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  <title>CIA Resource Center RSS</title>
 <link><![CDATA[http://www.concreteinstitute.com.au/]]></link> 
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  <guid isPermaLink="false">c0b0d075-0bfb-4d4d-9147-c146f6d0de0f</guid>
  <title> <![CDATA[Methods for determining the in-situ compressive strength of prescast hollowcore slabs]]></title>
  <description><![CDATA[The daily monitoring of concrete strength used in the manufacture of zero-slump precast pre-tensioned Hollowcore Floor Planks (HCFP) is essential in identifying the intermediate and characteristic strength developments. The implementation of non-destructive tests at a precast plant which determines the time at which the prestressing forces in the tendons can be transferred onto the bed of a HCFP was the motivation of this study. In addition, a rigorous investigation was initiated to identify a suitable relationship between actual and potential concrete strength using small drilled inplace cores with companion standard cube test samples. The results of both studies will allow designers to better evaluate intermediate and characteristic strengths of hollowcore floor panels. A calibration chart was developed which relates material compressive strengths to the rebound value. The implementation of combined non destructive testing systems will provide and validate real-time information on the progress of early-age concrete strength. By utilising a non-destructive test known as the Maturity Method along with the calibrated rebound hammer, the tests will authenticate estimated readings and will develop greater understanding of the material behaviour. Experimental results revealed that the equivalent-age maturity function is appropriate for modelling the strength growth of Hollowcore concrete ]]></description>
  <pubDate>Fri, 25 Nov 2011 12:42:49 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Concrete-Technology/Methods-for-determining-the-in-situ-compressive-st.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">88574f8b-12a2-4df5-923d-a40d4da53cd2</guid>
  <title> <![CDATA[Z16 Geopolymer Recommended Practice]]></title>
  <description><![CDATA[Geopolymer cement is a new kind of cement which uses a different chemistry to that found in
traditional Ordinary Portland Cement (OPC). A geopolymer is made by activating amorphous
alumino-silicate materials, such as fly ash and slag, with alkali-based chemicals such as
sodium hydroxide and sodium silicate. Geopolymer cement does not need to contain OPC to
work. Geopolymers have been known to be useful binders in concrete for over 60 years, but
have recently developed rapidly in Australia due to the fact they have a CO2 footprint which is
approximately 80% lower than OPC cement.]]></description>
  <pubDate>Wed, 28 Sep 2011 17:01:25 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Recommended-Practice/Z16-Geopolymer-Recommended-Practice.aspx]]></link>
  <type><![CDATA[Recommended Practice]]></type>
</item><item>
  <guid isPermaLink="false">35e43396-f4f3-4478-8f3f-530e628e5f70</guid>
  <title> <![CDATA[Lifting Precast Bridge Beams – Engineering is the Issue]]></title>
  <description><![CDATA[This paper reviews the use of loops of prestressing strand cast into precast elements – particularly bridge beams – for the purpose of creating lifting connection points. Current & previous standards and industry guidance are referred to as well as some analysis of industry experience with strand loop lifting and the engineering issues involved. It concludes that there is little to justify current practice and much to discourage it. This conclusion is extended by considering risk management concepts which include the benefits of linking design responsibility and product liability. The value of correctly applied engineering design and the risks without it are discussed as is the imperative for precast design to account robustly for the construction phase. Finally, suggestions are offered to improve the engineering & performance merits of currently inadequate strand lifting loop details.]]></description>
  <pubDate>Fri, 09 Sep 2011 13:56:03 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Case-Studies/Lifting-Precast-Bridge-Beams-–-Engineering-is-the-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">6cdc8993-62e4-49c2-8d5f-47f162e40703</guid>
  <title> <![CDATA[Z 06 - Corrigendum for Reinforcement Detailing Handbook (May 2011)]]></title>
  <description><![CDATA[One page Corrigendum - corrections to the 2010 Reinforcement Detailing Handbook.]]></description>
  <pubDate>Wed, 18 May 2011 13:24:58 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Recommended-Practice/Z-06---Corrigendum-for-Reinforcement-Detailing-Han.aspx]]></link>
  <type><![CDATA[Recommended Practice]]></type>
</item><item>
  <guid isPermaLink="false">d843cbef-9a19-49ac-801d-b5ecf9e61c9a</guid>
  <title> <![CDATA[Z 15 - Cracking in Concrete Slabs on Ground and Pavements]]></title>
  <description><![CDATA[The aim of the publication is to detail the various types of cracks that are relevant to concrete slabs on ground and pavements, describe their symptoms and discuss the main influences. This is to enable designers and contractors to take measures which will control cracks. Additionally the publication provides guidance to help diagnose the cause of existing cracks, which is essential if effective and remedial measures are to be specified. While not forms of cracking, the subjects of dusting, delamination of trowelled surfaces and curling are included in the publication, as their causes are very closely related to the reasons for cracking and they may provide the initiation location for various forms of cracking. ]]></description>
  <pubDate>Wed, 18 May 2011 13:17:35 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Recommended-Practice/Z-15---Cracking-in-Concrete-Slabs-on-Ground-and-Pa.aspx]]></link>
  <type><![CDATA[Recommended Practice]]></type>
</item><item>
  <guid isPermaLink="false">0b108f3c-ab19-4d15-aad2-386d3cef9e82</guid>
  <title> <![CDATA[Z 40 - Super-Workable Concrete]]></title>
  <description><![CDATA[This Recommended Practice provides
guidance for consultants involved in the preparation of
specifications for the use of super-workable concrete
(SWC). It covers properties, ingredients, proportioning,
and production control of the material.]]></description>
  <pubDate>Mon, 16 May 2011 10:08:12 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Recommended-Practice/Z-40---Super-Workable-Concrete.aspx]]></link>
  <type><![CDATA[Recommended Practice]]></type>
</item><item>
  <guid isPermaLink="false">b5954299-3c90-491b-8b42-d70f368920bc</guid>
  <title> <![CDATA[Restoration of the Newcastle Civic Theatre]]></title>
  <description><![CDATA[The purpose of this paper is to provide a brief account of how the external façade of the Newcastle Civic Theatre was upgraded. The façade showed signs of structural and corrosion stress. Tried and proven concrete, electrochemical and epoxy repair techniques together with application of an engineered protective coating was able to extend the building’s service life.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:58:36 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Repair-and-Monitoring/Restoration-of-the-Newcastle-Civic-Theatre.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">d16919e0-30d9-4d83-9be8-53ce53683ce5</guid>
  <title> <![CDATA[Repair of Concrete “In-Service” Rail Headstocks Port Kembla Rail Facility]]></title>
  <description><![CDATA[The bridge lies on the main rail access to the Bluescope Steelworks at Port Kembla & the remediation process involved the concrete repair and coating of two concrete capping beams whilst they continued to be in service with up to 30 irregular and at times unscheduled crossings per 24-hour period, with some trains carrying up to 63 tonnes per axle. The bridge pier concrete capping beams exhibited significant spalling of the concrete, with reinforcement exposed in many places and with the embedded reinforcement showing signs of corrosion in all exposed areas. Cardno Engineering, in conjunction with Fluor Global Services, called for a repair system that could be installed using a high early strength mortar, along with Cathodic protection systems, to combat high levels of chloride contamination within the concrete matrix. The proposed method of repair by the winning Contractor included demolition of the spalled concrete using high-pressure water blasting from the truck-mounted equipment & experienced operators. The equipment delivered 1,250 bar at the nozzle and was able to carefully and accurately remove concrete from around the corroded reinforcement with out “over break” and micro-cracking often associated with mechanical removal processes.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:58:36 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Repair-and-Monitoring/Repair-of-Concrete--In-Service”-Rail-Headstocks-Po.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">337402ef-0b96-4293-b0e7-17c573336285</guid>
  <title> <![CDATA[Post-earthquake Reconstruction using Chainwire as Reinforcement.]]></title>
  <description><![CDATA[The devastating earthquake in Pakistan and India in October 2005 left nearly 3 million people homeless. Their homes were reduced to rubble. Since then “The Earthquake Roundtable” have pursued a notion of using a gabion-type concept so that the rubble becomes a useful building material. One method that has been explored is to use chainwire as a basic reinforcement material. The present paper reports on a series of simple tests. These experiments have looked at the shear behaviour and energy absorbing capacity of clear chainwire panels and chainwire panels coated with a cement mortar to simulate a mortar layer on a wall. Supplementary tests have examined the load-carrying capacity of rubble-filled gabion style boxes and cylinders. The tests are intended to be precursors to more detailed static and near full-scale shake table testing provided the resources can be found to support the investigation.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:58:35 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Repair-and-Monitoring/Post-earthquake-Reconstruction-using-Chainwire-as-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">ca2f3b16-c8fe-4b19-9eec-cab48cbb79da</guid>
  <title> <![CDATA[Performance Monitoring of Patterson River Bridge, Nepean Highway, Melbourne – 14 Years Later]]></title>
  <description><![CDATA[The Patterson River Bridge carries Nepean Highway over Patterson River in Carrum, and was constructed in 1995 as part of a multi-level protection approach incorporating high quality concrete with supplementary cementitious materials (SCMs), application of protective coatings, many other durability provisions and testing for volume of permeable voids/permeability (VPV). The bridge consists of 4 spans and 3 piers each with two columns. The columns, crossheads, pile caps, prestressed concrete beams, wing walls and abutments were constructed using VicRoads concrete of grade VR 470/55, suitable for very aggressive exposure environment. The substructure concrete has a minimum cementitious material content of 470 kg with 10% silica fume replacement, and is of 55 MPa strength grade. VicRoads has been monitoring the corrosion susceptibility of the bridge for the past 14 years, since construction, by monitoring the ingress of chloride ions into concrete and by measurement of half-cell potential of the steel and its corrosion rate. The last measurements were conducted in 2001. Another round of measurements was conducted in 2008 to check whether the corrosion activity has increased over the past few years. This paper provides the results of the 2008 measurements in comparison with the previous measurements and finds that no changes have been observed, in the intervening 7 to 8 year period. No corrosion activity is anticipated at least in the next 15 years and beyond.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:58:34 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Repair-and-Monitoring/Performance-Monitoring-of-Patterson-River-Bridge,-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">bfef89a8-a613-48b3-9cef-a32e1d79a4a8</guid>
  <title> <![CDATA[How Quality CPF Cast Concrete Performs in the Acidic Environment of a Wastewater Treatment Works]]></title>
  <description><![CDATA[In an effort to improve the durability of concrete in the harsh environment found in wastewater treatment plants the quality of concrete used in this type of construction has been continually refined. Strengths have been increased and w/c ratios decreased. How has this affected the longer term performance of this type of asset? The investigation was performed by FEhS and the work involved both a subjective and qualitative analysis of the concrete surfaces of two treatment plants in Offenberg and Bonn in Germany. The structures examined have been in constant use for approximately 10 years and were continually subjected to acidic water. Site cores were obtained from both sites for subsequent testing in the laboratory.
This paper reviews the construction details and then describes the testing regime and the analysis of the data obtained. Conclusions are then drawn about the performance of high quality concrete in this application, how using a permeable CPF liner is an important key to long life and durability and the implications for the construction of these types of structures in the future. This paper is based on information contained in a report by FEhS, an institution that has worked for more than 50 years in research and testing of concrete with special emphasis on waste water treatment plants.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:58:34 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Repair-and-Monitoring/How-Quality-CPF-Cast-Concrete-Performs-in-the-Acid.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">4b23782e-b731-48c8-aeb7-400469c6a4e4</guid>
  <title> <![CDATA[The use of Steel and Synthetic Fibres in Concrete under Extreme Conditions]]></title>
  <description><![CDATA[The tunnelling and maritime environments can provide extreme conditions for reinforced concrete. Exposure to aggressive saline water can be combined with design lives of 100 years or more. In recent years, traditional carbon steel reinforcement has been substituted by the use of steel fibres and, more recently, by synthetic fibres for sprayed concrete and precast items, such as tunnel segments. This paper describes some of the factors which have prompted the change from rebar to
fibres and includes a detailed consideration of the specific durability design aspects of fibre reinforced
concrete use within desalination facilities.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:58:05 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Fibres-FRP-Applications/The-use-of-Steel-and-Synthetic-Fibres-in-Concrete-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">c78469c4-5076-431b-953b-74923adc1575</guid>
  <title> <![CDATA[The effect of carbon nano- and microfibers on microcrack formation]]></title>
  <description><![CDATA[The effect of incorporation of Multiwalled Carbon Nanotubes (MWCNT) and Carbon Micro Fibers (CMF) on crack formation and crack propagation of cement-based matrixes was studied. Cement pastes were produced using a vacuum mixer and had constant water to binder ratio of 0.5. The MWCNTs were either untreated or surface-functionalized. The functionalized MWCNTs included incorporation of active COOH groups. Internal tensional forces were introduced by repeated freeze-thaw cycles. Strain gauges were used to follow internal damage of the specimens, while the crack formation was studied by Scanning Electron Microscopy using resin impregnated and polished samples. The results showed that at an equal number of cycles an average crack width reached 1-2 μm in the case of the specimens without fibers and with MWCNTs. In the case of the specimens containing CMF no microcracks were observed. The application of the CMFs restricted formation of microcracks already at very early stage. The mechanical testing of the CMFs specimens showed also significant increase of the flexural strength in comparison with the reference mortar specimens as well as these incorporating MWCNTs.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:58:04 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Fibres-FRP-Applications/The-effect-of-carbon-nano--and-microfibers-on-micr.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">47bdb544-42d1-48a6-8790-41ba3d8c78d4</guid>
  <title> <![CDATA[Reinforcement of Concrete and Shotcrete using Bi-Component Polyolefin Fibres]]></title>
  <description><![CDATA[Steel fibres have for many years been a classic fibre reinforcement material for concrete applications, primarily due to the high tensile strength and E-Modulus. However, these fibres have some significant disadvantages: They may corrode, which can lead to structural defects or ugly rust traces, theyare stiff which leads to mixing and dosing problems or high equipment abrasion and they are heavy which leads to high transport costs. Furthermore steel production is a high energy demanding process. Low
modulus fibres, such as polyolefin based fibres, generally are thought to be less suitable for concrete
reinforcement. It can be proven that novel fibre technologies may overcome this drawback. Co extrusion processes allow economic production of novel Bi-Component fibres. The core of such fibres can be optimised according to mechanical performance demands and the sheath can be optimised leading to an excellent bond to the cement matrix. Polyolefin based Bi-Component fibres used for the mechanical reinforcement of concrete have been developed and the reinforcing potential has been demonstrated by practical field tests, where concrete slabs were manufactured and tested using classical four-point bending tests. First test results of field shotcrete applications are also presented in this paper.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:58:04 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Fibres-FRP-Applications/Reinforcement-of-Concrete-and-Shotcrete-using-Bi-C.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">324ca857-fa56-4f4f-886d-bfe50c96584a</guid>
  <title> <![CDATA[Models for Inelastic Analysis of FRP Reinforced Concrete Members]]></title>
  <description><![CDATA[Inelastic behaviour of FRP reinforced concrete beams and columns is usually modelled using one of two different methods. The first method is based on an associative plasticity model for the concrete, in which gradual compressive crushing or tensile cracking on the cross-section, as well as along the member, is considered. The FRP reinforcement exhibits linear elastic response up until brittle fracture
at a relatively high fracture strain. The second method is based on an experimentally developed moment displacement relationship for the member. For this model the inelastic behaviour is assumed to be lumped at springs connected to the ends of the member. Computer programs are developed which incorporate these models and results based on both models are compared for the cases of a cantilever column and a structural frame.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:58:03 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Fibres-FRP-Applications/Models-for-Inelastic-Analysis-of-FRP-Reinforced-Co.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">f2abea1a-3ca9-4e91-97ea-a42f756f6af8</guid>
  <title> <![CDATA[Concentric Loading of FRP Confined High Strength RC Columns]]></title>
  <description><![CDATA[An investigation was conducted to study the behaviour of Carbon Fibre Reinforced Polymers (CFRP) confined hollow reinforced concrete (RC) columns under concentric loading. The objective was to identify the load-deflection behaviour of CFRP confined hollow RC columns focusing on circular and rectangular column sections having different shape of hole. Twelve RC columns (height 925 mm) consisted of six circular columns having 205 mm diameter (two solid columns, two hollow columns with circular hole, and two hollow columns with square hole) and six square columns (two solid columns size 171 mm x 171 mm, two hollow columns size 182 mm x 182 mm with circular hole, and two hollow columns with square hole) were cast and tested. Six columns from each configuration were left unconfined as control specimens, while the others were confined with CFRP sheets. It was found that CFRP confinement in lateral direction increases the hollow RC columns’ axial load and deflection capacities. CFRP jackets prevent premature failure of concrete cover and buckling outwards of steel bars, leading to significant improved performance of CFRP concrete column composite. In this study, hollow columns having circular holes show better performance in maximum load and axial deflection carrying capacity, compared to hollow columns having square holes.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:58:03 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Fibres-FRP-Applications/Concentric-Loading-of-FRP-Confined-High-Strength-R.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">3a1c83c9-d1d1-4582-bdf4-707c3523168b</guid>
  <title> <![CDATA[Bearing Strength of Concrete with and without FRP Confinement]]></title>
  <description><![CDATA[Bearing strength of concrete is an important design requirement for concrete when it is used for foundations. Current knowledge indicates that the bearing strength of concrete is related to the compressive strength of concrete and increases with an increase in the ratio of total surface area
to bearing area (known as bearing ratio). For a given bearing ratio, it is possible to increase the
bearing strength of concrete through providing external confinement. This paper outlines the results of
an experimental investigation on the bearing strength of carbon fibre reinforced polymer (CFRP)
confined concrete. Application of CFRP wrapping to concrete specimens offered lateral confinement
to the concrete. Three bearing ratio values of 2, 4 and 6 were used in this investigation. Analysis of
the results showed that the CFRP confinement had increased the bearing strength of concrete up to
74% over the unconfined concrete. The CFRP confined concrete resisted load beyond failure of the
concrete core as the CFRP confinement actively provided support. Failure of the confined concrete
occurred in a brittle explosive manner with loud acoustic emission as the CFRP confinement
experienced excessive tension in the hoop direction.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:58:02 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Fibres-FRP-Applications/Bearing-Strength-of-Concrete-with-and-without-FRP-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">ab0e357b-c774-4b0f-8ca5-cd1a8e295562</guid>
  <title> <![CDATA[Sustainable building with UHPC – Challenges and Limits]]></title>
  <description><![CDATA[Structures made with normal concrete are usually heavy and require considerable quantities
of raw materials. Using ultra high performance concrete (UHPC) slender and light structural components  with a reduced overall demand for resources can be made. UHPC opens up a field of completely new possibilities in construction industry. However, UHPC is currently produced with high cement content, a high content of high-performance superplasticizer and micro steel fibres. These energy-intensive materials partially offset the advantages of a light structure. The extent to which the environmental effects of constructions can be reduced by using UHPC is therefore investigated with the help of life cycle assessment methods (LCA). The evaluation of ecological impact was performed using the CML method where results were obtained for the impact categories global warming, ozone depletion in the stratosphere, summer smog, i.e. photo chemical ozone creation, acidification and eutrophication. Design models are analyzed for both UHPC and normal concrete in a 45 m single span traffic bridge with precast girders. ]]></description>
  <pubDate>Mon, 28 Feb 2011 05:57:27 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Environmental-Issues/Sustainable-building-with-UHPC-–-Challenges-and-Li.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e4e04a02-ab3b-491d-a2d7-d7bd22f76051</guid>
  <title> <![CDATA[Low Carbon Concrete – Options for the Next Generation of Infrastructure]]></title>
  <description><![CDATA[Concrete production accounts for approximately 5% of worldwide greenhouse gas emissions. The majority of these emissions derive from the cement binder. Although developments in cement manufacture have led to a significant reduction in CO2 emissions, further substantial reductions will require radical change. This paper summarises the findings of a study of options for ‘low carbon concrete’. The study was commissioned in 2007 by UK Government’s Environment Agency, through its Carbon Reduction Fund, with the aim of identifying low CO2 alternatives to concrete for use on flood alleviation schemes.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:57:26 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Environmental-Issues/Low-Carbon-Concrete-–-Options-for-the-Next-Generat.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">cc653be9-964d-44e5-a715-b9fadeebff9e</guid>
  <title> <![CDATA[Improving Sustainability of Concrete]]></title>
  <description><![CDATA[Developing sustainable concrete structures is increasingly important for the long term future of the concrete industry. The concrete industry must continuously strive to produce a concrete product that is as environmentally friendly as other alternative construction materials available in the construction industry. This paper initially examines what industry is doing to improve the sustainability of concrete. Then the paper builds on these concepts to highlight and discuss an innovative structural design theory aimed at further reducing the carbon footprint that a concrete structure creates. The carbon footprint for all reinforced concrete structures can be calculated once the concrete mix design
 specified and a detailed structural design is produced. This enables alternative designs to be compared on the basis of their carbon footprint. The design with the lowest carbon footprint will produce the best result for the environment and accordingly should be recommended. In this research, undertaken on structural beam analysis, results indicate that green (environmental) high strength concrete mix designs coupled with relatively high proportion of steel reinforcement produced the lowest carbon footprint structure amongst all other equivalent designs.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:57:26 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Environmental-Issues/Improving-Sustainability-of-Concrete.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">7cfb3978-05fa-496f-9887-6275e5d05fbc</guid>
  <title> <![CDATA[Impact of SCM Content and Transportation Distance on Greenhouse Gas Emissions Embodied in Concrete]]></title>
  <description><![CDATA[The manufacture of concrete contributes substantially to total global greenhouse gas (GHG) emissions. Reducing the mass of Portland cement used in concrete production, through the use of supplementary cementitious materials (SCM) such as fly ash or ground granulated blast furnace slag (GGBFS), is a means of reducing GHG emissions associated with concrete. However since both fly ash and GGBFS are waste products from other industries, their availability varies markedly in different regions. This study compares the critical transportation distance for both fly ash and GGBFS, beyond which the GHG savings associated with replacing Portland cement are exceeded by the GHG emissions associated with transportation of the supplementary cementitious materials. The results indicate that both fly ash and GGBFS can be transported nationally and even globally, and still reduce embodied GHG emissions in concrete if used as a replacement for Portland cement. The GHG emissions (CO2-equivalent) embodied in concrete (f′c=32 MPa) were compared as a function of fly ash and GGBFS content, for reductions in Portland cement content of up to 44 %. While the emissions embodied in GGBFS are higher than in fly ash, this difference is small compared to the emissions saved by displacing Portland cement. ]]></description>
  <pubDate>Mon, 28 Feb 2011 05:57:25 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Environmental-Issues/Impact-of-SCM-Content-and-Transportation-Distance-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">aa8eadd5-0acb-47be-a894-e999c1f55674</guid>
  <title> <![CDATA[Gaia Engineering - An Economic Approach to solving Climate Change, Water and Waste Problems]]></title>
  <description><![CDATA[Gaia Engineering involves building with man made carbonate to solve the problem of global warming. The technology platform is potentially profitable because it utilises carbon dioxide as a low cost resource to produce cement and aggregates for concretes and other building components and has as a by product fresh water. Importantly there are no legacies for future generations to deal with and the solution does not depend on a high long term price for carbon or carbon trading, both so far not delivered by an arguably failed Kyoto process.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:57:25 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Environmental-Issues/Gaia-Engineering---An-Economic-Approach-to-solving.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">8976a6e7-95ce-4c74-b276-f0da56aaf706</guid>
  <title> <![CDATA[Carbon Capture by Concrete: Lifecycle Assessment of Built Concrete Infrastructure within Australia]]></title>
  <description><![CDATA[Almost all prior life-cycle assessments of carbon dioxide (CO2) footprints left by concrete structures have focused on emissions developed during manufacturing and construction. However, exposed concrete chemically reacts with CO2 over the lifetime of the infrastructure in a well-known process: carbonation. At the end of the service life, the demolished concrete, broken into waste fragments and recycled, will carbonate more comprehensively due to the higher exposed area of concrete compared with the original built structure. This paper examines the contribution of sequestration of CO2, both during the exposed life of a built concrete structure, and at the end of the service life following demolition and subsequent recycling. Modelling the contribution of carbonation to sequestration of CO2 has been undertaken to re-examine the CO2 footprint over the life of a concrete structure.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:57:24 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Environmental-Issues/Carbon-Capture-by-Concrete--Lifecycle-Assessment-o.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">4568e56a-944f-44c9-a45f-e929290a1a4a</guid>
  <title> <![CDATA[When the Going Gets Rough, the Rough Stops Flowing]]></title>
  <description><![CDATA[Aging concrete canals and flumes make up a significant part of the water conveyance system supplying Hydro Tasmania’s 29 hydroelectric power stations. These water conveyance structures are subject to harsh weather conditions, surface weathering and biofilm growth, all of which can contribute to a decreased life expectancy of the structure. Increased surface roughness is also of concern, as it reduces the hydraulic efficiency and hence the maximum power output of the particular power scheme. A joint research program is underway involving Hydro Tasmania and the University of Tasmania investigating ways to control biofilm growth, optimise maintenance frequencies, and increase the life expectancy and revenue available from existing hydraulic infrastructure. A range of protective surface coatings have been successfully applied in full-scale applications and ongoing trials are aimed at reducing surface degradation and hence increasing the useful life expectancy of the water conveyance structures.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:41 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Construction-Methods/When-the-Going-Gets-Rough,-the-Rough-Stops-Flowing.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">6e15bc78-f427-4b59-8d53-9c803cb60d4f</guid>
  <title> <![CDATA[The Erection of Precast Concrete in Buildings in Australia]]></title>
  <description><![CDATA[Currently in Australia, we have four separate Codes of Practice covering the erection of Precast and Tiltup Concrete walls in buildings. Except in two States, design for erection is not required and none of the Codes of Practice cover precast flooring and horizontal elements or civil products. Accidents have occurred in the past and will occur in the future but the current approach is ad hoc, inappropriate and unsatisfactory. The current National Code of Practice prepared by Australian Safety and Compensation Council is inadequate, needs rewriting and must not be adopted by the States and Territories in its current form. It is an issue, the concrete industry and precast industry needs to address if this code is to be adopted.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:41 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Construction-Methods/The-Erection-of-Precast-Concrete-in-Buildings-in-A.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">7a5d7395-dac6-4733-bdf0-206e66f0e157</guid>
  <title> <![CDATA[Lifting / Bracing of Precast Panels and AS3850]]></title>
  <description><![CDATA[This paper focuses on the total engineering requirement of precast concrete and in particular the guidance provided concerning precast panels via AS3850-2003 Tilt-up Concrete Construction. Not
only will skilled engineering input help to deliver the many benefits of precast concrete, without it the risks to safety and commercial viability can be enormous. The demand for precast concrete generally, and for panels specifically, has expanded many traditional boundaries within the structural concrete industry for design and construction civil engineers. In particular the issues related to lifting and bracing of precast are considered and risk management concepts are also applied to improve the likelihood of success and minimize adverse risk.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:40 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Construction-Methods/Lifting---Bracing-of-Precast-Panels-and-AS3850.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">ad1c0655-82ac-4e57-af9f-8595aff09f7d</guid>
  <title> <![CDATA[Design for Edge Lifting of Precast Concrete Panels]]></title>
  <description><![CDATA[Edge lifting anchors are loaded in shear when tilting panels after casting and in tension for transport and erection. In Australia the most popular edge lifting anchors are made from steel plate in a “hairpin” shape and the published design prediction equations for headed anchors may not always be valid. None of the equations predict shear performance of concrete lifted with hairpin anchors. This paper reviews the limit states for edge lift anchor design, the statutory requirements, modes of anchor failure and published research. A new model for the prediction of tension and shear capacity of thin concrete panels lifted with hairpin anchors is presented, supported by test results.The limit states for hanger reinforcing bars required for the majority of edge lifting anchors are discussed with test results demonstrating the controlling limit states for the design of popular hairpin anchors. The in effectiveness of unconfined panel reinforcing for improving the ultimate concrete limit state is discussed with reference to a recent failure.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:40 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Construction-Methods/Design-for-Edge-Lifting-of-Precast-Concrete-Panels.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">b665edc9-5ab5-421b-a091-6a9ceee2b507</guid>
  <title> <![CDATA[Breakout Capacity of Headed Anchors with Delayed Installation]]></title>
  <description><![CDATA[The objective of this research was to evaluate the impact on concrete breakout capacity of anchors in tension due to delay in the installation using the puddle-in technique. The puddle-in technique is the process of installing an insert (anchor) into fresh concrete once the surface has been finished. The installation was delayed by up to 160 minutes. Another installation method, pre-installation, is the attachment of the insert to the formwork or reinforcement before the concrete has been poured.
