Pipe penetration¶

Conduit penetration¶

A small MEP penetration through the panel for a pipe or conduit. ACI-551.2R.

Non-rectangular blockout¶

A blockout with a non-rectangular shape (circle/arc/trapezoid); ConstructiVision models these (nbblock.lsp). Field practice.

Insulation block¶

A blockout offset from the surface that forms the insulation cavity of a sandwich panel (between the wythes). ACI-551.2R.

Bearing pad¶

Stub-beam pocket¶

A cast bearing surface or pocket that receives a stub beam. TCA; bearing-connection minimums per ACI-318 §16.2.6 (see bearing connection).

Construction seat¶

Bearing angle¶

A cast-in seat angle used for construction bearing of a member. TCA Detail Library.

Pilaster cap¶

A cap detail at the top of a pilaster. Architectural practice.

Roof line¶

Panel line¶

ConstructiVision’s dashed reference line across a panel face marking where the roof bears — drawn segment by segment (flat, sloped, or compound profiles) with an elevation marker reading “Roof Line” at each end elevation. Reference geometry only: it changes no concrete and adds nothing to the materials list, but features measure to it — a weld connection array with Roofline snap has each plate’s elevation computed where it crosses the line. The product’s tutorials call these panel lines (distinct from a shear-wall “panel line,” the lateral-system sense). CV annotation practice; see Tutorial 3: Panel Lines.

Parapet¶

The portion of the panel extending above the roof line (often carries coping/flashing). Architectural practice; wind/seismic loads on the parapet per ASCE/SEI 7.

Control joint¶

A deliberately weakened line that localizes shrinkage cracking (contrast expansion joint, which accommodates movement). In tilt-up, shrinkage is more often controlled by reinforcement + reveals than sawn joints. ACI-224R crack control; STRUCTURE “Crack Control Measures for Tilt-Up Concrete Panels.”

Finish¶

Surface finish¶

The specified panel-face treatment — smooth-form, sack rub, sandblast, broom, or form liner / exposed aggregate. Classified by ACI-347.3R CSC (Concrete Surface) quality level.

Wythe¶

A continuous concrete layer of a panel. A sandwich panel has an exterior structural wythe and an interior wythe with insulation between (formed by an insulation block). ACI-551.2R.

R-value¶

The thermal resistance of a wall assembly (higher = better insulating); the building-envelope metric an insulated panel is designed to meet per IECC / ASHRAE-90.1. Reduced by thermal bridges.

U-factor¶

The thermal transmittance of an assembly (heat flow per area per degree) — the inverse of R-value (U ≈ 1/R). Energy codes state envelope limits as either a max U-factor or a min R-value. ASHRAE-90.1 / IECC.

Dew point¶

The temperature at which water vapor in the air condenses. In a wall assembly, keeping the dew point outside the insulation (or controlling vapor flow to it) prevents condensation inside the panel — the reason a vapor retarder is placed on the warm side. ASHRAE envelope design.

Air barrier¶

A continuous membrane/coating/sealed-joint system that stops air leakage through the envelope (distinct from a vapor retarder, which stops diffusion). Solid concrete is inherently air-impermeable, so a tilt-up panel’s air barrier is mainly its sealed joints (FAQ-011). ASTM-E2178/E2357; IECC.

Vapor retarder¶

A layer of low permeance that limits moisture-vapor diffusion through the wall (a “vapor barrier” is the low-perm class) — placed to keep the dew point from condensing inside the assembly. Permeance rated by ASTM-E96; IBC Ch.14.

Water repellent¶

A penetrating sealer (silane/siloxane) applied to a concrete face to reduce water absorption and efflorescence while staying vapor-open — a durability/appearance treatment, not a waterproofing membrane. ACI-201/NRMCA guidance.

STC¶

Sound transmission class¶

A single-number rating of an assembly’s airborne-sound isolation (higher = quieter); a solid concrete panel’s mass gives an inherently high STC. Rated per ASTM-E90 (test) / ASTM-E413 (rating); IBC Ch.12 where separation is required.

Decibel¶

dB¶

The logarithmic unit of sound level/pressure — a ~10 dB rise is heard as roughly twice as loud, and transmission loss/STC differences are expressed in dB.

