| HS Code | 947665 |
| Product Name | MasterFiber 322 |
| Material | Polypropylene |
| Fiber Type | Woven polypropylene macro fiber |
| Classification | Class II |
| Fiber Length | 38 mm (1.5 in) |
| Equivalent Diameter | 0.55 mm (0.022 in) |
| Tensile Strength | 585 MPa (85 ksi) |
| Modulus Of Elasticity | 9 GPa (1,300 ksi) |
| Melting Point | 160 °C (320 °F) |
| Ignition Point | 590 °C (1,094 °F) |
| Water Absorption | Nil |
| Alkali Resistance | Excellent |
| Color | Gray |
| Recommended Dosage | 1.8 to 4.7 kg/m³ (3 to 8 lb/yd³) |
| Packaging | 20 lb (9.1 kg) bag |
| Compliance | ASTM C1116 Type III; EN 14889-2 Class II |
As an accredited MasterFiber 322 - Woven Polypropylene Macro Fiber, Class II factory, we enforce strict quality protocols—every batch undergoes rigorous testing to ensure consistent efficacy and safety standards.
| Packing | MasterFiber 322 packaging: 2.2 lb (1 kg) water-soluble bags, 40 bags per carton, palletized for shipping. |
| Container Loading (20′ FCL) | 20′ FCL loaded with MasterFiber 322 Woven Polypropylene Macro Fiber, Class II, in sealed bags on pallets, securely stowed. |
| Shipping | MasterFiber 322 – Woven Polypropylene Macro Fiber, Class II, is non-hazardous and not regulated for transport. It typically ships in moisture-resistant bags or boxes, palletized and shrink-wrapped, via normal freight. Store dry, avoid punctures, and handle per SDS. No special placards, segregation, or temperature control required. |
| Storage | Store MasterFiber 322 in a cool, dry, well-ventilated area, away from direct sunlight, heat, sparks, and open flames. Keep original sealed packaging on pallets off the ground to prevent moisture ingress. Avoid excessive stacking, crushing, and contamination. Protect from UV and dust. Use first-in, first-out stock rotation. Keep aisles clear and containers closed when not in use. |
| Shelf Life | MasterFiber 322 has indefinite shelf life when stored in original unopened packaging, dry, protected from moisture and direct sunlight at normal temperatures. |
In high-bay logistics facilities with very narrow aisle racking systems, slab design is governed not primarily by uniaxial compressive strength but by the post-crack residual flexural tension that controls crack width and load transfer at forklift wheel paths. MasterFiber 322, a woven polypropylene macro fibre supplied as a Class II macro reinforcement under EN 14889-2:2006, is introduced into C30/37 to C40/50 concrete at 2.8 kg/m³ to 4.5 kg/m³; the mix is proportioned with a water/cement ratio of 0.40 to 0.48 and a paste content above 330 L/m³ to ensure fibre encapsulation. The Class II designation indicates an equivalent diameter greater than 0.3 mm and intended contribution to residual tensile strength after cracking. The woven tape geometry is less prone to balling than fibrillated microfibres during charging, but plant observations on twin-shaft mixers with 1.5 m³ batches show that dry fibre bags dropped in one lift onto damp aggregates can wrap around mixer blades at aggregate moisture contents above 2%. Dispersion is improved when the fibre is conveyed by a pneumatic or screw feeder after 60% of the mix water has been added. Flexural performance is assessed with EN 14651:2005+A1:2007 three-point notched beams at 28 d; reported Re,3 values for comparable Class II woven macro fibres typically range from 0.8 MPa at 2.5 kg/m³ to 1.4 MPa at 4.0 kg/m³, although published data for this specific configuration is limited and project-specific trial slabs should be used to confirm residual strength.
