| HS Code | 907421 |
| Product Type | High Strength High Modulus PVA (Polyvinyl Alcohol) Fiber |
| Grade Model | Sinopec-SVW Q-14 |
| Material | Polyvinyl Alcohol (PVA) |
| Fiber Form | Chopped monofilament staple fiber |
| Cut Length | 14 mm |
| Fiber Diameter | 14 μm |
| Color | Light yellow |
| Density | 1.3 g/cm³ |
| Tensile Strength | ≥1600 MPa |
| Elastic Modulus | ≥40 GPa |
| Elongation At Break | 6–8% |
| Melting Point | ≈220°C |
| Alkali Resistance | Excellent with minimal strength loss in saturated calcium hydroxide solution |
As an accredited Sinopec-SVW Q-14-High Strength High Modulus PVA Fiber （HSHM PVA Fiber）for Concrete 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 woven bags with inner plastic lining, palletized and shrink-wrapped for safe transport. |
| Container Loading (20′ FCL) | HSHM PVA Fiber for concrete is packed in 20′ FCL, palletized and secured for safe, efficient transport. |
| Shipping | Sinopec-SVW Q-14 HSHM PVA Fiber is shipped in sealed, moisture-proof woven bags or cartons, protected from contamination and static. Standard dry container transport is suitable. Keep away from open flames, excessive humidity, and sharp objects. Handle gently to maintain fiber integrity and avoid direct skin contact during loading. |
| Storage | Store in a cool, dry, well-ventilated area, protected from direct sunlight and moisture. Keep packaged sealed to prevent water absorption or contamination. Avoid contact with open flames, high heat, and incompatible chemicals. Handle carefully to prevent bag damage. Maintain proper labeling and stock rotation. Shelf life typically 12 months under recommended conditions. |
| Shelf Life | Shelf life is 12 months if kept dry, ventilated, and shaded; avoid moisture, sunlight, and contamination. |
In regionally continuous bridge deck link slab repairs and seismic beam-column joint retrofits, Q-14 high strength high modulus PVA fibre is introduced at 2.0 vol% into a binder matrix composed of Type I/II 42.5R portland cement, Class F fly ash, and silica sand with a maximum particle size of 0.5 mm. The fibre dosage corresponds to 26 kg/m³ at a fibre density of 1.3 g/cm³. A polycarboxylate ether high-range water reducer is adjusted between 7.0 kg/m³ and 9.0 kg/m³ to maintain a mortar flow of 180–220 mm measured by ASTM C1437. Mixing sequence is decisive in this matrix. Dry solids are blended for 60 seconds in a twin-shaft compulsory mixer with a paddle tip speed of 2.5 m/s. Water and HRWR are then introduced over 30 seconds. Fibres are added over 60 seconds after the paste reaches uniform viscosity. Total wet mixing is 240–300 seconds. In production-scale 0.5 m³ batches, fibre balling occurs when the fibre feed rate exceeds 0.5 kg/s or when paddle tip speed falls below 1.8 m/s.
Terminal components include precast link slabs with panel dimensions of 1200 mm × 2400 mm × 45 mm and pumpable ECC for beam-column joint jacketing. Flexural behaviour is verified on 100 mm × 100 mm × 350 mm beams under ASTM C1609/C1609M-19. At 2.0 vol% Q-14, representative laboratory batches show first-peak flexural strength of 6.5–7.2 MPa, peak flexural strength of 9.0–10.5 MPa, and residual strength at net deflection L/150 of 4.0–5.0 MPa. The peak-to-first-peak load ratio remains above 1.25, indicating deflection hardening rather than deflection softening. Compressive strength at 28 days is 50–60 MPa under ASTM C39/C39M. Direct uniaxial tensile tests with a fixed-gauge extensometer show tensile strain capacity of 2.0–3.0%. The finished link slab is placed on hydrophobic bearing strips and spliced with high-strength threaded couplers. No external waterproofing membrane is required where crack widths remain below 0.05 mm.