The results discussed were obtained from research conducted at Curtin University of Technology, Perth as an undergraduate research project. Twenty four anchors were tested in tension. The principal test variables were anchor installation delay (and hence, loss of slump of the concrete) and concrete compressive strength at the time of anchor tension testing. The anchor type and edge distances were kept constant. The anchors all failed due to concrete cone breakout failure mode.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:39 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Construction-Methods/Breakout-Capacity-of-Headed-Anchors-with-Delayed-I.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">0003d8bf-b390-4f06-b068-76f8c3e888ed</guid>
  <title> <![CDATA[Advances in Medium-Rise Building Construction using a Long-Spanning Composite Flooring System]]></title>
  <description><![CDATA[A unique, long-spanning composite flooring system has been used in a wide range of building projects over the past decade. Some have involved medium-rise buildings, in which the design engineers and builders have made significant advances that are explained in case studies, with references to a new, comprehensive design manual. A major advance has involved completely avoiding temporary propping. Moreover, the steel panels can span up to 8.5 metres, so many permanent load-bearing elements such as beams and walls can be eliminated. The steel panels are cambered for a flat composite slab soffit, and fitting final separating walls, services and finishes begins immediately after the pour. The light steel panels are manually placed, minimising cranage requirements. Also, serving as permanent formwork, the steel panels remain in the hardened concrete after the pour, their steel-plate components acting compositely as top and bottom main reinforcement. These features significantly reduce on-site manpower and speed up construction. Astute builders recognise the overall commercial benefits that arise from these advances.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:39 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Construction-Methods/Advances-in-Medium-Rise-Building-Construction-usin.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">9fe5ff5e-7af2-4ae2-a51c-3457984f4123</guid>
  <title> <![CDATA[Development and Design of Strut-and-Tie Models in Reinforced Concrete Deep Beams]]></title>
  <description><![CDATA[The strut-and-tie model approach is a rational and safe design method for reinforced concrete deep beams where flexural beam theory is not applicable due to the nonlinear strain distributions through the depth of the beam. Traditional methods for developing strut-and-tie models in deep beams involve a trial-and-error process depending on the designer’s experience. Practicing structural designers often find this process very challenging and hard to follow. This paper presents a performance-based optimization method for developing strut-and-tie models in reinforced concrete deep beams. Guidelines derived from optimized results obtained from recent research for developing strut-and-tie models in reinforced concrete deep beams are given. A worked design example is provided to demonstrate the development and design of strut-and-tie models in reinforced concrete deep beams.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:08 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/Development-and-Design-of-Strut-and-Tie-Models-in.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">27e69d71-8010-42e2-972f-8683e55b56d1</guid>
  <title> <![CDATA[CO2 optimized flat plate slabs with spherical void formers]]></title>
  <description><![CDATA[Flat plate slabs are used in concrete construction when slender and beamless floors are required. When combined with columns and shear walls they provide a modern and economic way of concrete construction. However, flat slabs are limited in their range of application to smaller spans due to
the fact that for larger spans their depth and thus dead load will significantly increase. This is mainly
driven by the deflection criteria which governs the slab’s span/depth ratio. For these larger spans, flat
plate slabs with integrated spherical void formers allow up to 35 percent lighter flat slabs compared to
traditional solid flat plate slabs, but still providing the same load bearing capacity. This is achieved by
placing roundly shaped void formers contained in positioning cages between the bottom and top reinforcement of the flat plate slab. The void formers are manufactured from recycled plastic. The slab will structurally still work as a flat plate slab and can therefore be designed in this way. The benefits of this technology are: Achievement of larger spans without beams, reduction of dead load and thus loads on vertical members and foundations, reduction in building materials, namely concrete and reinforcement steel. The reduction in concrete consumption allows to further optimize the CO2 generated by the production of cement.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:07 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/CO2-optimized-flat-plate-slabs-with-spherical-void.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">12d7dd2b-4abe-445d-bd96-279966132bf2</guid>
  <title> <![CDATA[Accurate Long-Term Deflection Prediction in Flat Slabs Using Linear Elastic Global Analysis]]></title>
  <description><![CDATA[With long-term deflection being a critical design criterion, accurate deflection prediction is an important aspect of slab design. The many factors that influence long-term deflections and their interdependence as well as variability in material strengths and characteristics make this a challenging problem. Most building codes and standards provide methods and formulae to account for these factors, although the predictions are sometimes crude. In this paper an approach is presented that comprehensively considers the factors commonly considered important in the calculation of long term deflections – cracking, tension stiffening, creep, and shrinkage. The load history effects on the applicable factors are also considered. After detailed non-linear calculations are performed on the cross sections, an approach is discussed that uses the cross section results in conjunction with a linear elastic global analysis to calculate accurate two-way slab deflections.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:07 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/Accurate-Long-Term-Deflection-Prediction-in-Flat-S.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">4f7468b9-5f0d-4042-9f67-8a52265a674c</guid>
  <title> <![CDATA[Open graded concrete – a new concrete alternative]]></title>
  <description><![CDATA[The use of pervious or permeable surfacing or full depth base course for local and heavy traffic roads has continued to gain pace over the last decade with the desire by road authorities to address a number of safety and environmental concerns. For instance, open graded asphalt wearing course for highway pavements is an established technology, meeting noise emission targets and providing a driver safety improvement in wet weather. Permeable concrete pavers have been used for low speed local roads and car parks over the last decade. The opportunity to use slipformed pervious or open graded concrete for surfacing (or full depth base) for high speed concrete pavements has been limited in Australia by material and placing technology, and upfront costs. Research work in Australia using a new generation concrete admixture and placing technique has started the development of an open graded concrete material as an alternative to open graded asphalt. This paper details a laboratory based research project that defines the limits of a wet on wet construction process of open graded
concrete surfacing on a conventional plain concrete pavement. The open graded concrete surfacing developed in the initial trials had a compressive strength of about 20 MPa with air voids in the range of 20 to 30%.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:06 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/Open-graded-concrete-–-a-new-concrete-alternative.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">0c860dcf-0449-41ba-bc06-e4abf1f375a5</guid>
  <title> <![CDATA[Prefabricated and Precast Concrete System use in the 5 Star Green Star Bishops See - Stage 1 ]]></title>
  <description><![CDATA[The use of precast concrete and prefabrication at the Bishops See commercial office development in the Perth CBD was an innovative and efficient method of construction for this nine storey office tower, the first 5 star green star commercial development in Western Australia. This system has minimised the impact upon the built environment using less material smartly.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:06 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/Prefabricated-and-Precast-Concrete-System-use-in-t.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">82fd3949-3c38-40bd-952f-6a71491b2b66</guid>
  <title> <![CDATA[Modelling of Early-Age Temperatures for Thermal Control of Massive Pile Caps for the Gateway Bridge]]></title>
  <description><![CDATA[The main span pile caps of the New Gateway Bridge are 3.2m thick and high early temperatures were expected during construction due to heat from cement hydration, causing some concerns regarding strength, durability and cracking. To satisfy requirements for strength, durability and crack control, maximum criteria for peak and differential temperatures were established based on published data. A concrete containing 50% GP cement, 29% fly ash and 21% slag was adopted to reduce and delay the heat of hydration. An air cooling pipe system was used and suitable insulation was placed on all pile cap surfaces to reduce peak and differential temperatures. The CIRIA C660 programs were used for temperature modelling with some necessary modifications to suit local materials and conditions. Early-age temperatures in the pile caps were modelled based on heat from cement hydration, concrete placing temperature, insulation characteristics of the pile cap subgrade, side forms and top cover, and estimated air flow rate in the cooling pipes. An air cooling pipe system was designed and installed based on the modelling outputs. Measured temperatures at some key locations during and after the concrete pour were compared with the predictions and were checked against maximum criterion, with satisfactory results achieved.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:05 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/Modelling-of-Early-Age-Temperatures-for-Thermal-Co.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">902e73e3-8f28-4a9d-8259-2b1b944ada94</guid>
  <title> <![CDATA[Concrete Portal Frame Crane Runway to AS3600, AS1418 and AS5100]]></title>
  <description><![CDATA[A 270m long precast concrete portal frame structure has been constructed to support overhead cranes used for precast panel storage and loading. The 20t capacity cranes span 25m between steel rails on concrete runway girders. The simply supported concrete girders span 9m between corbels on concrete columns. The columns are 13m high and support 27m long prestressed precast concrete Isection portal rafters based on road/rail bridge beams. Crane runway girders and portal frames of this size in Australia are traditionally fabricated from structural steel. This is reflected in Australian Standards. AS1418.18, Crane Runways and Monorails (1), covers steel runway girders and monorails only. The publication "Crane Runway Girders Limit States Design" (2) by Branko Gorenc, published by Australian Steel Institute, makes no mention of concrete runway girders. Concrete girders are well entrenched in the road and rail bridge market. The relevant sections of AS5100, Bridge Design (3), covering fatigue strength of concrete beams and other essential design considerations, were used, in conjunction with AS1418 and AS 3600 (4), to carry out the design of the structure. There is a need for AS1418 to be amended to cover concrete runway girders and monorails and for a concrete crane runway girders limit states design guide.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:05 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/Concrete-Portal-Frame-Crane-Runway-to-AS3600,-AS14.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">b503fb6a-9bbc-4b11-a7bd-ab29e6f5816c</guid>
  <title> <![CDATA[Robust Buildings in Australia]]></title>
  <description><![CDATA[This paper grew out of a study-tour to Chicago in April 2006, a few months after publication of the NIST Study on the 911 attack on the World Trade Center. The five events precedent to this paper were: (1)Accidental domestic kitchen gas-stove explosion at Ronan Point, UK 1968 destroyed a 22 storey precast concrete apartment building; (2)The 1995 terrorist truck-bomb attack on the Murrah Federal Building in Oklahoma City; (3)The 2001 terrorist attack on the World Trade Center Towers, New York; (4)Fire 2005 35-storey Windsor Building, Madrid. Zero fatalities!; and (5) Fire 2005 50 storey Government Building, Venezuela. Zero fatalities! This paper deals with three issues: (1) Fire: is it an issue for structural engineers and should buildings be designed to burn-out without collapse even if sprinklers fail? (2) Ductile detailing: how earthquake detailing can drastically improve resistance to accidental/terrorist explosions. (3) Lost column analysis: a column, lost to accidental explosion, terrorist attack or earthquake, should not lead to collapse that is disproportionate/progressive.
Australian standards have mentioned robustness since soon after the Ronan Point event. These rules, currently at AS/NZS1170.0s6 are bare-bones statements of principle. The present purpose is to put some flesh on them.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:04 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/Robust-Buildings-in-Australia.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">dca7eafb-6910-448c-a33f-8602602094c7</guid>
  <title> <![CDATA[Strength and Ductility of Corner Supported Two-Way Concrete Slabs containing Welded Wire Fabric]]></title>
  <description><![CDATA[This paper forms part of an on-going research project at the University of New South Wales on the strength and ductility of reinforced concrete slabs containing low ductility reinforcement in the form of Class L welded wire fabric (WWF). Full range load tests on eleven two-way, corner-supported reinforced concrete slab panels containing either Class L WWF or Class N deformed bars are described. The slabs were subjected to transverse loads applied by a deformation controlled actuator in a stiff testing frame. The results of the tests are presented and evaluated, with particular emphasis on the strength, ductility and failure mode of the slabs.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:04 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/Strength-and-Ductility-of-Corner-Supported-Two-Way.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">a3af5600-9f7d-4673-8676-d3393c09cf88</guid>
  <title> <![CDATA[Strength Increase of Geopolymer at Elevated Temperatures and subsequent Glass Transition Behaviour]]></title>
  <description><![CDATA[Superior fire resistant properties geopolymers synthesized with fly ash are previously reported. However, the reported results are residual properties obtained after cooling to room temperature. This paper reports stress versus strain curves of geopolymers tested while the specimens were kept at the elevated temperatures. Tests were performed at temperatures from 23 to 680°C and after cooling. Hot strengths of geopolymers increased when the temperature increased from 290 to 520°C, reaching the highest strength at 520oC, which is almost double of its initial strength at room temperature. However, an abrupt change of material behaviour from solid to rubbery nature was observed between 520 and 600°C. This abrupt change emulates glass transition behaviour. The glass transition temperature is determined to be 560oC. Further, the increased hot strengths were not maintained after cooling to room temperature. This is attributed to the damage due to brittle nature of the material making it difficult to accommodate thermal strain differentials during cooling phase.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:03 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/Strength-Increase-of-Geopolymer-at-Elevated-Temper.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">c0cf875f-cfff-48fa-a119-9c9cd1f6cc41</guid>
  <title> <![CDATA[Effect of Support Settlement on the Strength & Ductility of Rein .Concrete containing Class L Reo.]]></title>
  <description><![CDATA[This paper describes a numerical investigation of the impact of steel ductility and support settlement on the strength and ductility of continuous one-way reinforced concrete slabs containing low ductility welded wire fabric (WWF). A finite element model is developed for the investigation using the software ATENA and the results of a series of concurrent laboratory experiments are used to calibrate the numerical solution. The ductility of the main flexural reinforcement has a profound impact on the ultimate load behaviour of continuous one-way slabs subjected to support settlement, particularly when the reinforcement consists of cold drawn welded wire fabric.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:03 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/Effect-of-Support-Settlement-on-the-Strength---Duc.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">3bccbaa8-e707-4b07-86cf-25ec79208ea8</guid>
  <title> <![CDATA[The Case for a Concrete Institute of Australia Code for Concrete Structures]]></title>
  <description><![CDATA[Currently in Australia the design of concrete structures is generally performed using the “Concrete Structures” Australian Standard, AS3600. Other Australian Standards contain parts dealing with concrete structures, but AS3600 is effectively the standard from which structural aspects of concrete in all others are derived. At the time of writing, the latest major revision of AS3600 is several years overdue. This paper will argue that Standards Australia is unacceptably limited in its ability to produce an appropriate document for design of concrete structures. Although it does effectively produce most other engineering design standards, e.g. AS4100 “Steel Structures”, it is argued that concrete design is a uniquely difficult task for Standards. The author also contends that even when the updated AS3600 is finally produced there is a growing list of items which will not have been addressed. Several examples are given, including extruded precast prestressed unreinforced planks, and rules for shear friction. There are various inconsistencies between various Australian Standards for concrete design, especially on durability aspects, and it is also suggested that a new separate Durability Standard be written.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:02 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/The-Case-for-a-Concrete-Institute-of-Australia-Cod.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">d1a64576-cf4c-4725-b870-73f29e59a7a3</guid>
  <title> <![CDATA[Lapped Splices in Reinforced Concrete Slabs–Experimental Review of Current & Proposed Code Revisions]]></title>
  <description><![CDATA[The proposed amendments outlined in DR 05252 for the calculation of lapped splice
lengths for reinforcing bars in slabs have generated debate in the design community. In this paper, the results of an initial investigation into the adequacy of lapped splice lengths are reported. The specimens were tested in direct tension and lap lengths conforming to the current AS3600-2001 (CIA
handbook interpretation), AS3600-2001 (Gilbert interpretation), and DR 05252 were investigated. These initial test results confirm that the current provisions in AS3600-2001, as commonly interpreted, may lead to non-ductile failure of lapped splices. Adoption of the proposed changes outlined in  DR05252 led to ductile failure of the lapped splices in the test specimens.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:02 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/Lapped-Splices-in-Reinforced-Concrete-Slabs–Experi.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e2877d5d-89ae-4f81-a2fa-681ccdc3de3f</guid>
  <title> <![CDATA[Effect of Specimen Length and Non-Bond Region on Bond Behavior of Reinforcing Bars in Concrete]]></title>
  <description><![CDATA[This paper describes the effects of specimen size and non-bond region at the ends of
specimens on the bond behaviour of reinforcing bar in concrete through axial tension test and eccentric axial tension test. The influences of the assumptions of the steel strain distribution from the axial tension test on the bond stress-slip relationship are also considered. As a result, it was found that the strain of reinforcing bars tends to decrease when there are non-bond regions compared with cases without such parts. It was also found that the bond stress- slip relationship is greatly affected by the assumptions of the steel strain distribution, and it can be arbitrarily indicated when the specimen length is 300mm.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:01 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/Effect-of-Specimen-Length-and-Non-Bond-Region-on-B.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">204a8bb5-3a4b-42c5-8b73-6e91c30a5682</guid>
  <title> <![CDATA[The Prediction of Long Term Creep in Concrete Based on Early Age Testing]]></title>
  <description><![CDATA[With the increasing need to build high rise structures on confined sites with useable space requirements dictating off centre cores a new focus has come onto the elastic and plastic behaviour of
concrete. Designers of high rise structures are now more frequently needing to more accurately predict the short term elastic and longer term creep and drying shrinkage deformation of concrete. Understanding of this behaviour allows the designer to better estimate column and core wall shortening and better balance this in design. In this paper the author acknowledges previous work on these issues and proposes a modification in model for estimating the longer term creep using earlier age test results as well as a new model for estimating concrete modulus of elasticity.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:01 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/The-Prediction-of-Long-Term-Creep-in-Concrete-Base.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">5ff87003-d21b-40d3-b1e8-5a98de84488a</guid>
  <title> <![CDATA[Design of Steel Fibre Reinforced Concrete Beams for Shear]]></title>
  <description><![CDATA[While fibre reinforced concrete is in its 4th decade of development, it has yet to find common application in building structures. Potentially, steel fibres can be used to replace a substantial quantity of conventional shear reinforcement in reinforced and prestressed concrete beams. While the material cost of the fibres exceeds that of relatively cheap shear steel reinforcement, significant savings can be obtained in substantially reducing on site labour costs. In this paper, a lower bound modelling approach is developed, based on the model of AS3600, for the design of steel fibre reinforced concrete beams. The model is applicable to both reinforced and prestressed concrete construction with shear stresses carried with steel fibres or a combination of steel fibres and conventional shear reinforcement. The model is tested against 258 data collected from the literature with the comparison showing that the model provides for safe design of conventional strength, high strength and ultra high performance concrete beams in shear.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:01 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/Design-of-Steel-Fibre-Reinforced-Concrete-Beams-fo.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">4c1e5242-6570-426f-bba7-d93ba14a9a69</guid>
  <title> <![CDATA[Predicting the Deflection of Concrete Structures in Practice]]></title>
  <description><![CDATA[This paper discusses the relative importance of the factors causing deflections, including effects
not specifically included in the codes, such as differential shrinkage and temperature stresses, and cracking due to temporary loads during construction. The performance of an actual structure where deflections were much greater than predicted by the application of standard code provisions is examined and the contribution of each of the deflection factors is analysed. Recommendations are given for the assessment of deflections in practice, and examples are given of how the use of modern computer methods allows detailed non-linear analyses to be applied in the design office.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:56:00 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/Predicting-the-Deflection-of-Concrete-Structures-i.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">58540a03-105e-416c-8eb2-946cdffda65c</guid>
  <title> <![CDATA[Prediction of Short-term Deflections in Reinforced Concrete One-way Continuous Members]]></title>
  <description><![CDATA[The control of deflections in reinforced concrete members is achieved either by calculating
deflections and comparing them with limiting values or by not exceeding maximum span to depth ratios. This paper examines the current provisions of AS3600 for beam and slab deflection by simplified calculation. These provisions advocate the use of Branson’s equation to determine the effective second moment of area Ief at a cross-section and, for continuous members, a weighted average Ief.av of values calculated at two or three cross-sections along the member. In the case of one-way simply supported slabs, it has been demonstrated recently that AS3600 significantly underestimates the measured short-term deflections. Much better predictions have been shown to be obtained using a modified formula for Ief based on the Eurocode 2 (EC2) provisions. In this paper, predictions using the AS3600 provisions and the EC2 modified formula for Ief are compared with the results of recent tests on continuous one-way slabs. It is shown that the current AS3600 provisions again significantly underestimate the deflections and better predictions are obtained using the modified EC2 formula. The weightings used to calculate Ief.av for continuous members are also examined.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:55:59 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/Prediction-of-Short-term-Deflections-in-Reinforced.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">1d91ed9a-e47e-4c30-a780-9912de5e3fbc</guid>
  <title> <![CDATA[Design expressions for the effective width of composite steel-concrete members]]></title>
  <description><![CDATA[This paper presents a new approach for the evaluation of the effective width for the analysis of composite steel-concrete members. The proposed method is based on the use of simple expressions which enable the calculation of the effective width of the slab accounting for shear-lag effects. Its particularity relies on its ability to utilize the results of a global analysis carried out specifying the real width of the slab along the whole bridge length and to port-process these by means of a cross sectional analysis using simple design equations to define the geometry of the concrete slab. The expressions for the effective widths have been derived for different loading conditions including constant uniformly distributed loads, envelopes of transverse actions due to traffic loads, support settlements, thermal effects and shrinkage. Several applications are then presented to outline the ability of the proposed method to accurately predict the stress state in the concrete slab while accounting for shear-lag effects. These results are also compared against those obtained based on available design guidelines and calculated by means of the finite element method using line and shell elements.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:55:59 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/Design-expressions-for-the-effective-width-of-comp.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">4c5711be-e1bf-42c3-8fcc-fafd384ee59b</guid>
  <title> <![CDATA[Performance Assessment of Shear-Critical Reinforced Concrete Frames]]></title>
  <description><![CDATA[Although modern design codes typically require concrete frame structures to be designed to be ductile and flexure-critical in their behaviour, many situations arise in practice where shear related mechanisms play a significant role in the response of structures. Advanced analytical tools that rigorously consider shear behaviour are required for a comprehensive and accurate assessment of the performance of such frames. However, the typical analysis tools currently available either ignore shear mechanisms altogether, employ opaque and overly-simplistic formulations, or are too complex requiring the selection of numerous parameters and supporting calculations prior to the analysis. Most neglect shear deformations by default. A research initiative was undertaken to develop a nonlinear analysis procedure for plane frames that accurately accounts for shear effects, but one that does not
require extensive pre-selection of analysis options, material models and failure modes nor extensive
supporting analyses or calculations prior to the analysis. This paper provides an overview of the procedure developed, applicable to frames consisting of beams, columns and shear walls subjected to static monotonic and reversed-cyclic loading conditions. Verification studies and applications are also discussed.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:55:58 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Reinforced-Concrete/Performance-Assessment-of-Shear-Critical-Reinforce.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e38c02b2-2a1f-434a-a35e-ad986d96c918</guid>
  <title> <![CDATA[Utilisation of a Non-complying Fly Ash in Blended Cement Concrete]]></title>
  <description><![CDATA[Power Station ZWD produces fly ash from burning of lignite (brown coal), which has much larger calcium, magnesium, and sulfate contents, but much lower silica content compared to pozzolanic fly ash produced from black coal. This fly ash (ZWD) is not allowed for use in concrete due to its unfavourable composition, as compared to the requirements of AS 3582.1 and ASTM C618-05. However, it was thought that its high salt content could be used as activator for the slag in blended slag cement. In this work, investigations were carried out on mortar and concrete incorporating replacement levels of 20, 30 and 40% for blended slag cement that consisted of 60% GP cement and 40% slag. Test results show that the 20% and 30% replacement levels produced acceptable strength (40 MPa) and expansion values, and resulted in improvement of some durability properties. The 40% replacement produced lower strength and unacceptable expansion. Microstructural examinations using SEM showed that the latter was caused by excessive ettringite formation within the binder matrix. MgO hydration may also have contributed to the expansion. It has been concluded that up to 20–30% of fly ash ZWD could be used as replacement for the blended slag cement in concrete mixtures of 30–40 MPa strength grades, with some advantageous effects.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:55:27 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Concrete-Technology/Utilisation-of-a-Non-complying-Fly-Ash-in-Blended-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">9b41d36a-d2aa-4a37-ad60-265c5c77ba09</guid>
  <title> <![CDATA[Use of calorimetry to select materials and predict performance of concrete]]></title>
  <description><![CDATA[Calorimetry has in recent years evolved from being a quite expensive laboratory tool to become less expensive and more widely used by practitioners for the selection and optimization of concrete and cement compositions. In an isothermal test the sample is reacting at close to constant temperature to allow for detailed and repeatable studies of temperature effect on the rate of reaction while in a semi-adiabatic test the sample is allowed to increase in temperature during the test. Both methods are based on monitoring the heat generated by the hydration of the cementitious binder as a function of time. However, differences in complexity and cost of equipment usually dictate different equipment configurations for different applications. Examples are given of calorimetry applications including simple characterization of the reaction rate of mixtures with different materials using inexpensive semi-adiabatic calorimetry to quantification of the effect of temperature on the reaction rate of different mixtures using the more accurate and also more expensive isothermal calorimetry. Often a combination of relatively frequent low-cost semi-adiabatic tests and fewer but more accurate isothermal tests can be used to optimize the ingredients for a mixture as well as to monitor it for actual performance in the field. 
