Polypropylene fibre spalling resistance - TunnelTalk
TunnelTECH PP fibres to resist fire-induced concrete spalling Nov 2010
Ken Smith and Trevor Atkinson, Propex Concrete Systems (International), UK
The use of polypropylene fibres in concrete to inhibit explosive spalling in the event of a fire is an area of engineering design, application, and research that is generating conflicting technical and practical advice. Ken Smith and Trevor Atkinson of Propex Concrete Systems UK provide a comprehensive review of the many factors that must be considered in designing a fibre reinforced shotcrete and in-situ concrete to not only meet the client's requirements for a cost effective construction, but also the engineer's requirements for assured optimised resistance to explosive spalling and the contractor's all important ability to mix and place the concrete easily, on time and within the specification. Fibre types, dosage, performance and safety margins, mixing and distribution, and effect on concrete properties are examined.
Fig 1. 1996 Channel Tunnel fire damage

Fig 1. 1996 Channel Tunnel fire damage

Concrete has been the primary material for construction for many years and the effect of fire on concrete has long been studied. This has been particularly the case in tunnels, where the impact on both human life and the structural integrity of the construction has always been a major factor in the designer's mind. However, after the Great Belt Tunnel fire in Denmark (1994), the Channel Tunnel fire (1996) (Fig 1) and the Kaprun Tunnel fire in Austria (2000), designers became even more focused on the structural fire protection of concrete tunnel linings. Apart from the tragic loss of human life, the damage sustained to tunnel structures can cause major disruption and enormous financial loss through the suspension of tunnel use and high repair costs. Reports suggest that the financial cost from direct damage and lost revenue of the 1996 Channel Tunnel fire was in the order of £200 million.
Investigations into the first Channel Tunnel fire in 1996 (Kirkland, 2002) and the second fire in 2008 (Flynn, 2008) reported that a significant loss of cross sectional area in the tunnel lining had occurred due to severe spalling of the high strength concrete that had been exposed to very high temperatures. In some sections, the loss of concrete was so great that the embedded reinforcement steel had become so exposed that the structural integrity of the tunnel had been placed at risk.
This significant damage confirmed that while the strength and durability of high strength concrete is greatly superior to that of conventional concrete mixes (offering improved mechanical properties, low permeability and chemical resistance), it is far more susceptible to fire damage due to its high density and its intolerance to high pore pressures and internal tensile stresses when exposed to high temperatures. The extent of this damage raised significant concerns over the survivability and structural integrity of tunnel linings following a potential fire and prompted a great deal of international research (Kodur, 2000; Leipzig, 2009).
In planning for the extension of the Channel Tunnel Rail Link (CTRL) into London, the designers commissioned detailed research into concrete containing polypropylene (PP) microfibres. Fire testing in small panels (Fig 2) through to full scale tunnel segments clearly demonstrated that the inclusion of appropriate PP monofilament microfibres provided the concrete with excellent intrinsic resistance to explosive spalling (Shuttleworth, 2001).
Fig 2. Test samples from CTRL testing - plain concrete and concrete with PP fibres

