| HS Code | 561819 |
| Product Name | SikaFiber 150 (MasterFiber 150) |
| Product Type | Structural polypropylene fiber for reinforcing concrete |
| Manufacturer | Sika |
| Former Name | MasterFiber 150 |
| Material | 100% virgin polypropylene |
| Fiber Type | Macro synthetic |
| Length | 50 mm (2.0 in) |
| Diameter | 0.8 mm (0.03 in) |
| Aspect Ratio | 62.5 |
| Tensile Strength | 600 MPa (87,000 psi) |
| Elastic Modulus | 7 GPa (1,000 ksi) |
| Density | 0.91 g/cm³ |
| Melting Point | 160 °C (320 °F) |
| Alkali Resistance | Excellent |
| Water Absorption | Nil |
| Dosage | 3 to 6 kg/m³ (5 to 10 lb/yd³) |
| Packaging | 2.5 kg (5.5 lb) bags |
| Standards | ASTM C1116 Type III; EN 14889-2 |
As an accredited SikaFiber 150 (MasterFiber 150) - Structural Polypropylene Fiber for Reinforcing Concrete factory, we enforce strict quality protocols—every batch undergoes rigorous testing to ensure consistent efficacy and safety standards.
| Packing | SikaFiber 150 is packaged in 1.5 lb (0.68 kg) water-soluble bags, with 18 bags per carton, totaling 27 lb (12.2 kg). |
| Container Loading (20′ FCL) | SikaFiber 150 (MasterFiber 150) structural polypropylene fiber for concrete reinforcement, loaded in 20′ FCL containers with standard export packaging. |
| Shipping | SikaFiber 150 (MasterFiber 150) ships as a non-hazardous, non-regulated article. Typical packaging: moisture-resistant bags in cartons, palletized and shrink-wrapped. Transport in dry, clean vehicles; store indoors away from moisture, sunlight, and ignition sources. No special placards required. Handle with normal PPE; avoid dust generation. |
| Storage | Store SikaFiber 150 in original, unopened packaging in a dry, well-ventilated warehouse. Protect from moisture, direct sunlight, extreme temperatures, and chemical contamination. Keep away from ignition sources. Place pallets on clean, dry surfaces and avoid excessive stacking or bag damage. Under these conditions, shelf life is typically 24 months. Follow local regulations and manufacturer instructions. |
| Shelf Life | Shelf life is 24 months from production when stored dry in original unopened packaging, protected from moisture and direct sunlight. |
Precast segmental tunnel linings represent a downstream application in which SikaFiber 150 (MasterFiber 150) is batched at 4.0 kg/m³ to 6.0 kg/m³ into a planetary counter-current mixer of 0.75 m³ to 2.0 m³ batch size, following moisture correction of fine and coarse aggregates to maintain an effective water/cement ratio of 0.35 to 0.40. The fibre, with a manufacturer-stated length of 50 mm, an equivalent diameter of 0.85 mm, an aspect ratio of 59, a tensile strength of 552 MPa, and an elastic modulus of 6.0 GPa, requires an extension of wet mixing time by 30 s to 60 s relative to plain concrete because high-energy mixing at 20 rpm to 30 rpm can otherwise create fibre balls at hopper discharge gates. In carousel segment plants operating at 8 min to 12 min mould cycle times, the concrete is cast into steel segment moulds and steam-cured at 60 °C to 70 °C; polypropylene begins softening only at approximately 160 °C, so curing does not reduce post-crack fibre resistance. The structural role in segmental linings is typically secondary: the macrofibre reduces demoulding damage, corner chipping, and thermal-gradient microcracking, but it does not replace the curved steel bar cage required for radial and longitudinal flexural forces in bored tunnel linings. Under fire exposure, the fibres melt and form channels that lower pore pressure and reduce explosive spalling; this mechanism is more commonly associated with micro monofilament fibres, and published data for the specific use of 50 mm macrofibres at segment scale remains limited. Conformity for structural use is assessed under EN 14889-2:2006 Class II for polymer fibres, while residual flexural strength is determined on notched beams of 150 mm × 150 mm × 600 mm according to EN 14651:2005+A1:2007. A key operational boundary is that the low elastic modulus of 6.0 GPa relative to steel at approximately 200 GPa means the fibre cannot carry primary tensile stress exceeding 2.0 MPa in service without excessive crack width, so the dosage should be regarded as toughness and handling reinforcement rather than principal bending reinforcement.