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:55:26 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Concrete-Technology/Use-of-calorimetry-to-select-materials-and-predict.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">d0b74ed0-07a3-48f6-8c62-377c4ead11a4</guid>
  <title> <![CDATA[Strength and Hydration Heat of Concrete using Fly Ash as a Partial Replacement of Cement]]></title>
  <description><![CDATA[The benefits of using fly ash as a partial replacement for cement in concrete are well documented. This paper presents the strength development and hydration heat properties of concrete using Class F fly ash sourced from Western Australia. Compressive strengths at different ages were determined and semi-adiabatic temperature rise during the initial stage of hydration was measured by thermocouples. The 28-day compressive strengths of two control concrete mixtures were 62 and 68 MPa. It was found from the experimental results that the average 28-day compressive strengths of concretes with 30% and 40% cement replacements by fly ash were 84% and 63% of the strengths of the respective control mixtures. However, the 90-day strength of concrete with 30% cement replacement was equal to the strength of the control concrete. A 20% reduction in the maximum temperature was observed in the concrete with 40% cement replacement by the fly ash. It is found from the test data that the percentage reduction in the maximum temperature of fly ash concrete can be estimated as one-half of the percentage replacement of cement by fly ash.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:55:26 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Concrete-Technology/Strength-and-Hydration-Heat-of-Concrete-using-Fly.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">a44273bd-f20a-48b7-b11b-fd1ad38d4fbb</guid>
  <title> <![CDATA[Predicting Concrete Strength at a High Level of Accuracy]]></title>
  <description><![CDATA[During the last decades, the concrete maturity method has been developed and used as one of the most favoured methods to estimate in-situ concrete strength. A research project was carried out to build and assess the concrete strength-maturity model, considering two elements – the curing
temperature and the addition of admixture. To investigate the effects of admixtures, the standard curing condition in AS 1012.8 was applied. To investigate the effects of temperatures, a cyclic environment room (i.e. 5°C~15°C) was used to simulate the curing condition in winter. A concrete block was cast and cured in this cyclic environment for the first 3 days. The temperature profile obtained from this concrete block was used as the input into a temperature matched curing system in order to secure concrete specimens for the maturity and strength data (i.e. at 1, 2, 3, and 7 days). At the end of the low temperature curing condition, concrete cylinders were further cured at a standard curing condition. This paper presents the concrete strength–maturity models considering the effects of admixture and the curing condition. It is recommended to use the temperature matched curing method during concrete trial mixes so that an appropriate concrete strength-maturity model can be built prior to its use for the anticipated weather conditions.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:55:25 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Concrete-Technology/Predicting-Concrete-Strength-at-a-High-Level-of-Ac.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">16b44057-577d-4d39-8883-8a59cd21e54b</guid>
  <title> <![CDATA[Post-Tensioned Concrete Construction: Use of Fly Ash]]></title>
  <description><![CDATA[The use of fly ash in concrete in Australia dates back to the late 1950’s. In many Australian states, fly ash concretes form the benchmark Normal Class Concrete types described in Australian Standards AS3600 and AS1379 and supplied to most major projects. Post-tensioned concrete is a very good and efficient construction solution for many project applications particularly common in slab and beam elements. A significant amount of fly ash concrete is used in such applications, often being the default option for concrete mix selection. In recent times, questions have been raised as to the possible negative impacts of fly ash inclusions into concrete and the potential for increased risk of anchor failure as a result of impact on early age concrete properties relevant to when final stressing is applied. Key concerns appear to include potential loss of bond between strands and concrete, lower early age tensile properties and compressive strength. Some specifications limit the percentage of fly ash allowed in a post tensioned concrete mix to be no greater than 10% by weight of Portland cement for these reasons. There seems also to be some conjecture regarding the difference between elastic modulus and strength relationships between fly ash concretes and non-fly ash concretes in relation to post-tensioned concrete.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:55:25 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Concrete-Technology/Post-Tensioned-Concrete-Construction--Use-of-Fly-A.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">bb4bb120-25b6-468b-866f-39e14089d9f6</guid>
  <title> <![CDATA[Monitoring of Alkali-Silica Reaction and Chloride Ingress at Lucinda Jetty]]></title>
  <description><![CDATA[Lucinda Jetty is a 5.76 km structure located in north Queensland. The jetty is part of the Lucinda Bulk Sugar Terminal operated by Queensland Sugar Limited. The deck consists of prestressed concrete girders supported by steel headstocks and piles. Soon after construction in 1979, concrete cracking in the girders was observed and this was subsequently attributed to alkalisilica reaction (ASR). The jetty has been the subject of detailed investigations and comprehensive monitoring since the mid 1980s. A regular monitoring program is currently in place and provides a unique record of condition versus time. Monitoring includes visual inspection and measurement of half cell potentials, transverse and longitudinal expansion, chloride ion ingress and response to load testing at selected locations]]></description>
  <pubDate>Mon, 28 Feb 2011 05:55:24 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Concrete-Technology/Monitoring-of-Alkali-Silica-Reaction-and-Chloride.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">c3c25ca5-0bac-443d-a123-8afd985af032</guid>
  <title> <![CDATA[Long-term Performance of Pozzolanic materials in Resisting Corrosion of Reinforcement in Concrete]]></title>
  <description><![CDATA[Chlorides are the single factor that most adversely affects the reinforcement corrosion process. Recent studies indicate that rehabilitation of structures along the Australian coast, cost about $200 Million (AUD) every year as a result of reinforcement corrosion. Pozzolanic materials are being used to make concrete durable although the mechanisms of their effects are not fully understood. This paper presents a combination of a microstructural and performance investigation with the objective of optimizing the utilisation of some of the more commonly used pozzolanic materials. In this study, fly ash and blast furnace slag (BFS) were used systematically in the increased percentages of 25, 50, and 70% of total cementitious materials. Silica fume was mixed at the rate of 10% forming various binary and ternary blends. Reinforced concrete slabs were cast and ponded for two years with 3% NaCl solution simulating sea water salinity. Pore size distribution was utilized to evaluate the hydration mechanism in these blends. The results indicate that 25% replacement of cement with fly ash and addition of 10% silica fume is the optimum percentage in fly ash blends. The ternary blend with 70% BFS and 10% silica fume exhibited larger total pore volume compared to other binary and ternary blends of slag, however, finer pore structure was observed in this blend beyond 400 Å pore diameter. ]]></description>
  <pubDate>Mon, 28 Feb 2011 05:55:23 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Concrete-Technology/Long-term-Performance-of-Pozzolanic-materials-in-R.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">fcd66787-629e-402f-b469-a3d673f8e13e</guid>
  <title> <![CDATA[Experimental Analysis of the Drying Process of Lightweight Mortars]]></title>
  <description><![CDATA[The drying process of concrete-based mortars used on the levelling of floors is a slow process, requiring a considerable time length to complete. The high pace of modern construction activities is not always compatible with the time needed to allow mortars to dry, leading to a considerable number of pathologies on the final layers of the floors, due to excessive moisture. Taking into account the time required for a complete drying of the levelling layer, it is not possible to wait for this process to end before the application of the final layer. So, it is necessary to evaluate the amount of water present in the levelling mortar when the finishing layer is put in place, and ensure the material used is compatible with this amount of moisture. The present work aims at contributing for a better knowledge of the drying process of lightweight mortars used for levelling of floors. Laboratory tests were carried out to compare the drying process of different types of cement-based mortars produced with lightweight aggregates (expanded cork, clay and polystyrene granulates).]]></description>
  <pubDate>Mon, 28 Feb 2011 05:55:23 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Concrete-Technology/Experimental-Analysis-of-the-Drying-Process-of-Lig.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">9e459bce-29af-47f6-9a6f-b65c4016a12f</guid>
  <title> <![CDATA[Cork Concrete Performance under Freeze-Thaw Cycles]]></title>
  <description><![CDATA[The durability of constructive and structural concrete elements located on the exterior of constructions is severely affected by the more or less aggressive characteristics of the surrounding environment. In cold climates, the cyclic oscillation of environment around the fusion point of water leads to an increased rate of deterioration of concrete, due to the occurrence of freeze-thaw phenomenon. It is known that more compact concretes are more sensitive to this deterioration effect, since the expansion of frozen water within these types of concrete creates great internal stresses. One possible method to reduce this stresses and ensure higher durability is adding a controlled amount of small size voids within concrete via, for instance, an air entrainment chemical product. A research project aiming studying the effects of lightweight expanded cork granule used as aggregate in concrete is currently under way. Previous work allowed designing different cork concrete mixes and the evaluation of their physical and mechanical properties. The presence of cork granules within concrete creates soft spots within concrete, possibly emulating the effect of air bubbles produced by chemical agents. Laboratory freeze-thaw tests on different types of concrete were performed. Several batches of cork concrete, using different amounts of cork granule, were produced, and subjected to accelerated aging through freeze-thaw cycles. ]]></description>
  <pubDate>Mon, 28 Feb 2011 05:55:22 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Concrete-Technology/Cork-Concrete-Performance-under-Freeze-Thaw-Cycles.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">de734942-9b82-4282-a737-988f3681deab</guid>
  <title> <![CDATA[Compressive Strength of Concrete Cylinders by Sulphur, Rubber Capping and Grinding Methods]]></title>
  <description><![CDATA[It is known that no matter how carefully a cylinder is finished, its end surface probably exhibits some irregularities. As required by AS 1012.9, the finished end of concrete cylinders must be capped or ground before being crushed for compressive strength. Sulphur and rubber capping are widely accepted methods. As an alternative, the ends of concrete cylinders can be ground using a grinding machine to achieve an appropriate surface profile. Data presented in this paper compares the effects of four types of cylinder end preparation methods on compressive strength, including sulphur capping, rubber capping, single end grinding and double end grinding. A total of 152 concrete cylinders measuring 100 x 200mm were used to obtain sufficient data for the statistical analysis. These concrete cylinders were crushed as per AS 1012.9 with compressive strengths ranging between 45MPa and 110MPa. It was found that concrete cylinders gave the highest and more consistent compressive strength results when double end grinding method was used. Also, it was demonstrated once more that sulphur and rubber capping methods achieved reasonable results for concrete up to 60MPa compressive strength. For concrete above 80MPa compressive strength, rubber capping method cannot be recommended while sulphur capping method can be used but the sulphur capping compound must have high compressive strength and the capping thickness must be 1-2mm.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:55:22 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Concrete-Technology/Compressive-Strength-of-Concrete-Cylinders-by-Sulp.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">8a996308-fb2c-4a5f-9c03-a310fc132383</guid>
  <title> <![CDATA[Chloride Penetration and Carbonation in Geopolymer Concrete]]></title>
  <description><![CDATA[The use of industrial by-products to partly substitute ordinary Portland cement (OPC) has become common practice. However, the total replacement of OPC has only recently become a focus of research due to the environmental impact, as the production of OPC greatly contributes to the production of CO2 to the atmosphere. Research has shown that alkali activated binders can achieve similar strengths to both ordinary Portland cement (OPC) and blended cements. However, to date little research has been undertaken on their durability properties. This study investigated the influence of activator concentration and alkali modulus (mass ratio SiO2 to Na2O) on chloride penetration and carbonation of alkali activated slag (AAS) and fly ash (FA) based geopolymer concrete. The same tests were also conducted on blended ordinary Portland cement and ground granulated blast-furnace slag (OPC-GGBS) concrete with 30%, 50%, and 70% partial replacement of OPC by GGBS, and a control, with no replacement material. Results indicate that Minimal strength development was observed for both the AAS and FA geopolymer concrete for an Alkali Modulus above 1.0. The alkali modulus has a major effect on charge passed for AAS concrete, however no significant effect on carbonation was observed for the AAS concrete. ]]></description>
  <pubDate>Mon, 28 Feb 2011 05:55:21 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Concrete-Technology/Chloride-Penetration-and-Carbonation-in-Geopolymer.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">40b99b54-02da-4432-9d05-1a7c2675d0fe</guid>
  <title> <![CDATA[3 New Tall Buildings in Dubai, UAE; Emirates Park Hotel, Vision Tower and The Index Building]]></title>
  <description><![CDATA[Emirates Park Hotel, Vision Tower and The Index Building are significant towers in the Business Bay and adjacent Dubai Financial Centre of Dubai. Construction of all buildings is well advanced. Emirates Park is due to be completed in early 2010 with the other two towers will be completed in 2009. The towers are unique structures and presented individual technical challenges for the Design and Construction teams.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:53 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Case-Studies/3-New-Tall-Buildings-in-Dubai,-UAE;-Emirates-Park.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">7b5a8c7f-7f7a-44b8-a6e8-a1a15e81b677</guid>
  <title> <![CDATA[Roe Street Bus Bridge]]></title>
  <description><![CDATA[This paper describes the design and construction of the Roe Street Bus Bridge in Perth, Western Australia. This bridge replaced the pre-existing at-grade crossing and provides an important upgrade to the public transport network in Perth. The bridge was constructed in a very constrained site, with operating rail, existing infrastructure and other construction sites on all sides. An innovative design was developed to suit the site constraints and preferred construction methodology. The design comprised an incrementally launched box girder with an integral suspended slab abutment and a reinforced soil ramp with tied precast wall panels.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:52 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Case-Studies/Roe-Street-Bus-Bridge.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">c540a96c-6a2c-4e2d-bc77-608c1041eb0d</guid>
  <title> <![CDATA[Sheahan Bridge Duplication]]></title>
  <description><![CDATA[At 1146m total length, the Sheahan Bridge over the Murrumbidgee River in Gundagai is currently the longest bridge under construction in NSW. The bridge superstructure comprises two main construction techniques; traditional Balanced Cantilever Box Girder over the Murrumbidgee River (3 spans) and precast Bulb T girders over the floodplain (24 spans). The Balanced Cantilever is a Joint Venture between Austress Freyssinet and Fulton Hogan and consists of 3 spans of 53m, 87m and 53m. The depth of the box girder varies between 2.4m midspan and 5m over the piers.
The travelling formwork for the box girder was constructed using an NRS form traveller recycled from two previous uses; firstly on Crni Kal Bridge in Slovenia, and secondly on Lawrence Hargrave Drive ‘sea cliff bridge’ in Australia. The Floodplain Bridge consists of 24no 39.65m spans of 4 adjacent Bulb T Girders supported on Reinforced Concrete Headstocks, Blade Piers and Pilecaps supported on 1200mm dia Steel Lined Bored Concrete Piles.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:52 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Case-Studies/Sheahan-Bridge-Duplication.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">382e4bb0-b908-4e08-a20f-520f828f5372</guid>
  <title> <![CDATA[South Road Upgrade/Gallipoli Underpass]]></title>
  <description><![CDATA[The South Road Upgrade/Gallipoli Underpass project is a significant upgrade to one of Adelaide’s major intersections, South Road/ANZAC Highway, involving grade separation to create free flowing north-south traffic movement on South Road. The underpass project is part of a broader plan to create a non-stop corridor for South Road, which extends from the southern suburbs to the Port River Expressway to the north. Minimising disruption to traffic and pedestrians at this busy intersection was a key consideration for design and construction.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:51 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Case-Studies/South-Road-Upgrade-Gallipoli-Underpass.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">80ca89a7-edf1-4fea-9ca9-6538391437e0</guid>
  <title> <![CDATA[Rammed Earth: an Environmentally Friendly Alternative Material]]></title>
  <description><![CDATA[With the aim of investigating procedures and materials to reduce the cost of housing construction for local indigenous communities on the Dampier Peninsula, in the West Kimberly region (WA), stabilised rammed earth (SRE) was identified as a viable alternative to the standard typologies (mainly steel framed houses) in remote areas. The identification was based on economic (cheaper than steel or concrete), environmental (low embodied energy) and social (employment of local labor) benefits. Following that analysis, some mechanical properties of SRE made of collected in-situ (the Dampier Peninsula) soils were investigated. The unconfined compressive strength (UCS) for different soil grading and different cement contents was studied. The UCS and the accelerated erosion test (AET) results are reported in this paper. The soil collected in situ was shown to be suitable as construction material. However, the lack of a proper Australian code and a full understanding of rammed earth seem still to represent an obstacle for the acceptance and promotion of this alternative material. This paper aims to encourage the use of SRE not only in remote areas but also in metropolitan ones.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:50 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Case-Studies/Rammed-Earth--an-Environmentally-Friendly-Alternat.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">5395cded-b80a-4b21-a32a-619d8d3910fb</guid>
  <title> <![CDATA[Port Botany Expansion – Achieving a 100 Year Design Life in a Harsh Marine Environment]]></title>
  <description><![CDATA[The Port Botany Expansion Project is a major expansion of the existing container terminal and port on the north east corner of Botany Bay, Sydney. The expansion will provide five new berths for large container ships as well as tug berths, civil works and road works and 63 ha of reclamation for hardstand container storage. A significant component of the project is 1.85 km of reinforced concrete quay walls. This paper focuses on the design methodologies developed to achieve a design life of 100 years for the quay walls, in a changing operational, physical, commercial and construction environment. The use of chloride diffusion modelling on a concrete with high fly ash and blast furnace slag content binders has provided a high level of assurance that reinforcement covers and concrete mix are appropriate for the exposure classification. Detailed steel serviceability stress and crack width analysis has ensured that cracking is kept within recognised limits in order to mitigate crack induced corrosion of the reinforcement. A beneficial outcome of the concrete mix design is the reduction in the quantities of Portland cement by the use of reused materials (fly ash and slag), thereby decreasing the carbon impact of the project.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:50 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Case-Studies/Port-Botany-Expansion-–-Achieving-a-100-Year-Desig.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">11645968-ab4f-4e44-8178-920c73fc47d7</guid>
  <title> <![CDATA[Durability Assessment, Design and Planning – Port Botany Expansion Project]]></title>
  <description><![CDATA[The design life of the major Assets and Asset Components of the Port Botany Container Terminal Expansion Project in Sydney is 100 years. Durability assessment, durability design and durability planning was an integral part of the delivery phase for the detailed design process to minimise the risks of long term deterioration of the structural Assets and Asset Components. This paper details the durability approach undertaken, design durability risks identified and the durability design details adopted. Ternary blended (52% SL cement, 25% Fly ash, 23% Blast furnace slag) cement based S50   grade concretes were proposed for construction of the major Assets and Asset Components. Design covers proposed were typically 75 mm.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:49 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Case-Studies/Durability-Assessment,-Design-and-Planning-–-Port-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">ef9b0556-63a1-46ce-8180-538414426890</guid>
  <title> <![CDATA[The Evolution of Architectural Precast Concrete Facades in Australia over the last 50 years ]]></title>
  <description><![CDATA[Precast facades in Australia have evolved over the past 50 years from simple small panels with basic finishes to the sometimes complex panels with high quality finishes of today. There have been some problems and lessons leant over that time. As we move forward into the new millennium, ingenuity and creativity along with the appropriate skills, design and sustainability will be the key issues for precast concrete facades for the future.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:49 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Case-Studies/The-Evolution-of-Architectural-Precast-Concrete-Fa.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">c5e42c36-f473-4857-a6e2-a8134bfeccee</guid>
  <title> <![CDATA[Dubai Tower, Doha, Qatar]]></title>
  <description><![CDATA[Dubai Tower is a 438 metre tower mixed used development consisting of retail, hotel, commercial and residential zones over 90 levels and is currently under construction in Doha, Qatar. At completion in 2011, it will be in the top 20 tallest buildings in the world. This paper summarises some of the key challenges associated with the design of the tower, and the different solutions that were adopted. Another main aspect of design was the performance of the structure in terms of the efficiency of the various structural elements such as the columns, floor framing system, core walls and outrigger trusses.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:48 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Case-Studies/Dubai-Tower,-Doha,-Qatar.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">b18e5f72-8b78-4352-aba8-2cee5c4f516a</guid>
  <title> <![CDATA[Design of a Composite Outrigger Structure for the Dubai Tower, Doha]]></title>
  <description><![CDATA[Advanced methods of design and efficient use of high performance sustainable materials were employed by engineers to deliver an effective solution for the construction of outrigger elements of one of the tallest building in the world. In the case of super tall structures the outriggers represent an effective system of improving the lateral behaviour of the structure, through load sharing between central core wall and perimeter columns. However the magnitude of the design forces and the construction difficulties make them one of the most difficult and challenging tasks for the engineers designing high rise structures. The paper presents the main challenges and the innovative design solutions to overcome them. The efficient use of high strength concrete in combination with steel sections provided an elegant effective structural system that was able to transfer significant forces from the core wall to the tower columns and in the same time to accommodate the multitude of services required for the functions of the Dubai Tower, a 438m tall mix usage building currently under construction in Doha Qatar. Design codes along with advanced analysis techniques and constructability issues are also discussed.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:47 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Case-Studies/Design-of-a-Composite-Outrigger-Structure-for-the-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">19de66ed-ab63-4e2d-b8de-99e434382941</guid>
  <title> <![CDATA[Boston Big Dig – From Bad to Worse]]></title>
  <description><![CDATA[This paper reviews primarily the industry response to a major engineering failure which occurred in July 2006 in the USA. The technical details of the incident are briefly covered to set the context for an analysis of the actions since concerning manufacturers / suppliers, the professional design community and the content of standards. In addition to significant risk remaining unmanaged it is shown how irrational responses have permitted unreasonable constraint of an otherwise valid suite of engineering solutions and processes. Aside from obvious commercial implications, this also risks damage to the credibility of the relevant engineering disciplines through systemic failure to interpret & apply appropriately the outcomes of a failure event. Finally, comment is made about the application and regulation in Australia regarding the field of structural anchorage into concrete. The main findings are not confined to the specific field of anchorage into concrete but have universal application to all engineers in all disciplines.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:47 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Case-Studies/Boston-Big-Dig-–-From-Bad-to-Worse.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">3848c94a-9f64-4aab-b934-e8e6c3269920</guid>
  <title> <![CDATA[Load Sharing Behaviour of Reinforced Concrete During the Redevelopment of Condor Tower]]></title>
  <description><![CDATA[Demand for the redevelopment of existing buildings is increasing due to potential time and cost savings and a growing focus on sustainability and the environment. Condor Tower in Perth, Western Australia provides an excellent example of how innovative engineering can be used to overcome the difficulties encountered in the retrofitting of reinforced concrete structures. Condor Tower was a 9 storey office building, to which 19 storeys have been added, converting the structure into a 28 storey residential building. The design required an understanding of the load sharing behaviour between the existing concrete columns and the new concrete infill walls. The structure was expected to develop two vertical load paths as the new and the old concrete would have different shrinkage and creep characteristics. As the behaviour could not be predicted with any confidence, an investigation was undertaken. On site strain measurements have been taken over a three year period. This paper presents the results obtained to date and a simple preliminary analysis.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:46 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Case-Studies/Load-Sharing-Behaviour-of-Reinforced-Concrete-Duri.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">f2379312-a389-49d4-ab71-da9f8467bc25</guid>
  <title> <![CDATA[Al Bidda (Platinum) tower, Doha]]></title>
  <description><![CDATA[Al Bidda (Platinum) tower is located in Qatar and is one of the world’s few twisted towers. The 45 storey tower structure twists 60o through its height, and also varies in width, resulting in a complicated geometry. The structure consists of a concrete core and frame, with steel bracing to the external “diagrid” that resists the horizontal torsions caused by the loads in the sloping external columns. The structural design required careful consideration of the horizontal torsions, and also the long term creep, shrinkage, thermal and elastic deformation effects. As a result some construction stage restrictions were imposed to ensure that long-term load transfers were kept to acceptable levels.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:46 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Case-Studies/Al-Bidda-(Platinum)-tower,-Doha.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">7354557c-411e-470c-bf16-9a55f494acc4</guid>
  <title> <![CDATA[Construction of the Second Gateway Bridge Brisbane]]></title>
  <description><![CDATA[The Gateway Upgrade Project is a Queensland State Government initiative delivered by Queensland Motorways and the Leighton Abigroup Joint Venture. The project involves the upgrade of 20 kilometres of Brisbane’s Gateway Motorway, with its signature feature comprising duplication of the 1.6km-long Gateway Bridge, with a central main span of 260m. The approach structures to the main span are constructed using a pre-cast balanced cantilever method, while the main span is built using a cast in-situ balanced cantilever method. When complete, the second Gateway Bridge will join its twin in the top 10 longest of its kind in the world. The second Gateway Bridge includes the addition of a 4.25m wide pedestrian and cycle facility, making it a total 28m wide and requiring a different design and construction method to its existing counterpart. This paper will discuss detail the methodology and challenges involved in constructing the second Gateway Bridge.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:45 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Case-Studies/Construction-of-the-Second-Gateway-Bridge-Brisbane.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">a2d4d78b-0c51-4e6a-8889-79b5bd05c013</guid>
  <title> <![CDATA[Reinventing an Icon – The Redevelopment of Centrepoint]]></title>
  <description><![CDATA[Sydney Tower is one of the most iconic structures in Sydney. Constructed in the early 1970s, it
consists of 17 levels of retail and office space, topped with the 300m tall Sydney Tower. In a grand scheme aimed at capitalising on its prime location in Pitt St Mall (one of the world’s most expensive retail precincts) Westfield plans to amalgamate neighbouring buildings to create a dynamic new retail development. This redevelopment will necessitate a significant change to the lateral stability elements of the building with the unchanged dynamic performance of the Heritage-listed tower being a major requirement for the new design. In order to review the dynamic response of the Tower and the new base building configuration, Finite Element Modelling (FEM) was carried out on a before and after situation. This enabled an accurate comparison of building behaviour changes (including occupant comfort) and aided in the design of the new structural elements to resist the redistributed loads.