Fig 2. CTRL testing - plain concrete and concrete with PP fibres

The CTRL project subsequently became the first major tunnel project in the world to incorporate PP microfibres to provide explosive spalling resistance.
Not all PP microfibres however prevent explosive spalling and with those that do, there can be significant differences in the degree of protection provided or their ability to be used in concrete without changing the mix design. Over the last decade a greater understanding of the detailed requirements needed to be designed into a suitable PP microfibre to optimize this technology has been gained.
Understanding concrete spalling
Concrete spalling can be described as the breaking off of layers or pieces of concrete from the surface of a structural element when exposed to the high and rapidly increasing temperatures experienced in fires (Malhotra, 1984). Three different kinds of concrete spalling are:
Surface spalling
Small pieces of concrete, up to 20mm in size, are gradually and nonviolently dislodged from the surface during the early part of the fire. This is usually caused by the fracture of pieces of aggregate due to physical or chemical change at high temperatures. In the case of surface spalling, the degradation of the concrete is relatively slow and involves the dehydration of the cement matrix followed by the loss of bond between aggregate and matrix. When the temperature rise is relatively slow, the moisture in the concrete has time to migrate from the side exposed to the heat and pressure build up is minimal. The presence of moisture in this case can actually mitigate the effects of the temperature rise, since a great deal of energy is consumed in turning moisture to vapour.
Corner break-off
Also known as sloughing off, corner break-off occurs at the edges and corners of concrete elements during the latter stages of the fire when the concrete has cracked and weakened.
Explosive spalling
Unquestionably the most serious and dangerous form of spalling that occurs during the first 20–30 minutes of a fire when the temperature in the concrete is in the range of 150-250°C. Explosive spalling occurs when there is a rapid temperature rise, such as in hydrocarbon fuelled fires following a traffic incident, where very large pieces of concrete can be violently ejected for several metres. As a fresh concrete face is presented to the fire, progressive explosive spalling deep into the concrete thickness occurs, threatening the structural integrity of the construction.
After several decades of research, it is known that there is a complex combination of chemical, physical and thermodynamic factors that influence explosive spalling. These include moisture content, type and size of aggregate, concrete permeability, rate of heating, presence of reinforcement and external loadings. Experts agree that there is significantly more risk of explosive spalling when high strength, low permeability concrete is specified, because of the greater pore pressures that build up during heating.
The theories as to how and why explosive spalling occurs are predominantly based upon moisture movement. As the temperature of the concrete increases, the moisture in the concrete changes to steam vapour. If it is unable to escape, this vapour creates a dramatic increase in pressure inside the concrete. As this process continues, the vapour pressure increases to the point where it exceeds the tensile capacity of the concrete, causing pieces of concrete to be violently and explosively dislodged. As well as this conventional 'moisture movement' theory, there is also a consensus that aggregate expansion caused by thermal stresses also has a direct influence on explosive spalling.
How PP fibres inhibit explosive spalling
The addition of suitable polypropylene monofilament microfibres (Fig 3) to counteract explosive spalling in cast concrete (Ali et al, 1996) and in shotcrete (Wetzig, 2002) has been accepted for many years, but to design an optimized microfibre to prevent explosive spalling, it is necessary to have an understanding of the detailed mechanism by which these fibres function. Since the spalling is caused by pressure created by a restriction on the movement of moisture or steam, then somehow the presence of the fibres must relieve that pressure.
Fig 3.   Monofilament polypropylene fibres (PP)

Fig 3. Monofilament polypropylene fibres (PP)

As the temperature in the microfibre reinforced concrete rises the PP softens and begins to melt due to a progressive change of phase which starts at approximately 150°C when the crystallinity begins to break down into an amorphous polymer. It peaks at 165°C (the commonly quoted melting point), and is complete at approximately 175°C. It is this melting that is believed to facilitate the reduction in the internal stresses in the concrete that cause the explosive spalling. There are two main theories as to how the microfibres do this.
Mechanisms
While recognizing the possibility of other mechanisms, Khoury (2008), advocates what he terms a PITS (Pressure Induced Tangential Space) theory in which the steam overrides the expansion of the PP as it melts, to squeeze between the microfibre and the concrete matrix and pass along the length of the fibre. He claims that the effectiveness of such a mechanism would be dependent upon the cumulative surface area of the microfibre and connectivity of the fibres, and is therefore favoured by an ultrafine fibre with a diameter of around 18µm that provides a very high number of fibres. Since microfibres are dispersed throughout the concrete it is not clear how the connectivity of the fibres is created and how the steam pressure is alleviated. This theory also cannot explain why 32µm diameter microfibres - that provide only one third the number of fibres compared to 18μm diameter - have been proven to provide comparable and possibly slightly superior explosive spalling resistance (Jansson et al, 2008).
Microcracking mechanism
An alternative theory presented by Sullivan (2001) contends that as an individual PP fibre melts, its much higher coefficient of thermal expansion compared to that of concrete (8.5x) creates a large number of microcracks. These newly created microcracks can then link with the microcracks created by the thermal expansion of neighbouring microfibres, or from thermally induced stresses, to form an interconnecting network that can facilitate the movement of steam through the concrete. It is this permeability, which is created, most importantly, only should a fire event occur, that relieves the stresses created by the steam generation and counteracts the possibility of explosive spalling.
Liu et al (2008) found from backscattering electron microscopy (BSE) and gas permeability testing that the melting of the PP fibres increased the connectivity of the isolated pores leading to an increase in permeability, with peak permeability occurring at approximately 200°C or soon after the melting point of the polypropylene. It was concluded that the creation of microcracks and their connectivity into a network (Fig 4) are major factors in determining the permeability of concrete upon exposure to high temperatures.
Fig 4. Microcracking network

