| HS Code | 800154 |
| Material | Polyvinyl alcohol (PVA) |
| Physical Form | Chopped short fibers |
| Length | 15 mm |
| Diameter | 40 μm (0.04 mm) |
| Aspect Ratio | 375 |
| Specific Gravity | 1.30 |
| Tensile Strength | 1600 MPa |
| Young S Modulus | 40 GPa |
| Elongation At Break | 7% |
| Melting Point | Approx. 220 °C |
| Alkali Resistance | Excellent |
| Color | Yellowish |
As an accredited Kuraray RECD15-PVA Fiber for Concrete Reinforcement factory, we enforce strict quality protocols—every batch undergoes rigorous testing to ensure consistent efficacy and safety standards.
| Packing | Packaged in 20 kg moisture-proof plastic bags, then palletized and shrink-wrapped. Each bag clearly labeled for concrete reinforcement use. |
| Container Loading (20′ FCL) | 20' FCL container loading of Kuraray RECD15-PVA fiber for concrete reinforcement, securely packed in cartons for export. |
| Shipping | Kuraray RECD15-PVA Fiber for Concrete Reinforcement is supplied in moisture-protective packaging on pallets for safe transport. It is non-hazardous, non-flammable, and suitable for standard freight handling. Keep dry and avoid excessive compression during loading. Avoid prolonged exposure to sunlight/heat to preserve fiber performance. |
| Storage | Store Kuraray RECD15-PVA Fiber in its original, unopened packaging in a cool, dry, well-ventilated area. Keep pallets off the floor and protected from rain, moisture, and direct sunlight. Avoid exposure to humidity, which can affect fiber performance. Maintain stable temperatures and handle carefully to prevent bag damage. |
| Shelf Life | Shelf life is at least two years when stored in a cool, dry place away from direct sunlight and moisture. |
Across automated architectural precast lines producing thin-walled concrete cladding elements, Kuraray RECD15 PVA fiber is specified to suppress early-age plastic shrinkage cracking during forced-air curing and to reduce breakage during stripping, stacking, and truck transport. The fiber addition is constrained by the need to maintain a consistent exposed-aggregate face and by the vibration energy density of external form vibrators. In this application, the relevant compliance framework begins with EN 14889-2 for polymer fibers in concrete, ISO 13270:2013 for synthetic fiber definitions and test methods, and ASTM C1116/C1116M Type III synthetic fiber-reinforced concrete. For the precast concrete element itself, EN 13369 common rules for precast concrete and EN 206 exposure classes typically apply. The RECD15 dosage is normally held between 0.35 vol% and 0.70 vol%, equivalent to 4.6 kg/m³ and 9.1 kg/m³ at a fiber density of 1.30 g/cm³. The lower bound is used for panels thinner than 70 mm because dense formwork reinforcement and high-frequency vibration can orient fibers in ways that increase surface telegraphing, while the upper bound is reserved for panels with large openings or thin return legs. In production, the mixing sequence is critical: fiber is introduced only after the coarse aggregate has formed a moving bed in the pan mixer, and the batch is mixed for at least 60 s before cement and water are added. Premature fiber introduction in 1.5 m³ planetary mixers has been reported to produce fiber balling and extended cleanout times, whereas aggregate-first sequencing maintains a discrete fiber distribution without visible clumping. The fresh mix is adjusted to a slump of 130 ± 20 mm using a polycarboxylate ether water reducer, and the green panels are consolidated with external vibrators operating at 50 Hz. Steam curing is limited to 60 °C to avoid thermal degradation of the PVA fiber surface. End products from this scenario include architectural cladding panels, sandwich facade elements, rainscreen panels, noise barrier walls, and precast window surrounds.
