Recycled construction and demolition materials in permeable pavement systems: geotechnical and hydraulic characteristics

Accepted Manuscript Recycled construction and demolition materials in permeable pavement systems: Geotechnical and hydraulic characteristics Md. Aminur Rahman , PhD Student, Dr Monzur A. Imteaz , Senior Lecturer, Arul Arulrajah , Associate Professor, Jegatheesan Piratheepan , Lecturer, Mahdi Miri Disfani , Lecturer PII:

S0959-6526(14)01222-0

DOI:

10.1016/j.jclepro.2014.11.042

Reference:

JCLP 4931

To appear in:

Journal of Cleaner Production

Received Date: 17 April 2014 Revised Date:

6 November 2014

Accepted Date: 13 November 2014

Please cite this article as: Rahman MA, Imteaz MA, Arulrajah A, Piratheepan J, Disfani MM, Recycled construction and demolition materials in permeable pavement systems: Geotechnical and hydraulic characteristics, Journal of Cleaner Production (2014), doi: 10.1016/j.jclepro.2014.11.042. This is a PDF file of an unedited manuscript that has been accepted for publication. As a service to our customers we are providing this early version of the manuscript. The manuscript will undergo copyediting, typesetting, and review of the resulting proof before it is published in its final form. Please note that during the production process errors may be discovered which could affect the content, and all legal disclaimers that apply to the journal pertain.

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Recycled construction and demolition materials in permeable pavement systems: Geotechnical and hydraulic characteristics

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Md. Aminur Rahman1, Monzur A. Imteaz*2, Arul Arulrajah3, Jegatheesan Piratheepan4, and Mahdi Miri Disfani4

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PhD Student, Swinburne University of Technology, Melbourne, Australia.

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Senior Lecturer, Swinburne University of Technology, Melbourne, Australia.

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Associate Professor, Swinburne University of Technology, Melbourne, Australia.

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Lecturer, Swinburne University of Technology, Melbourne, Australia.

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*Corresponding Author: Dr Monzur Imteaz Faculty of Engineering & Industrial Sciences (H38), Swinburne University of Technology, P.O. Box 218, Hawthorn VIC 3122 Australia Email: [email protected] Phone: +613-92145630 Fax: +613-92148264 1

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Abstract

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Permeable pavements are increasingly being used as urban stormwater management systems.

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Permeable pavement systems enable stormwater to infiltrate through the pavement surface

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and into the filter layer. Three common recycled construction and demolition (C&D)

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materials; crushed brick (CB), recycled concrete aggregate (RCA) and reclaimed asphalt

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pavement (RAP) were investigated in combination with nonwoven geotextile to assess their

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suitability as filter materials in permeable pavements. A series of laboratory tests was

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undertaken to assess the geotechnical and hydraulic characteristics of the C&D materials in

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permeable pavement applications. As a worst case scenario, stormwater mixtures were

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prepared in the laboratory with a slightly higher than the average pollutant concentrations in

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stormwater runoff events occurring in urban areas. Constant head permeability tests were

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carried out to investigate the stormwater filtration capacity and clogging behaviour of C&D

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materials. A series of hydraulic conductivity tests was also conducted to investigate the effect

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of variations in the properties of filter media, sediment particle sizes, density of the filter

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media and clogging effects over time. This research found that the geotextile layer increases

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pollutant removal efficiency of the C&D materials; however has potential to cause more

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clogging due to continuous accumulations of sediments in a long period. . In terms of usage

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in permeable pavement filter layer, C&D materials were found to have geotechnical and

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hydraulic properties equivalent or superior to that of typical quarry granular materials. The

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Model for Urban Stormwater Improvement Conceptualisation (MUSIC) was furthermore

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employed to predict the pollutant removal efficiency of the C&D materials and the predicted

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results were validated with the laboratory experiments.

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Keywords: Recycled material, geotextile, permeable pavement, geotechnical property,

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hydraulic property, clogging.

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1. Introduction Permeable pavement systems have emerged as a topic of considerable interest in

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recent years. The main objectives of permeable pavement systems are to increase

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groundwater recharge, reduce surface runoff, treat stormwater and prevent pollution of

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receiving water bodies through surface runoff. Typically, permeable pavement systems

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enable stormwater to infiltrate through the pavement surface, into the filter layer and

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eventually releasing it as flow either through pipeline or surrounding soils. Moreover,

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permeable pavement systems have large hydraulic conductivity rates except when residue has

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accrued on the pavement surface (Bean et al. 2007). Furthermore, various types of substances

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such as dust particles, rubber from tyres and other particles from surrounding environment

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have a major effect on urban runoff waste. Traditionally, permeable pavements are used for

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light duty pavement due to insufficient structural loading and geotechnical design

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considerations (Scholz and Grabowiecki, 2007). Permeable pavement systems are useful for

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light vehicles and pedestrian as well as storm water treatment, infiltration, storage and

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distribution. A typical cross section of a permeable pavement system is shown in Fig. 1.

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Permeable pavement systems are designed to collect stormwater on the pavement

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surface and then to allow it to infiltrates into the subgrade layer and deeper ground. The

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conventional road pavement is impervious and it accumulates large amounts of runoff water

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during storms which creates flash flooding and this water also carries different types of

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pollutants (EPA, U.S., 2005). Several researchers studied the benefits of permeable pavement

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in reducing pavement runoff and pollutants (Chopra et al. 2010).

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With rapid industrialization and population growth, large amounts of land are being

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used in infrastructures such as roads, footpaths and parking lots in both urban and rural areas.

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It is now imperative to design and manage these developments in an integrated way so that 3

ACCEPTED MANUSCRIPT this can reduce runoff, as well as pollutants that are transported during storms. Urban runoff

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is one of the main causes of pollution and hence stormwater management is an increasing

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priority worldwide. Permeable pavements are however difficult to implement on a large scale

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due to cost and infrastructure factors and hence they are often combined with non-permeable

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surfaces to cover only a limited percentage, rather than the whole catchment area. Permeable

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pavement is a useful technique of urban stormwater management which can help to prevent

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flooding and control pollution. The clogging behaviour and stormwater treatment of

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permeable pavement systems in urban catchment areas has been discussed by Newton et al.

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(2003). The proficiency of permeable pavement systems in reducing peak flood discharges

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has been confirmed by several researchers (Bean et al., 2007).

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The primary causes of infiltration reduction in permeable pavements are solids

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accompanying stormwater runoff, solids infiltration into the ground and exfiltration capacity.

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Emerson et al. (2010) reported that the infiltration rates reduce by one to two orders of

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magnitude after three years with permeable pavers; although this may also vary among sites.