Fig 4. Microcracking network

From preliminary numerical simulation studies, Saka et al (2009) reports that a single PP fibre embedded in a mortar matrix and subjected to a temperature increase of 140°C creates a significant stress on the matrix because of the difference in the coefficients of thermal expansion. Khoury (2008) also indicates a significant tensile stress is exerted on the surrounding matrix by the large difference in thermal expansion between concrete and PP polymer leading to the creation of microcracks.
Microcracks are also created in concrete by thermal effects such as aggregate expansion, drying shrinkage and steam generation. However, it is the supplementary creation of microcracks provided by the melting of the PP microfibres that operates in a serial/parallel system with these pores and interfacial transition zones (Kalifa et al, 2001) that provides the superior level of protection of the concrete against explosive spalling.
The larger the mass of the individual fibre, the higher will be the stress that the molten polymer can create and the increased tendency for microcracks to be formed as a result of this stress. Too large an individual fibre however, leads to a lower number of fibres distributed throughout the concrete which reduces the network formation possibilities. Equally, at the other extreme, too small an individual fibre reduces the tendency for microcracks to be formed, restricting the network that can be created, which reduces the overall ability of the fibre to prevent explosive spalling (Bostrom and Jansson, 2007). The optimum size of the fibre for the most efficient explosive spalling resistance lies between these two extremes.
Optimum fibre dimensions
Work done by Jansson and Boström (2008) compared the performance of 12mm long PP microfibres of two different diameters (32µm and 18µm) in test panels made with concrete typically used in the construction of tunnels in Sweden. The tests were conducted under conditions designed to encourage an explosive spalling tendency, such as: using the more severe Rijkswaterstatt (RWS) fire curve of 2 hours with a peak temperature of 1,350°C versus the standard Eurocode 1 fire curve of 1,100°C for 2 hours (Efnarc, 2006) using large panels measuring 1,200mm x 1,700mm x 300mm instead of small panels measuring 500mm x 600mm x 300mm, using large aggregate versus smaller aggregate, and testing panels with high moisture content under compressive load and with low fibre dosages (Fig 5).
Fig 5. Spalling depths (mm) of large scale slabs after 30 minute fire exposure to RWS fire curve.

Fig 5. Spalling depths (mm) of large scale slabs after 30 minute fire exposure to RWS fire curve.

