1 Scope
1.1This Standard covers the design, materials, fabrication, erection, and removal of temporary cast-in-place concrete formwork and its accessories.
NOTE Formwork is the temporary mold that gives fresh concrete its shape, position, and surface finish, and that carries the concrete's full weight and the construction loads imposed on it until the concrete is self-supporting. (1.1.1)
NOTE Because formwork is a temporary structure that is loaded to its design capacity at the most fluid and least forgiving moment in a concrete pour, its failure is sudden and frequently catastrophic; the requirements below treat formwork as the engineered structure it is, not as an incidental means-and-methods detail. (1.1.2)
1.2The Work of this Standard includes the items listed below.
1.2.1The Contractor shall furnish all formwork facing, framing, walers, strongbacks, ties, and hardware required to form the cast-in-place concrete shown.
1.2.2The Contractor shall furnish, erect, brace, and maintain all shoring and reshoring required to support formwork and freshly placed concrete until the concrete attains the strength required for form and shore removal.
1.2.3The Contractor shall furnish all embedded forming accessories -- chamfer strips, rustication strips, form liners, edge forms, blockouts, and void forms -- shown or required.
1.2.4The Contractor shall apply form release agents and shall strip, clean, and remove formwork in the sequence required by this Standard.
1.3The following work is specified elsewhere and is excluded from this Standard.
NOTE Reinforcing steel, including bar placement, supports, and lap splices, is covered by
Concrete Reinforcement and is excluded.
(1.3.1) NOTE Concrete mix design, placement, consolidation, curing, finishing, and acceptance testing are covered by
Cast In Place Concrete and are excluded.
(1.3.2) NOTE Post-tensioning tendons, anchorages, and the special forming they require are covered by
Post Tensioned Concrete and are excluded.
(1.3.3) NOTE Permanent stay-in-place composite metal deck used as a working slab form is a structural steel work item and is excluded. (1.3.5)
NOTE Precast concrete and its plant casting beds are covered by
Precast Concrete and are excluded.
(1.3.6) NOTE Insulating concrete forms (ICF) that remain in place as both form and insulation are noted in this Standard for coordination but their wall assembly performance is a separate building-envelope scope. (1.3.7)
2 Referenced Standards
2.1Formwork design, materials, and erection shall comply with the latest adopted edition of each of the following unless a specific edition is cited or the Authority Having Jurisdiction has adopted a different edition.
2.2Where referenced standards conflict, the more stringent requirement shall govern unless the Engineer of Record directs otherwise in writing.
| Standard |
Title |
| ACI 347R |
Guide to Formwork for Concrete |
| ACI 347.2R |
Guide for Shoring/Reshoring of Concrete Multistory Buildings |
| ACI 301 |
Specifications for Structural Concrete |
| ACI 318 |
Building Code Requirements for Structural Concrete and Commentary |
| OSHA 29 CFR 1926.700-1926.706 |
Concrete and Masonry Construction (Subpart Q) -- mandatory federal safety floor; applies in full regardless of any less stringent provision elsewhere |
| OSHA 29 CFR 1926.703 |
Requirements for Cast-in-Place Concrete |
| ASTM A36/A36M |
Carbon Structural Steel |
| ASTM A615/A615M |
Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement |
| PS 1 |
Structural Plywood (APA Performance Standard) |
| ASTM D1554 |
Terminology Relating to Wood-Base Fiber and Particle Panel Materials |
| IBC Chapter 19 |
International Building Code -- Concrete |
3 Submittals
3.1 Action Submittals
3.1.1The Contractor shall submit the following action items for review before any formwork is fabricated or erected:
- Formwork design drawings and calculations for wall, column, beam, slab, and foundation forms, including facing, framing, tie, and bracing layouts
- Shoring and reshoring design drawings and calculations, including post and tower layouts, load paths, and load transfer to supporting slabs
- Professional engineer's stamp and signature on formwork and shoring design where required by this Standard or the Authority Having Jurisdiction
- Manufacturer product data for proprietary panel forms, ties, hardware, shores, and shoring towers, including published load tables