Transmission loss¶

The reduction in airborne-sound level across an assembly at each frequency, measured per ASTM-E90; the STC single number is fit to the transmission-loss curve (ASTM-E413). Rises with mass (the mass law).

Flanking¶

Sound that bypasses a wall’s mass through an indirect path — an unsealed panel joint, a gap at the floor/roof, a shared duct, or an ungasketed door — lowering the field STC below the lab value. The main reason to seal joints.

IIC¶

Impact insulation class¶

The single-number rating of a floor/ceiling’s impact (footfall) sound isolation — the structure-borne counterpart to airborne STC. ASTM-E492 (test) / ASTM-E989 (rating); applies to floors, not walls.

NRC¶

Noise reduction coefficient¶

A single-number rating of how much sound a surface absorbs (0 = reflective, 1 = fully absorptive) — a room-acoustics property distinct from STC isolation. Bare concrete is reflective (low NRC). ASTM-C423.

OITC¶

Outdoor-Indoor Transmission Class — an airborne-isolation rating weighted for outdoor noise (traffic/aircraft, lower frequencies) rather than speech, used for exterior walls like a tilt-up panel facing a road/runway. ASTM-E1332.

Thermal bridge¶

A conductive path that shorts the insulation and lowers the effective R-value — e.g. solid concrete zones at openings/base of an insulated panel, or conductive wythe ties. ASHRAE-90.1 continuous-insulation provisions address it.

Continuous insulation¶

ci¶

An insulation layer uninterrupted by framing/ties across the wall — the energy-code goal that an insulated panel’s mid-wythe insulation provides (subject to thermal bridges). ASHRAE-90.1 / IECC.

Dead load¶

D¶

The permanent gravity load — self-weight of the panel, roof, floor, and fixed equipment. The panel’s own dead weight is also its lift + overturning stabilizer. ASCE-7 §3.1.

Live load¶

L¶

The transient occupancy/use gravity load (people, movable equipment, roof live/snow) a panel’s supported framing delivers to it. ASCE-7 §4 (live) / §7 (snow).

Service load¶

The unfactored (real, working) load used for deflection + soil-bearing + serviceability checks — as opposed to the factored load. Panel deflection (lc/150) and footing sizing use service loads. ASCE-7 / ACI-318 §24 (serviceability).

Factored load¶

A service load multiplied by its load factor for strength (ultimate) design — the demand ACI-318 compares against φ·(nominal strength). ACI-318 §5.3.

Load factor¶

The multiplier applied to a service load in a load combination (e.g. 1.2D + 1.6L) to size for strength with margin. ACI-318 §5.3.1; ASCE-7 §2.3.

Load combination¶

The prescribed sum of factored (or service) loads a member must be checked against — e.g. 1.2·D + 1.6·L (dead load + live load), or seismic/wind combos including Fp. Both strength (LRFD) and allowable-stress (ASD) sets exist. ASCE-7 §2.3/§2.4; ACI-318 §5.3.

Tributary width¶

The width of load a panel or member collects from the structure it supports — the slice of roof/floor whose gravity + lateral load routes through that panel. Sets the axial + connection demand. ASCE-7 load distribution; ACI-318.

Lay-flat¶

Casting a panel horizontally (face-down on the casting bed) so it can be tilted up after cure — the defining move of tilt-up. The casting-yard layout is the lay-flat mirror of the erected position. ACI-551.1R site planning.

Stack cast¶

Casting panels in a vertical stack (one atop another, bond breaker between) to save casting-slab area on a tight site — panels are stripped top-down and erected in reverse. ACI-551.1R Ch.4 site planning.

Crane pick radius¶

The horizontal distance from the crane’s center to the panel pick point; with the crane chart it sets liftable weight at that reach — the true limit on panel size (crane-, not transport-limited). ACI-551.2R Ch.11 lifting; ASME-B30.5 mobile cranes.

Waler¶

A horizontal formwork member (behind the form face) that resists the lateral concrete pressure and keeps the form straight — for tilt-up, the edge-form stiffener on the casting bed. ACI-347 formwork.

Bug hole¶

A small surface void (entrapped-air pit) on a formed concrete face — a finish defect controlled by consolidation/vibration and rated by the formed-surface class (CSC). ACI-347.3R / ACI-309R consolidation.