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Barrett et al. (1998) reported that permeable roads with larger daily traffic volume had higher

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Total Suspended Solids (TSS) concentrations. Generally, a portion of the sediment is

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captured near the surface of the permeable pavement where it can be removed by periodic

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maintenance. However, there are no natural mechanisms and hence restore infiltration

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capacity in permeable pavement systems and periodic surface maintenance is necessary to

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remove accumulated sediments and restore infiltration. Several researchers described the

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infiltration reduction and clogging behaviour of the permeable pavement systems in terms of

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traffic conditions and locations (Boving et al. 2008).

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Clogging is a process that develops due to the accumulation and deposition of

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sediments from stormwater over time (Bouwer, 2002). Usually this clogging forms at the 4

ACCEPTED MANUSCRIPT interface between filter and underlying soil (Siriwardene et al. 2007). Therefore, porosity and

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hydraulic conductivity decreases, leading to the decrease in the infiltration rate. Several

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studies on pollutant removal and clogging in quarry aggregates have been conducted (Bean et

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al., 2007). Influence of clogging effects on the effective age of permeable pavement has also

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been discussed by Pezzaniti et al. (2009).

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The aggregate sizes and hydraulic performances of filter materials should be precise

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so that the permeable pavement is able to drain runoff quickly and store enough water to

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avoid flash flooding. The hydraulic performance of permeable highway shoulder pavement,

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which can capture stormwater runoff from the pavement surface, has been assessed by Chai

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et al. (2012). In addition, the laboratory measurements of hydraulic performance and several

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treatment options including permeable pavement systems have been discussed by several

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researchers (Hatt et al. 2009).

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Melbourne is the capital of the state of Victoria, Australia. The Victorian state

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government has put into effect a zero-waste policy directive in which all wastes, regardless of

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quantity, should be diverted from landfill. Challenges of low-carbon economies and resource

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depletion are major factors in pushing toward reuse of C&D materials in roadwork

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applications (DSEWPC 2012). The extensive amount of waste generated by various

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industries and human activities has made the disposal of solid waste a major problem in

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Victoria, as well as around the world (Rahman et al. 2014a). In Australia, approximately 8.7

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Mt of demolition concrete, 1.3 Mt of demolition brick, 3.3 Mt of waste excavation rock, 1.0

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Mt of waste glass and 1.2 Mt of reclaimed asphalt pavements are stockpiled annually and

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these stockpiles are growing radically (Clay et al. 2007; Sustainability Victoria, 2010).

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Recycling of C&D materials into sustainable civil engineering applications is of

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global importance, as new ways to conserve the natural resources and reducing the amount of 5

ACCEPTED MANUSCRIPT waste materials being sent to landfill are sought globally (Blengini and Garbarino, 2010;

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Rodrigues et al. 2013). This includes C&D aggregates such as RCA, which can be used as

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bitumen bound materials, pipe bedding, embankments and fill (Arulrajah et al. 2014a), CB

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can be used as pavement sub-base, landscaping, ground cover and filler for concrete

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construction (Arulrajah et al. 2012a), RAP can be returned into pavement base or sub-base

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applications (Puppala et al. 2011; Arulrajah et al. 2014b), crushed glass in road sub-base

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applications (Grubb et al. 2006) and waste excavation rock in pavement sub-base applications

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(Tsang et al. 2005; Arulrajah et al. 2012b). It is also noted that some previous studies

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demonstrated environmental risk on using some recycled materials such as recycled glass, fly

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ash, ground granulated blast-furnace slag due to presence of some hazardous chemicals

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(Horpibulsuk et al. 2012; Disfani et al. 2012). However, some recent studies ascertain that the

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recycled materials used in this research are not having significant environmental effects (Yu

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and Shui, 2014).

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The collection, sorting, transportation and reusing of C&D materials may have some

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negative environmental and public perception effects (Rahman et al. 2014b). However, as the

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goal is to divert waste from landfills, the public is generally supportive of any attempt to be

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sustainable and resourceful. Also as the permeable drainage section is not visible, people

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from society would not be concerned about this application. In addition, different researchers

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found that C&D materials have less environmental and social effects as leachate release and

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existing heavy metals are within the acceptable limit for civil engineering applications

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(Arulrajah et al. 2013).

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The sustainable usages of waste materials in stormwater systems and geotechnical

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engineering applications have considerable social and economic benefits to industrialized and

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developing nations (Sieffert, et al. 2014). Simultaneously, shortages of natural mineral

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resources and increasing waste disposal costs have brought added significance to the 6

ACCEPTED MANUSCRIPT recycling and reusing of C&D waste in recent years (Arulrajah et al. 2014a). Landfill cost is

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also a major concern in traditional dumping of C&D waste materials. Furthermore, there are

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some additional levy charges introduced by state and local governments which add up to the

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landfill cost. Therefore, reusing of C&D waste would be a more economical solution

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compare to using natural virgin aggregate in permeable pavement systems (Lindsey, 2011).

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Several researchers stated that natural virgin materials have been used in permeable

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pavement drainage applications (Shackel et al. 2008). In recent years, recycled materials also

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been used in pavement applications, however still there are some issues that need to be

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addressed for further improvement. The usage of C&D materials in permeable pavements

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would provide a sustainable solution and furthermore it will reduce the demand for limited

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quarry natural resources (Reid et al. 2009; Zong et al. 2014). The recycling of waste materials

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will significantly reduce carbon footprints as compared to traditional quarried materials and

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ultimately it will lead to a more sustainable environment (Tam, 2009; Häkkinen and Vares,

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2011).

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A comparison of the C&D material’s properties is required for permeable pavement

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as this will be of importance to consultants, contractors, designers, local councils, state road

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authorities, operators, and end-users alike in their potential usage in civil engineering

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applications. However, Melbourne Water and state road authorities have introduced these

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predominant C&D waste materials as permeable filter materials in many suburbs surrounding

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Melbourne. These C&D waste materials are also being used as permeable drainage

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aggregates in many other countries such as Australia, New Zealand, USA and some European

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countries (DDC, 2005; Melbourne Water, 2012). For example, urban runoff and clogging

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performance of the permeable pavement have been investigated by Fassman and Blackbourne

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(2010) in New Zealand.

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ACCEPTED MANUSCRIPT An attempt has been made in this research to encourage reusing of C&D materials as

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permeable pavement filter materials in urban storm water management systems. The

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geotechnical and hydraulic behaviour of C&D materials in permeable pavement systems has

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yet to be established. There is also a lack of information on the treatment performance of

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various pollutants (Total suspended solid, total nitrogen and total phosphorus) of C&D

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materials in permeable pavements. The present study investigates the hydraulic performance

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and pollutants removal efficiency of permeable pavement systems through a novel approach

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using C&D materials in combination with geotextile. To replicate polluted stormwater,

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influent suspensions were prepared in the laboratory, by adding sediments with distilled

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water. These influent suspensions were passed through different samples of C&D materials

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and pollutant concentrations in the effluent were also measured. Several researches have been

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done involving modelling of pollutants treatment in urban stormwater systems (Pitt et al.