Within industrial flooring, addition of 5.0 kg/m³ to a 50 mm structural polypropylene fibre is usually qualified by residual flexural strength ratios under ASTM C1609/C1609M-19 and EN 14651. At this dosage in a C30/37 concrete, the residual strength fR1 commonly falls between 0.8 MPa and 1.5 MPa, while fR3 is typically 0.6 MPa to 1.2 MPa; these are representative values for similar certified macro polypropylene fibres and must be verified by project-specific beam tests because aggregate type, cement content, and curing temperature shift the matrix contribution. The slab designer applies these values to move from mesh-reinforced to fibre-reinforced design only for crack width control and impact resistance, not for load transfer across free-movement joints; joints remain mandatory at the same spacing determined by subgrade restraint and concrete shrinkage unless a non-linear slab analysis under TR34 or ASTM E2830 demonstrates otherwise. In placement, the fibre is added to the aggregate conveyor or transit mixer after the initial aggregate charge, with a target slump of 120 mm to 150 mm; a 125 mm minimum pump line diameter is preferred because 100 mm reducers can trap fibre clusters at the coupling. Laser screed and power trowel finishing are compatible, but the last two trowel passes are run at a reduced blade angle to lay down protruding fibre ends; slip resistance after grinding should be checked under EN 13036-4 or DIN 51130 if the slab is trafficked by pedestrian forklifts. Workability loss above 6.0 kg/m³ becomes a limiting process condition: in a C30/37 mix, slump can drop by 30 mm to 50 mm, requiring 0.2% to 0.5% polycarboxylate superplasticizer adjustment instead of adding water, because water addition weakens the fibre-matrix interface and reduces the fR1 value. The practical upper dosage in a production slab is therefore not the product's stated maximum of 9.0 kg/m³ but the point at which the rheology adjustment and finishing labour exceed the cost of conventional steel fabric.
| Application segment | Batched dosage range | Primary test method | Typical placement constraint |
|---|---|---|---|
| Precast tunnel segmental linings | 4.0 kg/m³ to 6.0 kg/m³ | EN 14651 | Extended mixing 30 s to 60 s to prevent balling |
| Ground-supported industrial slabs | 3.0 kg/m³ to 6.0 kg/m³ | ASTM C1609/C1609M-19 | Limit slump loss above 6.0 kg/m³ with PCE superplasticizer |
| Wet-mix shotcrete | 4.0 kg/m³ to 8.0 kg/m³ | EN 14488-5 | Use 125 mm minimum hose diameter |
| Dry-cast precast drainage elements | 3.0 kg/m³ to 5.0 kg/m³ | ASTM C497 | Add fibre after aggregates, before water |
| Marine revetment concrete | 5.0 kg/m³ to 9.0 kg/m³ | ASTM C1138, ASTM C1202-19 | Verify fibre distribution in high-slump tremie mixes |
| Rigid pavement overlays | 2.0 kg/m³ to 4.0 kg/m³ | ASTM C1399/C1399M-10 | Do not exceed 150 mm slump for uniform fibre suspension |
Wet-mix shotcrete supplied at 6 m³/h to 12 m³/h output requires 4.0 kg/m³ to 8.0 kg/m³ of macro polypropylene fibre to pass the energy absorption classes specified in EN 14487-1:2005 and tested under EN 14488-5:2006 on 600 mm × 600 mm × 100 mm slab specimens. The batched dosage is not the in-situ dosage: because the polymer fibre has a specific gravity of 0.91, rebound at the start of spraying is fibre-rich in some mix designs, so the effective fibre content near the substrate can be 10% to 20% lower than batched until the spray operator adjusts air nozzle distance and accelerator dose. The fibre contributes to post-peak ductility and crack moment redistribution, but it does not provide the early-age plastic shrinkage crack control associated with fine micro monofilaments; in hot or dry tunnel ventilation conditions above 25 °C and 60% relative humidity, a separate 0.9 kg/m³ micro polypropylene monofilament is often required to suppress surface plastic cracks before the macrofibre can engage. Alkali-free liquid accelerators based on aluminum sulfate are compatible with the fibre, but high accelerator dosages above 8% by mass of cement can cause rapid stiffening that freezes partially dispersed fibres in the nozzle stream, leading to blockages at the 90 mm to 125 mm hose coupling. Sprayed fibre concrete in rock support is typically designed for a 28-day compressive strength class of C25/30 to C35/45, with a residual flexural strength class of 3c to 5c under EN 14487-1; the macro fibre meets the toughness requirement without the corrosion staining and rebound hazard of steel fibre, but the lower modulus of 6.0 GPa relative to steel fibre at 200 GPa means steel fibre remains the standard for permanent linings with high flexural demand and high overburden stress.
