| HS Code | 727671 |
| Density | 1.30 g/cm³ |
| Tensile Strength | ≥ 13 cN/dtex (approximately 1.7 GPa) |
| Elastic Modulus | ≥ 300 cN/dtex (approximately 35 GPa) |
| Elongation At Break | 6% - 8% |
| Fiber Length | 6 mm, 8 mm, 10 mm, 12 mm (customizable) |
| Fiber Diameter | 12 - 15 μm |
| Melting Point | Approximately 220 °C |
| Decomposition Temperature | Above 230 °C |
| Alkali Resistance | Excellent; high strength retention in saturated calcium hydroxide solution |
| Acid Resistance | Good; stable in dilute mineral and organic acids |
| Moisture Regain | Less than 5% |
| Dispersibility | Excellent uniform dispersion in concrete matrices |
As an accredited Sinopec-SVW Q-13-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 25 kg woven bags with inner plastic lining, palletized and stretch-wrapped to prevent moisture and damage during transit. |
| Container Loading (20′ FCL) | 20′ FCL container loading of Sinopec-SVW Q-13 HSHM PVA Fiber for concrete reinforcement, efficiently packed and secured. |
| Shipping | The product is shipped in sealed, moisture-proof woven bags or cartons, palletized for safe handling. Loaded into clean, dry containers for ocean or land transport. No special hazardous classification required, but protect from rain, direct sun, and mechanical damage during transit. |
| Storage | Store in a cool, dry, well-ventilated area, away from direct sunlight, heat sources, and open flames. Keep the packaging sealed and protect the PVA fiber from moisture, rain, and mechanical damage. Avoid compression during stacking. Properly stored material remains stable for a long shelf life. |
| Shelf Life | Shelf life: Store in dry, ventilated area; keep away from moisture. Minimum 2 years when sealed properly. |
In strain-hardening cementitious composite (SHCC) production with Sinopec-SVW Q-13 High Strength High Modulus PVA Fiber, the addition ratio is fixed between 1.5 vol% and 2.0 vol%, corresponding to 19.4 kg/m³ and 25.8 kg/m³ at a nominal fibre density of 1.29 g/cm³. This range is not derived from general fibre-reinforced concrete practice; it sits above the threshold required for multiple-cracking behaviour but below the concentration at which mixing water demand and fibre balling reduce workability to non-placeable levels. Product conformity for structural polymer fibres is assessed under EN 14889-2:2006, while North American flexural response is measured under ASTM C1609/C1609M-19a and material classification under ASTM C1116/C1116M-10a Type III. In EU sales, the fibre must be accompanied by a Declaration of Performance under Regulation (EU) No 305/2011, with the EN 14889-2:2006 attestation procedure. The matrix is typically a coarse-aggregate-free or microsilica-sand mortar with water-to-binder ratio between 0.24 and 0.28, fly ash-to-cement mass ratio between 1.2 and 1.6, and polycarboxylate-ether superplasticizer adjusted to maintain a slump flow of 180–220 mm. At production scale, the fibre is not dumped in a single charge but metered through a vibrating sifter into a pan-type compulsory mixer after binders and water have formed a homogeneous paste; extended wet mixing of 90–180 s after the final fibre dose is used to disperse the hydroxyl-rich fibre surface without inducing fibre shortening. Terminal products manufactured from this mix class include bridge-deck link slabs, seismic coupling-beam elements, ductile infill panels for structural retrofit, and permanent formwork components that exploit the tensile strain-hardening response. Published data for this specific Sinopec Q-13 product in high-volume fly ash ECC matrices is limited; trial batching with the actual fly ash source is required because residual carbon in fly ash can adsorb polycarboxylate dispersant and shift the surface-active balance between fibre dispersion and paste fluidity.
