| HS Code | 978998 |
| Product Name | SikaFiber Force 60 - Macro Fiber |
| Fiber Type | Macro synthetic fiber |
| Material | Polypropylene |
| Length | 60 mm |
| Diameter | 0.90 mm |
| Aspect Ratio | 67 |
| Tensile Strength | 620 N/mm² |
| Elastic Modulus | 10,000 N/mm² |
| Melting Point | 160 °C |
| Density | 0.91 g/cm³ |
| Alkali Resistance | Excellent |
| Dosage | 4.5 - 9.0 kg/m³ |
| Color | Grey |
| Packaging | 5 kg bags |
| Shelf Life | 5 years |
| Storage Conditions | Store in dry conditions, protected from direct sunlight and UV |
As an accredited SikaFiber Force 60 - Macro Fiber factory, we enforce strict quality protocols—every batch undergoes rigorous testing to ensure consistent efficacy and safety standards.
| Packing | Packaged in 600 g water-soluble bags, SikaFiber Force 60 - Macro Fiber is supplied in 12 kg cartons. |
| Container Loading (20′ FCL) | Container Loading (20′ FCL): SikaFiber Force 60 macro synthetic fibers are palletized and loaded into 20′ containers, securely strapped for dry, safe transport. |
| Shipping | SikaFiber Force 60 – Macro Fiber is not classified as dangerous goods for transport. It has no UN number, proper shipping name, hazard class, or packing group. Ship in original sealed packaging on pallets; protect from moisture, contamination, and physical damage. Follow the SDS and local transport regulations. |
| Storage | Store SikaFiber Force 60 – Macro Fiber in a dry, clean, well-ventilated place at ambient temperature, away from direct sunlight, heat, moisture, and incompatible chemicals. Keep in original sealed packaging on pallets off the ground. Do not store outdoors. Protect from punctures, contamination, and excessive stacking. Reseal partially used bags. Use oldest stock first and follow manufacturer’s shelf-life instructions. |
| Shelf Life | SikaFiber Force 60 shelf life: 24 months from production if stored in original unopened packaging, dry conditions, protected from direct sunlight. |
In large-area ground-supported floor slabs used in automated storage and retrieval systems, the concrete matrix is specified with residual flexural demand that cannot be addressed by plain saw-cut plates when the construction schedule compresses saw-cutting and rack installation sequences. SikaFiber Force 60 is batched at 4.0 kg/m³ into the aggregate stream of a twin-shaft compulsory mixer before water addition. The dry blending interval before cement hydration is maintained at 60 s to separate the fiber bundles and to prevent balling at the mixer discharge gate. When the slab design includes high-bay rack loads and reach-truck traffic, the dosage is increased to 5.0 kg/m³ and the concrete is placed with a laser screed to maintain the specified flatness profile. The finished floor is checked by a third-party testing agency using ASTM C1609/C1609M beams at 28 days, and the residual strength values at net deflections L/600 and L/300 are submitted to the structural engineer before rack installation. Power trowelling is carried out with ride-on equipment fitted with 900 mm pans, and the burnishing disks are disengaged if individual fibers are pulled to the surface. The fiber product is CE marked as a Class II polymer fiber under EN 14889-2, and the factory production control certificate is filed with the construction quality plan. The finished slab is taken into service by logistics operators without sacrificial steel mesh layers, because the fiber is distributed through the full thickness and does not interfere with the adhesive anchors used for automated guided vehicle guidance rails.
In underground excavation support, wet-mix sprayed concrete is pumped through a 65 mm hose and projected onto the rock surface at a placement rate of 12–18 m³/h with air consumption between 8 Nm³/min and 12 Nm³/min. SikaFiber Force 60 is added at 5.0 kg/m³ to the truck mixer at the batching plant, not at the nozzle, because post-pump fiber addition produces anisotropic fiber orientation and increases rebound. The macro fiber is dispersed in the mix before the alkali-free accelerator is injected at 4–7% by weight of cement through the metering pump. Sprayed concrete with 60 mm fiber requires a pre-construction test panel to confirm that the nozzle tip diameter and S-tube clear aperture do not cause fiber balling. Published data for this specific configuration is limited, but the pump and nozzle combination is validated through a trial spray when the minimum hose diameter is less than two times the fiber length. The flexural toughness of the finished lining is tested according to EN 14488-3, and the spray application is controlled under EN 14487-1. A processing boundary exists at high accelerator dosage because paste stiffening above 7% can lock fibers into a less branched orientation within the first 2 min after spraying. The final primary lining thickness of 250–350 mm is used for NATM/SEM support in twin-tube road headings and access tunnels. In aggressive groundwater conditions, the same mix is also used for secondary linings where steel fiber corrosion staining at crack lines is not permitted.