For dry-cast precast pipe and box culvert production, the addition of 3.0 kg/m³ to 5.0 kg/m³ of 50 mm macro polypropylene fibre is intended to reduce stripping damage, bell-end chipping, and transport cracks rather than to replace steel reinforcement for load-bearing structural pipe classes. The zero-slump concrete with an effective water/cement ratio of 0.30 to 0.40 is compacted by external vibration at 30 Hz to 60 Hz; the fibre remains suspended in the aggregate matrix and does not interfere with the immediate demoulding cycle, provided the mixing sequence is aggregate, cement, fibre, then water with 15 s of dry mixing before water addition. In ASTM C497 pipe tests, a 3.0 kg/m³ fibre addition improves impact resistance and reduces crack propagation at the spigot insertion point, but D-load capacity is governed by the steel cage or wall thickness; the fibre alone is not sufficient for D-load classes above 65D. Steam curing at 60 °C to 70 °C does not degrade the polypropylene, but outdoor storage of raw fibre bags before batching should be protected from prolonged UV radiation because polypropylene chains degrade by photo-oxidation and the tensile strength of 552 MPa can decrease below the design value after several months of direct sunlight. The fibre is classified as inert in the alkaline cement matrix, so no long-term embrittlement is expected under normal groundwater exposure; however, exposed fibres at the pipe surface are not acceptable in potable water contact applications unless covered by a cementitious lining or the fibre is fully embedded.
Marine revetment concrete in the splash and tidal zones presents a different corrosion environment than steel fibre or steel fabric reinforced matrices. A dosage of 5.0 kg/m³ to 9.0 kg/m³ of 50 mm polypropylene macrofibre is specified for secondary armour units, access steps, and repair overlays where chloride-induced corrosion of steel reinforcement is the dominant durability failure. The fibre itself is immune to chlorides, but it does not reduce the chloride diffusion coefficient of uncracked concrete; durability improvement is achieved through crack width control and reduced spalling under wave impact, which can be screened under ASTM C1202-19 for electrical indication of chloride penetrability and ASTM C1138-19 for underwater abrasion resistance. In tremie placement or preplaced aggregate concrete for tidal zones, the fibre dosage must be adjusted for the high-slump mix because the density difference between polypropylene at 0.91 g/cm³ and mortar at 2.2 g/cm³ can cause fibre float in high-workability mixes; a minimum cement content of 400 kg/m³ and a maximum free water/cement ratio of 0.40 are typical in marine exposure classes. Freeze-thaw resistance is assessed under ASTM C666/C666M-15, and fibre reinforcement can reduce surface scaling through crack control, but air entrainment of 4% to 6% remains mandatory; the fibre does not substitute for an adequate air-void system. The limitation is structural: in armour units subjected to wave-induced tensile stress above 1.5 MPa, polypropylene macrofibre is not a replacement for steel bar reinforcement because its creep behaviour under sustained load is less favourable than steel, and published long-term data for heavy marine structures is limited.