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2004; Strynchuk et al. 2003). However, estimation of the pollutants in urban permeable

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pavement systems during a storm event is very complex because such estimations correlate to

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multiple media, environments and various time scales (Ahyerre et al. 1998). Another attempt

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has also been made in this research to validate laboratory test results with the simulated

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results using the MUSIC program.

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2. Materials and Methods

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Recycled C&D materials were collected from a recycling site in the state of Victoria,

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Australia. Commercially available nonwoven geotextile was also used in this study. The

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samples were first oven dried and subsequently different laboratory tests were undertaken on

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the recycled aggregates targeting their usage as alternative filter materials in urban

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stormwater permeable pavement systems. As recycled C&D materials also contain different

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types of unwanted materials such as wood, paper, cardboard and plastics, therefore screening 8

ACCEPTED MANUSCRIPT and hand picking methods were used for pre-treatment of the materials prior to reuse.

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Physical, geotechnical, hydraulic conductivity and chemical tests were subsequently carried

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out in this research. Statistical analysis of the pollutant removal of C&D materials with and

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without geotextiles was performed and the pollutant removals were predicted by.

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2.1 Physical and Geotechnical Testing

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The particle size distribution tests of C&D materials were conducted by sieve analysis

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according to ASTM D422-63 (2007). The particle size distribution for C&D materials

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targeted lower and upper bound reference lines for aggregates in pavement applications

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(Arulrajah et al. 2012a) which is similar to type 1 gradation C material recommended in

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ASTM specification for soil-aggregate sub-base, base and surface courses materials (ASTM

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D1241, 2007). Initially the samples were washed with distilled water through a sieve size of

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75 µm. The retained samples were taken and dried for 24 hours before further sieve analysis

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tests.

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Specific gravity and water absorption tests of coarse (retained on 4.75 mm sieve) and

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fine aggregates (passed through 4.75 mm sieve) were undertaken according to ASTM C127

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(2007). The pH tests were performed in accordance with BS 1377 (1990). About 30 g of dry

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sample, which passed through a 200 µm sieve, was taken and 75 ml of distilled water was

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added in the sample and stirred for a few minutes before suspension was left standing

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overnight. The suspension was stirred immediately before testing. The pH value of the

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suspension was measured by a digital meter with a glass electrode. The loss of ignition

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method was used to determine the organic content of the aggregates (ASTM D2974, 2007).

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To determine the maximum dry density and optimum moisture content, modified compaction

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tests were undertaken on the recycled materials (ASTM D1557, 2009).

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2.2 Hydraulic Conductivity and Water Quality Testing Infiltration or hydraulic conductivity test is a useful technique to determine the

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permeability of the samples. Constant head method is used for coarse grained samples and

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falling head method is used for fine grained samples. A laboratory test setup of constant head

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hydraulic conductivity testing apparatus was used in this research for determining the

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coefficient of hydraulic conductivity of the C&D materials. The schematic diagram of the

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hydraulic conductivity testing apparatus is shown in Fig. 2. Commercially available

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nonwoven geotextile with a hydraulic conductivity of 1.6 mm/s and porosity of 89% was

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used in the research. The physical and hydraulic properties of the geotextile are summarised

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in Table 1. The C&D materials were selected between the lower and upper bound limits as

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per the local road authority requirements which will allow sufficient infiltration through the

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media. As the hydraulic conductivity test is a very basic test, either Australian or ASTM

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standard test procedure should be good enough for these types of particular C&D materials.

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For the current research, the hydraulic conductivity tests were performed in accordance with

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the Australian standard (SAA, 2003), which is also similar to ASTM D2434-68 (2006). The

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infiltration or permeability tests were carried out for three replicate samples for each test. To

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maintain consistency of the results, tests were performed under the same laboratory

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conditions. The approximate test duration was between 90 and 120 seconds for each test. As

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C&D aggregate was used in this research, the above mentioned test duration was sufficient to

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collect enough outflow water to calculate the permeability value. The sample for this test was

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compacted with modified Proctor compaction effort at optimum moisture content (OMC) and

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maximum dry density (MDD). Furthermore, a series of samples with lower and higher

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densities was used to investigate the hydraulic conductivity on the effect of density.

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ACCEPTED MANUSCRIPT The influent suspensions were prepared in the laboratory by adding known amounts

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of pollutants (approximately 250 mg/L to 450 mg/L) with distilled water, which is slightly

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higher than the average TSS concentrations in stormwater runoff generated in urban areas

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(Kim and Sansalone, 2008; Li and Davis, 2008). The effluent sediment concentrations after

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filtration through various filter media such as sand, carbon sand, peat sand and composed

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sand, have been measured by several researchers (Hatt et al. 2005; Clark and Pitt, 2009).

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Different sizes of the sediment particles (75 µm to 600 µm) were selected to investigate the

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effect of sediment sizes. A number of hydraulic conductivity tests with variable C&D particle

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sizes (1.18 mm to 13.20 mm) and density (1850 kg/m3 to 2400 kg/m3) were undertaken in this

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research. As worst case scenario, a series of hydraulic conductivity tests were carried out

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using fine coarse aggregates (1.18 mm to 2.36 mm) and 450 mg/L of pollutants concentration

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as influent suspension to investigate the clogging effects over time. Water samples to (i.e.

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inflow) and from (i.e. outflow) the C&D filter media were collected. These water samples

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were analysed for TSS, TN (Total Nitrogen) and TP (Total Phosphorus) using Australian

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standard (SAA, 2003; Standard Methods, 1998) conducted by a well-known commercial

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environmental laboratory.

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2.3 Statistical Analysis and Water Quality Modelling

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Statistical analysis of the experimental results was performed to compare the

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reinforced and unreinforced C&D materials. To compare the parameters between each test,

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two hypothesis tests were analysed using two-tailed t-tests, using 1% and 5% level of

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significance. The null hypothesis states that each parameter should be similar to the other and

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the level of significance (α) is defined as the probability of rejecting the null hypothesis.

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Hence, it is safe to reject the critical (α) value if it is very small (Franks et al. 2012).

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ACCEPTED MANUSCRIPT MUSIC (Model for Urban Stormwater Improvement Conceptualisation) developed by

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Wong et al. (2002) enables users to evaluate conceptual design of stormwater management

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systems to ensure they are appropriate for their catchments. MUSIC is a stochastic model,

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which stochastically calculates generation of stormwater pollutants (gross pollutants, total

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suspended solids, total phosphorus and total nitrogen) from catchment(s). MUSIC provides

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the ability to simulate both quantity and quality of runoff from different types of catchments

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(i.e. urban, agricultural and forest). Pollutants generation in MUSIC can be calculated either

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using ‘mean concentration’ or log-normally generated distribution. The log-normal

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distribution included in the MUSIC allows the user to alter the mean and standard deviation

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parameters from the default values. Fletcher and Deletic (2007) conducted a comprehensive

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review of statistical generation and estimation of pollutant loads from catchments. Duncan

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(1999) undertook a comprehensive review of stormwater quality in urban catchments and this

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review forms the basis for default values of event average concentration of total suspended

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solids, total phosphorus and total nitrogen adopted in the MUSIC.