During ready-mix delivery, drum rotation at 12 rpm to 15 rpm for 5 min to 7 min completes distribution; a rise in screw conveyor discharge pressure above 2.5 MPa or fibre ball counts above 1 per 10 L indicates incomplete dispersion. The floor slab is placed by laser screed at 200 mm to 250 mm thickness, then power-floated and cured under ASTM C171; two or three trowel passes remove surface fuzzing from the woven fibre. Terminal products include AGV-rated warehouse floors, pallet racking slabs, cold-store subfloors, and logistics automation zones where crack widths are specified below 0.3 mm.
| Standard or code | Application boundary |
|---|---|
| EN 14889-2:2006 | Class II polymer fibre requirements; CE marking and factory production control |
| EN 14651:2005+A1:2007 | Notched beam residual flexural tensile strength Re,3 |
| ASTM C1609/C1609M-19a | Flexural toughness and residual strength of fibre-reinforced concrete |
| ASTM C1550-20 | Round panel energy absorption for shotcrete |
| EN 14488-5:2006 | Fibre-reinforced shotcrete energy absorption capacity |
| ASTM C478 | Precast reinforced concrete manhole sections |
| EN 1917 | Concrete manholes and inspection chambers |
| EN 206:2013+A2:2021 | Concrete specification and exposure classes |
| ASTM C1556-22 | Chloride diffusion coefficient of concrete |
Composite steel deck slabs for multi-storey buildings are typically cast with a 150 mm to 190 mm total depth over trapezoidal steel decking; the conventional crack-control reinforcement is A142 welded wire mesh placed 35 mm below the top surface. MasterFiber 322 at 3.0 kg/m³ to 5.0 kg/m³ can replace crack-control mesh for normal-temperature service loads only when the structural engineer verifies the residual flexural capacity using ASTM C1609/C1609M-19a or EN 14651, and when the floor is not required to rely on the mesh as top reinforcement for diaphragm action. Pumping through 50 mm to 80 mm boom lines is generally stable at 0.42 to 0.48 w/c; blockages have been recorded at elbows with a radius less than 1.0 m when dosage exceeds 5.5 kg/m³ and the aggregate includes 20 mm crushed rock with flakiness above 15%.
Fire resistance remains an operational boundary: polypropylene softens and melts above 160°C, so the woven macro fibre cannot provide the tensile membrane contribution of steel mesh in a 90 min hydrocarbon fire exposure. For composite decks requiring R60 or R90 fire resistance under EN 1992-1-2, the design should retain the specified welded mesh or undertake full fire engineering verification; the fibre is used to reduce explosive spalling but does not replace structural steel. Steel-trowelled composite floors at 4.0 kg/m³ exhibit surface protrusion rates below 0.2% after two trowel passes; terminal products include car park decks, mezzanine floors, and soffit-exposed composite slabs.
At demoulding ages of 12 h to 16 h, wet-cast manhole bases and risers produced from C40/50 workable concrete are vulnerable to demoulding cracks at the invert and at cast-in channels where section thickness changes from 80 mm to 150 mm. MasterFiber 322 is dosed at 2.5 kg/m³ to 4.0 kg/m³ during pan-mixer batching, typically after 60% of the polycarboxylate ether superplasticiser has been added, to limit fibre-fines agglomeration in concretes with 0.36 to 0.40 w/c and 15% silica fume or metakaolin replacement. External form vibrators operating at 50 Hz to 100 Hz orient the fibres parallel to the form face, which reduces protruding fibre defects after demoulding; this orientation is confirmed by saw-cut inspection and image analysis of polished sections, with orientation factors above 0.60 in the 2 mm surface layer.
Watertightness is verified under EN 1917 and ASTM C478; at 4.0 kg/m³ the concrete can maintain vacuum stability at -0.03 MPa for 5 min when crack widths remain below 0.1 mm. Precast plant records show a 2% to 5% reduction in 24-h demould compressive strength when fibre dosage increases from 0 to 4.0 kg/m³ at constant w/c, primarily from additional air entrainment during open-pan mixing; a tributyl phosphate-based defoamer or an air-entrainment compensation restores surface finish. Terminal products include manhole risers, wet-cast bases, valve chambers, and precast distribution boxes.
