| HS Code | 423172 |
| Tensile Strength | ≥1600 MPa |
| Elastic Modulus | ≥40 GPa |
| Elongation At Break | 6-8% |
| Density | 1.3 g/cm³ |
| Fiber Diameter | 12-20 μm |
| Fiber Length | 6, 8, 12, 18, 24 mm |
| Melting Point | 230 °C |
| Thermal Decomposition Temperature | >230 °C |
| Alkali Resistance | Excellent, >95% strength retention in saturated Ca(OH)₂ |
| Acid Resistance | Excellent |
| Water Absorption | ≤5% |
| Dispersibility | Excellent in water |
| Uv Resistance | Excellent |
| Color | Pale yellow |
As an accredited WanWei-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 | WanWei HSHM PVA Fiber for Concrete is packaged in 20 kg moisture-proof woven bags, ensuring safe handling and transport. |
| Container Loading (20′ FCL) | 20′ FCL shipment of WanWei High Strength High Modulus PVA Fiber for concrete, securely container-loaded and ready for transport. |
| Shipping | The product is shipped in moisture-proof, anti-static woven bags or cartons, palletized for safe handling. It is transported via sea, rail, or road in clean containers. No special hazardous goods restrictions apply. Keep dry, avoid direct sunlight and heavy pressure during transit to preserve fiber quality. |
| Storage | Store in a cool, dry, well-ventilated area, preferably in original sealed packaging. Protect from moisture, rain, and prolonged direct sunlight. Keep away from heat sources, open flames, and incompatible chemicals. Ensure bags are resealed after use to prevent humidity absorption. Under proper conditions, the product maintains stable performance and a long shelf life. |
| Shelf Life | Store in dry, ventilated area away from moisture and sunlight. Shelf life is 24 months from production date. |
In seismic retrofit and new moment frames, WanWei high-strength high-modulus PVA fiber is dosed into a low-aggregate engineered cementitious composite (ECC) to relieve rebar congestion in coupling beams, link slabs, and joint zones. The reference matrix combines Type I/II portland cement, Class F fly ash at 50–70% by mass of binder, silica sand with a median particle diameter near 100–200 μm, polycarboxylate high-range water reducer, and 2.0 vol% HSHM PVA fiber, equivalent to approximately 26 kg/m³ at a fiber density of 1.29 g/cm³. Batching is executed in a high-shear planetary or twin-shaft compulsory mixer; fiber is added as the final dry constituent after sand and binder have pre-blended for at least 60 seconds. Free-fall gravity mixers are rejected because the hydrophilic fiber surface absorbs free water and forms clumps at this volume fraction. The fresh composite is placed without internal vibration; only external form vibrators are permitted to prevent fiber alignment loss and segregation. Flexural performance is measured by ASTM C1609/C1609M-19a, and uniaxial direct tensile behavior is tested according to JSCE-2008 recommendations. Published PVA-ECC studies report tensile strain capacities from 3–5% at 2 vol% fiber, but untreated high-modulus fiber can rupture prematurely and reduce strain capacity below 1.5%. The operational boundary is therefore fiber-matrix interfacial bond: surface treatment must permit slip-hardening pullout without excessive rupture. Fiber conformity is checked against EN 14889-2:2006 and ASTM C1116/C1116M-23 Type III synthetic fiber classification. Terminal components include cast-in-place link slabs, precast coupling beam segments, and seismic joint dampers.
| Fiber property | Test method | Typical producer value band |
|---|---|---|
| Tensile strength | ISO 2062:2009 | 1600–2500 MPa |
| Initial modulus | ISO 2062:2009 | 40–80 GPa |
| Elongation at break | ISO 2062:2009 | 5.0–7.0% |
| Density | ISO 1183-1:2019 | 1.28–1.30 g/cm³ |
These value bands are producer declarations and must be confirmed against the lot-specific certificate before structural use.