- Form liner shop drawings showing pattern, relief depth, panel joints, and correlation to architectural and structural joint locations
- Architectural concrete forming mockup proposal where exposed concrete is required
- Form release agent product data with VOC content and substrate-compatibility statement
☑ Formwork design drawings and calculations
☑ Shoring and reshoring design drawings and calculations
☑ PE stamp on formwork and shoring design
☑ Proprietary form, tie, and shore product data with load tables
☐ Form liner shop drawings (pattern, joints, relief depth)
☐ Architectural concrete mockup proposal
☑ Form release agent product data (VOC and compatibility)
NOTE Formwork and shoring design submittals are means-and-methods documents; review by the Engineer of Record confirms conformance with the design intent and load assumptions and does not relieve the Contractor of responsibility for the adequacy and safety of the temporary structure. (3.1.2)
3.2.1The Contractor shall submit the following informational items:
- Stripping and shore-removal plan, including the strength-verification method and the field cylinder break program supporting it
- Reshoring/backshoring sequence for multistory construction, signed by the structural engineer who established the load distribution
- Qualification statement for the formwork/shoring design engineer
- Manufacturer's technical representative confirmation for engineered shoring tower layouts where used
☑ Stripping and shore-removal plan with strength-verification method
☑ Reshoring/backshoring sequence (engineer-signed)
☑ Formwork/shoring design engineer qualifications
☐ Shoring tower manufacturer's technical rep confirmation
3.3 Closeout Submittals
3.3.1The Contractor shall submit the following closeout items:
- As-built record of strength-verification cylinder breaks used to authorize form and shore removal
- Record of any formwork failure, blowout, or excessive deflection and the corrective action taken
☑ Strength-verification cylinder break records
☐ Formwork incident and corrective-action records
4 Quality Assurance
4.1Formwork and shoring shall be designed by a qualified person, and on projects of the type below by a professional engineer licensed in the project jurisdiction.
4.1.1Formwork and falsework shall be designed by a qualified designer as required by OSHA 29 CFR 1926.703(a).
4.1.2Formwork and shoring design shall be performed by a professional engineer licensed in the jurisdiction of the Work where required by the Authority Having Jurisdiction, the Owner, or this Standard.
4.1.3Shoring and reshoring for multistory construction shall be designed by a professional engineer regardless of any lower threshold elsewhere, because the load transferred to slabs that have not reached design strength governs life safety.
4.1.4The formwork design engineer shall have demonstrable experience with cast-in-place concrete forming of the scale and type required by the Work.
● PE stamp required for all formwork and shoring
○ PE stamp required for shoring/reshoring only; qualified person for forms
○ Qualified person per OSHA 1926.703 (no PE stamp)
4.2Tolerances of the finished concrete are achieved by the formwork; the formwork shall be built to deliver the specified tolerances, not merely to the dimensions shown.
4.2.1Formed concrete shall meet the dimensional tolerances of ACI 301 Section 5 unless more stringent tolerances are specified for architectural or equipment-critical surfaces.
4.2.2Variation from plumb shall not exceed ±3/8 inch in any 10 ft of height and shall not exceed ±3/4 inch in any single story.
4.2.3Cross-sectional dimensions of columns, beams, walls, and slab thickness shall not vary from those shown by more than -3/8 inch or +3/8 inch.
4.2.4Variation in elevation of formed top surfaces and soffits shall not exceed ±3/4 inch.
○ Class A (exposed-to-view architectural)
● Class B (concealed structural)
○ Class C (utility, formed but not finished)
NOTE Forming a tighter tolerance than the concrete itself can hold wastes effort; conversely, calling out a generic tolerance on an exposed wall that will be scrutinized in raking light invites rejection. Match the tolerance class to how the surface will be seen and used. (4.2.5)
4.3A jobsite mockup shall be built and approved before architectural concrete production begins.