| Standard/Code | Relevant clause or test method | Application in downstream qualification |
|---|---|---|
| EN 14889-2:2006 | Class II polymer fibre | CE marking for structural concrete |
| EN 14651:2005+A1:2007 | Notched beam 150 mm × 150 mm × 600 mm | Residual flexural strength fR1 and fR3 |
| ASTM C1116/C1116M-10a | Type III synthetic fibre | Specification of fibre-reinforced concrete |
| ASTM C1609/C1609M-19 | Third-point loading | Flexural performance of fibre concrete |
| ASTM C1399/C1399M-10 | Average residual strength | Pavement overlay toughness |
| EN 14487-1:2005 | Sprayed concrete specification | Rock support applications |
| EN 14488-5:2006 | Energy absorption capacity of fibre-reinforced slab | Shotcrete panel qualification |
| ASTM C1202-19 | Electrical indication of chloride penetrability | Marine concrete durability screening |
| DIN 51130, EN 13036-4 | Slip resistance testing | Finished fibre-reinforced slab surfaces |
| REACH Regulation (EC No 1907/2006) | Substance registration | Chemical compliance in EU supply |
On rigid pavement overlay projects, the practical upper limit for 50 mm polypropylene macrofibre dosage is rarely governed by the product's stated maximum of 9.0 kg/m³ but by the finishing and texturing requirements of a 75 mm to 150 mm bonded or unbonded overlay. At 2.0 kg/m³ to 4.0 kg/m³, the fibre changes the residual strength behaviour from brittle to pseudo-ductile under wheel loads; average residual strength measured by ASTM C1399/C1399M-10 is typically 0.7 MPa to 1.1 MPa, which is sufficient for crack width control and edge raveling resistance at saw-cut joints but does not justify increasing joint spacing beyond the value used for plain concrete under the project pavement design method. Batch variability in ready-mix trucks with 6 m³ to 9 m³ loads is controlled by introducing the fibre in pre-weighed water-soluble bags or automated fibre dosing units; manual dumping of bulk fibre into the hopper can create local fibre concentrations of 2 to 3 times the target dosage at the discharge point. For slipform paving of overlays, a slump lower than 100 mm is maintained to prevent fibre settlement; if a high-slump mix above 150 mm is used for thin bonded overlays, the fibre distribution over the 75 mm thickness can become non-uniform, with the lower 25 mm showing a lower fibre volume fraction due to placement flow. The macrofibre does not eliminate the need for joint sealing, nor does it reduce curling stresses in overlay slabs; its function is limited to improving post-crack integrity and reducing spalling at the joints and along slab edges under construction traffic. Specification compliance for the fibre itself remains under EN 14889-2:2006 Class II, and the overlay concrete should meet the relevant flexural strength class specified in national highway or airport agency standards.
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For cast-in-place concrete flatwork, precast elements, and wet-mix shotcrete where conventional steel reinforcement is limited by placement geometry, corrosion risk, or pumpability constraints, SikaFiber 150 (MasterFiber 150) is supplied as a structural polypropylene macro fiber for reinforcing concrete. The product designation appears in legacy specifications as SikaFiber 150 and in current Master Builders Solutions documentation as MasterFiber 150; the two names identify the same structural polypropylene macro fiber. Published manufacturer data describe a virgin polypropylene monofilament with a specific gravity of 0.91, a nominal fiber length of 50 mm, and a melt temperature near 160 °C. The fiber is non-corroding, has negligible water absorption when tested under ASTM D570, and is resistant to the alkaline environment of portland cement hydration. Its structural classification falls under ASTM C1116/C1116M Type III synthetic fiber reinforcement and EN 14889-2 Class II for macro synthetic fibers used in structural concrete. The product is not a microsynthetic shrinkage-control fiber; it is engineered to provide post-crack residual strength and toughness through mechanical anchorage and fiber pullout across cracks that form after the cementitious matrix has hardened.
| Property | Published value / range | Reference standard |
|---|---|---|
| Material | Virgin polypropylene | Product designation |
| Specific gravity | 0.91 | ASTM D792 |
| Nominal fiber length | 50 mm | EN 14889-2 |
| Tensile strength | 620 N/mm² | ISO 527 |
| Elastic modulus | 9.5 kN/mm² | ISO 527 |
| Melt temperature | 160 °C | ISO 3146 |
| Water absorption | <0.1% by mass | ASTM D570 |
| Classification | Macro synthetic structural fiber | EN 14889-2 Class II; ASTM C1116/C1116M Type III |
| Packaging | Pre-weighed water-soluble bags or bulk cartons | Manufacturer packaging data |
The practical distinction between SikaFiber 150 and lower-strength synthetic fibers appears in design. Structural macro fibers are selected when the hardened concrete must retain load-carrying capacity after cracking, not merely when the fresh concrete must resist plastic settlement cracking. Project specifications commonly require residual flexural strength values, such as f600 or f150 from ASTM C1609/C1609M, or residual flexural tensile strength from EN 14651. The relevant post-crack parameters are not fiber count alone but the residual loads sustained at defined crack openings. In fire-risk applications, the melting behavior of polypropylene at 160 °C creates transient channels that relieve pore pressure, but that function is distinct from structural load-transfer fiber reinforcement.
The residual strength behavior of SikaFiber 150 is evaluated using beam specimens loaded in third-point bending. ASTM C1609/C1609M reports peak load and residual loads at net deflections of L/600 and L/150, where L is the span length. The f150 parameter is the residual strength at L/150, corresponding to a larger crack opening than f600 at L/600. In practice, f150 may be lower than the peak flexural strength of the matrix, but its maintained value indicates fiber bridging after cracking. EN 14651 uses a notched beam with crack mouth opening displacement values of 0.5 mm and 3.5 mm; the residual values Re,1 and Re,3 are used for structural classification. Published product data for SikaFiber 150 may provide starting dosage recommendations to meet a given residual strength class, but the values are not universal because they vary with aggregate type and matrix strength.