Because precast wall panels and underground utility boxes are demolded after 12–16 h, early-age edge impact during crane lifting and truck loading controls the reinforcement selection. SikaFiber Force 60 is batched at 3.5–4.5 kg/m³ into a planetary counter-current mixer with a 60 s dry blending interval before water and superplasticizer are added. In self-compacting concrete mixes with a slump flow of 650–700 mm, the fiber addition reduces the slump flow by a measurable margin, and the polycarboxylate ether superplasticizer dose is corrected by 0.2–0.4% by weight of cement to recover the target rheology. Vibration time on the demolding table is limited to 30–40 s because prolonged vibration can allow fiber settlement in thin sections thinner than 80 mm. The precast units are cured in climate-controlled chambers and stripped when the edge compressive strength reaches the value specified in the factory production control. The fiber provides edge impact resistance and reduces spalling of returns and corner radii during handling. Structural connections in load-bearing panels are reinforced separately, because the macro synthetic fiber does not replace conventional reinforcement where design tension demands are high. The finished units are used in cable troughs, manhole rings, retaining wall segments, and tunnel segment secondary linings. Plant conformity is assessed under EN 13369, and the fiber product is included in the factory’s CE-marked mix design documentation through EN 14889-2.
Concrete floors in dairy barns, silage bunkers, and anaerobic digester yards are exposed to organic acids with pH values between 3.5 and 5.5, ammonium salts, and wet-dry cycling. SikaFiber Force 60 is dosed at 4.5 kg/m³ into a 150 mm ground-bearing slab, and the concrete is compacted with a twin-beam screed or laser-guided mag screed. Because the polyolefin fiber is chemically inert and chloride-free, crack lines in the finished surface do not develop the rust staining associated with steel fiber or steel mesh reinforcement. The slab is specified under EN 206 chemical attack class XA3, and the cement type is selected independently for acid resistance. The fiber addition does not replace acid-resistant aggregate or sulfate-resisting cement, because the fiber cannot protect the cement paste from chemical erosion. After power trowelling, the surface is closed with a final pan float pass, and exposed individual fibers are removed where they protrude above the hardened surface. The finished surfaces are used as feed alley slats, slurry channel aprons, digester sump covers, and lagoon bank slabs. In silage clamp operations with wheel loaders, the slab edge is thickened to 200 mm and the dosage is raised to 5.0 kg/m³ to handle lateral scraping forces. The specification avoids steel fiber in this environment because the combination of low pH and oxygen ingress at cracks produces rapid corrosion in steel reinforcement.
In wastewater treatment plants and marine splash zones, conventional steel fiber reinforcement presents a long-term corrosion risk at crack openings that exceed 0.2 mm under service load. SikaFiber Force 60 is incorporated at 5.0 kg/m³ in precast weir channels and 4.0 kg/m³ in cast-in-situ sump bases, and the concrete is mixed in a double-shaft compulsory mixer for 75 s after water addition. The concrete is placed with a slump of 120–150 mm adjusted with a polycarboxylate superplasticizer to pump through congested reinforcement in basin walls. Chloride penetrability is evaluated separately using ASTM C1202, because the fiber itself does not modify the pore structure or the chloride diffusion coefficient of the matrix. The concrete cover and mix permeability control the durability performance under marine exposure class XS3 and sulfate attack class XA2 defined in EN 206. The synthetic fiber does not absorb chlorides, does not create a galvanic couple, and does not leave corrosion halo marks on the formed surfaces. The construction limitation is that the fiber cannot compensate for low cover, poor compaction, or uncontrolled cracking beyond design widths. The finished components are put into service in sluice gate supporting walls, outfall channels, desalination plant sumps, and sewage overflow weirs where maintenance shutdown for steel repair is difficult.
External container yards and airport service roads impose concentrated load cycles from reach stackers, twist-lock trailers, and aircraft ground support equipment on jointed concrete pavements. SikaFiber Force 60 is batched at 5.0 kg/m³ with a 40 mm maximum aggregate size to improve edge stability at saw-cut contraction joints under thermal cycling. The concrete is produced in a central mix plant and placed by a slipform paver; the fiber is not added directly into the hopper because macro fibers can bridge across the auger housing and interrupt the slipform feed. The paver’s auger speed is reduced to maintain a constant metering rate into the extrusion chamber. Saw-cut joints are made at spacings determined by the pavement thickness and subgrade modulus, and the fiber addition is included in the round panel toughness test performed under ASTM C1550. The pavement is designed under EN 13877-2 for jointed concrete road construction, and the fiber product conformity is documented under EN 14889-2. In container stacking areas, the slab is thickened at corner zones and the fiber dosage is kept constant across the pour to avoid placing seams. The finished pavement serves mobile harbor cranes, container handlers, and bus terminal aprons where joint spalling and corner breakouts are maintenance-critical.