4.3.1Where exposed architectural concrete is required, the Contractor shall construct a mockup of representative size using the proposed facing, liner, tie, and release agent and shall obtain approval of finish, color, texture, and tie-hole treatment before producing finished work.
4.3.2The approved mockup shall establish the standard of acceptance for the production work and shall be maintained until the represented work is accepted.
○ Required, full-scale representative panel
○ Required, sample panel minimum 4 ft x 4 ft
● Not required (no exposed architectural concrete)
5.1Formwork shall be designed for the governing combination of fresh-concrete pressure, dead load, construction live load, and lateral loads.
NOTE The lateral pressure of fresh concrete on vertical forms is the load that most often governs wall and column form design and is the load most often underestimated. (5.1.1)
5.1.2Vertical forms shall be designed for the lateral pressure of fresh concrete, taken as full hydrostatic pressure (150 pcf times the depth of fluid concrete) unless a reduced pressure is justified by the rate-of-placement and concrete-temperature provisions of ACI 347R.
5.1.3Where a reduced lateral pressure per ACI 347R is used, the design rate of placement and concrete temperature on which it is based shall be stated on the formwork drawings and shall not be exceeded in the field.
5.1.4Form ties and tie spacing shall be selected for the lateral pressure used in design, with particular attention to the high-pressure zone near the base of a lift when concrete is pumped from below.
5.1.5Horizontal forms (slab and beam soffits) shall be designed for the dead load of the concrete and forms plus a construction live load of not less than 50 psf, increased to not less than 75 psf where motorized buggies or powered equipment will operate on the deck.
5.1.6Forms shall be designed for lateral loads from wind, equipment, and placement operations, and shall be braced and tied to resist those loads without displacement.
○ Full hydrostatic (150 pcf x depth)
● ACI 347R reduced pressure, wall, placement rate <= 7 ft/hr
○ ACI 347R reduced pressure, column formula
● 50 psf (hand placement, no powered equipment)
○ 75 psf (powered buggies or equipment on deck)
○ Engineer-specified for heavy equipment
5.2Formwork deflection shall be limited so that the finished surface meets its appearance and tolerance requirements.
5.2.1Deflection of facing and framing for exposed (Class A) surfaces shall not exceed L/400 of the span between supports and shall not exceed 1/8 inch out of plane.
5.2.2Deflection of facing and framing for concealed (Class B) surfaces shall not exceed L/360 of the span and shall not exceed 3/8 inch out of plane.
5.2.3Camber shall be provided in long-span soffit forms where required so that the formed member achieves its specified profile after elastic and construction-load deflection.
○ L/400 and 1/8 in. max (Class A exposed)
● L/360 and 3/8 in. max (Class B concealed)
6.1The forming system shall be selected for the geometry, finish, reuse, and load demands of the Work.
NOTE Job-built systems of plywood facing on lumber framing offer the most geometric flexibility and are economical at low repetition; proprietary panel and gang systems offer faster cycles, tighter tolerances, and higher reuse where the geometry repeats. The choice is a means-and-methods decision constrained by the finish and tolerance this Standard requires. (6.1.1)
6.1.2The selected system shall be capable of developing the design lateral pressure and construction loads without exceeding its rated capacity or the deflection limits of this Standard.
6.1.3Proprietary panel, gang, and flying-form systems shall be used within the manufacturer's published load tables for the project concrete unit weight and design rate of placement; lightweight or heavyweight concrete shall be accounted for explicitly.
Job-built plywood and lumber forms
Proprietary aluminum-faced steel-frame panel forms
Proprietary steel panel forms
Engineered gang forms
Job-built plywood on lumber joists and stringers
Proprietary panel deck forms on shores
Flying table forms
Proprietary slab table/drophead system
6.2Facing material shall be selected for the required surface finish class and the number of reuses.