The operational boundary for this application zone is sensitivity to mix-water adjustments. PVA fibre with specified nominal tensile strength above 1,100 MPa and initial modulus above 30 GPa develops strong fibre-cement adhesion; if the paste fraction drops below 45% by volume, crack propagation transitions from multiple microcracking to localised pull-out. Batching plants that monitor actual mixer power draw prefer the fibre addition after the initial high-shear paste phase because premature addition can produce fibre agglomerates at the paddle tips. Testing under ASTM C1609/C1609M-19a on beams cured for 28 days should include load-deflection records to confirm deflection-hardening; a single first-crack strength value is insufficient for SHCC acceptance.
| Application zone | Typical addition range | Product conformity | Key test method |
|---|---|---|---|
| Strain-hardening cementitious composite | 1.5–2.0 vol% / 19.4–25.8 kg/m³ | EN 14889-2:2006; ASTM C1116/C1116M-10a Type III | ASTM C1609/C1609M-19a |
| Wet-mix shotcrete and tunnel linings | 0.3–0.8 vol% / 3.9–10.3 kg/m³ | EN 14487-2; EN 14889-2:2006 | ASTM C1550-20 |
| Precast architectural cladding | 0.5–1.2 vol% / 6.5–15.5 kg/m³ | PCI MNL-116; ACI 533R-11 | ASTM C157/C157M-17; ASTM C666/C666M-15 |
| Industrial slab-on-grade | 0.5–5.0 kg/m³ | ACI 302.1R-15; ACI 360R-10 | ASTM C1581/C1581M-18a |
| Structural repair and jacketing | 0.5–2.0 vol% / 6.5–25.8 kg/m³ | EN 1504-3; ASTM C928/C928M-20a | ASTM C1583/C1583M-13 |
| Marine and hydraulic structures | 0.3–0.8 vol% / 3.9–10.3 kg/m³ | EN 206; ACI 350-20 | ASTM C1138-19; ASTM C1202-19 |
Wet-mix shotcrete for NATM and sequential excavation tunnel linings incurs sprayed concrete losses as rebound and overspray; the use of high-strength high-modulus PVA fibre at 0.3–0.8 vol%, approximately 3.9–10.3 kg/m³, alters the rebound profile because the fibre has a lower specific gravity and shorter cut length of 6–8 mm than steel fibre. The shotcrete specification for polymer fibre is defined by EN 14487-2, while product conformity remains under EN 14889-2:2006; toughness is quantified using ASTM C1550-20 on round panels with a minimum energy absorption criterion set by the project designer. In wet-mix delivery through a piston-type concrete pump with an S-valve or rotor/stator, the fibre is incorporated at the batching plant, preferably by pre-blending with aggregate before water and cement slurry enter the mixer. The presence of Q-13 fibre at 0.5 vol% modifies rebound because the low-density synthetic fibres do not follow the same trajectory as coarse aggregate under compressed air; published field measurements on comparable high-modulus PVA fibre show rebound reductions of 5–15% at air outlet pressures between 4 bar and 7 bar, although project-specific calibration with the actual accelerator type is mandatory. Accelerator dose with alkali-free aluminosilicate products typically ranges from 3–6% by mass of binder and is injected at the nozzle at a distance of 0.8–1.2 m from the substrate. Terminal components include primary NATM tunnel linings, advance support shells, slope stabilisation facing, and culvert lining repairs. The operational boundary is high-humidity storage: opened fibre bags must be protected from moisture ingress above 65% relative humidity because the hydroxyl groups of PVA can absorb water and cause clumping during air-delivered feeding.
Architectural precast concrete manufactured with Q-13 PVA fibre is formulated at a lower dosage than SHCC, most frequently from 0.5 vol% to 1.2 vol%, or 6.5 kg/m³ to 15.5 kg/m³, because surface finish and dimensional stability are the controlling acceptance criteria rather than tensile strain capacity. The relevant compliance framework includes PCI MNL-116 for precast plant quality control, ACI 533R-11 for architectural concrete fabrication, ASTM C157/C157M-17 for drying shrinkage, and ASTM C666/C666M-15 for freeze-thaw resistance in exterior exposure. In a wet-cast process, the concrete is placed into rigid steel or fibreglass moulds mounted on vibrating tables operating from 3,000 vpm to 4,500 vpm; vibration is terminated after 30–90 s to avoid fibre orientation at the mix surface and to maintain uniform colour distribution. Steam curing is applied at 50–70°C for 8–12 h, after which panels are stripped and conditioned; autoclave curing beyond 145°C is not recommended without verifying fibre-to-matrix bond retention, because published data for Q-13 under prolonged saturated steam pressure is limited. Terminal products include architectural spandrel units, load-bearing façade elements, sunshade fins, and reusable perimeter formwork panels. At addition levels above 1.0 vol%, some fibre visibility may occur on exposed surfaces; acid etching or light abrasive blasting is used to remove surface laitance while keeping the fibre just below the surface from creating wicking paths.