Tunnel and mining shotcrete linings require in-situ fibre dosage to be validated not from the batch record but from rebound-adjusted cut samples behind the nozzle. In dry-mix shotcrete, MasterFiber 322 is pre-blended with cement and aggregate, conveyed dry to the nozzle, and mixed with water at 0.4 MPa to 0.8 MPa; compressed air at 7 bar to 10 bar transports the stream. The rebound of woven polypropylene macro fibre is higher than that of steel fibre in the same mix because of its lower density (0.91 g/cm³) and larger plan-projecting area per unit mass; fibre rebound rates between 10% and 35% have been recorded in dry-mix operations, while aggregate rebound is commonly 10% to 25% depending on nozzle angle, air pressure, and accelerator dosage. This means a batched dosage of 5.0 kg/m³ may result in an in-place dosage of 3.2 kg/m³ to 4.5 kg/m³; shotcrete panel tests under ASTM C1550-20 or EN 14488-5 are required to confirm energy absorption, and a trial spray panel should be saw-cut to measure fibre loss.
Alkali-free liquid accelerators dosed at 4% to 8% by mass of binder are compatible with polypropylene fibre; no adverse hydrolysis has been observed in the pH 12 to 13 hydration environment. The critical processing boundary is pre-wetting of fibre bundles: if the woven bundles are sprayed with water to suppress static before entering the dry-mix hopper, damp bundles can clog the 25 mm air line at moisture contents above 0.5% by mass. A rotary bowl feeder with variable-frequency drive provides more reliable fibre metering than a gravity gate; a 3.0 kW to 5.5 kW screw feeder has been used for sustained advance rates of 3 m/h to 6 m/h. Terminal products include primary shotcrete linings, slope stabilisation, and roadheader cut protection in fibre-reinforced shotcrete.
On container handling pavements, corner-cast loads exceeding 900 kN on 250 mm to 300 mm concrete slabs make joint stability rather than compressive strength the controlling service-life factor. MasterFiber 322 at 3.0 kg/m³ to 5.0 kg/m³ in C30/37 to C35/45 concrete permits joint spacing to be increased from 4.5 m to 6.0 m when the pavement engineer uses residual flexural strength from EN 14651 and the Westergaard edge-load model; published data for this specific configuration is limited, so trial slabs and falling-weight deflectometer verification are required. Addition during central-mix operations reduces slump by 30 mm to 50 mm at 4.0 kg/m³; a polycarboxylate ether superplasticiser at 0.2% to 0.6% by mass of cement is required to maintain S3 workability at 0.42 to 0.45 w/c.
Saw cutting is performed after 6 h to 12 h; early-age shrinkage cracks are more effectively bridged when curing with aliphatic resin compound under ASTM C309 begins immediately after final texture. Calcium chloride accelerators are avoided because of corrosion risk to embedded steel dowels and tie bars. In windy conditions above 15 km/h, surface crazing may occur, but the fibre reinforcement prevents propagation below 0.5 mm. Terminal products include container terminal pavements, airport taxiways, bus aprons, and external hardstandings with downgauged base layers.
Marine caisson and coastal retaining wall concretes cast in slipform operations use a low water/cement ratio concrete to meet EN 206:2013+A2:2021 exposure class XS3; the concrete must resist chloride ingress while controlling surface crack widths below 0.2 mm. MasterFiber 322 is added at 3.0 kg/m³ to 6.0 kg/m³ to concrete with 0.35 w/c and 380 kg/m³ to 450 kg/m³ CEM I or CEM III binder. The woven polypropylene fibre does not corrode and remains inert in the splash and tidal zones; however, if 25 kg bags are added directly into a 9 m³ truck mixer at high drum speed, the low free-water content can cause fibre wrapping on the mixing drum shaft. This has been observed in plants where total water is below 160 L/m³; batch plant addition through a fibre feeder avoids the failure mode.