In wet-mix sprayed concrete for tunneling and slope support, RECD15 is selected where steel fiber corrosion is undesirable or where contact with rubber-tired equipment favours a non-metallic reinforcement. The addition ratio lies between 0.8 vol% and 1.5 vol%, equivalent to 10.4 kg/m³ and 19.5 kg/m³. Below 0.8 vol%, the reduction in rebound is insufficient to justify the fiber cost, and above 1.5 vol%, the yield stress of the mix can approach the safe operating envelope of piston pumps delivering at 20–30 bar; line blockages and nozzle pulsation have been observed in 65 mm hose when the higher dose is combined with a silica-fume-rich binder. The governing documents for this application are EN 14487-1 for sprayed concrete specification, the EFNARC European Specification for Sprayed Concrete for rebound and pumpability acceptance, ACI 506R for shotcrete practice, and ASTM C1436/C1436M for materials for shotcrete. Energy absorption classification is normally evaluated by round panel testing under ASTM C1550, with dosage adjusted to meet the J3 or J4 energy classes where specified. The production process begins with batching in a twin-shaft mixer, where fiber is fed through a separate fiber dosing unit after the aggregate has been wetted; mixing continues for 45–60 s after fiber addition. The fresh shotcrete is transported to the nozzle by a wet-mix piston pump, and an alkali-free accelerator is dosed at 3–8% by mass of binder at the nozzle. Rebound on vertical excavation faces is typically assessed by collecting rebound material and comparing mass to the total sprayed mass; the fiber effect is most visible at early spraying angles, where fiber bridging holds the plastic layer in place. Terminal product types include primary tunnel linings, final linings in low-to-moderate squeeze ground, rock slope stabilization shells, portal retaining walls, and underground excavation support.
| Parameter | Standard/Guide | Test or Verification | Typical Measuring Equipment |
|---|---|---|---|
| Fiber material conformity | EN 14889-2 | Initial type testing, length/diameter check | Optical microscope, tensile tester |
| Fresh sprayed concrete | EN 14487-1 | Compressive strength, energy absorption | Round panel test rig, ASTM C1550 |
| Pumpability and rebound | EFNARC 1999 | Rebound mass ratio, visual sprayability | Piston pump, nozzle, rebound collection |
| Material acceptance | ASTM C1436/C1436M | Fresh properties, accelerator compatibility | Slump cone, curing chamber |
Where high-bay logistics floor plates exceed 4,000 m² without expansion joints, RECD15 is incorporated to limit edge curling and random early-age cracking before the saw-cut plan can be executed. The dosage is normally set between 0.4 vol% and 0.8 vol%, corresponding to 5.2 kg/m³ and 10.4 kg/m³. The lower bound is sufficient for slabs thinner than 150 mm cast under a roof and protected from wind, while the upper bound is used for jointless strips exposed to day-night temperature swings or for slabs in freezer rooms with thermal gradients across the thickness. Compliance for this application is anchored to ASTM C1579 for plastic shrinkage cracking, ASTM E1155 for F-number floor profile measurement, DIN 18202:2019-07 for flatness tolerances, and Concrete Society TR34 for ground-supported slab design and construction. In practice, the fresh mix is delivered at 150 ± 20 mm slump, placed by laser screed, and vibrated with a low-frequency screed vibrator. The power trowel sequence is delayed until the bleed water has evaporated; troweling too early produces a fiber-rich surface layer that can interfere with final steel-trowel finish and produce a fuzzy texture. Saw cutting is scheduled between 8 h and 16 h after initial set, depending on ambient temperature and slab temperature. RECD15 is not a substitute for structural steel or dowels at movement joints, and published data for this specific industrial floor configuration indicates that crack-width control is most reliable at dosages above 0.6 vol% when saw-cut spacing exceeds 4.5 m. End products include automated storage and retrieval warehouse floors, cold-storage slabs, distribution centre docks, and heavy-traffic logistics pavements.
When marine splash zone repair mortar must resist chloride-induced spalling without a heavy mesh casing, RECD15 provides distributed micro-reinforcement that is compatible with wet-spray repair and with the high-pH environment of cementitious overlays. The dosage in this application ranges from 1.0 vol% to 2.0 vol%, equivalent to 13.0 kg/m³ to 26.0 kg/m³. The upper bound is reserved for vertical and overhead repairs where sag resistance and impact resistance are governing, while the lower bound is used when the repair thickness is less than 25 mm. The compliance framework includes EN 1504-3 structural repair class R4, ISO 16204 for durability design of concrete structures, ACI 544.4R for fiber-reinforced concrete design, and ASTM C1585 for water absorption and chloride transport evaluation. Surface preparation is performed by hydrodemolition to remove chloride-contaminated concrete and expose a rough profile of at least 3 mm. The repair mortar is mixed in a high-shear colloidal mixer, with RECD15 introduced after the cementitious materials have been wetted; mixing is continued for 90 s to disperse the fiber without damaging the monofilament surface. The mortar is applied by low-pressure wet spray in lifts not exceeding 50 mm, and each lift is scrubbed to close surface porosity. Curing is carried out with potable water and geotextile for 7 d, and tidal cycles are excluded during the first 12 h by formwork or temporary shielding. The operational boundary is that RECD15 does not replace the need for cathodic protection in chloride-contaminated elements and that fiber addition above 2.0 vol% sharply increases wet-spray rebound on vertical surfaces. End products include quay wall repairs, pier cap overlays, sheet pile flange encasements, bridge pile jackets, and wastewater structure linings.