The detailed analysis of the existing structure has facilitated progress on rejuvenating the structure with minimal requirement for strengthening works.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:45 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Case-Studies/Reinventing-an-Icon-–-The-Redevelopment-of-Centrep.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">2985cd1f-20b8-438f-a6f0-15a8b6a4dc11</guid>
  <title> <![CDATA[Prestressed Structural Concrete: New Developments and Applications]]></title>
  <description><![CDATA[The paper presents first some recent developments and trends in materials used for prestressed concrete. In particular, ultra-high performance concrete and improved corrosion protection of tendons are introduced. Subsequently new damping devices are presented which are used for bridge and building structures. Finally, a few specific developments and trends in building and bridge applications are given.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:16 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Plenary/Prestressed-Structural-Concrete--New-Developments-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">bad06d48-b355-482e-a322-1da1aacd9d5f</guid>
  <title> <![CDATA[Necessity is the mother of invention]]></title>
  <description><![CDATA[Research and development is governed not only by market related strategies, but also by other
factors, including changes in the environment and safety issues as well. This presentation is aimed at
providing a few examples on how cement and concrete technology has developed to assist in
providing solutions for the needs brought about by changes in strategic thinking as a result of global
and external pressure. The change in strategy could be related to health issues such as that in the
asbestos cement industry, environmental restrictions, or other related factors, placing demand on new
development. The four examples presented are: Value added to products in the search for asbestos fibre replacement in the fibre cement industry; Advanced performance in concrete structures for construction in earthquake prone areas and light weight structures; Innovative cements developed as a result of the Kyoto Protocol; High performance concrete developed for nuclear waste disposal
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:15 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Plenary/Necessity-is-the-mother-of-invention.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">25482f24-06bb-4cb6-9088-c195eb1ed2a3</guid>
  <title> <![CDATA[High Performance Concrete: a Material with a Large Potential]]></title>
  <description><![CDATA[High Performance Concrete is a material that was regarded as “academic” for quite a number of years. Now, the profits of this material are becoming to be recognized. The high compressive strength is not the only advantage of this material. The fibres lead to small crack distances and give the material large ductility. The very dense material structure can as well result in high durability. This makes the material suitable for the design of lightweight slender structures with a long service life, as well as surprising architectural structures. On the other hand the material is appropriate for repair of structures, such as bridge decks. First applications show convincingly a large potential. At this moment an international committee (fib Task Group 8.6) works on producing an international recommendation.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:14 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Plenary/High-Performance-Concrete--a-Material-with-a-Large.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">2af6c632-7510-4ac7-906c-734c79c2a35c</guid>
  <title> <![CDATA[Concrete and Climate Change - Strategy as concrete sector-]]></title>
  <description><![CDATA[According to the IPCC’s Fourth Assessment Report, in order to control the global average temperature increase above pre-industrial to 2.0~2.4℃, we need to realize the 80-50% reduction of the 2000 CO2 emission in 2050. It is estimated that the CO2 emission from concrete construction industry is approximately 10% of the total. In this paper, firstly the general facts on the consumption of resources and energy and the subsequent CO2 emission in concrete sector are described and secondly the recent trend in the development of low environmental impact technologies in cement and concrete industries is discussed. In addition, the direction of environmental standards development by ISO/TC71/SC8 (Environmental management for concrete and concrete structures) will be introduced. Finally, some actions toward the revolution of concrete sector will be proposed.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:14 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Plenary/Concrete-and-Climate-Change---Strategy-as-concrete.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">19bc50fa-bf67-41b4-a732-08203880d8bf</guid>
  <title> <![CDATA[Climate Change in Computer Modelling of Concrete Structures]]></title>
  <description><![CDATA[Computer-based analysis procedures and software are finding increasing use in assessments of the strength, safety and performance of reinforced concrete structures. By capturing and applying advanced behaviour models for material and structural responses, they provide much-needed capabilities in the evaluation of damaged, deficient or deteriorated structures, or in the evaluation of structures subjected to new uses, loads, or design specifications. These capabilities are illustrated in several case studies, two of which involve forensic analyses of failed structures. However, the results from various international prediction competitions, as well as from experimental verification studies, show that currently available software tools can often be inaccurate or unreliable; as well, they are prone to misapplication in situations for which they were not intended, and misuse in general. Various cultural and technological factors have combined to create a climate change towards the adoption and use of computer-based analysis and design software; use is increasing at a precipitous rate. Nevertheless, reasons for caution in their use are numerous, and a refocused effort is required from researchers and from the developers of such software.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:54:13 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Plenary/Climate-Change-in-Computer-Modelling-of-Concrete-S.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">9473c8e2-810a-4268-bd1d-144ef83304e8</guid>
  <title> <![CDATA[The Impact of Particle Packing Techniques on Concrete and Binder Designs]]></title>
  <description><![CDATA[The use of particle packing theory and practice enables a concrete or binder designer to optimize concrete performance and durability. Theoretical models which allow optimization of the overall fresh concrete particle size distribution (from the coarsest stone fraction down to the finest binder component) are discussed and used to illustrate the techniques involved. Alternative practical techniques are also discussed. An optimally designed mixture of particles will generally reduce costs by ensuring optimum quantities of cement are employed, improve concrete workability and other fresh concrete properties and increase hardened concrete qualities (strength and durability). Reduced time and effort in placing concrete usually results from such optimizations and in the extreme, allows the achievement of the concrete industry’s holy grail; low cost self compacting concrete. Optimized binder design allows the use of less fluids (water and air) without sacrificing workability, with consequent enhancements in hardened concrete qualities. Opportunities for enhancing or engineering the particle size distribution (PSD) of SCM’s or binder fillers are outlined, so that they compliment the PSD of the OPC being used rather than making things worse.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:53:45 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Geopolymer-Concrete/The-Impact-of-Particle-Packing-Techniques-on-Concr.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">5ed25dde-bce7-4a83-9eff-f6ec108e74fb</guid>
  <title> <![CDATA[Optimization of Fly Ash Geopolymer Concrete Mixtures in a Seawater Environment ]]></title>
  <description><![CDATA[Fly ash geopolymer concrete has many constituents and different mixture proportions based on the characteristics of local materials. The optimization of mixture proportions, which is subject to some performance constraints, can be a time consuming task. The objective of this research is to optimize the parameters of fly ash geopolymer concrete using Taguchi orthogonal design to produce concrete that meets the durability requirements in an aggressive environment. In this research, the compressive strength, wetting-drying cycle and capillary pores measurement were investigated by measuring the effects of aggregate content, alkaline solutions/fly ash ratio, ratio of sodium silicate to NaOH and curing condition. For optimization, a three-level factorial experimental design for each parameter was employed. Based on the experimental results, the optimized conditions of a fly ash geopolymer concrete mixture for aggressive environments were proposed.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:53:44 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Geopolymer-Concrete/Optimization-of-Fly-Ash-Geopolymer-Concrete-Mixtur.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">35ef8eb7-bb3f-4321-a6dd-590eab2ad030</guid>
  <title> <![CDATA[Life Cycle Assessment of Geopolymer Concrete – What is the Environmental Benefit?]]></title>
  <description><![CDATA[Cement production and therefore the construction industry is said to be responsible for 3.9 to 7.0% of the global CO2 emission. One way of reducing the environmental impact of the construction industry is the use of cement with a lower clinker content. Also alternative binders like geopolymers are said to enable a significant reduction of the environmental impact. The aim of this study was to investigate the extent to which the environmental effects of construction can be reduced by using geopolymer concrete instead of normal concrete. With the help of life cycle assessment methods (LCA), the ecological impact of geopolymer concrete was evaluated and compared to the ecological impact of normal concrete. The investigations showed that geopolymer concrete can lead to more sustainable buildings in terms of global warming potential (GWP) compared to normal concrete. However, a reduction of 80% GWP referred to in the literature, was not found for the concretes investigated in this study. For other ecological impacts like ozone depletion, photochemical ozone creation, acidification or eutrophication, normal concrete is much more favourable than geopolymer concrete.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:53:44 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Geopolymer-Concrete/Life-Cycle-Assessment-of-Geopolymer-Concrete-–-Wha.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">13efbc94-0598-49f9-b9b2-ceb26fabdbcb</guid>
  <title> <![CDATA[Engineering properties of Si-rich Geopolymer binder systems ]]></title>
  <description><![CDATA[Fly-ash Geopolymer systems formulated to high Si/Al ratios provides a potentially ideal system for producing ultra-high performance Geopolymer binders targeting mainstream civil construction applications involving both premix and precast Geopolymer concrete applications. For this study, the roles of silica and alkali species present in Geopolymer binder mix design and their impact on achieving a range of properties including mechanical performance and early age strength development were investigated. It was observed that high silica Geopolymer binders with SiO2/Al2O3 > 15 presents a viable alternative to conventional Geopolymer which generally have SiO2/Al2O3 = 2-4. Prior to curing, such high-Si mixtures display a more viscous consistency than conventional Geopolymer and have a lower pH after setting. The relative high initial strength gains of the systems are complemented with very good binding capacity. The overall performance trends of normal as well as silica-rich systems are explored and discussed in this Paper, including notes on field trials of premix Geopolymer concrete for footpath applications.]]></description>
  <pubDate>Mon, 28 Feb 2011 05:53:43 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Geopolymer-Concrete/Engineering-properties-of-Si-rich-Geopolymer-binde.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">4f7a3acb-6fa1-42e6-9f5a-8df9f58146c0</guid>
  <title> <![CDATA[Bond Behaviour of Reinforced Fly Ash-Based Geopolymer Concrete Beams]]></title>
  <description><![CDATA[In view of sustainable development in the construction industry, investigation has been carried out on fly ash-based geopolymer concrete, which is an environmentally friendly material that uses geopolymer paste as binder instead of Portland cement. Previous studies on the engineering properties and structural behaviour of geopolymer concrete have shown promising potential of this material. This paper describes the bond behaviour between geopolymer concrete and reinforcing bars in tensile splices in beams. Twelve full-scale beam specimens with lap-spliced reinforcing bars were
cast and tested in the laboratory to study the bond performance of geopolymer concrete. The effects of concrete compressive strength, bar diameter and splice length of the bars on bond strength of lap
splices in geopolymer concrete were evaluated. Test results, including general behaviour of beams,
failure modes and cracking patterns were gathered and analysed. Current analytical models and codes provision to predict bond strength for Ordinary Portland Cement (OPC) concrete were used to
analyse the bond strength of test specimens. Good correlation between test and analytical results
were found. This study also demonstrates the excellent potential of geopolymer concrete for use as a
construction material.
]]></description>
  <pubDate>Mon, 28 Feb 2011 05:53:42 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Geopolymer-Concrete/Bond-Behaviour-of-Reinforced-Fly-Ash-Based-Geopoly.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">4299baeb-5629-460d-b20e-6e22abcce6c1</guid>
  <title> <![CDATA[Seismic Vibration Analysis of Multi-story Buildings with Random Parameters]]></title>
  <description><![CDATA[The seismic random vibration response of multi-story buildings with random parameters is studied in this paper. Using the random factor method, the building’s stiffness and mass are considered as random variables and a random parameter can then be described by the product of two parts corresponding to its random factor and mean value. The natural frequencies, power spectral density and mean square value of seismic random response are expressed as functions of random factors of structural parameters. The mathematical expressions for the mean value and standard deviation of the seismic response of buildings are developed by means of the random variable functional moment method. The effects of uncertainties of building’s stiffness and mass on its seismic response are demonstrated by an 11-story building.]]></description>
  <pubDate>Mon, 14 Feb 2011 11:34:59 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Dynamics-and-Vibration/Seismic-Vibration-Analysis-of-Multi-story-Building.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">1871e723-314d-4f9c-9122-622cfa5d51e7</guid>
  <title> <![CDATA[Seismic Protection of Structures with Modern Base Isolation Technologies]]></title>
  <description><![CDATA[Increased resistance to earthquake forces is not always a desirable solution for buildings which house contents that are irreplaceable or simply more valuable than the actual primary structure (eg museums, data storage centres, etc). Base isolation can be employed to minimize inter-story drifts and floor accelerations via specially designed interfaces at the structural base, or at higher levels of the superstructure.
This paper presents the design comparison of two isolation systems (lead-rubber bearings, and friction pendulum bearings) for a five-story reinforced concrete framed building. The response of the base-case, fixed-structure, and isolated systems is compared for dynamic analysis to actual historical records for five significant seismic events.
]]></description>
  <pubDate>Mon, 14 Feb 2011 11:34:58 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Dynamics-and-Vibration/Seismic-Protection-of-Structures-with-Modern-Base-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">9b6040db-4b10-4664-8dff-56aeece1ca5b</guid>
  <title> <![CDATA[Relationship between Impact Energy and Fracture Toughness of Prestressed Concrete Railway Sleepers]]></title>
  <description><![CDATA[The prestressed concrete sleepers (or railroad ties), which are installed in railway track systems as the crosstie beam support, are designed to carry and transfer the wheel loads from the rails to the ground. It is well known that railway tracks are subject to impact loading conditions, which are attributable to the train operations with either wheel or rail abnormalities such as flat wheels, dipped rails, etc. These loads are of very high magnitude but short duration. In addition, there exists the potential of repeated load experience during the design life of prestressed concrete sleepers. Prestressed concrete has played a significant role in maintaining the high endurance of sleepers subjected to low to moderate repeated impact loads. In spite of the common use of prestressed concrete sleepers in railway tracks, their impact response and behaviour under repetitions of severe impact loads are not deeply appreciated nor taken into consideration in design. This experimental investigation was aimed at understanding the residual capacity of prestressed concrete sleepers in railway track structures under ultimate impact loading, in order to develop state of the art limit states design concepts for prestressed concrete sleepers.]]></description>
  <pubDate>Mon, 14 Feb 2011 11:34:57 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Dynamics-and-Vibration/Relationship-between-Impact-Energy-and-Fracture-To.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e6511793-1a6e-439c-8049-281a700bbace</guid>
  <title> <![CDATA[Probabilistic Dynamic Analysis of Vehicle-Bridge System]]></title>
  <description><![CDATA[The dynamic response of a bridge under a moving vehicle with random system parameters is studied. The vehicle is modeled as a spring-mass system and the bridge is assumed to be a simply supported Euler-Bernoulli beam. The vehicle’s mass and stiffness, and the bridge’s parameters corresponding to Young’s modulus, mass and moment of inertia, are all considered as random variables. The computational expressions for the mean value and standard deviation of the vertical response of the bridge are developed by using the modal superposition method and random variable’s functional  moment method. The effects of the vehicle’s and bridge’s parameters on bridge’s response are investigated.]]></description>
  <pubDate>Mon, 14 Feb 2011 11:34:56 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Dynamics-and-Vibration/Probabilistic-Dynamic-Analysis-of-Vehicle-Bridge-S.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">5c32615f-6ba3-4af8-a366-5f1f967fda56</guid>
  <title> <![CDATA[Environmental Factors Influencing Surface Chloride Exposure of RC Wharf Infrastructure]]></title>
  <description><![CDATA[It is well known that steel corrosion is one of the main causes of deterioration to reinforced concrete wharf infrastructure. The extent of this deterioration is largely dependant on the exposure of the respective wharf element to seawater immersion, splash and/or spray. This paper presents findings from an investigation of seven wharves located at the mouth of the Brisbane River in Queensland. The investigation was undertaken by GHD’s Materials Technology Group and forms part of a commission for the Port of Brisbane Corporation (PBC) assessing the overall condition of reinforced concrete wharf infrastructure. The investigation involved diagnostic testing and core sampling of representative areas of the deck, crane beams, relieving slab and abutment walls of each wharf. Core samples were analysed for chloride content at varying depths from the surface in order to establish a chloride penetration profile. The calculated surface chloride level results were then analysed and discussed in terms of (1) the geographic location of wharf within the bay i.e. its exposure to prevailing winds and tidal flow, (2) the location and aspect of the element within the wharf and (3) the reduced level of the wharf. The likely impact of predicted rises in sea levels over the next 100 years is also discussed. ]]></description>
  <pubDate>Mon, 14 Feb 2011 11:32:55 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Durability/Environmental-Factors-Influencing-Surface-Chloride.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">1bcee3e5-ca10-42a0-9ac8-de95c73955dc</guid>
  <title> <![CDATA[Assessment of Chemical Durability of Pitchstone Fines in Portland Cement Blended Mortars]]></title>
  <description><![CDATA[The use of supplementary cementitious materials (SCMs) as partial replacement of Portland cement (PC) is an effective way of reducing the consumption of PC. This investigation is aimed at assessing some chemical durability aspects of PC-SCM blended mortars containing pitchstone fines (PF) and fly ash (FA) at 20% and 40% replacement levels of PC. Hardened mortar cubes containing these two pozzolanic SCMs and a control mortar containing 100% PC were prepared and pre-aged in lime-saturated water for 28-days. These specimens were then immersed into 1M solution of sodium sulphate (Na2SO4) and their mass and pH recorded after 28-days and 56- days. Specimens were also immersed in deionised water as a control environment for comparison of mass change and pH. In the case of PF, data from 1M Na2SO4 immersion demonstrate increasing substitution rate provides lower mass gain. In contrast, increasing replacement rate of PC by FA in 1M Na2SO4 demonstrates higher mass gain comparable to 100% PC.]]></description>
  <pubDate>Mon, 14 Feb 2011 11:32:55 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Durability/Assessment-of-Chemical-Durability-of-Pitchstone-Fi.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">12e4f80f-af4e-497d-ba1d-db9d2c64a38f</guid>
  <title> <![CDATA[A Global Study of Chloride Induced Corrosion within the RTA’s Reinforced Concrete Bridge Stock]]></title>
  <description><![CDATA[The Roads and Traffic Authority, NSW (RTA) is conducting studies into the corrosive state
of the structural concrete in its bridges and bridge size culverts. This paper presents the results of a
recently completed study of RTA’s coastal concrete bridges. Bridge condition, in terms of corrosion
activity, is assessed and correlated against bridge age, construction type and environmental
exposure.
]]></description>
  <pubDate>Mon, 14 Feb 2011 11:32:54 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Durability/A-Global-Study-of-Chloride-Induced-Corrosion-withi.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">677e00dd-d096-42ee-9a56-d66843e2143b</guid>
  <title> <![CDATA[Corrosion Management Strategy for Reinforced Concrete Wharf Infrastructure ]]></title>
  <description><![CDATA[Corrosion of steel in concrete presents a significant challenge in the asset management of marine infrastructure. In order to assist in this Port of Brisbane Corporation (PBC) have instituted an inspection and testing programme and review of their wharfs occurring once every 10 years. This paper summarises key findings from the second event in this series, testing of nine wharves located at the mouth of the Brisbane River in Queensland. The investigation was undertaken by GHD’s Materials Technology Group as the commission for the PBC. The investigation involved diagnostic testing and core sampling of representative areas of the deck, crane beams, relieving slab and abutment walls of each wharf. Core samples were analysed for chloride content at varying depths from the surface to cover depth for the purpose of establishing a chloride penetration profile. This paper presents a summary of the key findings of the second programme and comparison with the first, it also considers how the findings affect future decisions regarding durability and maintenance strategies.]]></description>
  <pubDate>Mon, 14 Feb 2011 11:32:53 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Durability/Corrosion-Management-Strategy-for-Reinforced-Concr.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">ab466f93-fb5a-4702-9b93-79eeddeefd12</guid>
  <title> <![CDATA[Statistical Modelling of Natural Concretes made with Marine Pozzolans]]></title>
  <description><![CDATA[New Zealand has one major source of fly ash and no steel manufacturing plants that are currently capable of producing blast furnace slag for the manufacture of cement. New Zealand does, however, have an abundant supply of natural pozzolans. Natural pozzolans were used in the construction
of the country’s infra-structure as far back as 70 years ago. Over the past 10 years improved processing techniques and a better understanding of fine powder technology has allowed the commercial development of “highly reactive pozzolans”. A locally processed natural pozzolan is now the preferred concrete durability enhancing agent, achieving comparable performance to that of condensed silica fume. This paper reports on the development of a statistical model for predicting the service life of marine and harbour structures built with concrete containing natural pozzolans. The statistical approach predicts a range of expected times to corrosion initiation, rather than a single value, and allows owners and asset managers to better manage risk in a realistic manner.
]]></description>
  <pubDate>Mon, 14 Feb 2011 11:32:53 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Durability/Statistical-Modelling-of-Natural-Concretes-made-wi.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">7481c6e8-551b-4304-8b27-4f1236f9d3fa</guid>
  <title> <![CDATA[Analysis and Design of an Innovative Multi-cell Circular Concrete Tank]]></title>
  <description><![CDATA[The Gippsland Water Factory is a state-of-the-art wastewater treatment and recycling facility located in Victoria, Australia, that will treat domestic and industrial waste and provide recycled water for local industry. Demonstrating the influence of concrete construction in modern treatment plants of the water industry and challenges meeting engineers, the design and analysis of an innovative multi-cell circular ‘donut-shaped’ prestressed concrete bioreactor tank is described in this paper. The complex process and maintenance requirements meant liquid levels varied in the four separable quadrants of the tank, which resulted in nonsymmetrical loading conditions to the inner and outer walls. The paper outlines deficiencies in simplified analysis tools for assessing wall stresses for non-symmetrical loading in circular tanks and, by example, demonstrates use of modern analysis methods such as finite element modelling to meet process requirements of the modern treatment plant.]]></description>
  <pubDate>Mon, 14 Feb 2011 11:32:52 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Durability/Analysis-and-Design-of-an-Innovative-Multi-cell-Ci.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">b0678cfb-7bbf-41c9-8a4c-0d5b8bac3886</guid>
  <title> <![CDATA[The Significance of Chlorides in Concrete Trial Mixes]]></title>
  <description><![CDATA[The concentration of acid-soluble chlorides in concrete has been used to determine the risk of corrosion of reinforcing steel despite indications that the level of free chloride ions may be overestimated by this test, which may result in the rejection of otherwise suitable aggregates. To assess the influence of sample size on the test results, 100mm diameter x 200mm long concrete cylinders were ground to 150μm and analysed for acid-soluble chloride in accordance with
AS 1012.20, modified to improve accuracy. The concrete was found to contain between 0.03% and
0.04% chloride by weight. The same concrete was extracted in boiling water. The water soluble chloride content was no more than 1/35 of that measured by acid extraction. The constituents of the concrete mix were then analysed by acid extraction and total chlorides determined. Hardened concrete samples of the mix were made and analysed for chloride by acid extraction, with the quantity of chloride found to be within 0.1% of the quantity of chloride in the constituents. Water extraction found nil chlorides. Additional samples of the concrete mix were prepared containing an added known quantity of sodium chloride and analysed. The chloride was recovered quantitatively using acid and water extraction, with water extraction finding nil chlorides.
]]></description>
  <pubDate>Mon, 14 Feb 2011 11:32:51 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Durability/The-Significance-of-Chlorides-in-Concrete-Trial-Mi.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">7f59e1f4-b9fd-4460-bb61-fd043a3fb1e6</guid>
  <title> <![CDATA[Performance-based Specifications for Sulfate Resisting Concrete]]></title>
  <description><![CDATA[Depending on its service conditions, concrete may be exposed to aggressive ground water and soils containing sulfates. To ensure the durability of concrete in such an environment, it is critical that the concrete used has the required sulfate resistance. Prescriptive specifications are commonly used to specify sulfate resisting concrete. In most cases, prescriptive specifications are difficult to control and may not deliver the desired outcome. A performance-based specification will serve the dual purpose of giving the concrete supplier the flexibility in providing the most appropriate concrete to meet the performance required and giving engineers/specifiers a greater confidence that the required performance of the concrete is being met. A long-term CCAA research project to develop a performance-based specification for sulfate resisting concrete has been conducted. This paper discusses both prescriptive and performance-based specification for sulfate resisting concrete and the development of a rapid sulfate permeability test which has the potential to be used as a quality control tool during the construction phase.]]></description>
  <pubDate>Mon, 14 Feb 2011 11:32:47 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Durability/Performance-based-Specifications-for-Sulfate-Resis.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e6a2c3cb-214b-44d5-a148-2ac098baa8ce</guid>
  <title> <![CDATA[Designing for a 100 Year Life in a High Chloride and Acid-sulfate Environment]]></title>
  <description><![CDATA[Ballina Bypass is an 11.4 km long section of the Pacific Highway Upgrade. The Bypass runs from the intersection of the Bruxner and Pacific Highways south of the town of Ballina to the intersection of Ross Lane and the Pacific Highway, north of the town near Tintenbar. Designing structures for durability was a key component of the design process. Numerous bridges, drainage and other civil structures have been designed to achieve a design life of 100 years in aggressive ground conditions.
Site investigations found widespread acid-sulfate soils, particularly at low lying floodplain areas. The route alignment is near a tidal creek in many places. Many drainage structures will act as irrigation channels, and will be partially submerged, permanently. Thus borehole analyses were carried out at various locations along the route to measure the sulfate content, chloride content and the acidity of the soil. Resistivity and redox potentials further confirmed aggressive soil and groundwater.
]]></description>
  <pubDate>Mon, 14 Feb 2011 11:32:45 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Durability/Designing-for-a-100-Year-Life-in-a-High-Chloride-a.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">f7973c9a-d7f1-49df-ada8-b3e09af011b9</guid>
  <title> <![CDATA[Predicting Deterioration of Concrete Exposed to Biogenic Sulphuric Acid Corrosion]]></title>
  <description><![CDATA[A research project conducted at RMIT University aimed to investigate the deterioration of concrete
septic tanks located in rural Victoria. Deterioration of the tanks could be a result of internal acid attack and external sulphate attack. A comprehensive set of laboratory experiments was established to measure the accelerated deterioration of concrete under exposure to sulphate and acid. The mass changes in concrete specimens have been recorded for a period of one year when exposed to sulphate solutions and sulphuric acid solutions. The specimens were manufactured using the same mix design and ingredients used in septic tank production in the country Victoria prior to 1990. Based on the changes of mass recorded over the one year period, a statistical model has been developed to predict the mass loss/gain of concrete with time as a function of the cement content, and acid concentration observed in sewerage.
]]></description>
  <pubDate>Mon, 14 Feb 2011 11:32:43 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Durability/Predicting-Deterioration-of-Concrete-Exposed-to-Bi.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">26d12416-bcb2-4508-acb3-1c28c08c3d93</guid>
  <title> <![CDATA[Test Method for Shrinkage Effects in Cracked Reinforced Concrete Beams]]></title>
  <description><![CDATA[The equation given in Eurocode 2 for the calculation of shrinkage curvatures has been validated for uncracked sections but is also used for cracked sections even though it has not been validated for such use. Consequently, this paper describes an experimental study of shrinkage effects on cracked beam sections under load in order to assess the validity of the Eurocode 2 approach. The novelty of the test procedure is that it isolates shrinkage effects from the other variables, which is particularly challenging with cracked beams under load. Shrinkage deformations arise due to differences between the free movement of the concrete compared with that for the steel. The paper shows that the same effect can be achieved by heating a specimen if the reinforcement has a significantly higher coefficient of expansion from that of the concrete. Creep effects can be eliminated by using a cyclic testing regime making it possible to isolate curvature change caused by the “shrinkage”. Results from four beam specimens are presented to demonstrate the effectiveness of the procedure and future developments are indicated.]]></description>
  <pubDate>Mon, 14 Feb 2011 11:31:20 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Creep-and-Shrinkage/Test-Method-for-Shrinkage-Effects-in-Cracked-Reinf.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">471ab09d-c7ab-4c02-bd4d-7323718e375c</guid>
  <title> <![CDATA[Rational Modelling of Shrinkage Gradients, Partial Interaction and Creep in Composite Beams]]></title>
  <description><![CDATA[Composite construction is characterised by three material models: those of concrete, steel and the shear connection. The structural behaviour of composite beams is influenced strongly by these three material components, and by their interaction. Deflections in composite beams are affected particularly by concrete long-term effects, and because of the preference for sacrificial steel deck formwork in lieu of flat plywood formwork, a condition of shrinkage gradient develops which can increase the beam deflections when compared with those with a bare flat slab concrete soffit. This paper presents a rational formulation used to model this common situation, based on the principle of virtual work. It arrives at a solution in closed form, for which the deflections (and stresses) in the composite beam are characterised by the creep coefficient, variation of shrinkage strain through the slab depth and the elastic stiffness of the shear connection, as would be obtained empirically from push tests. The solution is compared with finite element results reported elsewhere, and the accuracy is shown to be good. The solution allows for quantifying the beam behaviour in a form suitable for codification, and some illustrative examples are given to show the influence of various parameters on the deflections of composite T-beams.]]></description>
  <pubDate>Mon, 14 Feb 2011 11:31:19 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Creep-and-Shrinkage/Rational-Modelling-of-Shrinkage-Gradients,-Partial.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">7a257235-bf28-482f-956b-d49f4f545cd8</guid>
  <title> <![CDATA[Measured and Predicted Axial Shortening in Tall Buildings: Recent Research Findings]]></title>
  <description><![CDATA[Shortening predictions of core and column elements in tall buildings is an area that is often discussed on new projects and also in research circles. In the last decade the authors have been specifically involved in research projects related to shortening. Significantly as part of this work, two tall
reinforced concrete buildings were recently instrumented during construction to observe time dependent axial shortening behaviour on selected columns and core walls at various levels where access to critical areas was available for extended periods. The measurements were taken over periods of up to three years from the initial construction period to the completion of the structure. In addition, material properties of the site delivered concrete were also measured with time. In this paper, a well accepted axial shortening estimation method is utilised and analysed. The method estimates shortening based on currently used prediction equations for creep, shrinkage and elastic modulus. The typical prediction equations used in Australia are described. Actual shortening measurements made on selected column elements in the two buildings are also described. Comparisons of measured and predicted axial shortening are made.