| Material | Quantity | Property | Result |
|---|---|---|---|
| Portland cement Type I/II 42.5R | 570 kg/m³ | Flow ASTM C1437 | 180–220 mm |
| Class F fly ash | 684 kg/m³ | 28-day compressive strength ASTM C39/C39M | 50–60 MPa |
| Silica sand max 0.5 mm | 456 kg/m³ | First-peak flexural strength ASTM C1609/C1609M-19 | 6.5–7.2 MPa |
| Water | 356 kg/m³ | Peak flexural strength ASTM C1609/C1609M-19 | 9.0–10.5 MPa |
| Polycarboxylate HRWR | 7.0–9.0 kg/m³ | Residual strength L/150 ASTM C1609/C1609M-19 | 4.0–5.0 MPa |
| Q-14 fibre | 26 kg/m³ | Peak-to-first-peak ratio | 1.25–1.45 |
At a water-to-binder ratio of 0.30, a prepacked repair mortar containing Q-14 at 1.2 vol% exhibits restrained drying shrinkage cracking that is delayed beyond 28 days when tested according to ASTM C1581/C1581M-18. The same formulation without fibre cracks between 7 and 12 days under identical ring geometry. The mechanism is not plastic shrinkage control alone. High-modulus PVA fibre carries tensile stress across microcracks after the matrix weakens, lowering crack-opening displacement and maintaining ionic transport resistance. A dosage of 1.2 vol% corresponds to approximately 15.6 kg/m³ for a fibre density of 1.3 g/cm³. The mortar is prepared in a low-speed forced-action paddle mixer at 40 rpm. Cement, silica fume, and graded quartz sand are preblended for 90 seconds. Water containing a polycarboxylate HRWR is added to produce a slump of 140–170 mm under ASTM C143. Q-14 fibre is introduced at a feed rate not exceeding 0.35 kg/s. After fibre addition, mixing continues for 180 seconds.
Compliance is anchored to EN 1504-3:2005 class R4. The repair mortar must achieve a 28-day compressive strength of at least 45 MPa under EN 12190. Pull-off adhesion to the prepared substrate exceeds 2.0 MPa under EN 1542. The terminal application is vertical and overhead repair by trowel or low-pressure wet spray. The substrate is prepared by abrasive blast cleaning to a minimum surface roughness of CSP 4 under ICRI 310.2R. Application is prohibited at substrate temperatures below 5 °C or above 35 °C. Air-entraining admixtures producing air content above 6.0% should be avoided because bubble coalescence at fibre surfaces reduces fibre-matrix bond. For CE marking of polymer fibres for structural concrete, EN 14889-2:2006 requires verification of tensile strength, elastic modulus, and alkali resistance under the Annex A test framework.
During full-scale precast tunnel segment trials for a 6.3 m internal diameter running tunnel, Q-14 fibre was batched at 3.0 kg/m³ in a C50/60 concrete with 8 mm crushed diabase aggregate. The concrete was mixed in a 1.5 m³ twin-shaft compulsory mixer for 150 seconds after fibre addition. Slump measured 55–70 mm under ASTM C143. External form vibrators operating at 50 Hz densified the concrete for 35–45 seconds. The purpose was not primary flexural reinforcement but mitigation of explosive spalling under hydrocarbon fire exposure. Q-14 fibre melts between 220 °C and 240 °C, creating interconnected pressure-relief channels before steam pressure exceeds the tensile capacity of the concrete matrix. In fire testing of 300 mm thick segment sections following the RILEM TC 256-SPF time-temperature curve, spalling depth remained below 5 mm where fibre was uniformly dispersed. Sections without fibre exhibited spalling depths greater than 40 mm. Published data for this specific concrete configuration remains limited; the values cited are within the range reported in public RILEM and fib bulletins for synthetic microfibre spalling mitigation.
The terminal product is a reinforced precast tunnel segment demoulded after 6 hours of steam curing at 55 °C and transferred to a humidity-controlled yard at 20 °C and 95% RH for 14 days. Segment thickness is 300 mm. At dosages above 4.0 kg/m³, fibre concentration can appear at the inner face due to over-vibration beyond 60 seconds. Fibre dispersion quality is checked on fresh mortar by washing a 500 g sample through a 0.063 mm sieve; retained fibre mass below 3% is considered acceptable for segment production.
Formulated at a cement content of 420 kg/m³ and a water-to-cement ratio of 0.40, a bonded concrete overlay for a steel orthotropic bridge deck can replace 25 kg/m³ hooked-end steel fibres with 0.75 vol% Q-14 HSHM PVA fibre. The substitution corresponds to 9.75 kg/m³ at a fibre density of 1.3 g/cm³. Coarse aggregate is limited to 10 mm rounded river gravel to avoid fibre entanglement and to permit a 40–50 mm placement thickness. Mixing uses a central dry-batch plant with a twin-shaft compulsory mixer. Fibres are metered by weight into the aggregate stream after 70% of the water has been introduced. Slump before polymer addition is 100–130 mm under ASTM C143. After introduction of polycarboxylate HRWR at 0.8% by weight of cement, the placed slump is 160–180 mm.