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In the present study, MUSIC was used to simulate pollutants removal efficiencies of

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the C&D materials. The MUSIC’s simulations of the TSS, TN and TP removal efficiencies

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were validated with the experimental results. Different C&D materials are represented by

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their relevant hydraulic conductivity values in MUSIC program. To simulate the effects of

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different types of C&D materials, hydraulic conductivity results found from the experimental

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results were selected as model input data. As MUSIC requires rainfall data, a random 6

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minutes interval recorded rainfall series from the year 1959 was selected for this purpose.

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The MUSIC’s default parameters regarding inflow pollutants concentrations were adjusted to

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generate the same influent pollutants concentrations used in the experiments.

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3. Results and Discussion The physical and geotechnical properties of the C&D materials in urban stormwater

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permeable pavement applications and comparison with typical specified requirements are

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presented in Table 2.

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3.1 Physical and Geotechnical Properties

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The physical properties were tested from three replicate samples for each test to

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maintain consistency of the results. The specific gravity of RCA, CB and RAP were found to

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meet specified requirements. The specific gravity for RAP was however found to be a little

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lower than RCA and CB materials. This may be attributed to the fact that some bitumen

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contents presence with RAP sample which have low density. The specific gravity results for

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the C&D materials indicate that they can be considered as high quality aggregates. It can

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also be noted from Table 2 that the specific gravity value of coarse aggregates is slightly

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higher than that of the fine aggregates for RCA materials due to lower organic content and

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higher density. The water absorptions of coarse aggregates are lower than the fine aggregates

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for all recycled materials except for CB. This is because fine particles have larger surface

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area and hence it can absorb more water than the coarse particles. It is found that the water

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absorption values of recycled materials range from 6% to 14% while for a natural aggregate

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the value does not exceed 3% (Poon and Chan, 2006). Therefore, it can be considered as

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good quality materials and suitable for civil engineering applications. The gradation curves of

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the C&D materials are shown in Fig. 3(a), and compared with the local engineering and

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water authorities’ specifications for the usage of quarried materials in urban stormwater

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management systems. Based on the gradation curves, the grain size distribution parameters

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including Cu, Cc, and percentage of gravel, sand and fine particles are summarised in Table 2.

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The results show that the properties obtained from particle size distribution were within the

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typical requirements for various civil engineering applications. The particle size distribution

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curve of the suspension solids is shown in Fig. 3 (b). The result shows that the particles are

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less than 300 microns which satisfy the local water authorities’ minimum (<300 microns)

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requirement (Duncan, 1999). Soil classification symbols from the Australian Soil Classification System (ASCS),

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the Unified Soil Classification System (USCS) and the AAHOTO systems are presented in

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Table 2. According to the ASCS, the investigated C&D materials (RCA, CB and RAP) have

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approximately equal amounts of sand and gravel fractions, enabling them to be classified as

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well-graded gravel (GW). The results show that the C&D aggregates were consistent with the

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requirements of typical aggregates for civil engineering applications such as flexible

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pavement sub-bases, footpaths and backfilling purposes (Arulrajah et al. 2014c; Rahman et

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al. 2014a).

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The results of modified compaction tests conducted on the recycled C&D materials

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are shown in Table 2. The modified compaction results indicate that RCA had the highest

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MDD, while RAP had the lowest due to the presence of bitumen substances with RAP. The

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OMC of the C&D materials indicate that RAP had the lowest OMC of 8.30%, while CB had

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the highest of 12.75%. This is may be due to the fact that CB had higher pore spaces and

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hence it can absorb more water than other C&D materials. The organic contents of the C&D

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materials were found to be low except for RAP, which was also found within the acceptable

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ranges. The results show that RCA had the lowest organic content than CB and RAP

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aggregates. This is may be attributed to the fact that RCA consists with cement, sand and

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stone which have low eruption property. The pH values of the C&D materials indicate that it

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were slightly alkaline, though still within expected limits. Kolay et al. (2011) stated that pH

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value depends on the organic contents, as therefore RAP had the lowest pH value due to

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higher organic content.

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3.2 Hydraulic Conductivity and Water Quality Testing Constant head hydraulic conductivity tests of the C&D materials were undertaken in

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this research under different conditions such as different sediment percentages, sediment

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sizes, aggregate densities, and aggregate sizes. The effluent suspensions were collected and

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tested from a commercial environmental laboratory to investigate the hydraulic properties

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and trapping efficiencies of the C&D materials.

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Fig. 4 shows the hydraulic behaviour of the C&D materials (with and without a

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geotextile layer) under various sediment concentrations (250 mg/L to 450 mg/L) used in this

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study. Although these concentration levels are slightly higher than the average concentration

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generated from urban areas, those were selected in this research as a worst case scenario

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(Kim and Sansalone, 2008; Li and Davis, 2008). Among the tested C&D materials, hydraulic

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conductivity is the highest for RAP and the lowest for CB. This is because, RAP had the

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lowest fine contents when compared with RCA and CB aggregates, and hence it had the

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highest hydraulic conductivity value. In general, the hydraulic conductivity values of the

354

C&D materials are higher than that of natural aggregate with same soil classification (Poon

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and Chan, 2006). The hydraulic conductivity values were found to be within the range of

356

those specified for the usage in filter media in urban stormwater permeable pavement systems

357

(Melbourne Water, 2001). For any given C&D materials used in this research, the hydraulic

358

behaviour is almost the same for various sediment concentrations. Therefore, the authors

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believe that it is difficult to find the difference in hydraulic behaviour for various sediment

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concentrations and short term laboratory investigations. However, after a long period

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significant difference in hydraulic conductivities may be observed due to accumulated

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clogging of sediments. It is also expected that the particle sizes of filter media has an effect on hydraulic

364

conductivity performance. Therefore, different filter media with various particle size ranges

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between 1.18 mm and 13.20 mm were used in this research. The suspension concentration of

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450 mg/L was selected for this particular series of tests as the worst case scenario. Higher

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hydraulic conductivity was observed when higher particle sizes were used as filter media. It

368

is due to larger void spaces between larger particle sizes which eventually led to higher

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hydraulic conductivity. The relationship between inflow sediment concentration and

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hydraulic conductivity can be approximated with power function as shown in Fig. 5. It is to

371

be noted that these relationships are expected to vary with the filter media porosity/density

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and the amount of accumulated clogging. Several researchers also found similar results,

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where hydraulic conductivity increased with the increases of particle size (Shepherd, 1989).