]]></description>
  <pubDate>Mon, 14 Feb 2011 11:31:04 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Creep-and-Shrinkage/Measured-and-Predicted-Axial-Shortening-in-Tall-Bu.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e4cd1ec1-085f-4faf-9c94-c2f7a0b8c34f</guid>
  <title> <![CDATA[Estimation of Long Term Vertical Shortening of Tall Structures]]></title>
  <description><![CDATA[Design of high rise buildings challenges the engineer in terms of combining advanced methods of analysis and construction, the use of high performance materials and technologies to deliver an efficient and sustainable structure. Among these challenges is the estimation of the effect of elastic, creep and shrinkage shortening on vertical elements that are subjected to significant loads during construction and service stage. The magnitude of the vertical deformation and relative deformation of different vertical elements can negatively affect horizontal structural elements like beams, slabs and outrigger elements integrity of the services, façade, and, if not properly dealt with, induce extra unaccounted stresses into walls and foundations. One of the main difficulties for the designer is correlating the dynamic nature of the construction process with the accurate estimation over a significant time period of the elastic and long term axial deformation of vertical reinforced concrete elements, like columns and walls. The paper aimed to provide a design method for calculating the total and differential long term shortening between composite steel and high-strength concrete tower columns and reinforced high strength concrete core walls. A design case study on Dubai Tower Doha, a 438 m tall building currently under construction in Doha, Qatar, is presented.]]></description>
  <pubDate>Mon, 14 Feb 2011 11:31:00 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Creep-and-Shrinkage/Estimation-of-Long-Term-Vertical-Shortening-of-Tal.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">20fbcc01-1fa5-4731-9f45-ea7c4df60f5b</guid>
  <title> <![CDATA[Effect of Shrinkage on the Time-Dependent Deflection of Reinforced Concrete Slabs]]></title>
  <description><![CDATA[A number of reinforced concrete slabs were tested to investigate the effects of shrinkage on the deflection of reinforced concrete flexural members and the change in tension stiffening with time. Results show that drying shrinkage plays an important role in the time-dependent stiffness of flexural members, both before and after cracking occurs. In addition, shrinkage causes a time-dependent increase in crack widths and additional time dependent cracking which reduces the average crack spacing and is the dominant factor in the reduction of tension stiffening with time.]]></description>
  <pubDate>Mon, 14 Feb 2011 11:30:59 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-Solutions-09/Creep-and-Shrinkage/Effect-of-Shrinkage-on-the-Time-Dependent-Deflecti.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">c68d4f8a-8cdc-46bd-a438-dbff67d3363a</guid>
  <title> <![CDATA[Concrete Research Forum - Condensed Summary of Outcomes (10 & 11 July 2008, Sydney, Australia)]]></title>
  <description><![CDATA[A Concrete Research Forum was conducted by Concrete Institute of Australia which was supported by KPMG in Sydney on 10 and 11 July 2008 at KPMG offices. It was attended by eighty (80) senior decision makers from across academia, industry and government – each providing expertise in materials, construction, design and policy issues. This report provides a condensed summary of the key themes and outcomes which emerged from the dialogue at the forum.]]></description>
  <pubDate>Mon, 14 Feb 2011 01:34:01 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Workshops-and-Discussion-Forum-Papers/Concrete-Research-Forum-2008/Concrete-Research-Forum---Condensed-Summary-of-Out.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">71d5b8c9-1bd4-4c41-ba79-81a0cec16f5e</guid>
  <title> <![CDATA[Concrete Research Forum - Summary of Outcomes (10 & 11 July 2008, Sydney, Australia)]]></title>
  <description><![CDATA[A Concrete Research Forum was conducted by Concrete Institute of Australia which was supported by KPMG in Sydney on 10 and 11 July 2008 at KPMG offices. It was attended by eighty (80) senior decision makers from across academia, industry and government – each providing expertise in materials, construction, design and policy issues. This report provides a summary of the key themes and outcomes which emerged from the dialogue at the forum. The objective of the forum was to stimulate discussion, share ideas and experiences, and identify a vision for concrete related research initiatives.]]></description>
  <pubDate>Mon, 14 Feb 2011 01:31:53 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Workshops-and-Discussion-Forum-Papers/Concrete-Research-Forum-2008/Concrete-Research-Forum---Summary-of-Outcomes-(10-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">f8dc85af-78a4-4335-95c2-521a2eead702</guid>
  <title> <![CDATA[Workshop Papers and Course Notes]]></title>
  <description><![CDATA[A comprehensive package of the course notes that were provided to participants during the 2009 National Durability Workshops]]></description>
  <pubDate>Mon, 14 Feb 2011 01:21:31 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Workshops-and-Discussion-Forum-Papers/Durability-Workshop-2009/Workshop-Papers-and-Course-Notes.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e8f795cd-f7d2-49c4-a5a0-7523f5f0f0b6</guid>
  <title> <![CDATA[Influence of Specification & Construction Practice on Durability of Concrete]]></title>
  <description><![CDATA[From a construction perspective, the attainment of durability in construction practices involve an understanding and elimination of those undesirable effects that may be imparted to the concrete both in its plastic and hardened state due to lack of control, bad attitude and oversight. This involves consideration of the importance of the quality of the cover concrete, water/binder ratio, concrete manufacture procedures, placement and compaction, bleeding, setting time, slump loss, finishing, curing, thermal stresses, drying shrinkage, design detailing, constructability and post pour cover checks. These matters are considered further in this workshop.]]></description>
  <pubDate>Mon, 14 Feb 2011 01:18:28 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Workshops-and-Discussion-Forum-Papers/Durability-Workshop-2009/Influence-of-Specification---Construction-Practice.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">432856c4-ed52-406b-831e-17bca2fbfa01</guid>
  <title> <![CDATA[Achieving Durability in the Construction Process – Concrete Supply]]></title>
  <description><![CDATA[In the current Australian Standards concrete is specified by durability classifications that refer to concrete strength which will be deemed to satisfy these classifications. This standard and other related standards for design of specific concrete structures (water retaining, marine, piles ) then refer to AS1379 [1] for the specification of concrete. Where the specified concrete is “normal class”, in AS1379 [1], the concrete supplier will generally have previously assessed (tested) concrete mixes that will satisfy the well understood and commonly used requirements in AS1379 [1]. From a designers point of view this simplifies the specification and does not suggest any need for further complexity in specification. From the concrete suppliers point of view it is easy to tender for work with these known mixes and little lead time is generally required to ensure conformances of the mixes to the project specification.  Where concrete is required to meet durability classification beyond that of AS3600 [2] then the concrete specifier must specify the concrete as “special class”. Where the specifier calls on “special class” concrete an understanding by the specifier, tendering contractors and concrete suppliers that time may be required for the sourcing and approval process for concrete supply.  This paper covers elements of the supply of concrete as it relates to supply of concrete to meet durability objectives and points out areas where AS1379 [1] may not provide adequate coverage.]]></description>
  <pubDate>Mon, 14 Feb 2011 01:16:00 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Workshops-and-Discussion-Forum-Papers/Durability-Workshop-2009/Achieving-Durability-in-the-Construction-Process-–.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">cf861b2f-d5ac-4528-aca6-f5ee4ec3a4fc</guid>
  <title> <![CDATA[Concrete Durability - Client Durability Requirements]]></title>
  <description><![CDATA[Asset owners of concrete structures in corrosive environments can achieve an expected design life without premature defects by influencing the durability process during design and construction.
This paper provides an overview understanding of durability to assist client asset owner decision making. Other complementary technical papers will outline engineering technical design and construction alternatives that impact durable concrete structures.
]]></description>
  <pubDate>Mon, 14 Feb 2011 01:10:31 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Workshops-and-Discussion-Forum-Papers/Durability-Workshop-2009/Concrete-Durability---Client-Durability-Requiremen.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">b58b8a66-2e72-4f1a-a66c-23cb69c4aa0c</guid>
  <title> <![CDATA[Achieving Durability In Design - Cracks & Crack Control]]></title>
  <description><![CDATA[There are three stages in the design life where cracking can occur, the plastic stage due to changes in concrete while it is hardening, early age due to changes while concrete cures in the hardened state and long term load induced cracks. Designers generally follow Australian Code requirements for maximum allowable strain in the reinforcement and assumes that will take care of early age strains, and in most concrete it does. However, where fine crack widths are required, or where concrete with a high heat output is used, code requirements alone may be insufficient to control crack widths adequately. Designers also often leave the plastic crack control entirely to the contractor. Unfortunately that may not be the best approach as specifications for mix design have a high impact on the requirements for plastic crack control. This paper considers requirements for all three stages from a design perspective to highlight where additional guidance might be given in Australian codes.]]></description>
  <pubDate>Mon, 14 Feb 2011 01:07:48 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Workshops-and-Discussion-Forum-Papers/Durability-Workshop-2009/Achieving-Durability-In-Design---Cracks---Crack-Co.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">700afa03-9be3-44d8-9c18-23090832a076</guid>
  <title> <![CDATA[Durability Forum - Responses and Recommendations from Workshops Held Around Australia In June 2009 ]]></title>
  <description><![CDATA[These workshops were in themselves a major undertaking but in June 2009 CIA hosted one day durability events in Adelaide, Perth, Brisbane, Sydney and Melbourne. The day was divided into three workshops covering planning, design and construction. At each workshop position papers were presented and then participants were divided into tables to answer questions designed to provide an indication of what the industry currently does and what it wanted for the future. The results of the workshops have been reviewed and conclusions drawn. These are presented here by one author from each workshop but in each case the assessment has been reviewed by at least two people on the committee.]]></description>
  <pubDate>Mon, 14 Feb 2011 01:04:51 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Workshops-and-Discussion-Forum-Papers/Durability-Workshop-2009/Durability-Forum---Responses-and-Recommendations-f.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">cdcde99d-aa5b-4c1a-8759-60021d1e50e1</guid>
  <title> <![CDATA[Comparative Study of Finely Ground Fired Clay Brick and Kaolin Based Fillers]]></title>
  <description><![CDATA[The process of hydrothermal curing or autoclaving is particularly well suited to the utilisation of
industrial by-products in the production of construction materials as it renders some of these waste materials highly reactive. Research findings have demonstrated that when used in combination with Portland cement (OPC) in the industrially important CaO-Al2O3-SiO2-H2O system, finely ground fired clay brick masonry, an aluminosilica rich waste, is suitable for the production of autoclaved construction materials. The use of kaolin clay as a filler in the production of these autoclaved calcium silicate based building products is well established. This paper presents a comparative study of finely ground clay brick industrial waste and kaolin clay used in combination with OPC under autoclaved conditions. The observed variations in compressive strength are discussed in the context of the
presence of critical phases, which were characterised by microstructural and thermal analytical methods.
]]></description>
  <pubDate>Mon, 14 Feb 2011 00:45:09 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Concrete-Forum-Journal/Volume-Two-Issue-Two/Comparative-Study-of-Finely-Ground-Fired-Clay-Bric.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">cc320deb-fafa-4320-b1d4-0dfb87fdfa15</guid>
  <title> <![CDATA[Finite Element Analysis of Thermal Effects and Stresses in the Ann St Ramp]]></title>
  <description><![CDATA[This paper summarises the results of thermal and thermo-structural fi nite element analyses of the
Ann St ramp on Brisbane’s Riverside Expressway. The analyses were undertaken as part of the investigation into the twisting of the ramp that led to its temporary closure. The aim of the work was to establish if the large rotations at the ends of the curved ramp that were observed after a resurfacing operation could be entirely explained by the resurfacing and the environmental conditions at the time. The paper describes the methods and boundary conditions used in the 2D and 3D thermal modelling the ramp. The model was verified by comparing results with measured temperatures and movements collected during the monitoring period while the ramp was closed. After verification it was used to model the resurfacing event. The results of this analysis showed that the observed movements could be completely explained by the thermal effects of the resurfacing and environmental conditions. Further, the stresses that occurred during the resurfacing operation had no lasting effect on the stress distribution in the structure or its capacity.
]]></description>
  <pubDate>Mon, 14 Feb 2011 00:41:40 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Concrete-Forum-Journal/Volume-Two-Issue-Two/Finite-Element-Analysis-of-Thermal-Effects-and-Str.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">489b5a69-d2cc-42e3-8571-fa0bca259133</guid>
  <title> <![CDATA[Pitchstone Fines – A New Naturally Occurring Pozzolan from North Queensland]]></title>
  <description><![CDATA[Global warming presents an ever-challenging battle to humankind, as emissions arising from industrially produced greenhouse gases are predicted to alter the long-term climatic patterns of earth. Harmful environmental emissions arising during the manufacture of Portland cements (C) can be effectively reduced by incorporating siliceous-aluminous based supplementary cementitious materials (SCMs), as partial cement replacements. In Australia, mined pitchstone fi nes (PF), derived as waste material from expandable perlite production, are a viable SCM for reducing cement consumption using an eco-friendly approach. This paper reports on the results of an experimental investigation into the pozzolanic activity of PF. Up to 40% cement was replaced with PF in mortar mixes. In addition, PF was used to partially replace sand. Strength activity index (SAI) values for PF were evaluated using accelerated 28-day compressive strengths for all PF substitution levels, with flows and wet densities of mortar mixes reported.]]></description>
  <pubDate>Mon, 14 Feb 2011 00:38:33 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Concrete-Forum-Journal/Volume-Two-Issue-Two/Pitchstone-Fines-–-A-New-Naturally-Occurring-Pozzo.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">407111ca-955e-4fcc-9147-89ed3fda60d5</guid>
  <title> <![CDATA[Evaluation of In-situ Concrete Strengths for Post-Tensioning of Concrete Slabs]]></title>
  <description><![CDATA[Post-tensioned concrete is commonly used for the construction of suspended slabs in buildings. This
construction method has widespread use as a result of increased construction efficiency and reduced floor height. One of the continued challenges associated with this construction method is the accurate assessment of in-situ concrete strength prior to initial and final stressing of the post-tensioning strands. There are many factors that influence early age mechanical properties of concrete including compressive strength development. In order to reduce the number of variables to be considered in design, early age compressive strength is most often specified as the requirement for concrete in post-tensioned construction. Apart from the grade of concrete, the most important factor influencing
early age compressive strength is the concrete temperature. Accurate assessment and adequate early age in-situ concrete strength are critical for construction efficiency and satisfactory anchorage performance. This paper presents results from research of two concrete mixes supplied to two building projects over a 16-month period covering two winter seasons in Sydney. In this investigation, real-time in-situ concrete temperatures in post-tensioned slab are simulated in a temperature matched
curing tank in a laboratory.]]></description>
  <pubDate>Mon, 14 Feb 2011 00:35:02 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Concrete-Forum-Journal/Volume-Two-Issue-Two/Evaluation-of-In-situ-Concrete-Strengths-for-Post-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">c5ece4a6-4fc6-4932-868c-a6cb9eebe77e</guid>
  <title> <![CDATA[Concrete Forum Vol2 Issue2]]></title>
  <description><![CDATA[Concrete Forum is the official fully refereed journal of Concrete Institute of Australia. Concrete Forum is published biennially, during the Institute’s Biennial Conference year and is issued  to Members as a supplement in a special edition of the Institute’s quarterly keystone publication Concrete In Australia. ]]></description>
  <pubDate>Mon, 14 Feb 2011 00:24:22 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Concrete-Forum-Journal/Volume-Two-Issue-Two/Concrete-Forum-Vol2-Issue2.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">37fe2d2b-21ab-4b34-95e5-f73736bdef2d</guid>
  <title> <![CDATA[Corrosion Propagation of Reinforced Concrete in Marine Environment]]></title>
  <description><![CDATA[A major laboratory and field study on the corrosion behaviour of reinforced concrete in a marine tidal exposure has been undertaken by CCAA and CSIRO since 2001. The study focuses on the quantification of the steel corrosion through the various stages of service life of reinforced concrete structure. This paper reports the interim results of this on-going research. Small reinforced concrete slabs were cast from six concrete mixes. Concrete were made with three cements, each at two
water-to-cement ratios. 
]]></description>
  <pubDate>Mon, 14 Feb 2011 00:22:32 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Concrete-Forum-Journal/Issue-One/Corrosion-Propagation-of-Reinforced-Concrete-in-Ma.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">d7175171-5fe5-40eb-bdc5-0ec1ddefef03</guid>
  <title> <![CDATA[Long-Term Drying Shrinkage Measurements of Concretes made with Slag-blended Cements]]></title>
  <description><![CDATA[This paper presents an extensive study conducted to distinguish the factors that affect the long-term drying shrinkages of concrete containing blended cements (Type GB). Altogether 28 concrete mixes were tested up to 182 days for drying shrinkage and compressive strengths. The mixes were based on a typical Grade 32 concrete with 80 mm slump. The mixes included two types of cements (Type GP and SL) and four types of supplementary cementitious materials, namely, three types of slag and one type of fly ash. Type GB ratios of 35/65, 50/50 and 65/35 were tested. In addition to the standard tests, a modified shrinkage test was also carried out to measure the shrinkages between 0, 1, 3 and 7 days. Results show that very large strains occur between 0 and 1 day in all the concretes. Concretes containing slag exhibited expansion strains between 0 and 7 days. No appreciable expansions were observed in concretes made with Type GP cement only or with GP/fly ash blends. Based on the results, the paper questions the appropriateness of specifying standard shrinkage tests for concretes
containing slag-blended cements.
]]></description>
  <pubDate>Mon, 14 Feb 2011 00:18:16 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Concrete-Forum-Journal/Issue-One/Long-Term-Drying-Shrinkage-Measurements-of-Concret.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">3b6533d4-9d69-478f-9af7-627829cbf067</guid>
  <title> <![CDATA[Early Age Restrained Shrinkage Strains in Slabs and Standard Drying Shrinkage Strains]]></title>
  <description><![CDATA[Crack prevention is often a critical parameter in the design and construction of ground and suspended concrete slabs. Often when the degree of restraint is high, uncontrolled cracking can influence the serviceability of a structure. Designers often use the specification of maximum values for standard 56-day drying shrinkage strains in an attempt to control cracking of concrete pavements. Previous research6,7 has shown that the development of tensile stresses, and hence the increased risk of crack formation and propagation, is linked to events that take place in the first four to six hours after placement. Other work has shown that the results from the AS1012.132 drying shrinkage test can be more variable than those for compressive strength data.8 In this paper, the results from an experimental program involving the construction and instrumentation of five slabs, made using
concrete with nominal 56-day drying standard shrinkage strains ranging from 450 microstrain to 800 microstrain, are reported. The aim was to investigate the relationship between early age shrinkage, which is not measured in the standard drying shrinkage test, standard 56-day drying shrinkage strain values and actual strains in slabs.
]]></description>
  <pubDate>Mon, 14 Feb 2011 00:13:59 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Concrete-Forum-Journal/Issue-One/Early-Age-Restrained-Shrinkage-Strains-in-Slabs-an.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">629090c3-1e48-4833-b879-7745f19bda78</guid>
  <title> <![CDATA[Bridge Girders:Strength at Transfer,Transmission & Development Length, De-bonding & Detailing]]></title>
  <description><![CDATA[Design of pretensioned prestressed concrete flexural members such as precast bridge girders has particular requirements that differ from post-tensioned prestressed concrete design. This paper examines strand transmission length, strand development length, de-bonding of strands and concrete
strength at transfer in short-span applications as they relate to the achievement of flexural member capacity. The length required to develop the tensile capacity of strand is much greater than the transmission length nominated in earlier Australian design codes. Recognition of this fact is now provided for in the Bridge Design Code AS 5100.5 and the soon to be published revised AS 3600. It has also been shown that local de-bonding of strands for the purpose of controlling stress at transfer
reduces both shear and moment capacity. This can result in cracks penetrating to the strand causing anchorage to be reduced or even destroyed. Presented also in this paper is guidance on a methodology for the rational design for de-bonding. With increasing size and complexity of precast prestressed concrete in infrastructure, it is timely to also revisit the subject of design detailing and its economic influence on the manufacture of precast elements.
]]></description>
  <pubDate>Mon, 14 Feb 2011 00:09:09 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Concrete-Forum-Journal/Issue-One/Bridge-Girders-Strength-at-Transfer,Transmission--.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">0682275c-9ab2-4b11-9265-8fd78cdb8fc1</guid>
  <title> <![CDATA[Autoclaved Alumina-silica Rich Industrial Waste Cement Systems Incorporating Reactive Magnesia]]></title>
  <description><![CDATA[The utilisation of industrial waste products as supplementary cementitious materials to produce blended Portland cement has increased worldwide in recent years. This study aims to investigate physical and mechanical properties of the addition of claybrick waste and reactive magnesia (MgO) as a low-emission alternative to ordinary Portland cement (OPC) binders in autoclaved calcium silicate based building products. The addition of clay-brick waste was found to be beneficial for drying
shrinkage reduction but had an adverse effect on strength development. The addition of reactive MgO also showed a decrease in compressive strength but had some positive effects on bulk density. For the combined addition of clay-brick waste and magnesia an apparent synergy was observed which has been explained by the complementary physical and chemical effects.
]]></description>
  <pubDate>Mon, 14 Feb 2011 00:02:47 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Concrete-Forum-Journal/Issue-One/Autoclaved-Alumina-silica-Rich-Industrial-Waste-Ce.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">c667916b-454b-4c57-b579-796baeaa2125</guid>
  <title> <![CDATA[Instantaneous and Time-dependent Deflection of Reinforced Concrete Flexural Members]]></title>
  <description><![CDATA[This paper describes the behaviour of reinforced concrete beams and slabs under sustained service loads and outlines reliable techniques for modelling the various factors that affect in-service deflection. The effects of concrete cracking, tension stiffening, creep and shrinkage on cross-sectional stresses and deformation are considered in the modelling, together with the effects of reinforcement quantity and position. The proposed method for deflection calculation is illustrated by example and a
comparison between the calculated and measured instantaneous and time-dependent deflections is presented for a reinforced concrete one-way slab subjected to sustained service load.
]]></description>
  <pubDate>Sun, 13 Feb 2011 23:58:47 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Concrete-Forum-Journal/Issue-One/Instantaneous-and-Time-dependent-Deflection-of-Rei.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">edb8b940-798b-49b8-8950-1d447e2a8b7b</guid>
  <title> <![CDATA[Concrete Forum Vol1 No1]]></title>
  <description><![CDATA[Concrete Forum is the official fully refereed journal of Concrete Institute of Australia. Concrete Forum is published biennially, during the Institute’s Biennial Conference year and is issued  to Members as a supplement in a special edition of the Institute’s quarterly keystone publication Concrete In Australia. ]]></description>
  <pubDate>Sun, 13 Feb 2011 23:55:09 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Concrete-Forum-Journal/Issue-One/Concrete-Forum-Vol1-No1.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">675b8178-895a-4f3f-a2b7-b6f2e89110a6</guid>
  <title> <![CDATA[Production And Properties Of Lightweight Concrete]]></title>
  <description><![CDATA[The work presented in this paper was conducted to study mechanical, physical, acoustic and thermal properties of lightweight aggregate concrete. Aerated concrete was also produced and tested. Aluminium powder was used to generate air bubbles in aerated concrete. In order to study the main properties of lightweight concrete, four groups of different lightweight concretes with a total number of thirteen mixes were prepared and investigated. The measured properties include density, compressive strength, flexural strength, bond strength, splitting strength, modulus of elasticity, Poisson's ratio, stress-strain relationship, and deflection. The study also includes measurements of sound absorption coefficient, sound insulation, thermal expansion, thermal conductivity, and effect of heat on the compressive strength of different concrete mixes. The test results showed that lightweight concrete with a density in the range of 1412 to 2152 kg/m3 and compressive strength up to 32 MPa was successfully produced using local materials in Egypt. ]]></description>
  <pubDate>Sun, 13 Feb 2011 23:20:30 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Properties-and-Materials/Production-And-Properties-Of-Lightweight-Concrete.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">fe147099-b710-4ca1-8b0c-f79ef3cae32e</guid>
  <title> <![CDATA[Mechanochemistry Synthesis of Composite Binder From Industrial Wastes]]></title>
  <description><![CDATA[The Siberian State University of Industry (SSUI) in association with the Siberian branch of the Russian Academy of Sciences (SBRAS) has created a new composite binder consisting of high calcium fly ash from the Abakan thermal power plant, used molding sand mixture ("burnt" sand) from foundry, Abakanvagonmash, and waste product from the Yurga abrasion plant. Fly ash contains up to 40% SiO2 and 35% CaO including above 15% free CaO. The used sand mixture includes above 90% SiO2, mostly in the amorphous state. The waste product of the abrasion production (high alumina product) contains 80% and more Al2O3. Grinding ash, sand and high alumina product (HAP) together by means of mechanochemical activation in planetary ball mills to the fineness of 750 m2/kg and using heat treatment of the materials produced a binder with a compressive strength above 50 MPa at 28 days. The mixture proportions of the binder were as follows: 80% fly ash, 10% burnt sand and 10% HAP. As a result of this processing, above 60% free CaO interacts with the amorphous SiO2. The creation of the binder from industrial wastes gives both economic (its cost is 2 times lower that of portland cement) and ecological benefits, eliminating landfills and reducing CO2 discharge into the
atmosphere (the production of a ton of cement discharges above 0.5 ton CO2).