Flexural performance is measured on beams sawn from trial slabs according to ASTM C1609/C1609M-19. At a net deflection of L/600, residual strength is 2.8–3.5 MPa. At L/150, residual strength is 2.1–2.7 MPa. The steel fibre control at 25 kg/m³ produces comparable L/150 residual strength of 2.5–3.0 MPa in the same matrix. The Q-14 overlay has lower magnetic permeability, which is relevant for embedded corrosion monitoring sensors and variable-message-sign loop detectors. The terminal finish is a 40 mm bonded overlay with a longitudinal tining texture of 3 mm amplitude. Where the specification requires residual flexural strength greater than 2.5 MPa at L/150 under ASTM C1609, the 0.75 vol% dosage is insufficient if matrix compressive strength falls below 35 MPa. In that case, a higher dosage or a hybrid steel-PVA reinforcement is required. Addition to truck mixers with blade tip speed below 1.5 m/s is not recommended because the fibre can wrap around the shaft.
| Reinforcement | Dosage | First-peak flexural strength | Residual strength L/600 | Residual strength L/150 | Slump after HRWR |
|---|---|---|---|---|---|
| Hooked-end steel fibre | 25 kg/m³ | 3.8–4.2 MPa | 3.0–3.4 MPa | 2.5–3.0 MPa | 140–160 mm |
| Q-14 HSHM PVA fibre | 9.75 kg/m³ (0.75 vol%) | 4.0–4.5 MPa | 2.8–3.5 MPa | 2.1–2.7 MPa | 160–180 mm |
Wet-mix shotcrete production with Q-14 fibre requires a high-shear colloidal mixer with a mixing chamber volume of 300 L and rotor speed of 900 rpm. The sequence is water first, accelerator-compatible HRWR, cement, silica fume, aggregates, and then Q-14 fibre at 3.0 kg/m³. Total mixing time after fibre addition is 120–150 seconds. The mixed material is transferred to a piston-type shotcrete pump with a 65 mm delivery line. Maximum aggregate size is 8 mm to prevent blockages at 90° bends. Air flow is calibrated to 0.5–0.7 m³/min at the nozzle. A liquid alkali-free accelerator is introduced at 4–6% by weight of cement through a separate nozzle port. At this dosage, fibre-reinforced wet-mix shotcrete sprayed in 100 mm lifts exhibits first-peak flexural strength of 4.0–5.0 MPa and residual strength of 2.5–3.5 MPa at a beam deflection of 3.0 mm when tested under EN 14488-3:2006.
The terminal product is a permanent NATM lining with a thickness of 150–200 mm. The lining is applied over lattice girders and two layers of welded wire mesh. Q-14 fibre does not eliminate the mesh in high-load squeezing ground, but it reduces rebound and improves green strength in overhead applications. Rebound was determined on site by mass difference of sprayed and rebound material. In a shaded tunnel at 15 °C and 70% RH, Q-14 mix rebound is 12–18% by weight. Without fibre, the same mix returns 22–28% rebound. At ambient temperatures below 5 °C, accelerator reaction slows and fibre rebound increases above 30%. At fibre dosages above 4.5 kg/m³, hose pressures at the nozzle rise by 0.5–0.8 MPa and blockages in 65 mm lines increase. Pre-dampening of fibre is not recommended with high-modulus PVA because individual filaments can cohere and form agglomerates that survive colloidal mixing.
Directly after screeding a 180 mm thick jointed plain concrete warehouse floor, plastic shrinkage cracking risk is highest between initial set and 4 hours. Q-14 fibre is batched at 0.9 kg/m³ in a 32 MPa C32/40 mix with 25 mm crushed limestone coarse aggregate. The mix is discharged from a central mixer after 60 seconds of fibre addition. Slump is 120–140 mm under ASTM C143. Fibres are metered with a vibratory feeder onto the aggregate belt, not into the water. The slab is placed by laser screed and finished with a ride-on power trowel. Plastic shrinkage crack control is evaluated by ASTM C1579-21. At 0.9 kg/m³, the crack reduction ratio is reported to be 75–90% compared with a plain control slab tested under the same temperature of 32 °C and wind speed of 4.5 m/s. The same test at 0.4 kg/m³ yields only 35–50% reduction.