The Fig. 5 data obviously invalidates the theory that it is simply the number of fibres in the concrete that determines the effectiveness of a fibre to provide explosive spalling resistance. This is because the 32µm diameter PP fibres are seen to provide at least comparable performance to 18µm diameter fibres that are 3.2 times more numerous in the concrete. The data also indicates that panels containing 1.0kg/m3 of 32µm diameter fibre gave marginally better results than those containing the higher 1.5kg/m3 dosage of 18µm diameter fibre. The number of fibres in the concrete is a factor in performance but it is clearly not the dominant factor.
This research, together with in house research at Propex Concrete Systems in cast concrete and shotcrete (Tatnall, 2002), supports the view put forward by Sullivan and others that it is the expansion of the molten PP fibre, which induces the microcracks to create a network for the pressure relief of the steam, that is the dominant mechanism in providing the explosive spalling resistance in concrete. The essential prerequisite is that the microcracks must be created before the pressure relieving benefits of any network can be utilised. That mechanism is favoured by using a 32µm diameter fibre rather than a smaller diameter fibre, such as an 18µm diameter fibre.
In the same way, a fibre of 12mm length will increase the individual fibre volume and promote the creation of microcracks in a fire, more than a 6mm long fibre, while still providing sufficient numbers of fibres (approx 120 million/kg) will create the required network for the dissipation of steam vapour. Although a 6mm fibre can perform to a high level, a 12mm fibre will be more effective, particularly under more severe conditions when the highest level of performance is required and where differences will be seen between fibres. In addition to fibre diameter length there are other important requirements for incorporating fibres into concrete to arrive at a practical, viable fibre for the prevention of explosive spalling.
The different parties involved for example can have differing requirements. The client wants a fire resistant, durable structure, fast construction, minimum maintenance in service, minimum loss of service during repair, reduced insurance premiums, and a cost effective solution. The designer/engineer wants certified explosive spalling resistance capability, quality assured materials, no negative impact on other concrete properties, ease of use in construction, and a cost effective solution. The contractor/concrete supplier wants a cost effective solution, ease of addition to concrete, and no concerns relating to mixing and distribution in concrete. It is obvious that the best overall specification will be a fibre that provides the optimum balance between proven explosive spalling resistance, practicality (trouble free usage) and cost effectiveness – a fibre that satisfies all of the interested parties requirements.
PP microfibres are compatible with steel fibres and chemical admixtures and have been found to mix, distribute, pump and be cast/wet sprayed in a similar way to unreinforced concrete/shotcrete. It has been found that the fine nature of PP fibres is not compatible with the dry shotcrete system (Wetzig, 2002).
Technical considerations
To be confident that microfibres will consistently provide the full range of benefits, all fibres used for explosive spalling resistance should be PP monofilament microfibres (100% virgin polypropylene fibres containing no reprocessed olefin materials) conforming to EN 14889-2:2006 Class 1a and specifically engineered and manufactured in an ISO 9001 certified facility for use as concrete secondary reinforcement. Where applicable, fibres should also carry the CE marking. Fibrillated PP fibres provide a limited degree of protection while macro synthetic and steel fibres have been found to have little or no influence on preventing explosive spalling.
Fibre dosage
Many researchers have demonstrated that the degree of spalling is influenced also by the fibre dosage (eg. Zeiml et al 2006, Bilodeau et al 2004). The concrete specification and the fire risk assessment are important factors to consider when selecting the dosage. Road tunnels generally present greater fire risks than rail tunnels owing to the unpredictability of the vehicles and the nature of goods transported by Road.
Accurate determination of the minimum fibre dosage to provide explosive spalling resistance can only be established by largescale fire testing of the concrete to be used on a specific project. This is a costly exercise and an expense many projects would like to avoid. Section 6.1 of the European Standard EN 1992 Eurocode 2 makes reference to the use of 2 kg/m3 of monofilament polypropylene microfibres to control explosive spalling in high strength concrete. Many engineers follow this recommendation to eliminate the need for expensive testing in the knowledge that this dosage will provide a very good safety margin. This does not preclude the usage of lower dosages but it does highlight the need for careful consideration and a necessity to carry out fire testing on large concrete samples that replicate the materials to be used on a project. Where this has been done, dosage rates of, for example, 1.0kg/m3 and 1.5kg/m3 have been used in actual tunnel projects.
While small scale sample testing gives indicative performance data that may be useful in making an initial selection of materials, it does not replicate the situation in a real tunnel fire and cannot provide the quality or range of data provided by large scale sample testing (Fig 6). Engineers should also be clear on what they consider to be the acceptable performance for spalling resistance. Some project specifications state that no explosive spalling is permitted during fire testing. While this is entirely possible in small scale samples and with favourable mix designs, this would be almost impossible to achieve in large scale fire tests conducted on high strength concrete and adopting the most onerous RWS fire curve. What is most important is that the concrete does not experience 'progressive spalling' which ultimately puts the entire structure at risk.
Fig 6. Large panel fire testing