In jointless industrial slab construction, the addition of Q-13 PVA fibre for plastic shrinkage control is established between 0.5 kg/m³ and 2.0 kg/m³, while crack-width control in slabs subjected to high restraint and early traffic may require 3.0–5.0 kg/m³. This is not a structural replacement for macro-synthetic or steel fibres at higher dosage; it acts on early-age capillary stress evolution. ACI 302.1R-15 and ACI 360R-10 define the slab design and construction criteria, while restrained shrinkage cracking is evaluated under ASTM C1581/C1581M-18a. In a conventional laser-guided screed process, the concrete is placed with a dual-rotor strike-off tube and compacted with a lightweight ride-on screed; finishing is performed by power trowel after the surface has stiffened sufficiently for fibre prints to close, often at a time delay of 2–4 h after initial set. A liquid-membrane curing compound is applied at 350–450 g/m² within 1–3 h of final trowelling to prevent wind-driven evaporation at edges. Terminal products include logistics warehouses, automated racking floors, freezer slab areas, and truck-dock aprons where saw-cut contraction joints are retained but the spacing can be reviewed based on restrained shrinkage testing. The operational boundary for this application is that Q-13 at low dosage does not increase flexural strength sufficiently to remove dowel requirements or structural reinforcement; it reduces the frequency of plastic shrinkage cracks, not the need for load-transfer devices.
In structural repair and jacketing, Q-13 PVA fibre is added at 0.5–2.0 vol%, corresponding to 6.5–25.8 kg/m³, to a low-shrinkage, high-cohesion repair mortar, with dosage selected by the required layer thickness and the tensile strain demand of the substrate. The product must conform to EN 1504-3 for structural repair products, typically Class R4, while installation quality is specified under ASTM C928/C928M-20a and measured bond strength under ASTM C1583/C1583M-13. Substrate preparation uses abrasive blasting or high-pressure water jetting to an ICRI surface profile of CSP 5–7; the concrete is brought to a saturated surface dry condition immediately before mortar placement. A low-shear paddle mixer is used first for the dry mortar and water, after which the fibres are added progressively over 60–90 s to avoid densification at the paddle shaft. Application is by trowel for sections thinner than 40 mm or by low-pressure wet spray for overhead and vertical work, with layer thickness controlled between 20 mm and 60 mm per pass; subsequent passes require the underlying layer to reach a firm set. Terminal product types include bridge pier jackets, beam soffit patches, balcony edge repairs, and marine pile encasements where chloride-induced damage has removed cover concrete. Operational boundaries include the prohibition of chloride-based accelerators in reinforced sections and the need to verify compatibility when the repair mortar contains magnesium phosphate or high-alumina cement, since fibre dispersion and long-term hydrolysis resistance in those matrices differ from Portland cement.
Hydraulic structures subject to continuous sediment-laden water flow use Q-13 PVA fibre at 0.3–0.8 vol%, approximately 3.9–10.3 kg/m³, to limit surface erosion and microcracking, with dosage adjusted upward to 1.0 vol% only when high-range water-reducing admixture is available to restore slump. The specified exposure environment is defined by EN 206 classes XS3 and XF4 for tidal, splash, and freeze-thaw exposure, while underwater abrasion resistance is evaluated under ASTM C1138-19; chloride penetrability is screened under ASTM C1202-19 where service-life modelling requires a diffusion performance limit. Production for canal linings uses a slipform paver with hydraulic side forms and bank dowel inserter; internal form vibrators operating between 6,000 vpm and 12,000 vpm consolidate the low-slump mix after fibre addition. Surface finishing is executed with a bull float followed by a transverse broom drag to maintain the design Manning roughness coefficient, and water curing is applied for 7 days to stabilise the surface in sulfate-bearing water. Terminal products include stilling basin aprons, irrigation canal linings, revetment mats, and culvert inverts where debonding of conventional reinforcement would otherwise expose steel to corrosion. The limitation is that PVA fibre addition alone does not substitute for sulfate-resisting cement or adequate cover in aggressive groundwater; published data for Q-13 specifically in high-sulfate hydraulic concrete is limited, so trial batching under site water chemistry is mandatory.