NOTE The facing is the form surface that the concrete copies exactly; every defect, seam, nail head, and degraded panel telegraphs into the finished face. Facing selection is therefore a finish decision as much as a strength decision. (6.2.1)
6.2.2Plywood forming panels shall comply with PS 1 and shall be Plyform Class I, B-B grade or better, 3/4 inch (19 mm) minimum thickness for general wall and slab forming.
6.2.3Architectural surfaces requiring a smooth, hard finish shall use high-density overlay (HDO) plywood facing.
6.2.4Surfaces to receive a painted or lightly textured finish may use medium-density overlay (MDO) plywood facing.
6.2.5HDO and MDO overlaid panels shall be removed from architectural service after the number of reuses at which surface degradation begins to telegraph into the finish; the permitted number of reuses shall be established by the approved mockup.
6.2.6Facing panels with delamination, crushed edges, blisters, or fastener damage that would mar the finished surface shall not be reused on exposed work.
B-B Plyform (utility/concealed)
HDO plywood (smooth architectural)
MDO plywood (painted/textured)
Steel face (high reuse, smooth)
Plastic/HDPE liner face
○ 5/8 in. (16 mm)
● 3/4 in. (19 mm)
○ 1 in. (25 mm)
6.2.7Stud, joist, and waler spacing shall be set by the formwork designer for the design pressure and facing thickness.
6.2.8The actual stud, joist, and waler spacing shall be confirmed by calculation.
NOTE Spacing on the order of 12 in. on center is typical for 3/4 in. plywood at about 1,000 psf, opening to 16 in. on center at about 700 psf. (6.2.9)
7.1Form ties shall be selected for the calculated tie load and for the tie-hole treatment the finished surface requires.
NOTE A form tie does two jobs at once -- it holds the two faces of a form against the concrete's lateral pressure, and it leaves a hole or recess in the finished concrete. Both jobs drive the selection, and the second is the one most often forgotten until it becomes an RFI. (7.1.1)
7.1.2Form ties shall be selected so that the tie working load is not less than the lateral pressure multiplied by the tributary area served by each tie, with the manufacturer's rated working load governing.
7.1.3Snap ties may be used for light-duty applications within their rated working load, typically up to about 3,000 to 4,000 lb.
7.1.4Coil ties shall be used for medium-duty applications, typically 4,500 to 9,000 lb working load.
7.1.5She-bolts, taper ties, and equivalent reusable through-ties shall be used for heavy-duty applications, typically 10,000 lb and greater, including thick walls and high pour rates.
7.1.6Threaded tie rods and coil rod used in she-bolt and coil-tie assemblies shall be of a strength grade documented by the manufacturer; where bar stock is used it shall conform to ASTM A615/A615M.
● Snap tie (light duty)
○ Coil tie (medium duty)
○ She-bolt / taper tie (heavy duty, reusable)
200027000
Default: 3000 lb
7.2Tie-hole treatment shall be specified for every formed surface and shall account for appearance and water resistance.
NOTE A tie hole left untreated in a water-bearing or exposed wall is a defect, not a detail. (7.2.1)
7.2.2The tie-hole treatment shall be decided in the specification, not left to the field.
7.2.3Snap-tie break-back ends shall be broken back below the concrete surface and the resulting recess patched flush where the surface is exposed or concealed-but-dry.
7.2.4Where the wall is below grade, water-bearing, or otherwise waterproofed, tie holes shall be sealed with a cone-and-plug or equivalent watertight system and patched with a non-shrink, compatible repair material; plain break-back without sealing is not permitted.
7.2.5On exposed architectural concrete the tie-hole pattern shall be uniform and coordinated with the form-liner and rustication layout, and tie cones and plugs shall produce a consistent recess matching the approved mockup.