Fig 6. Large panel fire testing

If conventional rebar is to be used in the concrete structure then this should also be included in test samples, as the presence of steel reinforcement will have an influence on the degree of spalling experienced in a fire scenario. It should be noted that the use of PP microfibres does not reduce temperature development through the concrete, so careful consideration should be given to the depth of cover requirement over steel reinforcement.
Practical considerations
There have been several cases of projects where fibres have been selected purely on spalling results from small scale laboratory testing and then, when full scale site production has begun, the engineers and contractors have seen that some fibre products have a dramatically negative influence on the concrete - notably the workability, air content and compressive strength. Changes have then been made to the mix design in order to offset these negative effects and the fire testing data has been effectively rendered null and void. Therefore, during the selection process for PP microfibres it is imperative that designers take into consideration the effect of the fibres on concrete workability, air content, and strength.
Effect on workability
The efficacy of all fibre reinforcement is dependent upon achievement of a uniform distribution of the fibres in the concrete, their interaction with the cement matrix, and the ability of the concrete to be cast or sprayed successfully. Essentially, each individual fibre needs to be coated with cement paste to provide any benefit in the concrete. Regular users of fibre reinforcement concrete will appreciate that adding more fibres into the concrete, particularly of a very small diameter, results in a greater negative effect on workability and the necessity for mix design changes. This is because very small diameter fibres have a much higher combined surface area (for example, 18µm diameter fibres have a 77% higher surface area for example than 32µm diameter fibres). This extra demand on the cement paste, unless adjusted for by the addition of more water and cement or admixtures (thereby increasing costs), will ultimately have a dramatic effect on the workability of the concrete, particularly when dosages are above 1kg/m3. Kompen (2008) has reported the experience in Norway that ultrafine fibres in wet shotcrete had an adverse effect on the water demand of the mix and that the fibres were released from the shotcrete and blocked air filters on the spraying machines.
Effect on air content
Another practical aspect to consider in the selection of PP microfibres is that bundles of very small diameter fibres are more difficult to distribute throughout the concrete and are known to entrain more air in the concrete. Comparative site studies have identified that the increased air content for concrete containing 18µm diameter fibres was around 5-8% compared to about 1.0% for a 32µm diameter fibre. This increase has a negative effect on concrete strength which is not desirable in underground constructions. Some projects that have used 18µm diameter fibres have even resorted to using defoaming agents to reduce air content. This will inevitably influence the in-place costs of the concrete and place a question mark over the validity of any fire tests carried out to assess the explosive spalling performance of the original concrete/fibre combination.
With a 6% reduction in compressive strength for every 1% increase in air content, the use of ultrafine microfibres can result in a very significant loss of concrete strength. In an effort to divert attention away from the negative effects these very fine diameter fibres have on workability and air content, lower dosages have been suggested as the solution. While this may be perceived as an interesting commercial proposition for contractors and ready mixed concrete suppliers, whose priority is to have a low cost solution, this suggestion reduces the degree of explosive spalling resistance and should not be accepted on the basis of small panel laboratory testing of concrete having an elevated air content. This increase in air content may not be a problem for shotcrete as the air is blown out during spraying, but if the performance of a fibre for a shotcrete mix is assessed on a panel made with cast concrete, the elevated air content can mask the true ability of the fibre to counteract explosive spalling when it is used in the actual shotcrete because the entrained air improves the possibility of a concrete panel passing a fire test.