Slipform extrusion of caisson walls at 4.5 kg/m³ fibre shows no significant reduction in 28-day compressive strength at constant binder content, but early-age elastic modulus is reduced by 2% to 4%; vertical slipform speed is held at 150 mm/h to 250 mm/h to allow surface finishing. Chloride diffusion testing under ASTM C1556-22 or NT Build 443 in equivalent macro fibre concrete shows that crack-free zones retain low migration coefficients, but published data for this specific configuration is limited. Terminal products include caisson rings, sea walls, bridge pier caps in tidal zones, and coastal defence units.
In wind turbine gravity base construction, the dominant crack risk is not turbine service load but restrained thermal contraction during the first 72 h after the main pour. MasterFiber 322 at 2.5 kg/m³ to 5.0 kg/m³ is added to C30/37 or C35/45 concrete with 0.42 to 0.48 w/c and 320 kg/m³ to 380 kg/m³ cementitious binder; the mix is placed in lifts of 2.0 m to 2.5 m with horizontal construction joints. The fibre does not reduce the peak hydration temperature but provides crack-width control when surface temperature gradients exceed 20°C between core and top cover; differential temperature is measured with embedded thermocouples at 150 mm and 600 mm depth. Compliance with EN 1992-1-1 crack-width clauses and ASCE/AWEA RP2011 recommendations is achieved by confirming residual flexural strength with EN 14651.
Batch plants serving wind farm projects typically use 2.0 m³ twin-shaft mixers; fibre addition through a mobile conveyor after aggregate charging has produced better dispersion than tailgate dumping, particularly at dosages above 4.0 kg/m³. Cold-weather placement below 5°C requires heating of mix water to maintain 10°C to 25°C concrete temperature; polypropylene fibre does not become brittle at these temperatures, but form-release efficiency may be reduced if surface fuzzing is not removed by trowelling. Terminal products include onshore turbine gravity bases, transformer plinths, and embedded ring foundation caps.
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MasterFiber 322 is a woven polypropylene macro fibre designated as Class II under EN 14889-2:2006. The product comprises 100% virgin polypropylene in a woven tape geometry that fibrillates during mixing into macro monofilaments with an equivalent diameter above the 0.30 mm Class II threshold. The manufacturer-published typical property sheet lists a specific gravity of 0.91, a cut length of 54 mm, an equivalent diameter of 0.50 mm, a nominal aspect ratio of 108, a tensile strength of 620 MPa when tested to ASTM C1557-20, an elastic modulus of 6.0 GPa, and a melting point of 160 °C. Water absorption is reported as 0%. The product is typically dosed at 1.8 kg/m³ to 5.3 kg/m³ for macro crack control and post-crack toughness, with a lower addition rate of 0.9 kg/m³ permitted where plastic-shrinkage control only is required. Trial batching under ASTM C192/C192M-19 is required because slump, air content, and fibre distribution vary with aggregate surface area, mixer type, and admixture chemistry.
Where synthetic macrofibre compliance is specified in North America, MasterFiber 322 is referenced to ASTM C1116/C1116-23 Type III synthetic fibre-reinforced concrete and is evaluated under ICC-ES AC32 for code-referenced slabs on grade, composite metal deck, and shotcrete. The difference from Class I microsynthetic polypropylene is geometric and mechanical: Class II macro fibres are intended to participate in post-crack load transfer, whereas microfibres primarily modify bleed-water migration and early-age plastic cracking. A substitution of MasterFiber 322 for a microfibre at equal dosage therefore changes the residual flexural response measured by ASTM C1609/C1609M-19a or EN 14651:2005+A1:2007 and requires re-testing rather than a like-for-like replacement.