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Sinopec-SVW Q-13-High Strength High Modulus PVA Fiber（HSHM PVA Fiber） for Concrete is a chopped high-tenacity polyvinyl alcohol microfibre engineered for dispersion in hydraulic cementitious matrices. The product is specified where early-age plastic shrinkage cracking, microcrack propagation, and low-crack-width toughness require a fibre with higher elastic modulus than conventional polypropylene microfibre. The Q-13 model designation identifies the high-strength high-modulus variant rather than commodity textile or low-modulus PVA fibre. In concrete practice Q-13 is typically supplied as cut monofilament with nominal cut lengths of 6 mm, 8 mm, or 12 mm; the equivalent filament diameter is distributed in the 0.020–0.030 mm range. The base polyvinyl alcohol molecule presents pendant hydroxyl groups, so the filament surface is hydrophilic and participates in a stronger polar interaction with pore solution and cement hydration products than olefinic fibres such as polypropylene. This surface characteristic influences both fibre dispersion and fresh-concrete water demand. The density of PVA is approximately 1.28–1.30 g/cm³, which permits dosage by mass to produce a high fibre count per unit volume. For a nominal filament diameter of 0.025 mm, a cut length of 8 mm, and a density of 1.29 g/cm³, the calculated filament count is approximately 2 × 10⁸ filaments per kilogram; the corresponding aspect ratio is approximately 320. This high count density matters because crack control in concrete is governed by fibre spacing and the number of fibres crossing a developing crack plane. A higher filament count at a given mass dosage reduces centre-to-centre fibre spacing and increases the probability that a microcrack intersects a fibre. Q-13 is intended for incorporation into ready-mixed concrete, precast elements, repair mortars, and wet-mix shotcrete, where it functions as a non-corroding microfibre. Procurement documents frequently reference ASTM C1116/C1116M-10a Type III synthetic fibre-reinforced concrete and EN 14889-2:2006 polymer fibres; Q-13 belongs to the microfibre class under EN 14889-2:2006 Class I because the equivalent diameter is below 0.3 mm.
The fibre is not described as a direct volumetric substitute for structural steel reinforcement. Published data for the specific flexural response of Q-13 in large-scale structural sections is limited; specification should therefore be based on approved performance testing of the target concrete mixture rather than interpolation from other PVA grades. In cementitious systems the crack-bridging mechanism is governed by fibre modulus, fibre aspect ratio, interfacial bond strength, and the number of fibres crossing a crack plane. High-modulus PVA fibre can restrain sub-millimetre cracks more effectively than polypropylene microfibre at equivalent fibre volumes, but its post-crack capacity at larger crack widths remains below that of steel macrofibre.
In structural concrete, steel macrofibre is normally specified where post-crack residual flexural strength at crack widths above 0.5 mm is required. Q-13 differs in both mechanical behaviour and application boundary. The PVA filament has a tensile strength at or above 1,100 MPa, which is comparable to some steel fibres, but its elastic modulus is approximately 25 GPa to 30 GPa, roughly one-seventh to one-eighth that of steel at approximately 200 GPa. The lower fibre modulus means that for a given strain and crack width, the PVA fibre carries less stress than a steel fibre of similar aspect ratio. Q-13 is therefore used primarily for microcrack control and plastic shrinkage, and as a secondary reinforcement to improve toughness, impact resistance, and crack distribution. In load-bearing structural applications it is not a replacement for deformed steel macrofibre or conventional reinforcement without explicit design verification.