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Another series of hydraulic conductivity tests was undertaken to assess the effects of

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density of the filter media on hydraulic conductivity. The finer sizes (1.18 mm to 2.36 mm)

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of particle were used for filter media as it represents as a worst case scenario in regards to

377

hydraulic conductivity. The results are shown in Fig. 6, where density variations are

378

considered at MDD, slightly higher and lower than MDD for the selected C&D materials

379

used in this research. From the figure it can be seen that the filter media density and the

380

hydraulic conductivity have an inverse linear relationship, i.e. with the increase of density,

381

hydraulic conductivity decreases linearly. However, this sort of linear relationship may not

382

exist for other materials. It is to be noted that the results may vary for a wider range and

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several more variable numbers of density. Assouline (2006) also discussed a relationship

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between bulk density and hydraulic conductivity of the soils and found a linear trend between

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those parameters, which is similar to the current finding. However, due to compaction

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energy, some water released from the sample which may have negative effects on the

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permeability results. To overcome this problem, moisture contents with different fractions,

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control compaction or undisturbed samples with larger size could be considered in order to

389

achieve more reliable results in future research. Long term clogging is one of the major concerns of infiltration through permeable

391

pavement systems. The clogging also depends on the sediments particle sizes and filter media

392

particle sizes. Therefore, hydraulic conductivity tests were conducted with different sizes of

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sediment and lower sizes of filter media particles and the results are shown in Fig. 7. The

394

results show that hydraulic conductivity decreased with the increases of sediment sizes, as

395

larger sediment particles can easily seal the void spaces of the filter media. This relationship

396

is dependent on the grain size and mineralogy of the sediments (Bryant et al. 1975). In

397

practical field, different types of particles such as plastics, woods, dust and rubber from tyres

398

in surrounding environment of permeable pavement during storm event may create some

399

negative impacts on the hydraulic properties. However, the pavement surface should be

400

cleaned periodically to maintain higher permeability in filter layer. It is noted that correct

401

procedures such as gloves, overalls and dust masks with adequate ventilation system should

402

be used during cleaning the pavement surface as rubber crumb contains some chemical

403

elements. The typical chemical composition of rubber crumb have been discussed by

404

Richardson et al. (2011) which was determined according to IS 7490 (1997). The chemical

405

composition of the rubber crumb results are shown in Table 3. It shows that the

406

mercaptobenzothiazole (MBT) value is 0.5 and this is only concern with regard to human

407

health and safety. It is noted that the stearic acid has not any significant problem when used

408

in the alkaline characteristics environment.

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17

ACCEPTED MANUSCRIPT To assess the clogging of filter media over the time after several filtrations, the same

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test was repeated up to ten times (with one day intervals) for each of the tested materials

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(with and without geotextile). The hydraulic conductivity and clogging characteristics mainly

412

depend on the filter media aggregate sizes (Shainberg et al. 1997). Finer filter media (1.18

413

mm to 2.36 mm) were used in this series of hydraulic conductivity tests as a worst case

414

scenario. Fig. 8 shows the hydraulic conductivity results for ten cycles of the selected C&D

415

materials. From Fig. 8, it is shown that hydraulic conductivity commenced reducing after

416

several cycles of the tests, as after several cycles significant amount of sediments were

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trapped within the filter media causing impediment to the subsequent inflow. The results also

418

show that the highest clogging observed in CB and the lowest clogging from RAP aggregate

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due to void spaces.

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The rate of average hydraulic conductivity reduction in each cycle was approximately

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1% for all the cases. Though magnitude of reduction is very small, after a long period and

422

numerous storm events bringing inflows with high sediment concentrations, these higher

423

concentrations are likely to cause significant flow impediments to the inflows due to

424

successive accumulation (clogging) of sediments within the filter media, which eventually

425

may jeopardise the effectiveness of any such system. The design of permeable pavement

426

should be considered in terms of reduction in permeability and pollutant removal efficiency

427

over time due to sediment accumulation and clogging. Argue (2004) found from laboratory

428

and modelling studies that the permeability decreased 30-50% after a certain period of

429

service life for permeable pavement. The clogging effects of the pavement layers (filter

430

media) have also been discussed by other researchers (Winter et al. 2003). According to

431

Coustumer et al. (2008), after a certain performance period the effective hydraulic

432

conductivity can be assumed as 50% of the design value, and this value should be matched

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with the relevant specifications. Nevertheless, filter media may need replacing after a certain

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period of use and further in-depth investigations may be needed to provide reasonable

435

estimation of the operational period of such systems. Fig. 9 shows the relationships between inflow and outflow TSS concentrations for all

437

the materials (with and without geotextile). Fine aggregates as filter media and larger density

438

of sediments (450 mg/L) were used as a worst case scenario in this series of hydraulic

439

conductivity tests. As evident, outflow TSS concentrations linearly increase with the

440

increases of inflow TSS concentrations for all the C&D materials. For the same inflow TSS

441

concentrations, outflow TSS concentrations are much lower for the cases where geotextile

442

was used. This is due to the additional filtration caused by the geotextile. Also, for the cases

443

with geotextile, the rate of outflow TSS concentration (i.e. slopes of the lines in Fig. 9)

444

increases with the increase of inflow TSS concentration for all the materials. On average,

445

among the materials, CB has the highest trapping efficiency and RAP has the lowest trapping

446

efficiency. However, in general differences in trapping efficiencies among these materials are

447

very small. This is may be due to short term laboratory experiments rather than long term

448

investigation. However, it is recommended that field experimental works would be

449

undertaken to achieve significant results from these particular C&D materials.

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An assessment of pollutants removal through finer C&D materials and geotextile was

451

undertaken in this research. The results obtained from single layer and double layer

452

geotextiles are shown in Table 4. The results show that the gross pollutants of TSS, TN and

453

TP were significantly reduced through C&D media when double layer geotextiles were used.

454

In some cases, the effects of a geotextile layer on pollutants removal performance are not

455

significant; it might be due to larger geotextile pore sizes and smaller pollutants particle sizes.

456

This is also may be attributed to the fact that some bound pollutants (especially phosphorus)

457

are mainly associated with smaller particles and trapping of such smaller particles is not

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achievable through tested filter media. However, for a longer period of such sediment

459

accumulations, the filter media is expected to become clogged, and eventually would be able

460

to trap smaller particles (Hatt et al. 2005). Nevertheless, some irregular variations in the

461

results might be due to the mixing variations in the dosing tank while testing. The pollutant removal efficiency is the highest for CB and the lowest for RAP

463

aggregate. These phenomena can be correlated with the hydraulic conductivity characteristics

464

of the C&D materials, which was the highest for RAP and the lowest for CB aggregate. It is

465

proved that the higher the hydraulic conductivity, the lower the pollutant removal efficiency.