]]></description>
  <pubDate>Sun, 13 Feb 2011 23:16:05 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Properties-and-Materials/Mechanochemistry-Synthesis-of-Composite-Binder-Fro.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">d54de63f-4537-459c-84b3-8b12bc2537b1</guid>
  <title> <![CDATA[Mechanical Properties And Durability Aspects of High- Volume Fly Ash Porous Concretes]]></title>
  <description><![CDATA[Environmentally friendly porous concrete has been increasingly applied in concrete structures in river or seashore in Japan. From the viewpoint of biological habitat existence, the porous concrete is required to have a lower calcium hydroxide content and a continuous pore structure. For this purpose, high-volume fly ash porous concrete with the replacement percentage of cement by fly ash of 25% and 50 % was investigated. Also, two different types of aggregates, crushed quartzite stone and crushed green tuff one, were used for making the porous concrete. From the results of the experiment, it was clarified that the high replacement percentage of cement by fly ash in porous concretes was effective in increasing the compressive strength at long-term ages, and in decreasing the content of calcium hydroxide due to the pozzolanic reaction of fly ashes. Furthermore, it was confirmed based on the results of exposure test at seashore that the high replacement percentage of cement by fly ash could also improve the resistance of porous concrete to the seawater attack to a significant degree.]]></description>
  <pubDate>Sun, 13 Feb 2011 23:13:38 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Properties-and-Materials/Mechanical-Properties-And-Durability-Aspects-of-Hi.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">0e12b61b-fb24-4a65-9711-e917d06b5f34</guid>
  <title> <![CDATA[Early Age Properties of Self-Cured Concrete]]></title>
  <description><![CDATA[Self-curing concrete is a new concept on curing which has emerged within the last 5 years where an internal, polymer based curing admixture can be used, eliminating the external curing procedure. In order to investigate the feasibility of this method and to develop sufficient technical background in this area, a research project has been carried out at the University of New South Wales. Results for different curing methods including a water based hydrocarbon resin curing membrane and an Internal Curing Admixture (ICA) with a high solids content (64%) are presented in this paper. Mixes with several different binder types namely, opc, opc/flyash and opc/slag were investigated in the laboratory and in the field. With ICA, a more dense microstructure was observed. Reduced porosity, permeability, water absorption and improved compressive strength developments were also recorded. ICA performed similar to a good quality curing membrane. Recent comparative field trials on typical concrete slabs cured by ICA and other methods confirmed the results obtained in the laboratory investigation.]]></description>
  <pubDate>Sun, 13 Feb 2011 23:11:32 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Properties-and-Materials/Early-Age-Properties-of-Self-Cured-Concrete.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">18fb16b5-9398-4a22-9220-131182f095ff</guid>
  <title> <![CDATA[Towards Sustainable Construction In Concrete]]></title>
  <description><![CDATA[The construction industry makes a huge contribution to our quality of life. Buildings and structures shape our nation and provide the infrastructure for society to grow and develop. But in their construction, use, maintenance, repair, refurbishment, demolition and disposal they currently generate waste and consume energy and resources on a scale that is excessive and unsustainable. It is estimated that approximately 40% of the annual global consumption of materials and energy goes into buildings.[1] This paper briefly outlines some of the environmental, social and financial benefits resulting from more sustainable buildings and discusses issues driving the building industry in Australia towards sustainability. Methods for improving the environmental impact of buildings are given with examples of how concrete, a major construction material, can contribute to realising a more sustainable future.]]></description>
  <pubDate>Sun, 13 Feb 2011 23:07:31 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Sustainability/Towards-Sustainable-Construction-In-Concrete.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">12a5ecc4-105c-433f-a061-a7e9e4ff757d</guid>
  <title> <![CDATA[Life Cycle Assessment – Towards Sustainability]]></title>
  <description><![CDATA[There is a clear and definite commitment by the Australian Government to ensure that the construction industry moves towards ecological sustainability. There is an increasing awareness among practitioners (designers and builders) that there are many environmental issues that need to be considered in the design, construction and operation of buildings to ensure that the built environment is sustainable. This paper presents an overview of LCA methodology and discusses its relevance and application in the construction industry.]]></description>
  <pubDate>Sun, 13 Feb 2011 23:05:19 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Sustainability/Life-Cycle-Assessment-–-Towards-Sustainability.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">482b9629-04a0-4a20-a405-dbca4e1bbeb6</guid>
  <title> <![CDATA[Marine Exposure of High-Strength Lightweight Concrete]]></title>
  <description><![CDATA[An extensive laboratory program was initiated in the early 1980’s to develop high-strength lightweight concrete for use in offshore oil and gas structures in severe marine environments. From the results of that development program, four mixtures were chosen to be evaluated under field conditions. Large prisms (305 by 305 by 914mm) of each mixture were placed in the tidal zone at the U.S. Army Corps of Engineers Severe Weather Exposure Station on the border between Canada and the United States. The mixtures used an expanded slate aggregate from the USA and a pelletized clay aggregate from Japan. All mixtures contained silica fume and had total binder contents from 494 to 556 kg/cu m with water-binder ratios of 0.28 by weight. The concrete densities varied from 1800 to 1990 kg/cu m with 90-day strengths from 60 to 73 MPa depending on the mixture. The prisms underwent annual visual and non-destructive evaluations. After 10-years exposure in the tidal zone, the prisms were removed to the laboratory where they were examined for strength, robustness and chloride ion penetration. The paper reports the results of the program. In general, the overall performance was very good.]]></description>
  <pubDate>Sun, 13 Feb 2011 23:02:24 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Sustainability/Marine-Exposure-of-High-Strength-Lightweight-Concr.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">21b0c815-9df0-4068-ba3b-ad2129f14fc8</guid>
  <title> <![CDATA[Repair and Maintenance of Berth No 6, Port of Portland]]></title>
  <description><![CDATA[A detailed investigation in 1997 revealed significant deterioration of the wharf above low water level. There was extensive spalling of cover concrete associated with corrosion of embedded steel reinforcement. It was established that chloride ion penetration beyond the level of the steel reinforcement had substantially affected the wharf, in particular the front, rear and side areas. The wharf was in increasing use for general cargo and it was necessary to maintain its structural integrity for this purpose, although the longitudinal crane beams were of no concern, as the berth was no
longer required to handle containers. Port staff started structural concrete repairs on the fender wall and transverse beams, but it soon became evident that the work was extensive enough to warrant an integrated repair and protection contract for the whole wharf.
]]></description>
  <pubDate>Sun, 13 Feb 2011 22:58:47 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Repair-and-Protection/Repair-and-Maintenance-of-Berth-No-6,-Port-of-Port.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">38f025fa-6605-4f82-b150-92ccba79df99</guid>
  <title> <![CDATA[Cathodic Protection of Concrete, Prefabricated Floor Elements.]]></title>
  <description><![CDATA[Cathodic protection is a technique for protecting metal against corrosion that dates back as far as the early part of the nineteenth century. This technique is applied large scale, particularly on steel structures in seawater, on buried pipeline systems and storage tanks and on ships. Since the early seventies, the use of this technique has also been ’discovered’ for the benefit of reinforcing steel in concrete structures. The so-called concrete cover protects the steel reinforcement in concrete structures, primarily. This envelops the reinforcement and creates a protective (alkaline) environment in which the (passivated) steel, as a rule, won’t corrode. However, because of external effects (for example, carbonation and the ingress of chlorides) and/or because of flaws during production (for example, a concrete cover of substandard quality and/or size, the mixing-in of chlorides), this
primary protection may, in the end, turn out to be unsatisfactory. The reinforcement is no longer protected and may, if water and oxygen are present in sufficient amounts, begin to corrode. In several cases whereby the primary corrosion protection is found to be wanting, cathodic protection offers an alternative for providing additional protection. In this paper, the basic principles of cathodic protection will be discussed, after which a possible application will be considered for prefabricated concrete floor elements with mixed in chlorides.
]]></description>
  <pubDate>Sun, 13 Feb 2011 22:56:05 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Repair-and-Protection/Cathodic-Protection-of-Concrete,-Prefabricated-Flo.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">42af7ea3-dd9e-4611-8101-e83157bea3f3</guid>
  <title> <![CDATA[Cathodic Protection to Maritime Concrete Structures]]></title>
  <description><![CDATA[Maritime concrete structures are located in aggressive environment where parts of the structure are exposed to microenvironments that are highly conducive for reinforcement corrosion. The resulting progressive damage, exhibited as concrete spalling, then becomes a major maintenance concern for the structure owners. Cathodic protection (CP), if adequately designed, installed and operated, is accepted world-wide to provide a long-term remedial solution to the deteriorated and damaged concrete structures. This paper briefly discuses the background to CP, where CP should and should not be applied, the recent developments in CP, and a CP case study. The structure selected for the CP case study is the Ulladulla Jetty at Ulladulla harbour, located approximately 200 km south of Sydney. The jetty consists of driven steel H-section piles; supporting cast in-situ reinforced concrete pile caps; cast in-situ reinforced concrete headstocks resting on the pile caps; precast concrete inner and edge beams which span between the headstocks; and a cast in-situ deck. The headstocks and the edge beams showed severe cracking, rust staining and spalling. Following extensive investigation and consideration of available repair options, a decision was taken to install an impressed current CP system to steel H-piles, pile caps, headstocks and edge beams, and to apply silane sealer to the inner beams. The installation and monitoring of on-going performance of the CP system are included in this paper.]]></description>
  <pubDate>Sun, 13 Feb 2011 22:51:36 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Repair-and-Protection/Cathodic-Protection-to-Maritime-Concrete-Structure.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">5817d7db-ed58-46fc-b6e2-35217a6178d7</guid>
  <title> <![CDATA[Sacrificial Cathodic Protection of RC & Prestressed Structures - Thermally Sprayed Aluminium Alloy]]></title>
  <description><![CDATA[An intensive research and development program was funded by the United States Federal Highway Administration (FHWA) in 1994 to develop new sacrificial anode materials for cathodic protection of reinforced and prestressed concrete bridge substructures. As part of this research effort a new galvanic anode was developed for corrosion control. The study identified an Aluminum-Zinc-Indium (Al-Zn-In) alloy that is capable of providing improved cathodic protection to steel embedded in chloride contaminated concrete. The anode is applied to concrete structures using electric arc spray equipment to form a galvanic coating. The anode has demonstrated in both field and laboratory
testing to provide a degree of cathodic protection that is superior to thermally sprayed zinc. Several installations have been completed in marine environments. In these installations the thermal spray contractors realized a production rate of 10-15 m2 per hour. High bond strength was evident, and the level of protection on the reinforcing steel exceeded the 100-mV polarization development criterion for cathodic protection of steel-in-concrete. Since the anode is a galvanic system, no monitoring or maintenance is required. Visually the anode coating has a grey-silver color similar to concrete. Based on predicted consumption rates the aluminum alloy can be expected to provide a reasonable life expectancy of 10-15 years before touch-up reapplication is required.
]]></description>
  <pubDate>Sun, 13 Feb 2011 22:46:05 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Repair-and-Protection/Sacrificial-Cathodic-Protection-of-RC-Prestresse.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">f3b1ace1-f0df-435c-9aa7-a6020478ad8e</guid>
  <title> <![CDATA[Precast Concrete Cladding In Multi-Storey Buildings]]></title>
  <description><![CDATA[With the rise of Post-modern architecture in the 1980s, an interest in replicating traditional load-bearing stonework led to the development of precast concrete finished to simulate natural stone. Once relegated to occasional limestone details, stone simulating precast is increasingly being used as cladding material in buildings. Today, precast concrete has the ability to simulate limestone, granite, marble, travertine, quartz, dolomite, and split face rock. More architects also prefer designing with precast concrete, since it is less expensive to purchase and erect than stone. Concrete can be economical for intricate sculptural elements such as finials and cornices that must be carved form natural stone blocks. Precast is also gaining advocates among architects and owners concerned about liability connected with falling stone [1].]]></description>
  <pubDate>Sun, 13 Feb 2011 22:40:41 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Precast/Precast-Concrete-Cladding-In-Multi-Storey-Building.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">ebbd48c0-d1e0-4c86-90ae-7f203fcfd036</guid>
  <title> <![CDATA[Acoustic Performance of Concrete Panel Walling]]></title>
  <description><![CDATA[Concrete panels are becoming increasingly popular as a walling solution for a variety of applications from residential units through to commercial and industrial buildings because of their economy and speed of construction. However no systematic testing to establish their acoustic performance has been carried out in Australia since the early seventies. The need to establish the acoustic performance of concrete-based walling systems is essential in order that concrete can continue to provide both an acceptable and affordable walling solution. This paper outlines recent research funded by the Cement and Concrete Association of Australia and conducted by the CSIRO to establish the acoustic performance of various concrete-panel based walling systems. This paper discusses some of the research findings and how they can be used in establishing acoustic design parameters for concrete panel walling systems. Overall, the results confirm that walls built of concrete panels provide good acoustic performance even at low frequencies, and that the performance exceeds the current BCA requirements. It should also be possible to design wall systems that satisfy any more stringent requirements imposed in the future.]]></description>
  <pubDate>Sun, 13 Feb 2011 22:38:10 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Precast/Acoustic-Performance-of-Concrete-Panel-Walling.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">12be11b9-2a1a-41e0-b61a-e9249d2b0618</guid>
  <title> <![CDATA[Developments of Architectural Precast Concrete in Europe]]></title>
  <description><![CDATA[Architectural precast concrete has evolved towards a high quality building material, offering a range of top quality finishes such as limestone or granite, complex brick work detailing and masonry profiles reproduced in reconstructed stone. It is mainly used for facades of all sorts of buildings: apartments, offices, commercial buildings, etc. The development of architectural concrete cladding has not been the same in the different European countries, both with respect to architectural style and market development. In the Nordic countries, architectural concrete has been mainly used for flat sandwich panels, whereas in the more Western part of Europe the applications are rather dealing with expressive architectural single skin cladding for more luxurious facades. Also the market penetration has been quite different, especially for the prestigious applications. The use of refined concrete facade panels started already in the seventies in Belgium, The Netherlands, France and UK. In other countries, the use of more complex architectural cladding came later, for example in Germany, Norway, and Sweden. Today, Finland is practicing a more sober architecture, on line with Modernism. In the following, we will concentrate on the latest evolutions in the façade concept and the production techniques.]]></description>
  <pubDate>Sun, 13 Feb 2011 22:35:25 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Precast/Developments-of-Architectural-Precast-Concrete-in-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">60c63ad1-cd4b-4fc8-b762-e32c17533b63</guid>
  <title> <![CDATA[The Influence of Soil Structure Interaction on The Design of a Buried Arch Culvert]]></title>
  <description><![CDATA[The Barcoo Outlet project in Adelaide was won by Baulderstone-Hornibrook with an innovative alternative design, prepared by Connell-Wagner, requiring the construction of an arch culvert over 700 m long. Reinforced Earth successfully tendered for design and supply of the precast culvert with an alternative design based on their TechSpan system. The influence of soil-structure interaction was considered in the design of both the arch and the precast raft base to achieve economies in the section design, and to check the performance of the structure for varying foundation conditions and fluctuating hydraulic loads. This paper describes the arch design process, which included both two and three dimensional finite-element analysis for the culvert cross section design, and to check the effect of differential longitudinal loading and foundation conditions. Included in the data presented is a comparison of finite element analysis results with the classical “beam on elastic foundations” theory, and recommendations for procedures to be used in the analysis of deep raft foundations.]]></description>
  <pubDate>Sun, 13 Feb 2011 22:33:08 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Precast/The-Influence-of-Soil-Structure-Interaction-on-The.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">f1583e17-6c1a-4c3b-9bf5-433c9d5aab4c</guid>
  <title> <![CDATA[Durability of Precast Veneer Panels]]></title>
  <description><![CDATA[Concern has been expressed by a number of specifying engineers and architects as to the suitability of veneering of precast concrete façade panels. This has come about because of a number of reported cases of delamination and spalling of existing panels. Further, it is generally assumed that bond can only be achieved if the second layer of concrete is placed onto the first layer while it is still fresh. It follows from this that delamination occurs as a result of delays in the placing of one layer of concrete onto the other. This paper presents the findings of a study into the suitability of veneering as a technique for constructing precast concrete façade panels. This study is in two parts, a review of the performance of a number of buildings with a veneered precast façade, as well as laboratory testing to determine the effects of timing on the bond of veneers. The results show that sufficient bond can develop between the veneer and the backing concrete when the delay between the casting of the veneer and the backing concrete is up to 2.5 hours.]]></description>
  <pubDate>Sun, 13 Feb 2011 22:29:02 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Precast/Durability-of-Precast-Veneer-Panels.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">7ce0e119-b872-474b-9b2e-60a552c5b0e3</guid>
  <title> <![CDATA[Structural Precast Concrete - A Melbourne Perspective]]></title>
  <description><![CDATA[Precast concrete construction has managed to remain the least understood of the major forms of multi-storey building construction. This is partly due to the fact that trainee engineers are not exposed to the design requirements and benefits of precast concrete as part of their education. This paper is designed to give further insight into the benefits of structural precast concrete design and construction, and its use in Melbourne, with particular emphasis on skeletal frame structures.]]></description>
  <pubDate>Sun, 13 Feb 2011 22:26:49 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Precast/Structural-Precast-Concrete---A-Melbourne-Perspect.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">b2ab3d2b-abca-4f53-ba58-99e763c79466</guid>
  <title> <![CDATA[the Development of Precast Concrete Segments for Tunnels]]></title>
  <description><![CDATA[For tunnels constructed in soft ground by shield or tunnel boring machine (TBM), the tunnel lining will be formed with precast concrete segments or in the case of a thrust bore by precast concrete pipe sections. The demands imposed on the design and performance of precast concrete segments have increased with the rapid development of tunnelling techniques. With each successive development of such techniques, greater demands are placed on the tunnel industry to build larger tunnels under increasingly more onerous conditions. The specifications for precast concrete segments are therefore equally demanding in terms of strength, durability, watertightness and geometric tolerances. The first tunnel segmental lining was used in the 19th century and was made of grey cast iron. The development of precast concrete linings was prompted by the Second World War when there was a shortage of iron. The early concrete segments were modelled on the cast iron ones and the paper describes the development of precast concrete segments through to their current use.]]></description>
  <pubDate>Sun, 13 Feb 2011 22:23:49 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Precast/the-Development-of-Precast-Concrete-Segments-for-T.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">d951d198-fa26-4d44-a6bc-16b636f438c7</guid>
  <title> <![CDATA[Canning Dam Remedial Works, World.s Largest Permanent Ground Anchors]]></title>
  <description><![CDATA[Canning Dam is one of Perth’s major water supplies, and was well below currently acceptable safety standards. Structural Systems Limited has just completed upgrading the safety of the dam, installing almost 13km of the worlds largest capacity and longest permanent rock anchors. The advantages of an anchored solution include that it doesn’t outwardly change the dam’s appearance, and is
often an economical and technically acceptable solution. Heritage issues often play an important consideration in engineering solutions; the use of permanent anchors is sensitive to this constraint.
Prior to around 1980, the level of corrosion protection applied to .permanent. anchors was rudimentary by today’s standards. Testing has shown that at the interface of load transfer, significant grout cracking occurs and without a suitable impermeable barrier the highly stressed strands are vulnerable to accelerated corrosion through contact with water, oxygen and dissolved chemicals. Chloride ions are especially aggressive to the highly stressed strands and the working life of an anchor can be seriously jeopardised without appropriate defences. The importance of the bond length
sheathing is now very clear, and the earlier anchors installed without suitable protection, should now be considered as temporary, and having an uncertain life expectancy.
]]></description>
  <pubDate>Sun, 13 Feb 2011 22:19:13 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Construction/Canning-Dam-Remedial-Works,-World-s-Largest-Perman.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">cb98d9cc-5613-4604-9b79-7917d57d9d04</guid>
  <title> <![CDATA[The Leakage Stop of Concrete Settlement Joints in a Subway Station Using Rubber Belts]]></title>
  <description><![CDATA[During the construction of Shanghai 1# metro, leakage problems were occurred in almost all the concrete joints between the main structure and passage and side tunnels due to the settlement difference and incorrect installation of rubber belt. Ordinary  Slurry  injection  and  installation  of  belt  usually  could  not  manage  leakage  problems  completely.  A comprehensive technology including the installation of internal changeable rubber belt, polymer injection and fillers are studied for leak-proof management, Demonstration projects indicate that leakage problems due to settlement difference between structures could be effectively prevented with this technology.]]></description>
  <pubDate>Sun, 13 Feb 2011 22:15:54 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Construction/The-Leakage-Stop-of-Concrete-Settlement-Joints-in.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">12017ee8-e7f5-4ccb-81cd-72dac669f128</guid>
  <title> <![CDATA[Dacey Todman Tunnel . Eastern Distributor]]></title>
  <description><![CDATA[The recently completed Eastern Distributor toll road forms a motorway connection from the end of the Cahill Expressway at Woolloomooloo through to the Kingsford Smith Airport at Mascot. The project includes a rock tunnel through Eastern Sydney from Woolloomooloo to Drivers Triangle, southern tunnel approaches at Moore Park Road, Anzac Parade and South Dowling Street, a depressed motorway along parts of South Dowling Street beside Moore Park and a cut and cover tunnel towards the southern end of South Dowling Street known as the Dacey Todman Tunnel. The Dacey Todman Tunnel is a 600m long dual carriageway cut and cover structure built in one of the most tightly constrained areas of South Dowling Street. The tunnel provides two northbound and southbound lanes running directly below and essentially parallel to South Dowling Street. The structural form comprises external diaphragm walls and a central row of cast-in-place piles supporting a precast roof deck with a reinforced concrete base slab designed to resist uplift due to ground water. The tunnel was built using the top down construction method with the roof deck acting as a prop for the external diaphragm walls during tunnel excavation. This paper discusses some of the more interesting aspects of the design of the tunnel which forms an integral part of this award winning project.]]></description>
  <pubDate>Sun, 13 Feb 2011 22:13:52 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Construction/Dacey-Todman-Tunnel---Eastern-Distributor.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">b8dd8456-2458-4405-8fa8-02bb20b8d350</guid>
  <title> <![CDATA[The Kwinana Freeway Interchanges and Extension Project Management and Programming Issues]]></title>
  <description><![CDATA[The $132 million Kwinana Freeway Interchanges and Extension Project included 35km of freeway and roadworks, 12 bridges, 3 rail tunnels and 7 pedestrian underpasses. Large, complex projects require specific management strategies that differ from small scale construction operations. Ensuring that project objectives, organisational structure, programming, construction techniques and control systems are optimized is ultimately important in achieving successful outcomes. This paper discusses the construction achievements for a project of this size and complexity, and management and programming issues to ensure turnover was achieved within the tight construction period.]]></description>
  <pubDate>Sun, 13 Feb 2011 22:09:16 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Construction/The-Kwinana-Freeway-Interchanges-and-Extension-Pro.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">59b5e327-9347-41f7-b962-65885982e695</guid>
  <title> <![CDATA[Kwinana Freeway Bridge Abutments . Value Adding Through Innovation and Partnering]]></title>
  <description><![CDATA[The abutments for Perth.s Kwinana Freeway extension bridges are believed to be a World.s first, in the combination of integrated Reinforced Earth abutments with full height pre-cast facing panels. This combination allowed bridge spans to be minimized whilst maintaining simple and rapid erection procedures and a high quality finish matching in-situ structures on earlier sections of the Freeway.
The original concept was developed for Thiess Contractors by the project designers Breuchle Gilchrist & Evans. The Reinforced Earth Company successfully tendered for the supply contract with a revised design providing further savings in cost and ease of construction. The final design required detailed consideration of the interaction of construction and bridge loading on the facing panels and the reinforced soil abutment as a whole. The process was brought to a successful conclusion through cooperation between the three parties involved. This paper describes the design and construction of this project and considers the advantages and limitations of this form of construction.
]]></description>
  <pubDate>Sun, 13 Feb 2011 22:07:04 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Construction/Kwinana-Freeway-Bridge-Abutments-Value-Adding-Th.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">dd810ada-1594-453d-8e13-5c041b1a6e5b</guid>
  <title> <![CDATA[Design of Long Span Precast Concrete Bridges For The Kwinana Freeway Interchanges and Extension]]></title>
  <description><![CDATA[The Kwinana Freeway Interchanges and Extension Project, extending over 35 kilometres from Berrigan Drive to Safety Bay Road, was awarded to Thiess late in 1999 and was designed and constructed within 20 months and to budget. The structural component for this $166 million Main Roads infrastructure project, designed by Bruechle Gilchrist & Evans, includes twelve bridges, seven principal shared path underpasses and three rail tunnels. Long span, wide, pretensioned, precast concrete composite trough beams satisfying the strict technical and aesthetic requirements of the Scope of Works and Technical Criteria provide the structural solution for the bridges. The cost
effective, structurally efficient, innovative design approach allows for bridges of varying span and width, and varying structural depth. Architecturally shaped bifurcated columns support pairs of beams and create a simple aesthetic pier line. Semi spill-through .Reinforced Earth. abutments employing full height concrete panels, curved in plan, maintain uniformity in construction theme with earlier structures provided on the Freeway. Concrete columns formed behind the facing panels provide an innovative support system, offering considerable savings in construction time and cost. This paper describes the aesthetic and technical decisions that contributed to the successful and innovative designs for the structures on this project.
]]></description>
  <pubDate>Sun, 13 Feb 2011 22:04:40 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Construction/Design-of-Long-Span-Precast-Concrete-Bridges-For-T.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">bcdea6b4-5017-42e8-944b-2dfa045e3adf</guid>
  <title> <![CDATA[Residential Paving On Highly Reactive Soils]]></title>
  <description><![CDATA[Adaptable housing and access to housing for people with disabilities has identified a new challenge for the designer of residential paving on highly reactive soils. No longer is it acceptable to design the paving to move relative to the house, as a fixed relationship between the house and the paving is required to enable these people to gain access (in case of wheel chair access, no step is permitted). In addition the paving must remain serviceable for people using wheel chairs and mobility aids (eg walking frames). Segmented paving distorts and separates while traditional unreinforced concrete tends to form steps at the joints or cracks badly. Both styles move relative to the building due to swell and shrinkage of expansive soil, giving unacceptable changes of level between the building and paving at entrances. The South Australian Housing Trust has trialed a reinforced concrete paving pinned to the footing. Detailed levels were taken over a three year period to determine the movement that occurred on site and to monitor the performance of the paving. Details of the paving and detailed results of the monitoring are provided. While some cracking occurred, the paving remained functional despite differential movements of 60mm between the house and the edge of the 1.2m path. This research has not only identified a solution to providing paving which allows access for people with disabilities, but also demonstrates the magnitude of soil movements that actually occur in the field.]]></description>
  <pubDate>Sun, 13 Feb 2011 22:00:15 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Pavements/Residential-Paving-On-Highly-Reactive-Soils.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e173cef7-c4e5-4777-9035-9786a7c87eef</guid>
  <title> <![CDATA[QFR Academy, Live Fire Training Pad Steel Fibre Reinforced Concrete Pavements]]></title>
  <description><![CDATA[GHD were the Project Managers and Design Consultant for a new $15M training Academy for the Queensland Fire and Rescue Authority (QFRA) in Brisbane. The project outcome is to develop a facility which supports the training of emergency management. The physical deliverables from the project support the training of emergency services groups and in particular QFRA, in enhancing
service delivery to Queensland communities. This paper presents the structural design basis for the 1.6 hectare concrete pavement that is the Live Fire Training Pad.