Wet-mix shotcrete for tunnel lining and rock slope stabilization introduces HSHM PVA fiber after the air-entraining agent and high-range water reducer but before the alkali-free accelerator at the nozzle. A dosage of 0.5–1.0 vol% (6.5–13 kg/m³) is standard for temporary and permanent linings because higher volumes raise pumping pressure in 50–75 mm ID delivery hoses and increase rebound loss. Production records from twin-shaft compulsory mixers show that pre-wetting the fiber is not required, but hydrophobic surface admixtures should be avoided at high dosage because they lower the interfacial shear resistance needed for crack bridging. The wet mix is pumped at a slump of 160–200 mm measured to EN 12350-2, then sprayed through a high-velocity nozzle with compressed air at 0.6–0.8 m³/min per 1000 L of concrete. Rebound is measured by mass difference on representative panels following ACI 506R-16; if rebound exceeds 20%, nozzle distance is reduced to 1.0–1.5 m before increasing fiber dosage. The terminal application includes permanent single-shell linings in unfavourable rock mass, temporary access tunnel linings, and slope erosion control blankets where mesh installation is unsafe. The concrete is specified as shotcrete grade with compressive strength class C30/37 under EN 206 and fiber conformity to EN 14889-2:2006. A key operational boundary is that HSHM PVA fiber should not be used with calcium chloride-containing accelerators in steel-reinforced shotcrete due to corrosion risk; this limitation is independent of fiber performance but governs accelerator selection.
For port container yards and toll plazas, slipform paving uses HSHM PVA fiber at 0.5–1.0 vol% to replace welded wire reinforcement and reduce edge slumping. The mix is proportioned with 20 mm maximum aggregate, cement content 350–400 kg/m³, and polycarboxylate HRWR to hold slump between 40–60 mm on a laser-guided paver. Fiber is introduced through a side feeder into the continuous mixing screw; direct dumping of fiber bags into the paver hopper is prohibited because the resulting fiber balls produce surface tearing near the slipform face. Fresh-state verification includes slump by EN 12350-2 and air content by EN 12350-7; if air content rises above 5.0%, paver vibration frequency is lowered before adjusting HRWR dosage. Plastic shrinkage cracking is evaluated with ASTM C1579-21, and flexural residual strength is measured with ASTM C1609/C1609M-19a. Published data for WanWei HSHM PVA fiber in this specific slipform configuration is limited, so trial sections are required before full production. The terminal product is a 250–350 mm thick jointed concrete slab for laden container stacking; edge and corner spalling resistance is verified visually after the first 72 hours of traffic. The fiber does not replace dowel bars at contraction joints or tied steel edge reinforcement at longitudinal free edges.
Precast thin-shell cladding with a thickness of 20–30 mm and HSHM PVA fiber at 0.8 vol% (10.4 kg/m³) eliminates the fine steel mesh that often shadows the mold face and causes visible corrosion staining. The concrete is a self-compacting mix with 4–8 mm maximum aggregate, 420–470 kg/m³ cement, limestone powder, and polycarboxylate HRWR to achieve slump flow of 600–700 mm per EN 12350-8. In carousel precast lines, the fiber is blown into the mixer after water and HRWR are homogenized for 90 seconds; batch logs show that mixing beyond 150 seconds at high shear does not improve distribution but can entrap air. Air content is maintained at maximum 3.0% per EN 12350-7. Demolding is performed after 16–24 hours of curing at 35–40% RH and panel surface temperature 18–25°C. The fiber provides green strength against demolding suction and transport vibration, but it is not a replacement for lifting anchors. Terminal products include double-skin facade panels, acoustic shell elements, and ventilated rainscreen cladding with an exposed aggregate finish. Durability is specified through freeze-thaw exposure class under EN 206, and fiber conformity is checked against EN 14889-2:2006. Release agents must be trial-applied because the PVA fiber can trap air at low-permeability mold surfaces; visual pinhole inspection is therefore performed within 2 hours after demolding.
Under tidal splash zone exposure, pier jackets and breakwater armor units require crack control and alkali stability. HSHM PVA fiber is dosed at 1.0–1.5 vol% (13–19.5 kg/m³) in ternary cements with silica fume at 5–8% by mass and slag at 30–50% by mass to reduce thermal stress cracking and improve residual flexural capacity. The fresh concrete is placed by boom pump in lifts of 2–3 m; internal vibration is not applied within 300 mm of the form face to prevent fiber washout. Residual flexural strength is measured by ASTM C1609/C1609M-19a, and chloride penetration resistance is evaluated with NT Build 492 or ASTM C1202-22 after 28 days and 90 days. The non-metallic fiber does not create galvanic couples with embedded steel; however, it does not reduce the specified concrete cover. When fiber dosage exceeds 1.5 vol%, the relationship between slump loss and HRWR demand becomes nonlinear, and trial batching is mandatory under ACI 544.3R-08. Terminal products include tetrapod armor units, quay wall wave baffles, and bridge pier jackets in tidal splash zones. For mass armor units, published data for this specific configuration is limited, so large-scale placement trials and thermal control plans are recommended before continuous production.