466

Hatt et al. (2005) also found similar observation from gravel and sand media. It is to be noted

467

that the laboratory experiments were carried out with samples of smaller depth. In practice,

468

pavement filter media thickness would be higher, as such higher pollutant removal

469

efficiencies are expected. It is noted that the combination of geotextile and C&D materials

470

exhibit higher pollutant removal efficiency than the C&D materials alone while the hydraulic

471

conductivity remains almost the same (refer to Figs. 5 and 9). Previous researchers also stated

472

that the combination of geotextile and permeable pavement base can significantly reduce

473

contaminants or gross pollutants from stormwater runoff (Tota-Maharaj et al. 2012). The

474

authors believe that 100% pollutants removal efficiency is achievable in many cases,

475

however with the compromise of reducing hydraulic conductivity, which is not recommended

476

with the consideration of urban flooding. As such, there should be always a balance of target

477

pollutants removal efficiency and acceptable hydraulic conductivity.

478

3.3 Statistical Analysis and Water Quality Modelling

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Statistical analysis was carried out using the experimental data on inflow and outflow

480

concentration which is represented as regression line as shown in Fig. 9. The statistical

481

analysis from Fig. 9 indicates that the slopes for RCA+Geotextile, CB+Geotextile and 20

ACCEPTED MANUSCRIPT RAP+Geotextile regressions lines are almost similar to each other at 5% level of significance

483

(Tables 5 and 6) where the mass of pollutants removal through the above media is

484

statistically the same. Similarly, the slopes obtained from RCA, CB and RAP regressions

485

lines are also almost the same at 1% level of significance. However they are significantly

486

different when geotextile was used with the C&D materials. The y-intercept values from Fig.

487

9 and Table 5 for the regression lines for RCA+Geotextile and RAP+Geotextile are equal at

488

5% level of significance (Table 6). Similarly, y-intercept values for CB and CB+Geotextile

489

are also the same at 5% level of significance.

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A set of experimental results was analysed using MUSIC program for the permeable

491

pavement system. The MUSIC was simulated for a fictitious catchment area. A typical

492

permeable pavement system’s surface area was selected so that the discharge to surface area

493

ratio of the model was the same as the discharge to surface area ratio of the experimental

494

specimen. The comparison of experimental and MUSIC modelling results are shown in

495

Table 7. From the table it is shown that MUSIC simulations for TSS, TN and TP reductions

496

through C&D material are very close to the experimental results. However, maximum TSS

497

reduction (90%) was obtained from CB model analysis and maximum reduction for TN

498

(61.8%) and TP (70.2%) were found from RAP model analysis. Imteaz et al. (2013)

499

compared the MUSIC’s estimations with different experimental measurements in different

500

countries for three different treatment systems including permeable pavement. They also

501

noted MUSIC’s overestimation in regards to pollutants removal efficiencies. However,

502

reported deviations were much higher in their study.

503

4. Conclusions

504 505

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The results obtained from C&D materials were compared with the fine particle size filter media considering as worst case scenario for permeable pavement systems. 21

ACCEPTED MANUSCRIPT The pH values of the materials indicate that the materials to be slightly alkaline,

507

though still within expected limits. The compaction characteristics of the various C&D

508

materials were found to be in a consistent range and equivalent to those expected of a

509

quarried material. The water absorptions of coarse aggregates were less than the fine

510

aggregates for all the cases except for CB aggregate. The fine particles have cumulative

511

larger specific surface, which led to absorb more water than the coarse particles. The specific

512

gravity values of C&D materials were found to meet specified requirements and these

513

indicate that they can be considered high quality aggregates. The organic contents of the

514

recycled C&D materials were found to be low, except for RAP for which the organic content

515

was also found within the acceptable ranges. The hydraulic conductivity of the recycled

516

materials can be described as low for RCA and CB and high for RAP aggregate. The lowest

517

pollutant removal was observed from RAP aggregate, as the hydraulic conductivity of RAP is

518

higher than that of RCA and CB aggregates.

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The results show that hydraulic conductivity increased with the increase of filter

520

media particle size, with the decrease of density and with the decrease of inflow sediment

521

sizes. Furthermore, it was found that the hydraulic conductivity reduced slightly after 10

522

cycles of experiments. To overcome this potential clogging effect and maintain water quality,

523

larger aggregates of filter media with suitable geotextile layer can be used to obtain required

524

hydraulic conductivity while achieving sufficient pollutants removals. However, a long-term

525

in-depth field investigation is necessary to assess potential effects of long-term clogging

526

behaviours of such systems with and without geotextile layers and with different sizes of

527

aggregates. Comparisons between experimental results and the MUSIC model reveal that

528

TSS, TN and TP values were also very close and the results obtained from MUSIC model are

529

slightly higher than the laboratory experimental results.

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ACCEPTED MANUSCRIPT The results presented would provide the reader with an indication of the testing

531

methodology, geotechnical properties, hydraulic properties, chemical properties and

532

performance of these traditionally waste materials in permeable pavement applications.

533

Based on the extensive suite of geotechnical, hydraulic and chemical tests, it is concluded

534

that the C&D materials used in this research are suitable alternative filter materials in

535

permeable pavement systems.

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Reid, C., Be´ caert, V., Aubertin, M., Rosenbaum, R.K. and Descheˆnes, L., 2009. Life cycle assessment of mine tailings management in Canada. J. Clean. Prod., 17 (4), 471–479.

RI PT

685

Richardson, A.E., Coventry K., Dave, U. and Pineaar, J., 2011. Freeze/thaw protection of concrete using granulated rubber crumb. J. Green Build., 6 (1), 83 -92.

Rodrigues, F., Carvalho, M.T., Evangelista, L. and Brito, J., 2013. Physicalechemical and

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mineralogical characterization of fine aggregates from construction and demolition

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Scholz, M. and Grabowiecki, P., 2007. Review of permeable pavement systems. Build. Env., 42 (11), 3830-3836.

Shackel, B., Beecham, S.,Pezzaniti, D. and Myers, B. 2008. Design of permeable pavements

695

for australian conditions. 23rd ARRB Conference – Research Partnering with

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Practitioners, Adelaide, Australia.

699 700

Properties. Soil Sci., 62 (7), 470-478.

EP

698

Shainberg, I., Levy, G.J., Levin, J. and Goldstein, D., 1997. Aggregate Size and Seal

Shepherd, R.G., 1989. Correlations of Hydraulic conductivity and Grain Size. Groundwater,

AC C

697

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694

27 (5), 633–638.

701

Sieffert, Y., Huygen, J.M. and Daudon, D., 2014. Sustainable construction with repurposed

702

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703

Prod., 67, 125-138.

704

Siriwardene, N., Deletic, A. and Fletcher, T.D., 2007. Clogging of stormwater gravel

705

infiltration systems and filters: Insights from a laboratory study. Water Res., 41 (7),

706

1433-1440. 30

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Standard Association of Australia, (SAA) 2003. Soils for landscaping and garden use. AS 4419. NSW, Australia. Standard Methods, 1998. Examination of water and wastewater. 20th edn, American Public

710

Health Association/American Water Works Association/Water Pollution Control

711

Federation, (APHA/AWWA/WPCF), Washington, DC, USA.