Microsynthetic polypropylene fibers typically range from 6 mm to 19 mm in length and are added at 0.6 kg/m³ to 1.5 kg/m³ to reduce plastic settlement cracking and early-age shrinkage in the first 24 h after placement. SikaFiber 150 is a macro fiber with a nominal length of 50 mm, and structural addition rates are generally higher, commonly in the range of 1.8 kg/m³ to 6.0 kg/m³ depending on the required post-crack residual strength. The dimensional difference changes load-transfer behavior: microsynthetic fibers are too short to bridge cracks wider than approximately 0.1 mm, whereas macro fibers with deformed or anchored cross-sections can bridge cracks up to the point of fiber pullout or rupture. The relevant performance parameter for structural macro fiber is not fiber count per kilogram but residual flexural strength, often expressed as Re,3 in EN 14651 or as f600 in ASTM C1609/C1609M.
Differences from other polypropylene products also include surface treatment and cross-section geometry. Some collated fibrillated fibers are designed to open into small filaments during mixing, increasing surface area for plastic-shrinkage crack control. SikaFiber 150 is supplied as discrete macro monofilaments with a defined cross-section intended to remain intact and provide mechanical anchorage in hardened concrete. The product should not be automatically substituted for microsynthetic fiber on a mass basis, because the fresh-concrete rheology and post-crack performance objectives differ. Where both early-age crack control and structural crack control are required, a microsynthetic fiber may be combined with SikaFiber 150, but the batching sequence and total fiber volume must be evaluated to avoid fiber clumping and workability loss.
At production scale, SikaFiber 150 is charged into the mixer after aggregate and cement but before the complete water dose, using pre-weighed water-soluble bags to reduce manual weighing error. Published mixing guidance recommends 4 min to 5 min of mixing at normal agitation speed after fiber addition in truck mixers, or until the fibers are uniformly distributed without visible clumps. Addition should not be made to a stationary mixer or to a mix with very low workability, because fiber dispersion depends on shear within the mixing vortex. Worn mixer blades or damaged drum fins increase the probability of fiber balling, particularly at structural addition rates above 4.0 kg/m³.
Pumping line selection affects fiber transport. Macro fiber mixes may require a minimum line diameter of 100 mm and a slump at the high end of the specified range to maintain line flow. The addition of fibers increases concrete plastic viscosity and can increase pumping pressure relative to a plain mix of the same slump, although the magnitude depends on aggregate gradation, line length, and vertical lift. Site trials with the actual pump and mix are warranted before production because published data for this specific configuration is limited. In shotcrete, fibers are introduced into the wet-mix stream before the nozzle, and the nozzleman must verify that fiber clumps do not accumulate at the spray ring; line pressure and air volume are adjusted to prevent blockages.
For slab placements, finishing operations are adjusted because synthetic macro fibers can be exposed at the surface when troweling begins too early. A modified finishing sequence—strike-off, bull float, edging, and delayed troweling—reduces fiber visibility. Broom finishes and exterior-grade floats are frequently specified. If steel troweling is required, the operator waits until bleed water has evaporated and the surface no longer springs back under trowel pressure. Curing compounds conforming to ASTM C309 may be applied over macro fiber concrete, and wet curing is compatible with polypropylene. Saw-cutting of contraction joints should follow standard timing based on slab thickness and early-age strength; the presence of fibers does not eliminate the need for joint layout or load-transfer dowels at construction joints.
Batching accuracy influences the relationship between dosage and measured residual strength. In ready-mix plants, manual addition of 0.9 kg to 1.8 kg bags can introduce discrete dosage increments that are too coarse for small batch sizes. Continuous dosing systems with weigh-belt conveyors or screw feeders reduce fiber concentration variability and are specified when batch weights fall below 1.5 m³ or when multiple synthetic fiber types are used in the same mix. The plant mixer should be observed after the first batch: the fiber must be fully dispersed before a superplasticizer is added, because high-range water-reducing admixtures can lower yield stress and reduce shear dispersion efficiency if fibers are not already separated.