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SikaFiber Force 60 - Macro Fiber is presented as a manufactured macro-synthetic reinforcement fiber for cementitious matrices. The product designation identifies the nominal fiber length as 60 mm, which separates it from microfibers used for plastic shrinkage crack control and places it in the macro-fiber class intended for post-crack residual load transfer. The fiber is supplied in collated bundles that disperse into individual filaments during concrete mixing; bundling limits the tendency of long filaments to interlock and form agglomerates when loaded into pan mixers, twin-shaft mixers, or truck mixers. The polymer is normally classified as a polyolefin macro fiber with a density below 1.0 g/cm³, and the cross-section is deformed or embossed to provide mechanical anchorage after matrix cracking. Compliance documentation should be verified against EN 14889-2 for European conformity and ASTM C1116/C1116M Type III for synthetic fiber concrete specifications. The fiber is not primary continuous reinforcement; acceptance therefore depends on measured residual flexural parameters rather than on fiber mass alone.
In mass-basis specifications, the product is commonly evaluated at 3 kg/m³ to 6 kg/m³, but the actual dosage must be derived from the required residual flexural strength and confirmed by trial mix. Because the fiber has a density near 0.91 g/cm³ to 0.95 g/cm³, mass dosage is not directly comparable to steel fiber reinforcement, which has a density of 7.85 g/cm³. The technically relevant parameter is fiber count per unit volume; this is calculated from the measured filament length, equivalent diameter, density, and actual dispersed bundle count. A fiber of this class should be tested under EN 14651 to determine residual flexural tensile strength at crack mouth opening displacement values of 0.5 mm and 3.5 mm, commonly reported as fR1 and fR4. The corresponding North American method is ASTM C1609/C1609M, using third-point-loaded beams; ASTM C1399/C1399M may be used where an average residual strength is determined from a cracked beam. The product data sheet remains the controlling source for declared values; published independent data for this specific configuration is limited to test reports and project records.
The post-crack capacity is governed by the number of fibers crossing a crack plane, their orientation efficiency, the fiber-matrix bond, and the tensile capacity of the filament itself. For a fiber length of 60 mm, effective embedment length becomes sensitive to crack width and aggregate interlock; at crack widths above the anchorage limit the fiber will pull out rather than rupture. Fiber count is a function of the specified mass dosage and the actual number of dispersed filaments per kilogram. If a macro-synthetic fiber has an equivalent diameter near 0.85 mm and a density of 0.91 g/cm³, the approximate number of fibers per kilogram is on the order of 25,000 to 30,000; this value must be taken from the manufacturer’s certificate because small changes in equivalent diameter have a quadratic effect on count. In a beam test, the fibers closest to the notch are not all oriented perpendicular to the crack; an orientation factor below 0.50 is common for cast concrete. This is why residual strength does not scale linearly with dosage. Production-scale batch-to-batch variation in fiber count, bundle dispersion, and mixing time can change measured fR1 by more than 10% if the calibration is not fixed.
In wet-process shotcrete tunnel construction, the fiber is added at the batching plant before the mix enters the pump hopper. On production lines using twin-shaft mixers, premature dumping of the collated packets onto a dry ribbon can produce mat-like fiber clusters at the mixer discharge; adding the fiber after the coarse aggregate and before the final water increment generally improves dispersion. For 60 mm synthetic macro fiber, the pump line diameter is normally at least 50 mm, and conversion from 65 mm to 50 mm reducers is a reported blockage point if the maximum aggregate size and fiber dosage are at the upper end. The fiber contributes to sprayed concrete toughness under EN 14488-3 or ASTM C1550 panel testing, but it is not a substitute for primary steel bars or mesh in rock-support designs unless the structural model incorporates measured residual flexural capacity. Corrosion staining on exposed shotcrete surfaces is reduced compared with steel-fiber mixes; however, macro-synthetic fibers have a lower elastic modulus, so the design must consider long-term creep and crack-width serviceability.
Macro-fiber reinforcement does not produce a linear increase in residual strength with each additional kg/m³. The post-crack capacity is tied to the number of filaments crossing the critical crack, and that number is influenced by matrix workability, aggregate size, mixing energy, fiber geometry, and casting direction. At a dosage of 3 kg/m³, the fiber may deliver sufficient fiber count for crack-width control but not for deflection hardening. At dosages above 6 kg/m³, the fresh concrete may exhibit reduced slump and increased pump pressure unless the aggregate gradation and superplasticizer dosage are adjusted. The design value should be established by a laboratory beam test on the exact mix, not by extrapolation from a prior mix, because a change in maximum aggregate size from 20 mm to 10 mm can alter orientation efficiency and matrix bond. In production, samples should be extracted after full mixing and verified for fiber dispersion using a wash-out sieve; a non-dispersed bundle count above 2 bundles per 10 kg of concrete is an indication that the batching sequence or mixing time needs correction. Batch logs should record fiber count, aggregate moisture, mixing time, and beam test identification so that field results remain traceable to specific production conditions.