RI PT

709

Strynchuk, J., Royal, J. and England, G., 2003. Study of decomposition of grass and leaves.

713

In: Practical Modeling of Urban Water Systems, Monograph 11. Edited by W. James.

714

373.

716 717 718

Sustainability Victoria. 2010. Victorian recycling industries annual report 2008-2009. ISSN 1836-9902, Melbourne, VIC, Australia.

M AN U

715

SC

712

Tam, V.W.Y., 2009. Comparing the implementation of concrete recycling in the Australian and Japanese construction industries. J. Cleaner Prod., 17(7), 688–702. Tota-Maharaj, K., Grabowiecki, P., Babatunde, A. and Coupe, S.J., 2012. The Performance

720

and Effectiveness of Geotextiles within Permeable Pavements for Treating

721

Concentrated Stormwater. Sixteenth International Water Technology Conference,

722

IWTC 16 2012, Istanbul, Turkey.

TE D

719

Tsang, C.F, Bernier, F. and Davies, C., 2005. Geohydromechanical processes in the

724

Excavation Damaged Zone in crystalline rock, rock salt, and indurated and plastic

726

AC C

725

EP

723

clays—in the context of radioactive waste disposal. Int. J. Rock Mech., 42 (1), 109– 125.

727

Winter, K.J. and Goetz, D., 2003. The impact of sewage composition on the soil clogging

728

phenomena of vertical flow constructed wetlands. Water Sc. Tech., 48 (5), 9-14.

729

Wong, T.H.F., Fletcher, T.D., Duncan, H.P., Coleman, J.R. and Jenkins, G.A., 2002. A

730

Model for Urban Stormwater Improvement Conceptualization, in Integrated

731

Assessment and Decision Support. Proceedings of the 1st Biennial Meeting of the 31

ACCEPTED MANUSCRIPT 732

International Environmental Modelling and Software Society, Lugano, Switzerland,

733

1, 48-53.

735 736 737

Zong, L., Fei, Z. and Zhang, S., 2014. Permeability of recycled aggregate concrete containing fly ash and clay brick waste, J. Clean. Prod., 70, 175-182. Yu, R. and Shui, Z., 2014. Efficient reuse of the recycled construction waste cementitious Materials, J. Clean. Prod., 78, 202-207.

AC C

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32

ACCEPTED MANUSCRIPT

List of Tables

740

Table 1: Physical and hydraulic properties of the nonwoven geotextile

741

Table 2: Physical and geotechnical properties of C&D materials

742

Table 3: Analysis of rubber crumb (IS 7490: 1997)

743

Table 4: Assessment of pollutants removal from finer C&D materials using geotextiles

744

Table 5: Slope and constant values (b1 and b0) and their corresponding standard error

745

Table 6: Critical levels of significance obtained from statistical two-tailed t-tests analysis

746

Table 7: Comparison of model and experimental results for permeable pavement

SC

RI PT

739

AC C

EP

TE D

M AN U

747

33

ACCEPTED MANUSCRIPT

Table 1: Physical and hydraulic properties of the nonwoven geotextile

748

Hydraulic properties

Flow rate (L/m2/s)

Permittivity (s-1)

Hydraulic conductivity k (mm/s)

Porosity (%)

Unit weight (kN/m3)

Thickness (mm)

Grab tensile strength (N)

Trapezoidal Tear Strength (N)

80

120

1.2

1.6

89

5.04

3.25

2130

740

SC

Pore size (µm)

749

M AN U

750 751 752

757 758 759

EP

756

AC C

755

TE D

753 754

RI PT

Physical properties

34

ACCEPTED MANUSCRIPT Table 2: Physical and geotechnical properties of C&D materials

760

RCA

CB

RAP

Typical Specified Requirements

Coefficient of uniformity (cu)

78.0

71.0

7.8

>4

Coefficient of curvature (cc)

2.9

2.8

1.8

1 ≤ Cc ≤ 3

Gravel contents (%)

47.9

52.6

56.3

40-100

Sand contents (%)

42.2

38.4

41.6

30-50

Fine contents (%)

9.9

9.0

2.1

<10

USCS classification

GP-GM

GW

GW

GW/SW

ASCS classification

GP-GM GP-GM

Specific gravity - Coarse

A-1-a

A-1-a

2.4

2.3

>2.0

2.6

2.5

2.3

>2.0

6.7

13.8

12.02

<10

7.1

10.3

13.9

<10

1.8

2.0

4.03

5

10.5

9.5

7.2

6-11

Compaction (Modified): MDD (kg/m3)

2100

2010

1900

1750

Compaction (Modified): OMC (%)

12.5

12.8

8.3

8-15

Water absorption - Coarse (%) Water absorption - Fine (%)

EP AC C

pH

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Organic content (%)

762

A-1-a

GW/SW

2.7

Specific gravity - Fine

761

SC

A-1-a

GP

M AN U

AASHTO classification

RI PT

Geotechnical Properties

35

ACCEPTED MANUSCRIPT Table 3: Analysis of rubber crumb (IS 7490: 1997)

763

Ingredients

Parts per hundred - Rubber

1

Rubber Crumb

100 (As rubber hydrocarbon)

2

Zinc Oxide

5.0

3

Stearic acid

4

MBT

5

Sulphur

2.0

0.50 3.0

AC C

EP

TE D

M AN U

SC

764

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Sample

36

ACCEPTED MANUSCRIPT

Table 4: Assessment of pollutants removal from finer C&D materials using geotextiles

Layer-1

Layer-2

Effluent 16.90

Effluent 8.5

CB

CB+Geotextile Layer-1

Layer-2

Effluent 28.50

Effluent 12.58

Effluent 7.2

1.10

0.70

250

Total Nitrogen (mg/L)

2.75

1.80

0.92

0.9

1.73

Total Phosphorous (mg/L)

2.35

1.50

0.65

0.75

1.25

M AN U

TSS (mg/L)

Effluent 36.50

Note: Layer-1 denoted as single layer geotextile and

TE D

Layer-2 denoted as double layer geotextile

EP

768

Influent

RCA+Geotextile

AC C

767

RCA

RI PT

Test Type

SC

765 766

37

RAP

RAP+Geotextile Layer-1

Layer-2

Effluent 46.80

Effluent 23.10

Effluent 15.7

0.65

1.15

0.45

0.31

0.42

0.79

0.29

0.12

ACCEPTED MANUSCRIPT Table 5: Slope and constant values (b1 and b0) and their corresponding standard error Se (b1)

b0

Se (b0)