Addition and mixing of PP fibres
The addition of PP monofilament microfibres to concrete is a relatively simple process depending on the size of the project. Fibres designed specifically for concrete reinforcement are normally supplied in fully degradable paper packaging that enables the desired dosage per unit volume to be simply added directly into the concrete truck or pan mixer. The packaging is designed to break down rapidly, allowing uniform distribution of the fibres into the concrete. In relatively small projects this is often the most cost effective method to adopt, with packaging available in 1kg or 2kg bags.
Where projects involve significant quantities of PP microfibres, the contractors and ready mixed suppliers often consider the use of more sophisticated, automated methods of adding fibres to the concrete. Fibre dosing machines ensure that the required amount of fibres is accurately measured and delivered automatically to the concrete mixer. When using very fine fibres, there is a risk that they may stick together in bundles, becoming encased in cement paste and not evenly distributed throughout the concrete. This has been seen during fibre wash out tests when clumps of fibres have been observed. Obviously this is unacceptable because the protection against explosive spalling is not uniformly distributed in the concrete. This has not been an issue with the 32µm diameter fibres, which have also been found to work well in automated fibre dispensing and delivery systems.
Improvements in shotcrete
The benefits of using suitable PP microfibres in shotcrete are not restricted to just enhancing resistance to spalling during fires. PP microfibres have been added to wet shotcrete for many years to provide several operational and performance benefits including the ability to apply greater thicknesses in a single pass, reduced rebound and sloughing, enhanced impact and abrasion properties, early age crack control, reduced line pressure in spray pumps, reduced dosage of accelerator and increased resistance to freeze-thaw cycling.
Cost effectiveness
The introduction of PP microfibres is now widely recognized for providing passive fire protection to both shotcrete (Larsson, 2006) and cast concrete (Court, 2003) and an extremely cost effective solution when compared to alternatives such as sprayed coatings or barrier methods. Savings in materials, labour and project time have all been seen in practice. Many major tunneling projects now incorporate this technology to provide insurance against explosive spalling in the event of fire. These include for example, the Gotthard Base Tunnel (Switzerland), the Brenner Eisenbahn Tunnels (Austria), the Channel Tunnel Rail Link (UK) (Court, 2003), the Weehawken Tunnel (USA) (Ozdemir, 2006), the Epping Chatswood Rail Line (Sydney, Australia) (Schmidt, 2005), EastLink Tunnels (Melbourne, Australia) (Highway Engineering, 2007) and the Lane Cove Tunnel (Sydney, Australia). Many clients follow the recommendations of European Standard EN 1992 Eurocode 2 and specify 2kg/m3 dosage because it provides proven performance with a good safety margin.
During the selection process, designers and contractors should not look at the basic cost of fibres alone, but also compare carefully the 'in-place' concrete costs. This will ensure that the positive and negative effects of all fibres, together with any additional cement or admixture costs, are taken into account. Because concrete incorporating 32µm diameter fibres does not suffer from as many negative side effects as observed when using 18µm diameter fibres, it provides a more cost-effective option.
Conclusion
If fibres are to be used to provide explosive spalling resistance in shotcrete or cast in-place concrete, they should satisfy two main criteria: a demonstrated ability to counteract explosive spalling together with producing no negative side effects in the concrete. These criteria have been found to be best achieved by using a fibre made of polypropylene monofilament of 32µm diameter and 12mm length manufactured to, and complying with, ISO 9001 and EN14889-2 standards.