The substitution boundary is also controlled by fibre density and dosage. Steel macrofibre at 20–40 kg/m³ provides macro-crack bridging and post-peak flexural capacity, while Q-13 is commonly dosed at 0.6–2.5 kg/m³ for microcrack control and at higher dosages up to 4.0 kg/m³ in specialty cementitious composites. Because PVA density is approximately six times lower than steel, a given mass dosage produces a much higher filament count. However, the fibre’s high surface area and hydrophilic surface raise the water demand and reduce slump at higher addition levels. Unless mixture water content is held constant and a high-range water reducer is used, increased dosage can produce fibre balling and non-uniform fibre distribution. This workability penalty is one of the principal practical limits on replacement of steel fibre with Q-13.
A direct comparison of Q-13 against steel and polypropylene alternatives is given in the following matrix. The values are representative industrial ranges and should be confirmed against the supplying mill’s certificate of analysis for the specific batch.
| Property | HSHM PVA Q-13 | Monofilament polypropylene microfibre | Steel macrofibre |
| Tensile strength | ≥ 1,100 MPa | 300–600 MPa | 800–1,500 MPa |
| Elastic modulus | ≥ 25 GPa | 3–8 GPa | 200 GPa |
| Density | 1.28–1.30 g/cm³ | 0.90–0.91 g/cm³ | 7.85 g/cm³ |
| Equivalent diameter | 0.020–0.030 mm | 18–30 µm | 0.5–1.0 mm |
| Primary crack-control function | Early-age microcracks and low-crack-width toughness | Plastic shrinkage and early-age microcracks | Post-crack flexural capacity at larger crack widths |
| Operational limitation | Water demand and fibre balling at high dosage | Low modulus and hydrophobic matrix bond | Corrosion potential, mixer wear, and settlement |
Specification compliance for Q-13 is evaluated through a combination of fibre physical-property tests and concrete performance tests. Fibre tensile properties are determined on single filaments with a gauge length of 20 mm and a constant rate of extension according to ASTM D3822/D3822M-14 or equivalent producer methods. Linear density is reported in decitex under ISO 1973:2021. Density is measured by pycnometry or immersion according to ISO 1183-1:2019. The nominal certificate-of-analysis values shown below are representative high-strength high-modulus PVA fibre ranges; lot-specific certificates should be requested where concrete performance testing is not duplicated.
| Parameter | Nominal datasheet range | Reference protocol |
| Polymer type | High-strength high-modulus polyvinyl alcohol | Producer specification |
| Cut length | 6 mm, 8 mm, 12 mm | Producer specification |
| Equivalent filament diameter | 0.020–0.030 mm | Optical microscopy |
| Density | 1.28–1.30 g/cm³ | ISO 1183-1:2019 |
| Tensile strength | ≥ 1,100 MPa | ASTM D3822/D3822M-14 |
| Initial tensile modulus | ≥ 25 GPa | ASTM D3822/D3822M-14 |
| Elongation at break | 6–11 % | ASTM D3822/D3822M-14 |
| Moisture content at packaging | ≤ 5 % typical | Oven drying at 105 °C |
Concrete-level performance is typically evaluated through plastic shrinkage cracking under ASTM C1579/C1579M-21 or flexural toughness under ASTM C1399/C1399M-10(2015). Published data for the exact Q-13 grade under these tests is limited; mixture qualification should therefore include laboratory verification with the intended cement, aggregate, and admixture combination. The fibre’s contribution is strongly influenced by matrix strength, aggregate packing, and curing. A high-modulus PVA microfibre in a low-water-cement-ratio high-strength matrix with a dense interfacial transition zone exhibits a more pronounced crack-arrest effect than the same dosage in a high-water-cement-ratio porous matrix.