Table 1 summarizes the principal standards and test methods applied to macro-synthetic fiber concrete. The table identifies test paths; it does not replace the manufacturer’s declared values or the construction specification.
| Standard / test method | Scope | Function for macro-fiber concrete |
|---|---|---|
| EN 14889-2 | Polymer fibers for concrete: definitions, specifications, and conformity | Product classification and declaration of performance |
| ASTM C1116/C1116M | Fiber-reinforced concrete specification | Type III synthetic fiber concrete classification |
| EN 14651 | Flexural tensile testing of notched beams | Determination of fR1 and fR4 residual strengths |
| ASTM C1609/C1609M | Flexural performance of fiber-reinforced concrete using third-point loading | Load-deflection curves and residual strength ratios |
| ASTM C1399/C1399M | Average residual strength of fiber-reinforced concrete | Alternative residual strength determination |
| EN 14488-3 | Testing sprayed concrete: flexural strengths of fiber-reinforced slab specimens | Toughness evaluation for wet-process shotcrete |
In precast segment production, steel-fiber reinforcement has historically been selected because its elastic modulus and post-crack flexural response are well documented. SikaFiber Force 60 - Macro Fiber is differentiated in this environment by its lower density and absence of corrosion at the segment surface; handling and survey systems that are sensitive to magnetic materials may also be simplified. Published data for this specific configuration is limited with respect to impact resistance, sustained-load creep, and crack-width control under tunnel segment assembly forces, so direct substitution should be validated with comparative flexural and energy-absorption tests under EN 14651 or ASTM C1609/C1609M. The polymer fiber cannot be assumed to provide the same residual stress as an equal mass of steel fiber because of the density difference; the comparison should be made at equivalent residual flexural strength and not at equivalent mass dosage. In segment mixes, trial dosages above 6 kg/m³ should be checked for their effect on dry-cast compaction, mold filling, and surface finish. The 60 mm dimension is generally compatible with segment thicknesses above 150 mm, but thin segments or heavily congested reinforcement may restrict fiber orientation and reduce effectiveness.
Replacement of welded wire mesh or a single layer of bar reinforcement in a slab-on-grade is permitted only when the design calculation uses the measured post-crack residual flexural strength of the macro-fiber concrete. A production floor slab placed with a laser screed may use a dosage of 4 kg/m³ to 5 kg/m³ for crack-width control and point-load resistance, but the joint layout and base friction must still be designed for the specific slab geometry and traffic regime. The macro fiber does not act as continuous reinforcement across saw-cut joints; load transfer at contraction joints is influenced by aggregate interlock, slab thickness, and joint activation time. Field trials on 60 mm synthetic fiber slabs show that surface fibers can be worked below the finish with a bull float and power trowel, provided the finishing wait is not extended beyond the final bleed period. If the surface is overworked, fibers may be exposed and produce a hairy finish; a burnishing pass reduces this condition but does not eliminate it. The acceptance criteria for such floors are normally based on ASTM C1609/C1609M residual strength or EN 14651 fR1/fR4 values, not on the fiber dosage alone.
Batching sequence for a macro-synthetic fiber in ready-mix or site-batch operations should be fixed and verified. The fiber is typically added after the coarse aggregate has been wetted but before the final water and admixture sequence; adding fiber to a dry mix before aggregate can create static charges and balling in high-shear counter-current mixers. Mixing time after fiber addition should be long enough to disperse all bundles; a minimum of 5 min at mixing speed is common, but the specific mixer type and batch size determine the necessary duration. In truck mixers, the fiber should be introduced at the plant and not on site if the full mixing energy is unavailable. Pumping fiber-reinforced concrete with 60 mm macro fibers requires a stable paste volume and continuous aggregate grading; pressure rises in the pump line indicate fiber interlock, low paste volume, or excessive acceleration. The pipe diameter is generally not less than 50 mm, and the number of couplings and elbows should be reduced because each reduction creates a flow restriction. After placement, macro fibers at the surface influence finishability; a pan float and trowel finish are usually required. The product should be stored in dry conditions, and water-degradable packaging should be protected from moisture before batching. Exposure of the fibers to ultraviolet radiation during prolonged outdoor storage is a further operational boundary, and the manufacturer’s storage recommendations should be applied.
A final operational boundary is that the macro fiber is not intended as a replacement for steel reinforcing bars in moment-resisting frames, prestressed concrete, or structural connections. Its contribution is limited to crack bridging and section toughness, and it does not replace the flexural steel area in reinforced concrete design under ACI 318 or Eurocode 2 unless the structural design explicitly accounts for residual flexural capacity through approved test data.