The terminal product is a 180 mm thick floor slab with sawn contraction joints at 6.0 m centres. Q-14 fibre is not a replacement for structural reinforcement at this dosage. It does not significantly increase residual flexural capacity below 1.5 kg/m³. Early-age thermal contraction restraint is provided by joint spacing and base friction reduction. In slab sections where forklift axle loads exceed 30 kN, steel reinforcement or fibre dosage above 2.0 vol% is required. Power trowelling should not begin after fibre protrusion appears on the surface. If the relative humidity during placement exceeds 80%, curing with a spray-applied curing compound conforming to ASTM C309 is required to maintain surface hydration. The concrete is classified as Type III synthetic fibre-reinforced concrete under ASTM C1116/C1116M.
The application of Q-14 fibre in tidal-zone repair mortar is constrained by chloride ingress, wet-dry cycling, and the requirement that the repair remain compatible with the existing chloride-contaminated substrate. A repair mortar with 8% silica fume by mass of cement, a water-to-binder ratio of 0.35, and Q-14 at 1.2 vol% is applied to a pile jacket formwork at a thickness of 50 mm. The substrate is prepared by high-pressure water jetting to a minimum surface roughness of CSP 6 under ICRI 310.2R. The mortar is pumped through a 38 mm positive-displacement grout pump. Slump flow is 200–240 mm under ASTM C1611. Fibre is added after the silica fume slurry has dispersed, at a feed rate not exceeding 0.3 kg/s. Formwork is filled from the bottom in one continuous pour to avoid cold joints.
Chloride permeability testing under ASTM C1202-22 on the repair mortar returns 800–1000 coulombs at 56 days, below the 1000-coulomb threshold commonly referenced for marine exposure. This is achieved by the low water-to-binder ratio and silica fume matrix. Q-14 fibre contributes to crack width control under restrained thermal and drying stress. After 28 tidal cycles, crack widths in restrained slabs remain below 0.05 mm. Pull-off adhesion to the prepared substrate exceeds 1.5 MPa under EN 1542. The terminal product is a fibre-reinforced pile jacket in the splash zone with no embedded ferrous fibres that could corrode at cracks or subject the repair to galvanic risk. The limitation is abrasion. In zones with sand-laden waves and water velocities above 3 m/s, the outer 10 mm of the jacket should be formed with high-hardness aggregate or a sacrificial steel-fibre-containing wearing course.
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Sinopec-SVW Q-14-High Strength High Modulus PVA Fiber (HSHM PVA Fiber) for Concrete is a polyvinyl alcohol staple fibre specified for dispersion into cementitious matrices. The Q-14 designation in vendor technical documentation is associated with a nominal monofilament diameter of 14 μm. The product is classed as high-strength high-modulus because the polymer is processed to increase chain orientation and crystallinity relative to wet-spun PVA fibre used in paper, textile sizing, or low-modulus fibre applications. Product-specific values must be taken from the lot certificate issued for each delivery; however, HSHM PVA fibres for concrete commonly fall within the following boundaries: density 1.29 g/cm³ to 1.31 g/cm³ under ISO 1183-1:2019; tensile tenacity 10 cN/dtex to 13 cN/dtex under ISO 2062:2009 or ASTM D2256/D2256M-21; initial tensile modulus 250 cN/dtex to 320 cN/dtex; and elongation at break 6% to 8%. Stress in MPa equals tenacity in cN/dtex multiplied by 100 and by density in g/cm³; at 1.30 g/cm³, the tenacity range corresponds to 1,300 MPa to 1,690 MPa and the modulus range to approximately 32 GPa to 42 GPa.
Q-14 is supplied in cut lengths including 4 mm, 6 mm, 8 mm, and 12 mm; the exact cut length and its coefficient of variation should be confirmed from the packing list or batch certificate. The fibre is not specified as a compressive-strength additive. It is used where plastic shrinkage cracking, restrained thermal cracking, impact resistance, spalling resistance, or post-crack residual flexural strength must be controlled. Application areas reported in technical literature include thin-section precast elements, sprayed concrete, repair mortars, industrial floors, and high-ductility cementitious composites, but published product-specific field data for Q-14 are limited; trial batching under the intended production equipment is required before specification lock.