Under EN 14889-2:2006, polymer fibres with an equivalent diameter of 0.30 mm or greater are classified as Class II; fibres below that threshold are Class I. MasterFiber 322 at 0.50 mm equivalent diameter is therefore classified as Class II and is specified for post-crack performance, not solely for plastic shrinkage. The standard requires the manufacturer to declare fibre geometry, tensile properties, alkali resistance, and effect on concrete workability, and to maintain factory production control under the harmonised CE marking system. The product’s tensile strength of 620 MPa and elastic modulus of 6.0 GPa are declared fibre properties, but concrete performance values used in design must be obtained from beam tests such as ASTM C1609/C1609M-19a or EN 14651:2005+A1:2007. The Class II designation does not automatically confer structural equivalence to steel reinforcement; it identifies the product as a macro polymer fibre with specified geometry and material properties under EN 14889-2:2006.
The lower elastic modulus of polypropylene compared with steel means that post-crack residual strength in MasterFiber 322 depends on fibre geometry, fibre count, and cementitious bond rather than on intrinsic fibre stiffness. For this reason, the designer cannot simply replace steel fibre at equal volume fraction; the required dosage must be calibrated against a target residual flexural strength at the crack mouth opening displacement or net deflection values in the governing beam test. Published data for this specific configuration is limited beyond manufacturer technical datasheets and evaluation reports, so project-specific beam testing is recommended where structural performance is critical.
In 9 m³ ready-mix drums, MasterFiber 322 is introduced after aggregates and before water at a drum rotation of 14–18 rpm. Field experience indicates that discharging an entire collated bag onto dry fines or into a stationary drum can produce transient fibre balling, particularly when aggregate moisture exceeds 4% by mass and the bag contents are added in less than 10 seconds. The preferred addition sequence feeds the bag contents over 10–15 seconds to the charging conveyor while simultaneously adding 70–80% of the batch water. Mixing is continued for 5–7 minutes at 15 rpm, after which fibre distribution is visually checked. In twin-shaft compulsory mixers, a wet mixing time of 4–5 minutes at 30–35 rpm is generally sufficient. Slump reduction of 10–30 mm may occur at dosages above 4.5 kg/m³; this is not due to water absorption but to increased paste demand and particle interference. Water addition beyond the approved mix design should not be used to compensate because it increases the water-cement ratio and may reduce compressive strength measured by EN 12390-3 or ASTM C39/C39M-21.
In central mix plants using inclined conveyor belts, an operational bottleneck occurs when woven fibre bags are added too early to dry sand and are carried into dust extraction systems. The documented field corrective action is to sequence fibre addition after coarse aggregate but before cementitious material discharge. This reduces fibre loss and improves early distribution. Air content should be re-verified after fibre addition because the woven geometry can alter air void formation; the applicable test method is ASTM C231/C231M-17a or EN 12350-7.
Fibre-reinforced concrete containing MasterFiber 322 can be pumped through line diameters of 125 mm or larger. Field reports indicate that piston-face pressures should be maintained below 120 bar for extended placements, and sharp elbow count should be limited because woven macrofibre bundles resist reorientation under high shear and may form plugs at slump values below 120 mm. Published data for pump configurations below 100 mm line diameter is limited. When the concrete is placed by boom pump, the pump manufacturer should be consulted and a trial pumping evaluation should be performed before production.
In slab-on-ground work, MasterFiber 322 is used as a distributed secondary reinforcement that can replace welded wire mesh for crack-width control and post-crack performance when accepted by the engineer of record. Its use does not remove the need for saw-cut joints, subbase preparation, or contraction joint layout governed by ACI 360R-10. The fibre is distributed three-dimensionally, whereas welded wire mesh requires correct elevation chairs and overlapping; this reduces placement labour and eliminates the corrosion risk of mesh at the slab surface. However, the product is not a direct replacement for primary reinforcement in suspended slabs or structural members. For slab-on-ground fire, moisture, and joint-spacing performance, published data for this specific configuration is limited, and joint spacing must be determined from restrained shrinkage cracking calculations rather than from fibre dosage alone.