RCA

0.37

0.005

–0.04

0.002

RCA+Geotextile

0.20

0.004

–0.02

0.001

CB

0.33

0.009

–0.03

0.003

CB+Geotextile

0.19

0.004

RAP

0.31

0.003

RAP+Geotextile

0.21

0.006

RI PT

b1

–0.03

0.001

–0.01

0.001

–0.02

0.002

EP

TE D

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SC

Material Type

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769

38

ACCEPTED MANUSCRIPT

Table 6: Critical levels of significance obtained from statistical two-tailed t-tests analysis

771 772

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RCA

1 0.0051 0.0829 0.0159 0.0116

SC

1 <0.0001 0.1445 <0.0001 0.0092 <0.0001

M AN U

RCA RCA+Geotextile CB CB+Geotextile RAP RAP+Geotextile RCA RCA+Geotextile CB CB+Geotextile RAP RAP+Geotextile

Material Type RCA+Geotextile CB CB+Geotextile <0.0001 <0.0001 0.1287 1 <0.0001 0.0803 <0.0001 1 <0.0001 < 0.0001 1 0.0820 <0.0001 <0.0001 0.3034 <0.0001 0.0697 0.0122 0.0080 1 0.0010 0.4286 0.2155

TE D

b0

Material Type

EP

Parameter in linear regression b1

AC C

770

39

0.1025 0.0010 1 0.0026 0.0016

0.0155 0.3612 0.0017 1 0.7164

RAP 0.0092 <0.0001 0.3216 <0.0001 1 <0.0001

RAP+Geotextile <0.0001 0.0661 <0.0001 <0.0001 <0.0001 1

0.0143 0.1805 0.0013 0.7440 1

0.0110 0.9401 0.0015 0.0015 0.2827

ACCEPTED MANUSCRIPT Table 7: Comparison of model and experimental results for permeable pavement

773

Elements

Inflow parameters

Reduction in outflow parameters (%) RCA

CB

RAP

Experiment Model Experiment Model Experiment 85.40 87.04 88.60 90.00 81.28

Model 83.4

250

TN (mg/L)

2.75

34.55

37.45

37.09

40.00

58.18

61.8

TP (mg/L)

2.35

36.17

40.43

46.81

51.06

66.38

70.2

AC C

EP

TE D

M AN U

SC

774

RI PT

TSS (mg/L)

40

ACCEPTED MANUSCRIPT

List of Figures

776

Fig. 1: Schematic diagram of a typical permeable pavement cross section.

777

Fig. 2: Schematic diagram of testing setup for hydraulic conductivity testing.

778

Fig. 3: Particle size distribution of C&D materials.

779

Fig. 4: Effect of sediment concentration on hydraulic conductivity.

780

Fig. 5: Effect of particle size on hydraulic conductivity.

781

Fig. 6: Effect of density on hydraulic conductivity.

782

Fig. 7: Effect of sediments particle size on hydraulic conductivity.

783

Fig. 8: Effect of time with influent suspension on clogging.

784

Fig. 9: Effect of influent suspension percentages on effluent suspension.

AC C

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775

41

ACCEPTED MANUSCRIPT

Walkway Permeable paving surface layer Runoff

RI PT

Choker course

Geotextile layer

Subgrade layer

AC C

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Perforated pipe

Subbase storage layer

SC

Durable stone

ACCEPTED MANUSCRIPT

Mixer

RI PT

Influent suspension Control valve

SC

Constant head water jar

Overflow tube

Inlet tube

132 mm

M AN U

Geotextile filter

TE D

C&D filter media

152 mm

EP

Outlet tube

AC C

Sampling bottle

Head loss tube

ACCEPTED MANUSCRIPT

Crushed Brick (CB)

60

20

Suspension soilids particle size distribution

TE D

100

Fig. 3(a)

80

EP

60 40 20 Fig. 3(b)

0 0.001

AC C

0

100

M AN U

Reclaimed Asphalt Pavement (RAP)

40

10

RI PT

1

Recycled Concrete Aggregate (RCA)

80

Percentage Passing (%)

0.1

SC

0.01 100

0.010 Particle Size (mm)

0.100

ACCEPTED MANUSCRIPT

RCA

RCA+Geotextile

CB

CB+Geotextile

RAP+Geotextile

SC

120

M AN U

100

TE D

80

EP

60

40

AC C

Hydraulic conductivity (mm/h)

RAP

RI PT

140

20 250

300

350 Inflow TSS (mg/L)

400

450

ACCEPTED MANUSCRIPT

180 160

SC M AN U

120 100

TE D

80

EP

60 40

RCA RCA+Geotextile CB CB+Geotextile RAP RAP+Geotextile

AC C

Hydraulic conductivity, k (mm/h)

140

RI PT

RCA: k = 35.383 PS0.5546 RCA+Geotextile: k = 34.747 PS0.5575 CB: k = 19.475 PS0.7363 CB+Geotextile: k = 18.902 PS0.7453 RAP: k = 65.86 PS0.35 RAP+Geotextile: k = 64.262 PS0.3579 Note: "PS" denoted as particle size

20 0 0

2

4

6 8 Filter media particle size (mm)

10

12

14

ACCEPTED MANUSCRIPT

140

RI PT M AN U

SC

100

80

TE D

60

EP

40

RCA RCA+Geotextile CB CB+Geotextile RAP RAP+Geotextile

AC C

Hydraulic conductivity, k (mm/h)

120

20

0 1.5

1.7

1.9

2.1

Filter media particle density (Mg/m3)

2.3

2.5

ACCEPTED MANUSCRIPT

140

RCA

RCA+Geotextile

CB

CB+Geotextile

RI PT

RAP+Geotextile

M AN U

SC

100

80

TE D

60

EP

40

AC C

Hydraulic conductivity, k (mm/h)

120

RAP

20

0 75

150

300 Inflow sediment size (µm)

425

600

ACCEPTED MANUSCRIPT

100

RI PT

90

M AN U

SC

70 60 50

TE D

40

EP

30 20 10

RCA

AC C

Hydraulic conductivity, k ((mm/h)

80

RCA+Geotextile

CB

CB+Geotextile

RAP

RAP+Geotextile

0 0

1

2

3

4

5

6

7

Cycles (one day interval)

8

9

10

11

ACCEPTED MANUSCRIPT

RI PT

0.12

SC M AN U

0.08

TE D

0.06

EP

0.04

0.02

0.00

RCA RCA+Geotextile CB CB+Geotextile RAP RAP+Geotextile

AC C

Effluent TSS (g/L)

0.10

0.2

0.3

0.4

Influent TSS (g/L)

0.5

ACCEPTED MANUSCRIPT HIGHLIGHTS

Accumulation of clogging effect for recycled materials was analysed.

•

Permeability tests were performed with different variables.

•

Water modelling results were compared with laboratory experiments.

•

Statistical analysis was developed using experimental data.

•

Recycled materials are suitable in permeable pavement applications.

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•