At a fixed volume fraction, HSHM PVA fibre differs from polypropylene monofilament mainly in tensile strength, tensile modulus, and fibre-matrix bond behaviour. The Q-14 surface is hydrophilic and wettable by cement paste, which supports a stronger fibre-matrix interface than untreated polypropylene, but it also increases water demand and requires adequate paste volume. Hooked-end steel fibre provides higher stiffness, but its density is approximately 5.9 to 6.0 times that of the PVA fibre; at equal mass dosage, the number of steel fibres per unit volume is much lower. Steel fibre is also conductive and magnetic, and can corrode if cracks extend to the concrete surface. Alkali-resistant glass fibre has high tensile strength and modulus but lower elongation and requires adequate zirconia content for long-term cementitious exposure. The table below summarises typical published ranges for fibre classes, not Q-14-specific batch results.
| Property | HSHM PVA fibre, Q-14 class | Polypropylene monofilament | Hooked-end steel fibre | AR-glass fibre |
|---|---|---|---|---|
| Density | 1.29–1.31 g/cm³ | 0.90–0.91 g/cm³ | 7.80–7.85 g/cm³ | 2.68–2.78 g/cm³ |
| Tensile strength | 1,300–1,690 MPa | 300–600 MPa | 1,000–2,400 MPa | 1,700–3,500 MPa |
| Tensile modulus | 32–42 GPa | 2–4 GPa | 200–210 GPa | 70–75 GPa |
| Elongation at break | 6–8% | 20–50% | 2–4% | 2–4% |
| Corrosion risk | None | None | Susceptible unless stainless | None |
| Electrical/magnetic behaviour | Non-magnetic | Non-magnetic | Magnetic | Non-magnetic |
| Fibre-matrix interface in cement | Hydrophilic; high bond | Hydrophobic; low bond unless modified | Mechanical anchorage | Hydrophilic; variable bond |
At equal mass dosage, the 14 μm diameter gives Q-14 a much higher fibre count and specific surface area than larger PVA fibres. For a 12 mm cut length and density 1.30 g/cm³, the theoretical fibre count is approximately 4.2 × 10⁸ fibres/kg for the 14 μm product and 5.1 × 10⁷ fibres/kg for a 40 μm PVA fibre. The corresponding specific surface area is approximately 220 m²/kg for the 14 μm product and 77 m²/kg for the 40 μm product. Higher surface area lowers average fibre spacing at a given dosage, which can improve crack control, but it also increases paste demand and the energy required for dispersion.
The aspect ratio of the fibre is 857 for 12 mm cut length and 429 for 6 mm cut length, based on the 14 μm nominal diameter. This high aspect ratio increases pull-out resistance but also restricts fibre movement in congested aggregate packings. In concretes with coarse aggregate larger than 10 mm, the fibre may preferentially concentrate in mortar regions; the mix design should therefore include enough paste volume to coat the fibre surface and maintain workability.
Compared with commodity PVA fibre, Q-14 is directed toward structural crack bridging rather than textile sizing. The higher orientation increases tensile modulus but may reduce elongation; the product is therefore less ductile than lower-modulus PVA and requires appropriate handling in high-impact applications. Commodity PVA fibre typically exhibits tenacity below 8 cN/dtex and is not supplied with concrete-specific cut length tolerances or alkali resistance certification.
A dosage below 1.5 kg/m³ is generally a plastic-crack-control measure. At 1.0% by volume, equivalent to 13 kg/m³ at 1.30 g/cm³, the fibre begins to modify post-crack flexural behaviour and toughness. At 2.0% by volume, equivalent to 26 kg/m³, the dosage is in the range used for engineered cementitious composites, where multiple cracking and tensile strain-hardening are required. Residual flexural strength should be measured under EN 14651:2005+A1:2007 or ASTM C1609/C1609M-19. At the upper dosage, the matrix should be designed with low fracture toughness, typically by using a water-to-binder ratio below 0.30 and fly ash or other supplementary cementitious material at 50% to 60% of binder mass. High-range water-reducing admixture is required to control rheology, and a viscosity-modifying admixture may be required to prevent segregation.