Bridge deck repair overlays and parking structure spall repairs are proportioned with HSHM PVA fiber at 0.5–1.0 vol% (6.5–13 kg/m³) to suppress restrained shrinkage cracking at the bond line. The substrate is prepared to a surface texture of CSP 5–7 according to ICRI profiles, and the overlay is placed at 25–40 mm thickness. The repair mortar uses 0–4 mm aggregate, 400–450 kg/m³ cement, silica fume or metakaolin, and a shrinkage-compensating admixture only if the project specification requires it. Mixing is performed in a forced-action paddle mixer for 120 seconds; fibers are added after wetting the dry constituents to avoid static clumping. Restrained shrinkage is evaluated with ASTM C1581/C1581M-18a, flowability with ASTM C1437-15, and bond strength with ASTM C1583/C1583M-13. Terminal products include bridge deck overlays, parking structure spall repairs, and elevator pit infills. The HSHM PVA fiber does not compensate for substrate saturated surface-dry defects; delamination risk increases if substrate moisture exceeds the project limit. For applications with overlay thickness below 15 mm, the fiber length should be limited to 6 mm to avoid surface protrusion.
When fragment retention becomes the governing design criterion, HSHM PVA fiber is dosed at 1.5–2.0 vol% (19.5–26 kg/m³) in steel-reinforced high-strength concrete for precast perimeter barriers, anti-ram bollards, and projectile-resistant units. The mix is based on 600–800 kg/m³ cementitious material, silica fume, fine aggregate with maximum size 4–8 mm, and high-range water reducer; batch records from high-shear mixers show that fiber addition must be slowed to 5 kg per 60 seconds to avoid clogging the feed auger. The fresh mix is placed under external vibration at 50–60 Hz frequency, and air content is held below 3.0% per EN 12350-7. Flexural toughness is measured by ASTM C1609/C1609M-19a; projectile and fragment-retention performance is normally specified by open-arena testing under the project’s protective design criteria because no single fiber dosage is accepted by code as proof of blast resistance. Published test data for WanWei HSHM PVA fiber in this specific blast configuration is limited, so sub-scale panels are required before casting production units. The terminal products are precast security barriers, anti-ram bollards, and blast-resistant door frames. The fiber does not replace conventional steel reinforcement or special impact-resistant concrete covers; it is an auxiliary measure for fragmentation control.
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WanWei-High Strength High Modulus PVA Fiber (HSHM PVA Fiber) for Concrete is a wet-spun polyvinyl alcohol reinforcement fibre supplied in chopped monofilament form for cementitious matrices. The product class is identified primarily by nominal cut length; concrete-grade formats are commonly available as 6 mm, 8 mm, 12 mm, and 18 mm, with filament diameter generally in the range of 0.20–0.25 mm. Representative physical properties for the high-strength high-modulus variant include density of 1.28–1.30 g/cm³, tensile strength of 1400–1600 MPa, elastic modulus of 35–40 GPa, and elongation at break of 6–8% when tested under ASTM D3822/D3822M or ISO 5079. The fibre meets the synthetic fibre classification under ASTM C1116/C1116M, although lot-specific values should be confirmed against the manufacturer’s certificate of analysis before concrete batching. In concrete, typical dosage is expressed by volume fraction rather than mass because of the density difference between PVA and cement; standard volumes range from 0.25% for plastic shrinkage control in slabs to 1.0–2.0% for structural crack-width control, impact resistance, and precast segmental linings. Unlike steel fibre, HSHM PVA fibre is non-corroding and does not introduce electrochemical conductivity into the concrete cover zone. Unlike many polypropylene macro fibres, the PVA chemistry creates a hydrophilic surface with higher fibre-cement bond potential, which can allow lower dosage for a given crack-width objective, but this same surface affinity may increase water demand and mixing torque at higher volume fractions.