]]></description>
  <pubDate>Sun, 13 Feb 2011 21:58:03 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Pavements/QFR-Academy,-Live-Fire-Training-Pad-Steel-Fibre-Re.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">9059d0c4-2516-4b05-9a19-07c9d07d8e62</guid>
  <title> <![CDATA[Adding Value to Civic and Commercial Projects Using Innovations in Concrete Segmental Paving]]></title>
  <description><![CDATA[This paper shows that it is possible to add value to a variety of paving projects ranging from municipal to heavy industrial and airport pavements using concrete segmental paving. This can be achieved using evolutionary forms of paver, new surface finishes and by developing and applying innovatory pavement design and maintenance systems. New paving products are described which illustrate the practical application of value-adding concepts in concrete segmental paving. Moreover, it is shown that the use of innovatory design and maintenance concepts can assist in the production of more economical and competitive forms of pavement that belie the misconception that segmental paving is routinely more expensive than conventional construction.]]></description>
  <pubDate>Sun, 13 Feb 2011 21:55:28 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Pavements/Adding-Value-to-Civic-and-Commercial-Projects-Usin.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">b0fe0c3d-f95b-4144-8478-0a78ec458e03</guid>
  <title> <![CDATA[SFRC Pavements A Rational Design Approach for Thickness Design]]></title>
  <description><![CDATA[This paper details a design approach for SFRC pavements subjected to point loadings generated by either wheel or post loads. The design method attempts to rationalize a range of issues prevalent amongst the various industry suppliers and provide the design engineer with a practical and research based logic for design of SFRC pavements and floors. The major technical issues raised in this paper have been presented to various suppliers for comment. However, at the time of preparation and submission of this paper no such comment has altered the opinion of the authors. Examples are presented to compare slab thicknesses obtained using the various supplier design guidelines and
compared with those determined using readily available independent procedures. A proposed approach to fatigue design which follows current common practice is also included. Slab or pavement thicknesses using the proposed rationalized procedure are significantly thicker than a number of supplier guidelines would suggest.
]]></description>
  <pubDate>Sun, 13 Feb 2011 21:53:23 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Pavements/SFRC-Pavements-A-Rational-Design-Approach-for-Thic.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">3a79540c-d2a6-43a8-a3de-acd5570e91be</guid>
  <title> <![CDATA[Joint Free Slabs On Grade:An Innovative Approach: Working With Concrete Instead of Wrestling With It]]></title>
  <description><![CDATA[The Crack Induced Joint Free Slab is the traditional raft slab with integral edge and internal footings, extended to potentially limitless areas with the installation of a crack inducer grid made up of set lengths of extruded conduit and injection moulded junction / reinforcement chair units. The concrete setting and drying shrinkage stress is dissipated throughout the deliberately restrained slab by means of the regular closely spaced crack induction grid laid on the vapour barrier (where required) on the subgrade. The crack inducers are in effect .saw cuts. installed from the underside of the slab, .cut in. as the concrete is placed. The method generally eliminates the need for all of the traditional isolation and formed and sawn control joints, together with their associated treatment, sealants, and maintenance.]]></description>
  <pubDate>Sun, 13 Feb 2011 21:51:16 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Pavements/Joint-Free-Slabs-On-Grade-An-Innovative-Approach.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">df242217-2b5c-4b7d-b8ae-274335b80a30</guid>
  <title> <![CDATA[Industrial Floors and Pavements in Australia -A Critical Overview of Current Design Methods]]></title>
  <description><![CDATA[This paper focuses on the history of industrial slab on grade design in Australia. Particular emphasis is placed on more recent developments for subgrade assessment which have seen the adoption of linear elastic theory in lieu of the Winkler spring or modulus of subgrade reaction model. The literature tends to suggest that the elastic – isotropic solid model can, in general terms, more closely mimic the
observed response of real soils. However, it will be shown that such models are extraordinarily sensitive to the input parameters adopted. To this end, a considerable level of engineering skill and judgement is required to be exercised to ensure that industrial pavement designs based on this model achieve an appropriate balance between serviceability and cost.
]]></description>
  <pubDate>Sun, 13 Feb 2011 21:48:07 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Pavements/Industrial-Floors-and-Pavements-in-Australia.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">5de9b987-cdb6-49f7-9613-0c7305d4e218</guid>
  <title> <![CDATA[Numerical simulation of crack propagation and damage in concrete during freeze-thaw cycles]]></title>
  <description><![CDATA[A numerical simulation tool has been developed in order to study the different mechanisms in the frost behaviour of concrete, in addition to experiments and theoretical study. A finite elements model in 2D is used to simulate the evolution of microcracking while taking account of the granular composite microstructure of concrete as a heterogeneous material with inclusions in a matrix. With this model, freezing in concrete and the crack propagation due to the increase of the volume of the ice are studied. The simulations are made with several circular inclusions into a matrix which contains several pre-existing microcracks. These inclusions represent aggregates, the matrix represents mortar. The porosity leads to an infiltration of water which swells owing to the increase of the volume of the ice. The microcracks propagate due to freezing and then cause scaling at the surface and internal damage in the sample.]]></description>
  <pubDate>Sun, 13 Feb 2011 21:15:35 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Durability/Numerical-simulation-of-crack-propagation-and-dama.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">7fea5c3c-c455-4c87-b487-3e970acea216</guid>
  <title> <![CDATA[Aspects of The Durability of Conventional Concrete and Shotcrete for Engineering Applications]]></title>
  <description><![CDATA[This paper considers the various environments to which the normal range of concrete engineering structures are exposed. The environments considered are the atmosphere, ground-water, the ground and sea-water.The potential effects of these environments on the durability of these structures are then addressed.The potential deleterious effects on the durability of concrete that may occur due to the ingredients used to make the concrete are also considered. The special characteristics of shotcrete and the method of its placement are then reviewed with respect to durability. An approach to combating the likelihood of durability being adversely affected is then outlined . The paper concludes with a summary of the steps recommended to be taken when the durability of conventional concrete and shotcrete are considered to be particularly important.]]></description>
  <pubDate>Sun, 13 Feb 2011 21:12:38 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Durability/Aspects-of-The-Durability-of-Conventional-Concrete.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">d0e55499-c0ea-4692-9e9d-5157bc249a5b</guid>
  <title> <![CDATA[Durability by Design Approaches to Specifying Durable Concrete for the Sorell Causeway Bridge]]></title>
  <description><![CDATA[Chloride-induced corrosion of reinforcing steel in concrete is a major issue for asset owners throughout the world and was a significant factor in the decision to replace the Sorell Causeway Bridge near Hobart in Tasmania which was completed in 1957. Provision of a durable structure was consequently a primary objective of the Department of Infrastructure, Energy and Resources (DIER) in the processes adopted for the replacement. Fick.s 2nd Law of Diffusion is a widely accepted model for chloride ingress into concrete and was used deterministically and probabilistically in the development of tender documentation and to assist with the assessment of tenders for the project. Illustrative examples of its application are provided. The modelling highlights the difficulty in achieving a 100 year service life for concrete structures in aggressive marine environments.]]></description>
  <pubDate>Sun, 13 Feb 2011 21:10:29 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Durability/Durability-by-Design-Approaches-to-Specifying-Dura.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">eff00072-6a39-4b90-ae25-06f359390e0d</guid>
  <title> <![CDATA[Contemporary Design of Concrete For Durability]]></title>
  <description><![CDATA[AS3600, Concrete Structures, provides basic requirements for durability of structures which have design lives of 40 to 60 years, subject to some common exposure conditions. Other Australian design standards augment these requirements for durability of specific structures in limited environments, but frequently designers choose alternative service lives or supplementary properties using a combination of performance and prescriptive requirements. The wide range of different prescriptive and performance limits specified during the last 10 years in Australia indicates that there exists considerable uncertainty about how an adequate design life can be predicted. A large volume of
research into this subject has been undertaken in Australia and overseas with the aim of determining short term tests and limits which are indicative of long-term performance. This paper reviews local test data which has been obtained from research programs and field evaluations in relation to design for marine durable, sulphate resistant or water retaining structures.
]]></description>
  <pubDate>Sun, 13 Feb 2011 21:07:56 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Durability/Contemporary-Design-of-Concrete-For-Durability.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">c22bcd31-114a-44a1-ae0f-8c2e421b2fb5</guid>
  <title> <![CDATA[Moment Re-Distribution In Indeterminate RC Beams & Slabs With 500mpa Grade, Class L and Class N Reo.]]></title>
  <description><![CDATA[A computerised method of analysis has been developed to predict the local flexural deformations in a reinforced concrete beam at all stages of loading, from the progressive formation of individual cracks up to failure, either by steel fracture or concrete softening. This paper shows how the local deformation model can be used as the basis for the analysis of the overload behaviour and collapse of continuous beams and slabs. Both ductile and non-ductile members are treated. The paper also discusses design aspects of ductility, and in particular how available and required ductility can be evaluated, and used either to check the adequacy of current AS 3600 ductility design requirements or in a more fundamental and more direct design treatment of moment redistribution. The computational method is being used currently in a study of indeterminate beams and slabs constructed with 500MPa Class L and Class N reinforcing steels. The overall aim of the work is to develop new, more accurate, design clauses for the new 500MPa reinforcing steels.]]></description>
  <pubDate>Sun, 13 Feb 2011 21:03:47 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Reinforcement/Moment-Re-Distribution-In-Indeterminate-RC-Beams.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">30fa4b6a-c97c-4ecb-9c9a-7280ca1c1c7c</guid>
  <title> <![CDATA[New Crack Control Design Provisions in AS 3600-2001]]></title>
  <description><![CDATA[Controlling cracking is a factor that should be carefully considered when designing a concrete structure. If allowed to become excessively wide, cracks can create a poor impression of construction quality, cause durability problems, and may also indicate unacceptably large vertical deflections of floor members. Important new design provisions, included in a new edition of Australian Standard AS 3600 "Concrete Structures", now require calculations to be performed specifically when designing reinforced-concrete beams and slabs for crack control. Apart from improving the quality of buildings with regard to cracking, the new design provisions also allow designers to benefit significantly from the move to high-strength 500 MPa reinforcing steels. This comes about by being able to adjust the allowable stress in the bars under serviceability conditions, depending on their diameter or spacing. By judiciously choosing reinforcement on this basis, it is often possible to utilize the full tensile capacity of the reinforcing steel in beams and slabs, which has important economic implications.]]></description>
  <pubDate>Sun, 13 Feb 2011 21:00:25 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Reinforcement/New-Crack-Control-Design-Provisions-in-AS-3600-200.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">a620ce81-a56e-49be-99fb-7fdffcb3ef99</guid>
  <title> <![CDATA[Ductility Of 500 Mpa Steel Reinforcement In RC Structures Designed To AS 3600:2001]]></title>
  <description><![CDATA[Publication of a new Australian/New Zealand Standard for steel reinforcing materials AS/NZS 4671 and an accompanying revision of AS 3600 has increased interest in the influence of reinforcement ductility on the behaviour of reinforced-concrete structures. A working group of Standards Australia Committee BD-002 has researched and reported on the effects of reinforcement ductility. The research findings, and the various changes that have resulted to AS 3600, are summarised in the paper.]]></description>
  <pubDate>Sun, 13 Feb 2011 20:57:13 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Reinforcement/Ductility-Of-500-Mpa-Steel-Reinforcement-In-RC-Str.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">62c4f6d2-6f89-4b36-a809-be357916a8af</guid>
  <title> <![CDATA[The Impact of 500 MPA Reinforcement on the Ductility of Concrete Structures – Revision of AS3600]]></title>
  <description><![CDATA[The relatively low uniform elongation of 500 MPa steel reinforcement has significant implications in the design and behaviour of reinforced concrete structures, particularly with regard to ductility. Fracture of the tensile steel will be the common failure mechanism in many under-reinforced beams and slabs and the usual assumptions made in ultimate strength design and analysis are in question. The ability of structures to redistribute internal actions at the ultimate limit state will be compromised. This paper addresses some of these design problems, their impact on current practice and design methodologies, and some recent and relevant changes to AS3600.]]></description>
  <pubDate>Sun, 13 Feb 2011 20:53:51 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Reinforcement/The-Impact-of-500-MPA-Reinforcement-on-the-Ductili.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">fd66e117-b463-4a9b-993d-3862b5cedf8b</guid>
  <title> <![CDATA[Polyurea spray elastomer technology-Commercial application update]]></title>
  <description><![CDATA[Several years ago, the concept of a polyurea spray elastomer technology was introduced. Since that introduction, numerous developments and presentations have boosted the market interest. The use of amine terminated polyether resins is still the basis for this technology. The polyurea spray elastomer systems require no catalyst and are extremely fast in reactivity and cure. Changes in humidity and ambient temperature have little effect on this fast, consistent reactivity. Aromatic and aliphatic polyurea spray elastomer systems are easily achieved by changes in formulation composition, and they are still 100% solids. These spray systems have excellent mechanical properties and extended durability when subjected to extreme environmental conditions. Coating applications show excellent adhesion to a variety of substrates, including sand blasted or primed steel, aluminium and concrete. Polyurea spray coated steel panels exhibit good corrosion resistance when subjected to salt fog exposure and salt water immersion at elevated temperatures. Variable moisture permeability
rates in the elastomer system can also be obtained while the excellent performance characteristics. Recent studies and developments have shown that polyurea spray elastomer systems can be applied at much lower processing pressures. This allows for thinner film applications as well as broader processing equipment use.
]]></description>
  <pubDate>Sun, 13 Feb 2011 20:48:04 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Materials/Polyurea-spray-elastomer-technology-Commercial-app.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">61fd23e6-4a99-45c8-a013-a6857880f6ad</guid>
  <title> <![CDATA[Blends of Polycarboxylate-Type Superplasticizers In Use For Concrete Admixtures]]></title>
  <description><![CDATA[During the last few years polycarboxylate based polymers have become very popular. They contain a polycarboxylic backbone onto which ethyleneoxide side chains have been grafted. However it’s dispersing- and slump keeping properties vary a lot, depending on the chemical structure. The dispersing properties of two polymers having a different number of polyoxyethlene (PEO) graft chains relative to the length of the backbone were evaluated in cement paste by measuring adsorption on cement paste and flow properties in different mortar compositions. The effects of the polymers on the fluidity and the retention of flow of the cementitious systems are significantly different. Whilst one polymer gives a very strong initial water reduction the second one shows excellent flow retaining properties. When combined the two polymers are well suitable for the production of RMC and Self-compacting concrete mixes with different cements and in different climate zones.]]></description>
  <pubDate>Sun, 13 Feb 2011 20:42:53 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Materials/Blends-of-Polycarboxylate-Type-Superplasticizers-I.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">5d94a684-7cf7-4308-b36e-ea64434a1993</guid>
  <title> <![CDATA[Antiwashout Admixture (AWA) For Underwater Concrete Applications]]></title>
  <description><![CDATA[Placing concrete underwater poses a challenge to the contractor for various reasons that include the need to minimise washout of cement and fines during such an operation. Although de-watering is a solution, it is costly. An alternative to de-watering is the use of concretes that contain higher amounts of cement, pozzolans such as silica fume, or an antiwashout admixture. By far, the use of an antiwashout admixture (AWA) is the most effective option for minimising washout and producing concrete that has the desired properties for the underwater concreting application. This paper describes the antiwashout admixture technology and also contains evaluation of lab and field data that describe the effectiveness of an AWA and its applications.]]></description>
  <pubDate>Sun, 13 Feb 2011 20:40:38 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Materials/Antiwashout-Admixture-(AWA)-For-Underwater-Concret.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">5dccc9a4-1fa2-4aa2-8658-0689e6bdb696</guid>
  <title> <![CDATA[Practical Industrial Microwave Technology For Rapid Curing of Precast Concrete]]></title>
  <description><![CDATA[Heat curing is often used in the manufacture of precast concrete to improve production rate, particularly in cooler climates. Some of the common methods for heat accelerated curing include the use of steam or hot water, either at atmospheric pressure or in high-pressure autoclaves. There have been relatively few new innovations in rapid heat curing technologies over the last few decades. In recent years, the potential use of industrial microwave heating technology for rapid curing of precast concrete has been investigated by CSIRO, and innovative new technology. LEAP (Low Energy Accelerated Processing) . is being developed for practical applications. In this paper, an overview
of recent advances in microwave curing of concrete will be provided. Results from both laboratory- and pilot-scale research show how curing cycles of less than six hours can be used to achieve sufficient strength for formwork removal and prestressing without impairing concrete quality. Both the short- and long-term prospects of applying industrial microwave heating technology for the benefit of the Australian precast industry are discussed. The implications of this technology on productivity, quality, cost and environmental impact will be discussed.
]]></description>
  <pubDate>Sun, 13 Feb 2011 20:37:42 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Materials/Practical-Industrial-Microwave-Technology-For-Rapi.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">ad7bcf31-4047-494b-91f7-2efffe7e0692</guid>
  <title> <![CDATA[Field Performance of Recycled Aggregate Concrete]]></title>
  <description><![CDATA[Field and laboratory performance tests have been carried out on a 25 MPa premix concrete made with commercial grade coarse recycled concrete aggregate and natural fine sand. The field tests involved the construction of a 400 m long bicycle/footpath comprising sections with and without recycled aggregate. The 56-day drying shrinkage and one year concrete core compressive strengths of the recycled and conventional reference concretes were found to be comparable. For laboratory trials preceding the field tests, concrete mixes made with similar mix proportions and workability showed comparable 28-day compressive and tensile strengths at the 5% significance level for recycled and conventional concrete mixes. However, higher drying shrinkage values of the order of 25% were recorded at one year for standard cured recycled concrete specimens. The ratio of splitting-tensile strength/compressive strength remained in good agreement with literature values reported for equivalent grade concrete mixes made with normal weight natural aggregates.]]></description>
  <pubDate>Sun, 13 Feb 2011 20:35:13 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Materials/Field-Performance-of-Recycled-Aggregate-Concrete.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">876e5ad9-9289-4966-bf5c-9e5d6768647c</guid>
  <title> <![CDATA[Effect of Quarry Dust on The Physical Properties of High Performance Concrete]]></title>
  <description><![CDATA[This paper present a report on the possibility of developing high performance concrete (HPC) using quarry dust as part of fine aggregates. Quarry dust was used to replace 20% of sand in silica fume-quarry dust (SFQD) and silica fume (SF) concretes. Besides, silica fume was used as 10% replacement of cement in both SF and SFQD concretes. SFQD and SF concretes were prepared with normal portland cement (NPC) concrete. Slump, slump-flow and V-funnel flow were measured to indicate the workability of the fresh composite. SFQD concrete fulfilled the workability requirement
of HPC. The hardened test specimens were subjected to dry air and water curing. The aim was to identify the most efficient curing method to impart higher compressive strength, elasticity and durability. Tests for compressive strength, and initial surface absorption (ISA) were conducted on the hardened specimens. Test results reveal that water cured SFQD concrete has provided adequate compressive strength at the age of 28 and 91 days, which should be maintained in HPC. It was also observed that water cured SFQD concrete has provided lower ISA-values, although not the lowest,
compared to SF concrete. These values are quite low compared to the maximum absorption of low absorptive concrete. Hence, this study reveals that HPC can be produced by the use of quarry dust as part of fine aggregates.
]]></description>
  <pubDate>Sun, 13 Feb 2011 20:31:21 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Materials/Effect-of-Quarry-Dust-on-The-Physical-Properties-o.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">d4d7f958-1c27-4eb9-8677-5fd03c23af7a</guid>
  <title> <![CDATA[Production and Application of Silica Fume and Geosilica]]></title>
  <description><![CDATA[AS3582.3 “Condensed Silica Fume” (CSF) has been renamed “Amorphous Silica” for the revision currently under review, thus recognizing that there are materials other than silica fume that satisfy all the chemical and physical requirements in that standard. The New Zealand standard for silica fume encompasses material from the ferro-metals industry (CSF) and naturally occouring silica (Geosilica).
In this paper the production methods for CSF and Geosilica are outlined to show how each industry provides a quality assured product. The physical and chemical properties of each product are outlined. Concrete properties, including compressive strength, chloride diffusion, resistivity, bleed and sulphate resistance are detailed. Differences between the performances of the two materials are related to their chemical and physical properties. It is shown that the products are equally suited to high strength concrete but CSF provides higher early age strength while Geosilica provides lower heat of hydration.
]]></description>
  <pubDate>Sun, 13 Feb 2011 20:28:44 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Materials/Production-and-Application-of-Silica-Fume-and-Geos.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">299de3f2-b4b9-4e47-bf17-bbd4e41f6a7b</guid>
  <title> <![CDATA[Material Properties of High Strength Concrete Containing Rice Husk Ash]]></title>
  <description><![CDATA[Rice husk is an agricultural residue from rice paddy milling. Controlled burning of this waste can produce highly reactive ash, rice husk ash (RHA), which can be used as a supplementary cementing material in concrete. It has many similar properties to that of condensed silica fume (CSF). Since CSF is an essential ingredient in the production of high strength concrete (HSC), it is thought feasible that RHA be used as an alternative material. This paper reports an investigation at the University of Malaya to produce high strength rice husk ash concrete (HSRHAC) of 80 MPa at 28 days. The variables of study include RHA content, method of incorporating RHA into the concrete mix, superplasticizer dosage to maintain workability of 100-150 mm slump, water / binder ratio and types of curing. Data up to 6 months on the compressive, flexural, splitting tensile strength, static and dynamic modulus of elasticity, drying shrinkage, and non-destructive tests (rebound hammer and ultrasonic pulse velocity) are presented. The results are compared with HSC containing CSF or superplasticizer.]]></description>
  <pubDate>Sun, 13 Feb 2011 20:24:30 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Materials/Material-Properties-of-High-Strength-Concrete-Cont.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">9567f987-7720-4e4f-bf0f-35d124627d08</guid>
  <title> <![CDATA[Setting Time and Bleeding of Concrete with Binary and Ternary Cements]]></title>
  <description><![CDATA[This paper presents and discusses the results of an investigation into setting time and bleeding of concrete with binary and ternary cements containing three supplementary cementitious materials (SCM), silica fume, fly ash and GGBF slag. While the major parameters influencing the setting and bleeding of Type GP cement concrete have been well identified, the use of SCM in the cement introduces new influences on these properties. A total of thirteen concrete mixes were investigated in this work, which was part of a larger project using binary and ternary cements containing SCM from local sources. The comparisons between SCM mixes and Type GP control mixes were based on the same cement content and water to cement ratio. It was found that setting was retarded in all the binary and ternary SCM mixes compared to the control mixes. The bleeding of SCM concrete was found not only to be affected by the fineness of the cement but also by the type, or the chemical and physical properties, of the SCM in the cement. The results of this investigation indicate that properties of concretes containing large proportion of fly ash and/or slag need careful assessment with respect to particular construction applications given the significant changes to bleeding and setting time associated with cement type.]]></description>
  <pubDate>Sun, 13 Feb 2011 20:20:52 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Materials/Setting-Time-and-Bleeding-of-Concrete-with-Binary-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">33856446-6781-449e-98a4-21085e944c7e</guid>
  <title> <![CDATA[Development of Advanced Slag Binder Concrete to Achieve High Early Strength For Construction]]></title>
  <description><![CDATA[Slag blended cements offer good durability and lower heat of hydration than traditional Portland cements. Nevertheless, slag blended cements have little application to high early strength construction due to lower early strength than Ordinary Portland Cement (OPC). This paper summarises the results of a major research project on advanced slag binder that aimed to achieve a binder that has high early strength as well as durability and low heat of hydration. The advanced slag binder consists of ground granulated iron blast furnace slag (slag) and an alkali activator. The project focused on high early strength slag-binder concrete that is applicable to construction.]]></description>
  <pubDate>Sun, 13 Feb 2011 20:17:35 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Materials/Development-of-Advanced-Slag-Binder-Concrete-to-Ac.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">8fcc3801-5daa-4118-872c-51da3947dfe6</guid>
  <title> <![CDATA[Developing Performance Specification For Cement]]></title>
  <description><![CDATA[A review of the history of cement development (Ref 1,2) shows clearly that the prime objectives from ancient to modern times have been performance and the search for improved performance in mortar and concrete. In fact cement standards have had performance aspects right from the start. Although cements may have been named or classified based on their ingredients, the key to their use has been their performance (eg strength, strength gain, setting time, soundness) which have been requirements in the Australian cement standard since mid 1920.s (Ref 3). Thus the first standard specification for cement was a hybrid of performance and prescription requirements. The prescriptive limits were clearly intended to assure performance. Performance standards and specifications state the behaviour desired by users without regard to the specific means to be employed in making the product. Therefore, performance based cement standards are considered to benefit not only
users, by leaving no doubt that the .engineering. requirements of the cement are met, but also producers by allowing innovation and the development of new, improved materials and applications. This concept was the basis of the Australian Standard for Cement, AS 3972 Portland and Blended Cement, which has been developed to its current version over a period of 10 years.