Production-scale batching experience indicates that Q-13 should be introduced into the mixer before water or after the coarse aggregate has formed a dry interlock, not as a late addition to high-slump paste. In twin-shaft compulsory mixers with batch volumes between 1.0 m³ and 2.0 m³, gradual addition through a vibrating screen or fibre dispenser over 30–60 s prevents the formation of fibre agglomerates at the charge point. A dry-mix interval of 60–120 s after fibre addition disperses the filaments across the aggregate surfaces; water and admixtures are then introduced, followed by a wet-mix interval of 90–180 s. Adding Q-13 directly into the water stream or into a paste-rich central zone can produce fibre balls that remain after normal mixing. Fibre balls observed on production lines are usually traceable to rapid addition, inadequate dry preblending, or excess batch water. Once formed, these agglomerates are not readily re-dispersed by extended mixing and may appear in hardened concrete as low-strength inclusions.
At dosages above approximately 0.9 kg/m³, slump loss is commonly observed in ordinary concrete mixtures. The loss arises from the large surface area of the hydrophilic fibre network; compensation with additional water is inappropriate because it raises the water-cement ratio and reduces strength. Polycarboxylate ether superplasticizer is the preferred correction, added as part of the total liquid demand. In truck-mixed concrete, Q-13 is best added before final slump adjustment, and the drum should rotate at mixing speed for at least 5 min after fibre addition. Published data for exact slump reduction values in field Q-13 mixtures is limited; therefore batching trials with the actual aggregate moisture condition are required before full production.
In wet-mix shotcrete, Q-13 is often dosed at 0.6–1.5 kg/m³ to improve cohesion, reduce rebound, and control plastic shrinkage. The fibre’s low density and high filament count assist in maintaining homogeneous suspension during pumping. Published data for the specific Q-13 grade in shotcrete rebound reduction is limited; however, high-modulus PVA microfibres generally reduce rebound compared with plain concrete by increasing the tensile capacity of the fresh matrix. The dosage should be confirmed through spray trials under the project’s specific pump type, hose length, and accelerator regime. Because some alkali-free shotcrete accelerators influence the ionic strength of the pore solution, compatibility testing between Q-13, accelerator, and high-range water reducer is required. For typical hose diameters of 50–65 mm and air volumetric flows of 8–12 m³/min, Q-13 at the stated dosage remains suspended; higher dosages may increase shear viscosity and require additional superplasticizer. Spray trials under ACI 506R are recommended for field validation.
In precast repair mortars, Q-13 at 1.0–2.5 kg/m³ is used to reduce early-age cracking in restrained repairs. The fibre is dispersed into the dry mortar blend before wetting. High-shear mixing is not required for fibre dispersion, but the mixer must generate sufficient aggregate movement to avoid stagnant paste pockets. The main operational boundary is the thickness of the repair layer; fibre length should not exceed approximately half the minimum section thickness to prevent fibre alignment restrictions at the substrate interface. For a 20 mm repair layer, the 6 mm fibre is usually preferred over the 12 mm fibre.
The fibre disperses best when its surface moisture content is low. Packaging should be stored in dry conditions below 60 % relative humidity and protected from direct water contact. Moisture absorption can increase fibre-to-fibre adhesion and reduce free flow through dosing equipment. If the fibre has visible clumping, it should not be force-fed into the mixer in its agglomerated state; pre-separation by a mechanical carding or air-separation unit is preferred. Exposure to continuous hot water above approximately 90 °C is an operational boundary because PVA begins to soften and dissolve; Q-13 is not intended for concrete elements that remain saturated at elevated temperature for extended periods. Strong oxidizing acids and certain organic solvents are incompatible with PVA and should be avoided in contact with the packaged fibre. There is no corrosion mechanism in chloride-bearing concrete, which is a principal advantage over steel fibre in marine or de-icing salt exposure.
The fibre’s alkali resistance in ambient-temperature saturated calcium hydroxide solution is generally high; PVA fibres retain their integrity in the alkaline pore solution of ordinary Portland cement concrete. Published data for Q-13 retention after specific alkali immersion is limited. For concretes with high cement alkali equivalent or calcium sulfoaluminate binder systems, compatibility testing is advisable. The fibre does not undergo the same oxidation or rust expansion as steel, but it should not be specified where high-temperature fire insulation is exclusively required, because organic fibre will degrade at temperatures above approximately 220 °C; the resulting microchannels may be relevant for some fire-spalling control but should not be treated as fire-resistance reinforcement without full-scale furnace testing.