● Break-back and patch flush (concealed, dry)
○ Cone recess, sealed and patched (exposed architectural)
○ Cone-and-plug watertight seal (below grade / water-bearing)
7.3Walers, strongbacks, and form hardware shall be sized for the loads they transfer and shall be compatible with the tie and panel system.
7.3.1Steel walers, strongbacks, and shoring components shall conform to ASTM A36/A36M where structural carbon steel is used.
7.3.2Wedges, clamps, pins, and connector hardware shall be the manufacturer's matched components for the panel and tie system and shall not be substituted with field-improvised parts.
8.1Chamfer and rustication strips shall be specified for edge and joint articulation.
NOTE A sharp formed concrete arris chips easily and shows every alignment error; a chamfer both protects the edge and disguises minor misalignment, which is why most exposed edges are chamfered. (8.1.1)
8.1.2Exposed external corners of formed concrete shall be chamfered unless square edges are specifically shown.
8.1.3Chamfer and rustication strips shall be of a material that produces the required edge sharpness and that withstands the number of reuses planned -- wood for limited reuse, PVC or rubber for repeated reuse and crisp edges.
● 3/4 in. chamfer
○ 1 in. chamfer
○ Square edge (no chamfer)
Wood (limited reuse)
PVC (repeated reuse, crisp edge)
Rubber (repeated reuse, flexible)
8.2Form liners for architectural concrete shall be coordinated with the structural and architectural joint layout.
NOTE A form liner reproduces its pattern faithfully, including the seams between liner sheets; where a liner joint does not align with a rustication or control joint it reads as a defect in the finished wall. Joint coordination is the single most rejected aspect of architectural concrete. (8.2.1)
8.2.2Form liner joint coordination with rustication and control joints shall be resolved in shop drawings.
8.2.3Form liner pattern, relief depth, and panel-joint locations shall be shown on shop drawings and shall be correlated to rustication strips, control joints, and construction joints so that liner seams fall at intended joint lines.
8.2.4Form liners shall be installed so that the pattern is continuous and aligned across pours, and liner seams that do not coincide with an intended joint shall not be left visible on exposed work.
None (smooth formed finish)
Elastomeric/urethane liner (reusable)
Plastic/ABS liner (limited reuse)
Single-use foam liner
8.3Edge forms, blockouts, and void forms shall be furnished as required.
8.3.1Edge forms for slab perimeters and openings shall be set true to line and grade and shall be secured against displacement during placement.
8.3.2Blockouts and embeds shall be located before formwork shop drawings are finalized so the tie and panel layout accommodates them.
8.3.3Blockouts added after the tie layout is set shall require re-engineering of the affected form.
8.3.4Void forms beneath grade beams and mat foundations, where required to accommodate expansive or settling soils, shall be of moisture-resistant molded fiber or carton construction sized to collapse under the specified load and shall be protected from premature wetting before concrete placement.
● Not required
○ Carton/molded-fiber void form
○ Required, depth and rating per geotechnical report
Per drawings — geotechnical report / foundation plan
9.1Release agents shall be selected for release performance, surface effect, and air-quality compliance.
NOTE A release agent that fails a local VOC limit cannot be used no matter how well it performs; in many jurisdictions petroleum-based form oils exceed the allowable VOC content, so the compliance check precedes the performance choice. (9.1.1)
9.1.2The form release agent shall be compatible with the facing material and shall not stain, soften, or discolor the finished concrete surface.
9.1.3The release agent shall comply with the VOC content limits of the Authority Having Jurisdiction governing the project location.
9.1.4Release agent shall be applied to clean form faces at the manufacturer's coverage rate, typically 100 to 200 sq ft per gallon, and shall be applied before reinforcement is placed so that it does not contaminate reinforcing steel or bonding surfaces.
9.1.5Where concrete is to bond to the formed surface or to a subsequent placement, a release agent shall not be applied to the bonding face.