Post-crack performance of MasterFiber 322 in slab applications is commonly measured by ASTM C1609/C1609M-19a at net deflections of L/600 and L/150. The measured residual strengths at these deflections provide input values for slab design according to recognised guide documents. Because woven polypropylene macro fibre has a lower elastic modulus than steel fibre, the residual strength at small crack widths is more sensitive to fibre geometry and bond; trial beams should be produced using the same cementitious matrix and aggregate grading as the production slab.
| Fibre category | Specific gravity | Tensile strength | Elastic modulus | Equivalent diameter | Corrosion response | Primary function/test basis |
|---|---|---|---|---|---|---|
| MasterFiber 322 woven polypropylene macro fibre, Class II | 0.91 | 620 MPa | 6.0 GPa | 0.50 mm | Inert in chloride-containing concrete | Post-crack toughness via ASTM C1609/C1609M-19a |
| Microsynthetic polypropylene monofilament, Class I | 0.91 | 300–600 MPa | 3.5–4.0 GPa | 0.020–0.050 mm | Inert in chloride-containing concrete | Plastic-shrinkage crack reduction via ASTM C1579-21 |
| Steel hooked-end macrofibre | 7.85 | 1000–1500 MPa | 200 GPa | 0.50–1.00 mm | Surface corrosion possible if cracks are exposed to moisture and chlorides | Post-crack flexural strength via ASTM C1609/C1609M-19a or EN 14651:2005+A1:2007 |
The table distinguishes MasterFiber 322 from two common fibre categories. A microsynthetic Class I polypropylene monofilament of 0.020–0.050 mm equivalent diameter has a similar specific gravity but a lower elastic modulus and does not provide meaningful post-crack capacity beyond plastic-shrinkage crack control. A steel hooked-end macrofibre has a higher specific gravity and elastic modulus of 200 GPa, allowing lower volume addition for a given post-crack flexural strength; however, steel fibre can produce surface discoloration or corrosion in cracked concrete if cracks are exposed to moisture and chlorides. MasterFiber 322 is inert in chloride-containing concrete and non-conductive. Comparative data between woven and monofilament macro synthetic fibres is limited in peer-reviewed literature, so product-specific beam testing remains the authoritative basis for design.
In dry-mix shotcrete, the woven macro fibre is added to the dry ingredients and may require pre-moistening of aggregates to 3–6% moisture before fibre introduction to reduce bundle adhesion to fines. In precast plants using vibrating tables or external form vibrators operating at 50–60 Hz, MasterFiber 322 can be consolidated without the same magnetic alignment that affects steel fibres. The product is not degraded by chlorides, sulfates, or typical concrete admixtures, and it does not require pre-drying at high relative humidity. Prolonged UV exposure of unopened bags should be avoided because bag film embrittlement can affect fibre introduction, though the fibre itself is not structurally sensitive to UV once encapsulated in cement paste.
Operational boundaries include the limitation that MasterFiber 322 is intended for secondary reinforcement and should not be used as primary reinforcement unless explicitly designed. Service temperatures above 80 °C may reduce polypropylene fibre stiffness, and fire-resistance designs that rely on structural fibres should be evaluated separately. Air content should be re-verified to ASTM C231/C231M-17a after fibre addition because the woven geometry can alter air void formation. No chemical incompatibility with air-entraining admixtures or high-range water reducers is documented, but admixture dosages should be determined from the production trial mix.
Quality control for lot-to-lot variation is maintained under the manufacturer’s CE marking system, and users should retain lot numbers and certificates of conformity for each delivery. The woven tape cutting and fibrillation process should be monitored for length distribution and fibrillation degree; a visual water separation test can identify undispersed fibres before concrete discharge. Because fibre length and aspect ratio directly influence post-crack residual strength measured by ASTM C1609/C1609M-19a, deviations in cut length beyond the declared tolerance should trigger a trial mix evaluation rather than a direct continuation of production placement.