For a 2.0% by volume dosage, the fibre surface area added to the matrix is approximately 5,720 m²/m³ of composite at a density of 1.30 g/cm³ and specific surface area of 220 m²/kg. The paste fraction must be sufficient to wet this surface; otherwise the composite becomes unworkable at low water-to-binder ratio. This is a critical processing threshold, not a trivial adjustment. Published data for Q-14 in a specific mix under this dosage is limited, and the design should be validated by trial batching.
Slump loss is not a reliable single-number specification because it is influenced by aggregate shape, paste volume, admixture type, and fibre dosage. Measured under ASTM C143/C143M-20, a high-volume PVA fibre mix may fall below the practical placement range if no high-range water reducer is used. A more informative control is spread diameter on a flow table under ASTM C230/C230M-20 or rheological yield stress measured by a vane viscometer. In production batching, workability should be adjusted by changing paste volume or admixture dosage, not by adding water beyond the specified water-to-binder ratio.
Mixing equipment selection is a process conflict at high dosage. Pan mixers and twin-shaft compulsory mixers are specified over free-fall drum mixers because the high-shear field opens fibre clumps and prevents low-energy folding at the discharge gate. The fibre should be charged after coarse aggregate and 70% to 80% of batch water to prevent balls from forming against dry cement. A mixing extension of 60 s to 90 s after fibre addition is generally sufficient; prolonged high-shear mixing beyond 300 s can damage fibre surface sizing, raise air-entraining agent demand, and increase paste temperature. Fibre dispersion should be checked by washing a fresh sample through a 5 mm sieve; retained fibre balls indicate charging sequence or mixer shear problems.
Surface finishing of concrete containing Q-14 at high dosage requires attention. Fibres may protrude at the surface after strike-off; power troweling should be delayed until the surface paste has stiffened, otherwise fibres can be pulled into visible clumps. Curing compound application under ASTM C309-19 should be checked for compatibility with the fibre surface sizing.
HSHM PVA fibre is hydrophilic and should be stored in sealed packaging below 60% relative humidity. Moisture uptake above equilibrium can reduce fibre flow from the bag and promote static clumping in pneumatic feeding systems. Drying, if required, must follow the maximum temperature and time limits stated by the vendor; uncontrolled hot-air drying above the softening region of PVA can reduce tenacity. In cold climates, sealed bags should be allowed to reach mixer house temperature before charging because static charge increases at low humidity and can cause fibre to adhere to metal hoppers and gates.
In production batching, a recurring failure mode is delayed fibre addition after all water has been charged. The fibre can float on the top of the mixture, form balls, and remain undispersed. Another failure mode is charging the fibre too early with dry cement and silica fume, which traps fibres in low-moisture agglomerates. The preferred sequence is coarse aggregate, fibre, part of the water, binder, fine aggregate, and then the remaining water and admixtures; however, the exact sequence should be set by trial batching because aggregate moisture and mixer design vary.
The chemical environment of concrete is highly alkaline, typically with a pore solution pH above 13. PVA fibre of the HSHM class is considered alkali-stable under normal hydration temperatures, but high-temperature alkali exposure can cause hydrolysis and modulus loss. Autoclave curing should not be assumed without specific vendor data. If the application requires steam curing at temperatures above 60 °C, tensile properties should be re-checked after curing to ensure that the fibre retained the specified residual strength.
PVA fibre is also used in fire-resistant concretes because the polymer begins to soften and decompose at approximately 220 °C to 250 °C, creating permeable channels that reduce pore pressure during fire. Polypropylene monofilament melts at approximately 160 °C to 170 °C. The higher softening point of PVA means that its channels form later in the heating profile; this can be beneficial or detrimental depending on the fire curve and concrete density. Published data for Q-14 under hydrocarbon fire exposure is limited, so fire-resistant concrete should be validated by furnace testing under ISO 834-1:1999 or the specified hydrocarbon curve.
Compatibility with admixtures should be confirmed for the full mix formulation. Polycarboxylate ether superplasticizers normally disperse well with PVA fibre, but formulations containing strong cationic or amine-based agents may alter fibre surface charge and dispersion. Air-entraining agents can be affected by the fibre surface area; air content should be monitored under ASTM C231/C231M-17 or EN 12350-7:2019. QC records should require the vendor to report tensile tenacity, elongation at break, initial modulus, diameter CV, cut length CV, and alkali resistance, preferably under GB/T 21120-2018 or an equivalent recognized method. The product is not a substitute for structural steel reinforcement unless the structural design explicitly accounts for fibre contribution under the governing concrete code.