Immediately after demolding dry-cast concrete pipe, the green product is subjected to handling stresses that can produce end cracks and spigot damage before steam curing. RECD15 is added at 0.3–0.6 vol%, equivalent to 3.9–7.8 kg/m³, to improve green strength and reduce breakage in automated pipe plants. The compliance framework for this use follows ASTM C1433 for precast reinforced concrete box sections, ASTM C76 for reinforced concrete culvert, storm drain, and sewer pipe, EN 1916 for precast concrete pipes and fittings, and ISO 13270 for synthetic fiber test methods. The production process uses a zero-slump, moist-earth mix that is compacted by vibrocompression in vertical or packerhead forms; fiber is dry-mixed with aggregate before water addition because dry-cast moisture content is too low to disperse fiber added later. Compaction is performed at 3,000–4,000 rpm vibration frequency depending on pipe diameter, and the pipe is stripped immediately after forming. Curing is normally accelerated with low-pressure steam at 50–60 °C. The fiber addition above 0.6 vol% is not recommended in this production route because it reduces the compacted density of the dry-cast matrix and can increase surface porosity. Terminal products include storm drainage pipe, culvert pipe, sewer pipe, jacking pipe, and precast box culverts.
Thin bonded overlay placed under lane closure is a high-risk repair operation because the overlay must bond to a prepared substrate while plastic shrinkage and thermal movement are constrained by the existing deck. RECD15 is incorporated at 0.5–1.0 vol%, equivalent to 6.5–13.0 kg/m³, to limit crack width and reduce water migration into the deck. The lower dosage is selected for latex-modified or silica-fume overlays with high binder content, and the upper dosage is selected for low-slump, high-traffic overlays placed at thicknesses between 25 mm and 50 mm. Compliance references include ASTM C928/C928M for packaged, dry, rapid-hardening cementitious materials for concrete repair, AASHTO M 275 for highway repair materials, ASTM C1579 for plastic shrinkage cracking, and EN 1504-2 for surface protection systems relevant to ingress control. The substrate is prepared by mechanical scarification or hydrodemolition to remove unsound concrete and expose a surface profile of 2–4 mm. The overlay is mixed in a mobile volumetric mixer or pan mixer, with fiber added after the aggregate and before the water to prevent clumping. Placement is performed by screed and covered with a wet burlap or liquid curing membrane; the curing period extends until the overlay reaches 70% of the specified compressive strength. The main operational limitation is the bond line: in overlays thinner than 25 mm, fiber concentration can increase air content at the bond interface if the mix is over-vibrated, reducing pull-off strength under ASTM C1583. Published data for this specific configuration with RECD15 is limited, and trial panels are required to confirm compatibility with the selected bonding agent. End products include bridge deck overlays, approach slab toppings, parking deck repair surfaces, and ramp wearing courses.
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Kuraray RECD15-PVA Fiber for Concrete Reinforcement is a high-modulus polyvinyl alcohol monofilament produced by hydrolysis of polyvinyl acetate and supplied as chopped strands for dry-mix, wet-mix, and sprayed concrete. The designation identifies a fibre within the concrete-reinforcement portfolio rather than a textile, papermaking, or chopped-strand mat grade. The polymer surface carries pendant hydroxyl groups that promote wetting and adhesion to hydrating cement paste; this distinguishes the product from hydrophobic polypropylene fibres with equivalent chopped geometry. The material is classified under ASTM C1116/C1116M-23 as a Type III synthetic fibre and, where European conformity is required, can be supplied under EN 14889-2:2006 factory production control. Because manufacturer lot certificates can vary by cut length, finish, and dispersibility package, the values that follow are representative published data for high-modulus Kuraray PVA concrete fibres and shall be confirmed against the lot-specific technical data sheet before production batching.