● Reactive chemical release (low residue)
○ Biodegradable / VOC-compliant release
○ Petroleum-based form oil
○ None (bond-critical surface)
Federal/national VOC limit
State VOC limit
Regional air district limit (e.g. SCAQMD, BAAQMD)
10 Shoring and Reshoring
10.1Shoring shall support formwork and fresh concrete; reshoring shall re-support stripped slabs that have not reached design strength. These are distinct operations and shall each be called out explicitly.
NOTE Shoring carries the load of fresh concrete and forms during and after a pour, while the concrete is not yet self-supporting. Reshoring is the act of removing the original shores from a slab and re-supporting that slab so it shares load with the floors below while it continues to gain strength. Treating the two as the same operation is a common and dangerous error. (10.1.1)
10.1.2The shoring system shall be designed to carry the full weight of the formwork, the fresh concrete, and the construction live load to a support of adequate capacity.
10.1.3Single-post adjustable shores shall be used within their manufacturer's rated capacity for the installed extension length, recognizing that capacity decreases as the shore is extended.
10.1.4Frame shoring and engineered shoring towers shall be erected plumb, braced, and on adequate sills or mudsills, and shall be used within the manufacturer's published leg capacities and bracing requirements.
10.1.5Engineered shoring tower layouts shall be prepared or reviewed by the system manufacturer's technical representative where the tower carries transfer-slab or bridge-deck loads.
Single-post adjustable shores (screw-jack)
Frame (scaffold-frame) shoring
Engineered shoring towers
600017000
Default: 10000 lb
25000200000
Default: 50000 lb
10.2Reshoring and backshoring for multistory construction shall follow a sequence established by the structural engineer.
NOTE In multistory construction the floors under and just below an active pour share its load through the shoring and reshoring; how many levels of shores and reshores remain, and how load is distributed among them, is a structural decision that the contractor cannot make by default. ACI 347.2R governs this load transfer. (10.2.1)
10.2.2The reshoring/backshoring sequence shall be designed in accordance with ACI 347.2R and shall be signed by the structural engineer who established the load distribution among the supported levels.
10.2.3At least one level of reshoring shall remain below an active pour for slabs less than the age at which they have attained design strength, unless the structural engineer's analysis demonstrates a different configuration is adequate.
10.2.4Shores and reshores shall not be removed from any level until the analysis demonstrates the slab at that level can carry the loads imposed without them.
10.2.5Reshores shall be installed snug but shall not be preloaded so as to lift or crack the slab they support unless the engineer's sequence specifically requires a preload.
○ Single-story shoring (no slab below under construction)
● Reshoring (shores removed, slab re-supported)
○ Backshoring (shores removed and replaced one bay at a time)
11.1Forms and shores shall not be removed until the concrete has attained the strength required to carry the loads then imposed on it.
NOTE Stripping too early is a leading cause of structural failure during construction; the requirement below makes strength, not elapsed time alone, the basis for removal of shored horizontal members, in accordance with OSHA 29 CFR 1926.703(e) and ACI 347R. (11.1.1)
11.1.2Removal of forms and shores from beam and slab soffits, and removal of shores from any member that depends on shoring for support, shall be based on verified in-place concrete strength, not on elapsed time alone.
11.1.3Shored horizontal members shall not have their forms or shores removed until cylinders cured under field conditions, or an equivalent approved in-place test, demonstrate the concrete has reached the strength required by the structural engineer for the imposed loads, commonly 70% to 100% of the specified compressive strength depending on the load case.
11.1.4Forms for vertical members that do not carry flexural load -- walls and columns -- may be removed earlier provided the concrete has attained sufficient strength to maintain its shape and surface without damage, commonly a minimum of 3,000 psi or 70% of the specified strength, and provided removal does not damage the concrete or expose it to damaging loads.
11.1.5Time-based stripping criteria shall not be used for shored horizontal members unless they are backed by a project-specific field cure-and-break program that has demonstrated the strength gain assumed.