The primary comparative differences are density, modulus, elongation, corrosion response, and fibre-matrix interaction. Steel hooked-end fibre has a modulus near 210 GPa and density of 7.85 g/cm³; it supplies high post-crack residual strength but increases self-weight, pump wear, and corrosion risk in chloride-exposed or carbonated concrete. Polypropylene macro fibre has a density of 0.90–0.95 g/cm³ and a modulus typically between 3.5 GPa and 9.5 GPa, which limits crack-clamping force at small crack openings. HSHM PVA fibre occupies an intermediate position: density near 1.29 g/cm³ is close to that of water and cement paste, modulus of 35–40 GPa is substantially higher than polypropylene, and elongation of 6–8% provides strain capacity before rupture. In terms of bond, PVA fibres are hydrophilic and exhibit both chemical and frictional engagement with hydrated cement paste, whereas polypropylene is hydrophobic and relies primarily on mechanical surface deformation. Steel fibre depends on hooked-end anchorage and aggregate interlock. These differences change the governing failure mode in fibre-reinforced concrete: PVA fibre systems may show higher pull-out resistance per unit volume than polypropylene, but they do not equal steel fibre in flexural residual strength at identical volume fraction. The comparison is summarised in the following table.
| Property | WanWei-HSHM PVA Fiber | Steel hooked-end fiber | Polypropylene macro fiber |
|---|---|---|---|
| Density | 1.28–1.30 g/cm³ | 7.85 g/cm³ | 0.90–0.95 g/cm³ |
| Tensile strength | 1400–1600 MPa | 800–1400 MPa | 350–700 MPa |
| Elastic modulus | 35–40 GPa | 200–210 GPa | 3.5–9.5 GPa |
| Elongation at break | 6–8% | 1.0–3.5% | 10–25% |
| Corrosion response | Non-corrosive | Corrosion-susceptible unless stainless or galvanised | Non-corrosive |
| Fibre-matrix interaction | Hydrophilic, chemical plus frictional bond | Mechanical anchorage, hooked end | Hydrophobic, primarily mechanical friction |
In dry-batch plants, addition of 6 mm or 8 mm cut-length HSHM PVA fiber at 0.5% by volume requires the fibre to be charged after aggregates but before water, or directly into the truck mixer at mixing speed of 12–18 rpm for 6–10 minutes after all ingredients are bathed. Because the fibre is hydrophilic, it can absorb mix water early in the batching sequence, and delayed water absorption may alter slump if fibre and water are added simultaneously without high-shear mixing. At volume fractions above 1.0%, fibre balling risk increases in paddle mixers and in free-fall mixers without internal baffles; mixer amperage should be monitored continuously. A rise in mixing amperage of 5–15% may occur at 1.5% volume fraction depending on aggregate angularity and water-cement ratio, but project-specific trial batching remains necessary because mixer type, batch size, and aggregate grading exert more influence than fibre addition alone. Plastic shrinkage cracking potential can be evaluated under ASTM C1579; concrete with HSHM PVA fiber at 0.3–0.5% by volume is often specified for slab placements where early-age surface drying is difficult to control, but the test result must be compared with a plain control mix using the same cement, aggregates, and admixtures. Shotcrete applications use 6 mm or 8 mm fibre in wet-mix or dry-mix processes; the lower density of PVA reduces segregation during pneumatic placement compared with steel fibre, while the higher aspect ratio of longer fibre may reduce rebound if nozzle distance and air pressure are held constant. Published field rebound data for PVA fibre shotcrete are available but vary substantially with nozzle operator, aggregate grading, and set accelerator dosage, so a preconstruction panel test under the same placement conditions is required.
At HSHM PVA fiber volume fractions above 1.0%, the fibre phase begins to control workability and fresh-state rheology rather than acting as a minor admixture. Slump measured under ASTM C143/C143M typically decreases as fibre volume increases, but the reduction is not linear and depends on fibre aspect ratio, cut length, and aggregate gradation. The aspect ratio of the standard cut-length range is approximately 30 for 6 mm fibre with 0.20 mm diameter and 90 for 18 mm fibre with the same diameter. Higher aspect ratios generally improve post-crack residual flexural strength under EN 14651 or ASTM C1609/C1609M, but may require additional high-range water-reducing admixture to recover target placement consistency. Trial batching should start with a water-cement ratio no higher than 0.45 for moderate exposure classes, and any increase in water to compensate for fibre-related slump loss should be prohibited because it reduces matrix strength and may negate fibre bond improvements. A high-range water-reducing admixture may be increased by 0.2–0.5% by mass of cementitious material per additional 0.5% fibre volume increment as a starting point, but final dosage must be fixed through trial mixes under the actual plant mixer and not by extrapolation from laboratory mortar tests. Air content measured by ASTM C231/C231M or ASTM C173/C173M should be checked after fibre addition because fibre surfaces can destabilise entrained air void systems; air-void spacing factor under ASTM C457/C457M may need to be re-evaluated for freeze-thaw exposure conditions. For structural elements where post-crack residual strength is a design input, the notched beam test EN 14651 provides the residual flexural tensile strength parameters fR1k and fR3k at crack mouth opening displacement values of 0.5 mm and 2.5 mm. Published data for HSHM PVA concrete show that residual strength is sensitive to matrix composition, and design values cannot be transferred from one mix design to another without testing. No universal admixture dosage or fibre volume is valid across all aggregate sources.