Substitution of SikaFiber 150 for steel fiber or welded wire mesh is not a direct mass-for-mass replacement. Steel fiber has a density near 7.85 g/cm³, while the polypropylene macro fiber has a density of 0.91 g/cm³; therefore, one kilogram of SikaFiber 150 provides a substantially higher fiber count than one kilogram of steel fiber. However, the elastic modulus of steel fiber is approximately 210 kN/mm², whereas the polypropylene fiber modulus is approximately 9.5 kN/mm². This modulus difference must be considered in cracked-section stiffness and long-term deflection calculations. Design comparison should be based on equivalent residual strength measured under the same test protocol, not on equal fiber mass or equal dosage.
In aggressive exposure conditions, the non-corroding polypropylene fiber removes the surface rust staining and spalling mechanism associated with steel fibers in carbonated or chloride-exposed concrete. The lower density also reduces the dead load of the concrete mix and eliminates magnetic interference in rail transit or medical imaging slabs. Operational boundaries remain: SikaFiber 150 should not be used as a direct replacement for continuous reinforcing steel in load-bearing beams, columns, or structural slabs where building codes require primary reinforcement unless the design is explicitly based on the residual strength of the fiber-reinforced concrete. For slabs on grade, joints and edge reinforcement may still be required to resist curling and shrinkage stresses.
| Parameter | SikaFiber 150 structural macro fiber | Steel fiber | Microsynthetic polypropylene fiber |
|---|---|---|---|
| Density | 0.91 g/cm³ | 7.85 g/cm³ | 0.91 g/cm³ |
| Nominal length | 50 mm | 30 mm to 60 mm | 6 mm to 19 mm |
| Elastic modulus | 9.5 kN/mm² | 210 kN/mm² | 3 kN/mm² to 5 kN/mm² |
| Primary function | Post-crack residual strength | Post-crack toughness and surface wear resistance | Plastic shrinkage and early-age crack reduction |
| Typical structural dosage | 1.8 kg/m³ to 6.0 kg/m³ | 20 kg/m³ to 45 kg/m³ | 0.6 kg/m³ to 1.5 kg/m³ |
| Corrosion in concrete | None | Surface rust possible in carbonated or chloride-exposed cover | None |
| Magnetic permeability | None | High | None |
| Relevant classification | EN 14889-2 Class II; ASTM C1116/C1116M Type III | EN 14889-1; ASTM A820/A820M | ASTM C1116/C1116M Type III |
In high-strength concrete with compressive strength exceeding 60 N/mm², the low permeability of the hardened paste can trap water vapor during fire exposure, leading to explosive spalling. Polypropylene fibers melt at approximately 160 °C, leaving channels that increase gas permeability in the heated zone and reduce pore pressure. SikaFiber 150 has been specified in tunnel and high-rise applications where this mechanism is required, with fiber dosages commonly in the range of 1.5 kg/m³ to 2.0 kg/m³. However, published data for this specific configuration is limited, and fire performance is not inferred from fiber addition alone. Assembly-level testing under EN 13501-2 or ASTM E119 is required to qualify the concrete element for a fire-resistance rating. The use of SikaFiber 150 for spalling control does not replace passive fire protection, sacrificial layers, or other code-mandated fire safety measures.
Quality control during production includes regular verification of fiber dosage, slump, air content, and visual dispersion. Hardened concrete should be sampled and tested using beams cast from the same truck load when residual strength is a specification requirement. The coefficient of variation for macro fiber residual strength can be significant when notch alignment, beam sawing, and fiber distribution are not controlled; therefore, triplicate specimens are specified in ASTM C1609/C1609M and EN 14651 test programs. SikaFiber 150 should be stored in dry covered conditions, protected from direct UV exposure, and kept below 40 °C in the original packaging until batching. The product is not intended for use as a drying-shrinkage inhibitor, primary flexural reinforcement in building frames, or as a replacement for proper jointing and curing. In mixes containing high dosages of supplementary cementitious materials or viscosity-modifying admixtures, compatibility tests should be performed because low water content and high plastic viscosity may restrict uniform fiber distribution.
Polypropylene fibers are chemically stable in concrete exposed to chlorides, sulfates, and carbonation; no increase in permeability is attributed to the fiber itself when proper consolidation is achieved. In marine structures and bridge decks, SikaFiber 150 can be used to supplement crack control in combination with conventional steel reinforcement, but it does not eliminate the need for cover depth or concrete quality controls under EN 206 or ACI 318. In air-entrained concrete exposed to freeze-thaw cycles, the addition of macro synthetic fibers may reduce measured air content or slump. Air void characteristics should be checked under ASTM C457 or EN 480-11 when the mix is specified for exterior flatwork in cold climates. Dosage adjustments may be required to maintain spacing factor below 0.20 mm.