11.1.6Forms and shores shall be removed in a sequence that does not impose loads on the concrete that exceed its strength at the time of removal, and that does not subject the structure to impact or eccentric load during removal.
● Strength-based (field cylinder break or in-place test)
○ Strength-based with time floor (whichever is later)
○ Time-based (vertical non-load-bearing forms only)
○ 3000 psi minimum
● 70% f'c
○ 24 hours with verified mix performance (non-load-bearing only)
12 Installation
12.1Formwork shall be erected and maintained to deliver concrete that is within tolerance, stable under load, and of the required finish.
12.1.1Forms shall be erected true to line, grade, and dimension, securely braced and tied to resist all design loads without displacement, leakage, or excessive deflection.
12.1.2Form joints and panel seams shall be tight enough to prevent loss of mortar (grout leakage), which causes honeycomb, sand streaking, and fins on the finished surface.
12.1.3Forms shall be cleaned of debris, tie ends, hardened concrete, and standing water immediately before concrete placement, and cleanout openings shall be provided at the base of deep forms where required.
12.1.4Embedded items, blockouts, and reglets shall be set and secured in the forms in their correct location before placement and shall be checked against the drawings.
12.1.5Forms shall be monitored during placement for movement, settlement, and leakage, and placement shall be stopped and the condition corrected if forms move beyond the allowable tolerance.
12.1.6Reused forms shall be cleaned, repaired, and re-coated with release agent before reuse, and forms no longer capable of producing the required finish or holding tolerance shall be retired.
12.2Architectural concrete shall be formed to the approved mockup standard.
12.2.1Architectural concrete shall match the approved mockup in color, texture, surface tolerance, joint alignment, and tie-hole treatment.
12.2.2Form-facing seams, liner joints, and tie-hole locations shall be laid out to a planned, uniform pattern on exposed surfaces; random or expedient placement is not acceptable on architectural work.
13 Delivery, Storage, and Handling
13.1Forming materials and accessories shall be stored to preserve their condition until used.
13.1.1Plywood and overlaid forming panels shall be stored flat, off the ground, and protected from weather and sunlight to prevent warping, delamination, and overlay degradation.
13.1.2Form ties, hardware, and proprietary panels shall be stored to prevent corrosion, distortion, and contamination, and damaged components shall not be incorporated into the Work.
13.1.3Form release agents and void forms shall be stored in accordance with the manufacturer's instructions and protected from moisture and freezing where applicable.
14 Safety
14.1Formwork and shoring operations shall comply with OSHA 29 CFR 1926 Subpart Q at all times.
14.1.1Formwork shall be designed, erected, supported, braced, and maintained so that it can support all vertical and lateral loads applied until those loads can be supported by the concrete structure, as required by OSHA 29 CFR 1926.703(a).
14.1.2Shoring equipment shall be inspected before erection, after erection, immediately before and during placement, and after placement, and damaged or weakened equipment shall be removed from service.
14.1.3Forms and shores shall not be removed until the employer determines, on the basis of the strength criteria of this Standard, that the concrete can support its own weight and imposed loads, in accordance with OSHA 29 CFR 1926.703(e).
15 Warranty
15.1Formwork is a temporary structure and is not itself warranted; the warranty obligation attaches to the finished concrete it produces.
15.1.1The Contractor shall be responsible for correcting concrete surface defects attributable to formwork -- including honeycomb, fins, offsets at joints, grout leakage staining, misaligned tie holes, and out-of-tolerance surfaces -- at no cost to the Owner.
15.1.2Correction of architectural concrete defects shall restore the surface to the approved mockup standard, and patching that does not match the surrounding finish shall not be accepted.
16 Spare Parts
16.1Spare forming materials are generally not retained; only project-specific items with continuing relevance are specified.
16.1.1Spare chamfer, rustication, and form-liner stock matching the installed architectural pattern shall be turned over to the Owner where required for future matching repairs.
● Not required
○ Spare form-liner and rustication stock for future matching