The following table provides a typical specification envelope for concrete-grade HSHM PVA Fiber. Actual lots may differ, and procurement specifications should require a mill certificate rather than relying on nominal values alone.
| Property | Reported or typical range | Test basis |
|---|---|---|
| Nominal filament diameter | 0.20–0.25 mm | Manufacturer optical micrometer |
| Cut length | 6, 8, 12, 18 mm | Lot-specific model code |
| Density | 1.28–1.30 g/cm³ | ISO 1183 or equivalent |
| Tensile strength | 1400–1600 MPa | ASTM D3822/D3822M / ISO 5079 |
| Elastic modulus | 35–40 GPa | ASTM D3822/D3822M / ISO 5079 |
| Elongation at break | 6–8% | ASTM D3822/D3822M / ISO 5079 |
| Moisture content at dispatch | <1.0% | Manufacturer certificate of analysis |
| Recommended storage | Moisture-proof packaging at 5–35°C | Manufacturer storage instruction |
Compliance with concrete-level performance is not established by fibre properties alone; the fibre-reinforced concrete must be tested under its intended use. The synthetic fibre classification in ASTM C1116/C1116M covers material certification, while flexural toughness and residual strength are measured under ASTM C1609/C1609M for beam specimens or EN 14651 for notched beams. For round panel applications, ASTM C1550/C1550M may be specified, but published data for HSHM PVA fiber in this configuration is less extensive than for notched beam tests. For plastic shrinkage cracking, ASTM C1579 provides a comparative early-age test method. For freeze-thaw durability of fibre-reinforced concrete, ASTM C666/C666M or CAN/CSA A23.2-24A and CIF methods may apply depending on jurisdiction; the fibre itself does not necessarily improve freeze-thaw resistance unless an adequate air-void system is maintained. Operational boundaries include storage in moisture-proof packaging away from ultraviolet exposure; PVA fibre is hygroscopic, and prolonged exposure to high humidity can alter fibre finish and dispersibility. The material is not intended for continuous service in saturated alkaline environments above 60°C without project-specific durability testing, because hydrothermal conditions may reduce tensile properties over time. Combinations with amine-based admixtures or certain solvent-borne form-release agents should be avoided unless compatibility is demonstrated, because such agents can alter fibre surface chemistry and reduce fibre-matrix bond.
Tunnel lining and underground shotcrete sections have used HSHM PVA fiber at 0.4–0.8% by volume as partial replacement for or complement to light steel fibres, especially where groundwater chlorides or stray electrical currents make steel corrosion undesirable. Industrial slabs-on-grade, jointless floors, and repair mortars represent additional application categories; 12 mm and 18 mm cut lengths are usually reserved for slab-on-grade and thicker repairs because longer fibres can bridge larger crack openings, while 6 mm and 8 mm fibres are better suited to spray-applied concrete, thin overlays, and mortars where surface finish and nozzle handling control are critical. Marine and waterfront concrete applications have also used non-metallic PVA fibre to avoid corrosion-related staining and section loss, but the fibre does not replace steel in all structural roles. Where structural shear friction, short-creep crack clamping, or post-crack strength under high sustained load is required, steel fibre may remain the more appropriate selection. The decision between HSHM PVA fibre, steel fibre, and polypropylene fibre should therefore be based on measured engineering properties under the relevant standard rather than on fibre material alone. A trial mix programme including EN 14651 or ASTM C1609/C1609M, plus the specified workability and air content tests, is the minimum basis for confirming dosage and target performance for a given concrete mixture.