References
Ali F A, Connolly R & Sullivan P J E, 1996, Spalling of High Strength Concrete at Elevated Temperatures, J. Applied Fire Science, Vol 6(1) 3-14, 1996-7
Bilodeau A., V. K. R. Kodur & G. C. Hoff 2004, Optimization of the type and amount of polypropylene fibres for preventing the spalling of lightweight concrete subjected to hydrocarbon fire , Cement and Concrete Composites Volume 26, Issue 2 , February 2004, Pages 163-174.
Bostrom L. & Jansson R., 2007, Fire Spalling of Self Compacting Concrete, 5th International Symposium on Self Compacting Concrete, Ghent, Belgium, September 2007
British Standards Institution, 2006. BS EN 14889-2. Fibres for concrete. Part 2 – Polymer fibres. Definitions, specifications and conformity.
British Standards Institution, 2004. BS EN 1992-1-1.Eurocode 2: Design of concrete structure. General rules and rules for buildings.
Court D, 2003, Channel Tunnel Rail Link, Concrete October, 2003
Efnarc, 2006, Specification and Guidelines for Testing of Passive Fire Protection for Concrete Tunnels Linings March 2006.
Flynn S, 2008, Fire Stripped off Channel Tunnel Lining, New Civil Engineer, 9 October 2008.
Highway Engineering in Australia, page 8, June 2007.
Jansson, R. & Boström, L. 2008. Experimental Study of the Influence of Polypropylene Fibres on Material Properties and Fire Spalling of Concrete, 3rd International Symposium on Tunnel Safety and Security (ISTSS), Stockholm, Sweden.
Kalifa P, G Chene & C Galle, 2001. High Temperature Behaviour of polypropylene fibres, Cement & Concrete Research, Vol31, Issue10, October 2001, p 1487-1499
Khoury, G A, 2008 Polypropylene fibres in heated concrete, Magazine of Concrete Research, 2008, 60, No. 3, April, 189–204
Kirkland, C, 2002 The Fire in the Channel Tunnel, ITA AITES 28th World Congress, Sydney, March 2002
Kodur,V K R, 2000 Spalling in High Strength Concrete Exposed to Fire: Concerns, Causes, Critical Parameters and Cures, ASCE Proceedings of Structures Congress, Advanced Technology in Structural Engineering, section 48, chapter 1, 2000.
Kompen R, 2008, How the Use of Fibres has Developed in Norway, 5th International Symposium on Sprayed Concrete, Lillehammer, Norway, page 245, April 2008.
Larsson K, 2006, Fires in tunnels and their effect on rock, Research Report, Luleå University of Technology, page 31, February 2006.
Leipzig, 2009, 1st International Workshop on Concrete Spalling due to Fire Exposure, Leipzig, Germany
Liu, X, G. Yeb, G. De Schutter, Y. Yuana and L. Taerwe, 2008. On the mechanism of polypropylene fibres in preventing fire spalling in self compacting and high performance cement paste, Cement & Concrete Research, Vol38, Issue 4, p 487-499
Malhotra H L, 1984, CIRIA Technical Note 118, Spalling of Concrete in Fires
Ozdemir L, 2006, North American Tunneling, Weehawken Tunnel, page 412, 2006
Saka T, 2009, Spalling Potential of fire exposed structural concrete, Proceedings of 1st International Workshop on Concrete Spalling due to Fire Exposure, Leipzig, Germany p 510-518
Schmidt A, 2005, Polypropylene Fibres Protect against Explosive Spalling in Sydney Underground, Concrete Engineering International, Spring, page 52, 2005.
Shuttleworth, P, 2001, Fire protection of precast concrete tunnel linings on the Channel Tunnel Rail Link, Concrete, April 2001, p 38-39
Sullivan, P.J.E. 2001. Deterioration and spalling of high strength concrete under fire, Report for UK Health & Safety Executive, City University London,
Tatnall, 2002, Shotcrete in Fires, Effect of Fibers on Explosive Spalling, Shotcrete, Fall 2002.
Wetzig, V., 2002, The Fire Resistance of Various Types or Air Placed Concrete, 4th International Symposium on Sprayed Concrete, page 352, Davos, Switzerland, September 2002.
Zeiml, M, Leithner D, Lackner R and Mang H.A, 2006 How do polypropylene fibers improve the spalling behavior of in situ concrete, Cement & Concrete Research, Vol 36, Is sue 5, May 2006, p 929-942

           

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