The specification set is dominated by monofilament diameter, cut length, tensile strength, and elastic modulus because these variables control fibre count, crack-bridging potential, and post-crack flexural response. Representative values for the high-modulus REC series are summarised in Table 1. Single-fibre tensile properties are determined under ASTM D3822-20, not on a fibre bundle, because bundle average values would conceal the fibre-to-fibre ultimate strength distribution. Density is tested on the dry polymer under ISO 1183-1:2019. The cut length is grade-specific and shall be selected according to maximum aggregate size and placement method; published data for this specific RECD15 configuration is limited and shall be verified with the certificate of analysis.
| Property | Representative value | Reference method |
|---|---|---|
| Fibre chemistry | Polyvinyl alcohol homopolymer | Manufacturer certificate |
| Monofilament diameter | 0.04 mm | Lot-specific certificate |
| Cut length | 12 mm | Lot-specific certificate |
| Tensile strength | 1,560 MPa | ASTM D3822-20 |
| Young’s modulus | 41 GPa | ASTM D3822-20 secant |
| Elongation at break | 6.5% | ASTM D3822-20 |
| Density | 1.30 g/cm³ | ISO 1183-1:2019 |
At the stated geometry, a single fibre has a volume of approximately 1.51 × 10−5 cm³ and a mass of approximately 1.96 × 10−5 g. One kilogram therefore contains on the order of 51,000,000 individual filaments. At a dosage of 1.0% by volume, the fibre mass is 13 kg/m³, which delivers more than 650,000,000 discrete crack-bridging elements per cubic metre. This fibre count is the principal reason a low-mass addition can influence plastic shrinkage crack width and early-age microcrack distribution under restraint; the effect on hardened flexural residual strength is governed by dosage, bonding, and matrix strength rather than fibre count alone.
Post-crack performance is evaluated in a closed-loop servo-controlled testing machine under ASTM C1609/C1609M, which records load-deflection response and derives flexural performance parameters such as f600D and f150D at net deflections of L/600 and L/150. The test requires beam dimensions of 150 × 150 × 500 mm when aggregate size permits and a minimum of three specimens from a given batch to capture fibre distribution variability. ASTM C1399/C1399M is used when deflection-controlled equipment is not available; it measures average residual strength after a cracked beam is reloaded under a steel plate. PVA fibre-reinforced concrete tested under these methods typically exhibits a distributed post-crack residual load response rather than a single dominant crack opening; the exact f600D and f150D values cannot be transferred from other fibre types and shall be established by trial batching at the project dosage. For shotcrete, the panel test of ASTM C1550-20 and the energy absorption requirements of EFNARC are more appropriate than beam tests because sprayed concrete receives fibre orientation from high-velocity placement. Published data for this specific RECD15 configuration is limited in public literature; therefore, project qualification testing under the governing standard is mandatory.
Dosage selection is governed by the performance objective. For plastic shrinkage control in flatwork, additions of 0.6 kg/m³ to 1.8 kg/m³ are commonly evaluated; at 0.9 kg/m³ the calculated fibre population is approximately 45,900,000 filaments per cubic metre. For post-crack flexural strengthening and slab replacement of light-gauge steel mesh, volume fractions from 0.5% to 1.0% are more typical, corresponding to 6.5 kg/m³ to 13 kg/m³ for a 1.30 g/cm³ polymer density. The addition of the fibre does not alter the validity of the water-cementitious materials ratio required for durability compliance under ACI 318-19 exposure categories; any water added solely to restore slump after fibre addition shall be offset by additional cementitious material or high-range water reducer to maintain the specified ratio.
Fibre addition at the aggregate charging point of a pan mixer or twin-shaft high-shear mixer provides more uniform distribution than dumping the full bag onto the head water in a free-fall drum mixer. The hydrophilic fibre surface can adsorb mix water and increase apparent cohesiveness; the resulting slump loss is batch-specific and can be compensated with an ASTM C494/C494M Type F or Type G high-range water reducer in trial batching. A target mixing interval of 5 min at high shear after the last fibre is added is a starting point; truck drum speed in ready-mix production should be held at 12 rpm to 15 rpm for 5 min after fibre dosage. Free-fall drum mixing above 0.75% by volume is not recommended because the calculated fibre surface area at 1.0% by volume is approximately 1,000 m²/m³, which increases the probability of agglomeration and balling. Air content shall be checked according to ASTM C231/C231M because polyvinyl alcohol fibres can stabilise entrained air bubbles and change the spacing factor measured under ASTM C457/C457M. Batch-to-batch charge weights should be recorded to the nearest 0.1 kg/m³; ready-mix batching accuracy follows ASTM C94/C94M.
The substitution is not mass-equivalent because steel and PVA have different densities, fibre counts, and elastic moduli. PVA at 1.30 g/cm³ has roughly one-sixth the density of steel at 7.85 g/cm³, and its elastic modulus of 41 GPa is about 0.21 times the 200 GPa modulus of carbon-steel fibre. Under ASTM C1609/C1609M, this lower modulus produces a more gradual post-crack load rise at small crack openings, whereas hooked-end steel fibres mobilise anchorage earlier in the crack-opening range. The PVA fibre compensates through higher fibre count and matrix bonding: at 1.0% by volume, the product distributes more than 650,000,000 filaments per cubic metre, while a typical 25 kg/m³ dose of 0.75 mm × 60 mm hooked-end steel fibre supplies roughly 120,000 fibres per cubic metre. In wet-shotcrete tunnel linings and pool shells, PVA eliminates corrosion staining and magnetic interference; steel fibre is excluded from some installations where ACI 506R-16 requires non-metallic reinforcement or where chloride exposure class C2 under ACI 318-19 would demand additional cover. The product should not be considered a direct structural substitute for conventional flexural steel reinforcing bars in members governed by ACI 318-19 Chapter 9; it functions as distributed crack control and post-crack residual strength enhancement, not as primary bar reinforcement unless project-specific design provisions and testing permit alternative use.
| Property | RECD15 PVA | Hooked-end steel macro-fibre | Polypropylene macro-fibre |
|---|---|---|---|
| Density | 1.30 g/cm³ | 7.85 g/cm³ | 0.91 g/cm³ |
| Tensile strength | 1,560 MPa | 1,100 MPa | 550 MPa |
| Elastic modulus | 41 GPa | 200 GPa | 6 GPa |
| Elongation at break | 6.5% | 3.5% | 20% |
| Approximate fibre count per kg | 51,000,000 | 4,800 | 140,000 |
| Corrosion tendency | None | Possible in chloride exposure | None |
| Primary bonding mechanism | Hydrophilic hydroxyl surface adhesion to cement paste | Mechanical anchorage | Hydrophobic surface with limited chemical bond |
Plastic shrinkage cracking occurs when the evaporation rate from the fresh concrete surface exceeds the bleeding rate, as described in ACI 305R-20. PVA fibre addition changes the plastic-state crack pattern by bridging the developing capillary-stress field, but it does not replace early curing. ASTM C1579-21 provides a restrained panel test for comparing plastic shrinkage crack area of control and fibre-reinforced concrete mixtures under calibrated evaporation; ASTM C1581/C1581M-18a quantifies restrained shrinkage cracking over time in rings. In production concrete, a PVA fibre addition of 0.6 kg/m³ to 1.8 kg/m³ is evaluated for flatwork and topping placements. When the evaporation rate exceeds 1.0 kg/m²/h, fogging, evaporation retarders, wind breaks, or wet burlap shall be used; the fibre additive cannot compensate for the loss of surface bleed water at high temperature and low relative humidity. For slabs-on-ground finished with a steel trowel, the finish operation should begin only after surface bleed water has disappeared; premature finishing can drag fibre into a surface mat and produce a fuzzy texture. Saw cutting should follow the timing guidelines of ACI 302.1R-15 and is not delayed solely by fibre presence.
Storage conditions affect dispersibility. The product is supplied in moisture-resistant bags and should be stored sealed at 20 °C to 40 °C and below 60% relative humidity. Opened bags should be consumed within the same working shift if the plant ambient relative humidity exceeds 60%, because polyvinyl alcohol fibre can adsorb atmospheric moisture and develop clumps that reduce uniform dispersion. The fibre is not recommended for use in concrete containing high air contents above 8% unless a trial batch confirms uniform fibre distribution and stable air-void spacing under ASTM C457/C457M. It shall not be used as a substitute for curing; it does not prevent thermal cracking caused by high internal temperature gradients above 30 °C difference between core and surface in mass placements. For aggressive chemical environments, the cementitious matrix, not the PVA fibre, governs long-term durability; the fibre itself is resistant to alkali, but compatibility with acidic environments below pH 4 or strong oxidisers shall be confirmed with the manufacturer before use.