]]></description>
  <pubDate>Sun, 13 Feb 2011 20:15:37 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Materials/Developing-Performance-Specification-For-Cement.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">8302accb-0a47-4b74-979e-fb88378ce2ee</guid>
  <title> <![CDATA[The Impact Of 500 Mpa Steel Reinforcement On The Serviceability Of Concrete Structures]]></title>
  <description><![CDATA[The introduction of 500 MPa steel reinforcement in reinforced concrete structures will lead to larger deflections and wider cracks at the serviceability limit states. When higher strength reinforcement is used, less steel is required to achieve adequate strength in a given situation. This leads to reduced stiffness after cracking at service loads and consequently larger deflections. Smaller quantities of steel also results in higher tensile steel stresses at service loads, and consequently wider cracks. The design for serviceability will therefore become a more critical aspect of structural design. This paper discusses the impact of 500 MPa reinforcement on the serviceability of concrete structures and provides guidance for structural designers. Some recent and relevant changes to AS3600 are also presented and discussed.]]></description>
  <pubDate>Sun, 13 Feb 2011 20:09:52 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Design/The-Impact-Of-500-Mpa-Steel-Reinforcement-On-The-S.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">3752a613-de6d-478c-be90-2edcdd932d76</guid>
  <title> <![CDATA[Reinforced High-Performance Concrete (Hpc) Beams In Shear]]></title>
  <description><![CDATA[An analytical and experimental investigation on the shear strength of high-performance concrete (HPC) beams with vertical shear reinforcement was carried out. The analytical work involved developing a rational theory based on truss analogy capable of predicting the response and shear strength of such beams subjected to combined bending moment and shear force. In the experimental programme, forty-eight reinforced HPC beams were tested. The theory predicted the shear strength of the test beams well. It was used further to predict the shear strength of a total of 69 test beams, including those from other preceding studies. Comparisons of shear strength were also made with the shear strength predictions by the shear design provisions contained in the Australian Standard AS 3600 (1994), American Concrete Institute Building Code ACI 318-95, Eurocode EC2 Part 1 and Canadian Standard CSA A23.3-94. The theory and AS3600 method correlated well with the test results.]]></description>
  <pubDate>Sun, 13 Feb 2011 20:07:22 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Design/Reinforced-High-Performance-Concrete-(Hpc)-Beams-I.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">d689204e-672a-41aa-8a01-e6efedf44ac9</guid>
  <title> <![CDATA[Prestressed IBeams Reinforced With High Tensile Strength Steel Fibres]]></title>
  <description><![CDATA[Previous relevant literature has confirmed that the inclusion of fibre reinforcement within a non-prestressed plain or conventionally reinforced concrete member enhances most of its strength and deformation characteristics. Properties such as concrete flexural and shear strengths, ductility, energy absorption and crack control are all improved. However, in this research an attempt is made to investigate the merits of using steel fibre reinforcement with prestressed concrete beams failing in shear. A study was carried out on the effect of high tensile strength crimped steel fibres on the shear strength characteristics of conventional prestressed concrete I-beams subjected to combined bending and shear, and failing in web-shear or flexure-shear.]]></description>
  <pubDate>Sun, 13 Feb 2011 20:04:40 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Design/Prestressed-IBeams-Reinforced-With-High-Tensile-St.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">79d0c229-5cad-4ad4-b60b-a95d62084cc9</guid>
  <title> <![CDATA[Strength and Ductility of Mechanically Spliced Bars]]></title>
  <description><![CDATA[Mechanical couplers are used in Australia to splice together hot-rolled, Class N reinforcing bars. As a general principle, couplers must have sufficient strength to enable the spliced bars to elongate sufficiently while approaching ultimate load. If a splice forms a weak, rigid link, with its failure load significantly less than that of either of the attached bars, then it can be deduced that the overall response of the spliced bars will be brittle. It follows that the spliced bars would then not satisfy the minimum ductility requirements for reinforcing bars specified in the new joint Australian/New Zealand Standard AS/NZS 4671, "Steel Reinforcing Materials".]]></description>
  <pubDate>Sun, 13 Feb 2011 20:00:36 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Design/Strength-and-Ductility-of-Mechanically-Spliced-Bar.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">fd5ca558-7f9b-42cc-9afb-925b263c34b2</guid>
  <title> <![CDATA[Innovative Applications of Finite Element Analysis in Concrete Building Structures]]></title>
  <description><![CDATA[Finite element analysis is not revolutionary in its own right. However, its use in concrete building structures has historically been spasmodic. The 3 key benefits of such analysis are being able to avoid costly structural rationalisation by relatively crude alternative methods of analysis, to enhance the buildability of structures by reducing material contents, and to ultimately permit the successful analysis of challenging structural problems. This paper describes Connell Mott MacDonald.s experience in the innovative application of finite element analysis in concrete building Structures.]]></description>
  <pubDate>Sun, 13 Feb 2011 19:54:56 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Design/Innovative-Applications-of-Finite-Element-Analysis.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">b44b10b1-3365-45f2-959a-fcb1dcfbbbaa</guid>
  <title> <![CDATA[Formwork Shore Design Loads-Proposed New Rules]]></title>
  <description><![CDATA[In this paper, first order probabilistic methods are used to develop new rules for the design of steel formwork shores. This was  necessary  because recent research suggests  that current  practice underestimates the maximum load  in formwork shores.  New limit states design rules are presented. They are calibrated to achieve a target reliability index chosen after considering the relative reliability of previous Australian and current international practice, as well as the degree of reliability suggested in the literature and adopted in interacting Standards.]]></description>
  <pubDate>Sun, 13 Feb 2011 19:52:29 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Design/Formwork-Shore-Design-Loads-Proposed-New-Rules.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">eb244a9a-ffb4-4ea4-ac7b-7d1049c45400</guid>
  <title> <![CDATA[Fibre Reinforced High Strength Concrete Columns]]></title>
  <description><![CDATA[With the availability of advanced technology and appropriate materials, High Strength Concrete (HSC) is now commercially available and has been used for the columns of mid- to high-rise buildings and bridges in many countries. Some issues of concern with HSC columns are cover spalling, brittle nature of failure and bursting of the concrete due to expansion in case of a fire. This paper presents the experimental results of six eccentrically loaded columns made of Fibre Reinforced High Strength
Concrete (FRHSC). The fibre used in the test program was 3M Polyolefin (25/38) fibres and the compressive strength of concrete was 62 MPa. The fibres were dispersed very uniformly in the concrete mix. Four columns were subjected to single curvature bending and two were in double curvature bending. All the FRHSC columns failed in a less brittle manner without having the concrete spalled away as compared to a catastrophic failure of HSC columns. An analytical method developed by the authors and described elsewhere was used to predict the strength of the FRHSC columns.
]]></description>
  <pubDate>Sun, 13 Feb 2011 19:49:46 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Design/Fibre-Reinforced-High-Strength-Concrete-Columns.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">5c51afc1-d0af-4df7-99df-eefca1069f7b</guid>
  <title> <![CDATA[Design of HSC Columns Strength And Ductility]]></title>
  <description><![CDATA[In this paper the relationship between spalling of the cover in high strength concrete (HSC) columns and the strength of the section is investigated. A cover spalling theory is developed and it is shown to correlate well with experimental data. Design models are presented to calculate the strength of HSC columns and to calculate maximum tie spacing for ductility requirements.]]></description>
  <pubDate>Sun, 13 Feb 2011 19:45:28 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Design/Design-of-HSC-Columns-Strength-And-Ductility.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">87e25f6d-9eee-42fd-a9c4-79ea2c584318</guid>
  <title> <![CDATA[Design of Concrete Columns to AS 3600-2001]]></title>
  <description><![CDATA[Columns are an important structural element in reinforced concrete structures. They are usually cast integrally with the framing concrete beams and slabs although precast columns can be used in appropriate situations. They have to provide resistance to both axial forces and bending moments generally resulting from load applied to the floor beams and slabs. In the design procedure for columns, use is made of the load-moment interaction diagrams which may be in the form of design charts or generated by computer programs. The new AS3600-2001 design provisions for columns take into account the change to the higher strength steels. This paper presents the background to the changes and includes important explanatory information. This will assist structural design engineers
to understand the engineering principles on which the design method is based and to better realise the benefits that can be achieved through the use of the changes in conjunction with the introduction of the high strength steels. These benefits are highlighted through the presentation of a number of practical worked examples. Examples of new improved design charts are also presented.
]]></description>
  <pubDate>Sun, 13 Feb 2011 19:41:38 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Design/Design-of-Concrete-Columns-to-AS-3600-2001.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">306ef561-2eb4-42a0-9209-50df2cce06e5</guid>
  <title> <![CDATA[Developments of Architectural Precast Concrete In Europe]]></title>
  <description><![CDATA[Architectural precast concrete has evolved towards a high quality building material, offering a range of top quality finishes such as limestone or granite, complex brick work detailing and masonry profiles reproduced in reconstructed stone. It is mainly used for facades of all sorts of buildings: apartments, offices, commercial buildings, etc. The development of architectural concrete cladding has not been the same in the different European countries, both with respect to architectural style and market development. In the Nordic countries, architectural concrete has been mainly used for flat sandwich panels, whereas in the more Western part of Europe the applications are rather dealing with expressive architectural single skin cladding for more luxurious facades. Also the market penetration has been quite different, especially for the prestigious applications. The use of refined concrete facade panels started already in the seventies in Belgium, The Netherlands, France and UK. In other countries, the use of more complex architectural cladding came later, for example in Germany, Norway, and Sweden. Today, Finland is practicing a more sober architecture, on line with Modernism. In the following, we will concentrate on the latest evolutions in the façade concept and the production techniques.]]></description>
  <pubDate>Sun, 13 Feb 2011 19:32:11 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Plenary/Developments-of-Architectural-Precast-Concrete-In-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">5d2870cb-0796-4f58-81b6-2f25d8ca778a</guid>
  <title> <![CDATA[Through the Eyes of the Artist]]></title>
  <description><![CDATA[Someone once asked Napoleon how he managed to conquer the world and make so many people follow him. “It is easy”, he replied, “to achieve this all you have to do is to capture people’s imagination!” Concrete captured my imagination and through using this incredible material I intend to capture the imaginations of a wider audience. Before I ‘discovered’ concrete I worked with a wide range of materials and techniques favoured by many sculptors: bronze casting, stone and wood carving, metal welding. These works were shown in many exhibitions and now some of them are
in private collections in Australia and Canada. But none of these materials were completely satisfying. I was searching for one medium which would allow me to cast, carve, and direct model; which would be suitable for small and large scale designs. It was also important that it would be suitable for both indoors and outdoors and that it would be long lasting.
]]></description>
  <pubDate>Sun, 13 Feb 2011 19:29:44 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-01/Plenary/Through-the-Eyes-of-the-Artist.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">5a7d5c44-e545-492d-810c-725974532d9c</guid>
  <title> <![CDATA[Performance Of Recycled Aggregate Concrete Aggregate Quality And Durability Requirements]]></title>
  <description><![CDATA[Combined laboratory and field trials have been conducted to assess the effects of aggregate properties on the performance and durability of recycled aggregate concrete (RC). Inclusive in this investigation are the impacts of chloride conductivity, carbonation and water sorptivity of a 25 MPa recycled aggregate concrete. Several other critical parameters for satisfactory performance of recycled aggregate have been assessed. It is observed that the water absorption values of recycled aggregate concrete samples were typically over 25% higher than equivalent strength reference concretes. Corresponding carbonation rates of RC and reference concrete specimens were however comparable, but the abrasion loss of RC samples increased by about 12% compared to the reference mix. A parabolic rate law for carbonation was observed for RC as with reference mixtures, suggesting a direct correlation between concrete quality and transport of fluids. The permeability measurements correlate well with the characteristic strengths of fully cured RC specimens exposed under service conditions, enabling inferences to be made between recycled aggregate properties, concrete mix design parameters and deterioration processes.]]></description>
  <pubDate>Sun, 13 Feb 2011 17:52:06 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Pavements/Performance-Of-Recycled-Aggregate-Concrete-Aggrega.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">a4033610-e653-4201-b872-c83b8fd94909</guid>
  <title> <![CDATA[Joint Load Transfer Mechanisms A Practical Design Approach For Plate Dowel Joints]]></title>
  <description><![CDATA[Based on the needs of the construction industry and in view of the lack of test data regarding the performance of dowels across concrete joints, Danley has carried out research and full scale testing of different dowels embedded in concrete slabs. Concrete test panels measuring 1000mm square x varying thicknesses were manufactured to simulate slabs containing different dowel systems. The panels were tested to ultimate failure at the Concrete Laboratory of Queensland University of Technology. Test data was collected on the load displacement behaviour of samples which provided valuable information regarding the structural performance of different dowel types. This paper presents the results from the test data and endeavours to establish a practical design procedure for plate dowel joints. This design procedure is based on the results obtained and utilises established design procedures (ie. Cement & Concrete Association of Australia – T48) and recent works by Tony Davis and Andrew McDonald.]]></description>
  <pubDate>Sun, 13 Feb 2011 17:49:08 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Pavements/Joint-Load-Transfer-Mechanisms-A-Practical-Design.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">d9ce3863-6ece-4dd5-bb49-4b895e4dd7b1</guid>
  <title> <![CDATA[State Of The Art Of RCC Pavements In Australia]]></title>
  <description><![CDATA[A simple material like concrete is suitable for large-scale production of concrete pavements in either slipformed and roller compacted construction techniques. While slipformed concrete is the preferred option for road authorities, the high production levels of roller compacted concrete (RCC) makes it a viable alternative for contractors, especially where composite pavement construction exists. Better design techniques over the last few years along with more suitable QA specifications, has minimised construction risks and led to less conservative pavement design. The use of better jointing t echniques has also improved pavement performance.. RCC has applications for base and subbase pavement layers, for concrete inlays and at intersections for composite pavement construction. This paper looks at some current aspects of design methods, specif ications, manufacturing and construction techniques used for RCC pavement layers in Australia.]]></description>
  <pubDate>Sun, 13 Feb 2011 17:44:02 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Pavements/State-Of-The-Art-Of-RCC-Pavements-In-Australia.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">8c1025ac-bbd9-4b3d-9192-08c568661c38</guid>
  <title> <![CDATA[New Improvements In Dual FormworkReinforcement System Advance Concrete-Frame Building Construction]]></title>
  <description><![CDATA[A successful building component will form an integral part of a building system, serving its main functions without detracting from the efficiency of the other components or the final assemblage. With this objective in mind, a review is made of structural decking and its use as an integral component in composite floors in concrete frame building construction. A number of systemic improvements are described. These include: ultra-long-spanning formwork that may not affect the overall depth of the slab; multi-panel modularisation for rapid erection; passage of reinforcement in multiple layers and directions in two-way slabs; voiding of the concrete for weight and steel reduction as well as provision for building services; multi-directional jointing of decking panels; and rapid reinforcement placement techniques.]]></description>
  <pubDate>Sun, 13 Feb 2011 17:39:33 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Construction/New-Improvements-In-Dual-FormworkReinforcement-Sys.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">2ee5f2c9-0cbe-4bf1-a624-cfa0319c7319</guid>
  <title> <![CDATA[Concrete Tank Techniques The Innovative Or The Practical]]></title>
  <description><![CDATA[Concrete tanks are generally considered a mature design science yet in some aspects development and refinement is ongoing. In the design and build sector there is the relentless pursuit of economy, while with design work for local authorities there is more emphasis on longevity and minimisation of maintenance. In this paper, a selection of concrete tank design and construction techniques are described; some to improve construction economy, but the majority described minimise the life cycle cost of the concrete tanks. Some of the techniques described have an element of novelty and all have been proven in actual field applications.]]></description>
  <pubDate>Sun, 13 Feb 2011 17:36:46 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Construction/Concrete-Tank-Techniques-The-Innovative-Or-The-Pra.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">cb570539-d655-47b2-88dd-bab8e4378ebb</guid>
  <title> <![CDATA[Stadium Australia, Homebush NSW - Concrete Lower Tier Reconfiguration]]></title>
  <description><![CDATA[Stadium Australia (now renamed Telstra Stadium), was the centrepiece of the Sydney 2000 Olympic games. For the Olympics the design brief and bid to the IOC specified a stadium capacity of 110,000 spectators. The actual capacity was closer to 115,000. The structure is generally a reinforced or post-tensioned structure, and the facility to reconfigure after the initial purpose makes this stadium unique. The key feature is that, after the initial field shrinking, the Eastern and Western stand lower tiers can be brought forward to better accommodate spectators for the sports requiring a rectangular field. This paper specifically deals with Structural Systems works, related to the lower tier movements and systems utilised in reconfiguring Stadium Australia.]]></description>
  <pubDate>Sun, 13 Feb 2011 17:34:51 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Construction/Stadium-Australia,-Homebush-NSW---Concrete-Lower-T.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">9833eda6-413d-45cb-9813-c26849b29b76</guid>
  <title> <![CDATA[Sorell Causeway Channel Bridge, Tasmania]]></title>
  <description><![CDATA[One of Australia’s first post-tensioned beam and slab bridges was constructed in 1957 in a maritime environment north-east of Hobart, Tasmania. A feature of this bridge is that the voids for the tendons were created using inflated rubber tubes which were withdrawn after the concrete had hardened. In light of serious deterioration of this bridge caused by the ingress of chlorides, the Owner awarded a design/build contract for its removal and replacement in 2001. The $18.7m (AUD) replacement Sorell Causeway bridge is thought to be the only match-cast precast-segmental channel-type road bridge outside of France or the USA. This paper describes the successful use of this rare bridge form, which provides for a very small depth of structure below roadway level. The Authors recommend the channel form for widespread use. Conclusions are drawn with the aim that others can more easily adopt and develop the concept further.]]></description>
  <pubDate>Sun, 13 Feb 2011 17:31:16 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Construction/Sorell-Causeway-Channel-Bridge,-Tasmania.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">d9e98ce9-6c7f-4fbc-8ee6-1e4997c3ef56</guid>
  <title> <![CDATA[Moorebank Interchange Bridge]]></title>
  <description><![CDATA[The Moorebank Avenue intersection was the last remaining set of traffic lights on the M5. This intersection was a major cause of traffic delay on the M5. RTA is a public private partnership arrangement with Interlink Roads. The 30 year BOOT owner of the M5 developed a concept design for a grade separated interchange. KBR entered into an agreement with Interlink Roads to design and construction manage the $31M interchange. The challenge was to build the structure over an operating motorway. The solution chosen was to build the entire structure above ground from precast elements. The vision being to build the bridge as if it were a steel structure but using concrete elements. The challenge was to develop connection details that provided tolerance and satisfied structural capacity and for the precast manufacturer to build concrete elements to very high dimensional accuracy. Aesthetics of the bridge was also considered important. This resulted in the adoption of an interested ‘Y’ shaped centre column piers.]]></description>
  <pubDate>Sun, 13 Feb 2011 17:26:59 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Precast/Moorebank-Interchange-Bridge.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">48e6c263-a733-4996-a436-3bc46c6e7d0b</guid>
  <title> <![CDATA[Precast Concrete Wall to Suspended Precast Hollowcore Floor – Shear Friction Connection]]></title>
  <description><![CDATA[It has been generally accepted that for multi-level precast concrete construction, suspended floor systems can be supported by load bearing solid precast concrete walls. The typical connection between the floor and wall elements requires a supporting concrete corbel, or fire rated steel shelf angle connection, or for the precast floor system to bear directly on top of the precast walling system to provide the necessary bearing capacity for the floor. However, other efficient support connections are available for consideration, such as a Shear Friction Connection. The paper shall review the development of shear friction theory, examine an alternate shear friction precast floor-to-wall connection.]]></description>
  <pubDate>Sun, 13 Feb 2011 17:23:51 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Precast/Precast-Concrete-Wall-to-Suspended-Precast-Hollowc.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">983b3a9c-931f-485a-b4fc-2b90e80fd786</guid>
  <title> <![CDATA[Precast Protects The Diggers]]></title>
  <description><![CDATA[A major part of the Lavarack Barracks Redevelopment Stage 2 comprised provision of 992 new single accommodation quarters. The provision of the 992 units was accommodated by the construction of 72 individual three storey buildings, spread over a site approximately two kilometers long. A precast concrete solution was adopted for the construction of the units to satisfy the structural, architectural and site construction requirements. All external precast surfaces were an off form colour controlled concrete finish and the precast floors were honed, requiring that the project was undertaken by a precaster with architectural precast experience. All panels were factory cast, delivered on specialised transport and erected with mobile cranes, reducing site manpower and construction times. A new manufacturing facility was established near the site to reduce transport costs due to the large sizes of the panels.]]></description>
  <pubDate>Sun, 13 Feb 2011 17:21:07 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Precast/Precast-Protects-The-Diggers.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">287c898f-086c-4730-adb5-e4351a1c8e23</guid>
  <title> <![CDATA[12,000sqm Of Reinforced Earth Concrete Retaining Walls Supplied To Inner City Bypass Project ]]></title>
  <description><![CDATA[Awarded to Leighton Contractors in early 2000, this D&C project incorporated some 12,000 square meters of concrete faced retaining walls spread over 20+ structures from one end of the new bypass to the other. Using the Reinforced Earth concept, the structures formed ramps, bridge abutments and viaducts, and incorporated a variety of architecturally designed patterns and colors. The coordination of the Reinforced Earth wall design, manufacture and installation formed a major part of the project and was a real planning accomplishment. Design of the large number of structures was developed in stages in line with the D&C style contract. And as such a contract demands, The Reinforced Earth Company was required to work in closely with project architects and designers, and to be ready to react quickly to continuously changing design requirements as they occurred. Coordinating the design work for retaining walls, whilst continuously manufacturing and supplying panels to site represented a serious challenge.]]></description>
  <pubDate>Sun, 13 Feb 2011 17:19:02 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Precast/12,000sqm-Of-Reinforced-Earth-Concrete-Retaining-W.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">9e586cc1-83c9-4779-ab92-b70bef578c9d</guid>
  <title> <![CDATA[Timber Rail Bridge Replaced By Precast Concrete Arch Culvert Over The Weekend Near Forbes]]></title>
  <description><![CDATA[This paper describes the challenges that were overcome during the design and construction of a precast concrete arch culvert to replace a timber rail underbridge at Forbes 607.705km on the Stockinbingal to Parkes Line. The arch structure was designed in accordance with the Austroads Bridge Design Code. This code specifies 300-A-12 Railway Traffic Loading that consists of groups of four axles, each having a load of 300KN and having axle spacings of 1.7m, 1.1m and 1.7m. The challenging aspects of the arch design involved positioning these groups of axles at 12m centres to determine the maximum load effects in the arch structure. The arch panels were also checked for Fatigue Loading and Derailment Loads in accordance with the Code. The scope of works that had to be accomplished during the weekend rail shut down included the demolition and removal of the existing timber bridge followed by the construction of the precast concrete arch, headwalls and wingwalls including all earthworks. The rail line was back in service on time 60 hours later.]]></description>
  <pubDate>Sun, 13 Feb 2011 17:15:46 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Precast/Timber-Rail-Bridge-Replaced-By-Precast-Concrete-Ar.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">c75c9421-9104-4d09-9581-5ec76a26682d</guid>
  <title> <![CDATA[Reinforced Concrete Columns Using High Strength Steel]]></title>
  <description><![CDATA[Steel reinforcement with a characteristic strength of 500 MPa is now in use in some countries including Australia and New Zealand to replace the traditional 400 MPa steel. Research works is being carried out on the ductility and serviceability issues of reinforced concrete (RC) beams and slabs using high strength steel. This paper investigates the strength increase of RC columns with the increase in strength of reinforcing steel. It is generally known that there is an increase in cross section strength of RC columns with the increase in steel strength. It has been shown analytically by comparison of cross-section strengths with 400 and 500 MPa reinforcing steels that either extra strength or steel saving could be obtained in RC columns by using high strength steel. However, it is necessary to take into account the other important parameters such as load eccentricity and column slenderness to determine the actual strength increase of an RC column. A non- linear analysis was used in this study to investigate the effect of different parameters such as load eccentricity, slenderness ratio, concrete strength and longitudinal reinforcement ratio on the strength increase. It was found that the benefit of using high strength steel in terms of strength of the RC columns varies with these parameters and is increased with an increase in the magnitude of load eccentricity.]]></description>
  <pubDate>Sun, 13 Feb 2011 17:11:20 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Reinforcement/Reinforced-Concrete-Columns-Using-High-Strength-St.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">70467862-630b-4f9a-a352-12158bc564b0</guid>
  <title> <![CDATA[Cyclic Behaviour Of N-Type Reinforcing Steel And Aseismic Design]]></title>
  <description><![CDATA[The results of a pilot project examining the cyclic uniaxial stress-strain behaviour of Grade 500 reinforcing bars that satisfy the requirements for N-type steel in AS4671 are presented in this paper. The type of test conducted includes a monotonic test, a cyclic test recommended in the draft ISO standard for mechanical splices on reinforcing bars in earthquake situations, a cyclic test with large strain reversals primarily on the tension side, and a cyclic test with large symmetrical strain cycles. These initial tests were intended to pinpoint the important parameters that need to be studied in more detail. A series of comprehensive, statistically valid tests will follow.]]></description>
  <pubDate>Sun, 13 Feb 2011 17:08:23 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Reinforcement/Cyclic-Behaviour-Of-N-Type-Reinforcing-Steel-And-A.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">85e0bfc8-e3c6-4fd4-90dc-030ab9f8fc23</guid>
  <title> <![CDATA[Modelling Mechanical Properties Of Reinforcing Steel ]]></title>
  <description><![CDATA[Smorgon Steel, in conjunction with Deakin University, has undertaken a research program to model the hot rolling process for microalloyed dbar coil and mesh grade rod to optimise the performance of reinforcing steel. As part of the collaborative research, a physical model is being developed to determine the mechanical properties from the chemistry and grain size of hot rolled rod. The physical properties being modelled include Yield Strength (YS), TensileStrength (TS) and ductility. The project also investigates the effect of cold working low carbon steel rod, prior to mesh making, on the resulting mechanical properties of the finished product. This paper details results from the early stages of the project.]]></description>
  <pubDate>Sun, 13 Feb 2011 17:06:20 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Reinforcement/Modelling-Mechanical-Properties-Of-Reinforcing-Ste.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">c88da47a-7159-4404-b2eb-9ec58ebc1a2c</guid>
  <title> <![CDATA[Ductility Of Reinforced Concrete Flexural Members With 500mpa Grade Steel]]></title>
  <description><![CDATA[This paper provides a summary of the PhD research undertaken by the author to investigate the ductility and non- linear overload behaviour of reinforced concrete members constructed with 500MPa grade reinforcing steel.]]></description>
  <pubDate>Sun, 13 Feb 2011 17:02:56 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Reinforcement/Ductility-Of-Reinforced-Concrete-Flexural-Members-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">7c15b6a2-c568-4535-9641-ca7f6a82a688</guid>
  <title> <![CDATA[Review Of Effect Of Reinforcing Bar Properties On Bending Permormance]]></title>
  <description><![CDATA[There are two different methods of producing 500 MPa steel reinforcing bars in Australia. Bars can be strengthened via the addition of Vandium to form Micro-Alloy bar (MA). The other method is via rapid cooling of the steel during hot rolling and then allowing the core of the steel bar to re-heat the outer bar surface. Bars produced by this quenching and self-tempering process are referred to as QST bars. This paper compares the bending performance of bars produced by these two methods.]]></description>
  <pubDate>Sun, 13 Feb 2011 17:00:33 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Reinforcement/Review-Of-Effect-Of-Reinforcing-Bar-Properties-On-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">eec1518e-a5cb-4e70-9c53-0ee2ef376eef</guid>
  <title> <![CDATA[Tests On RC Slabs Reinforced With 500 MPA Welded Wire Fabric ]]></title>
  <description><![CDATA[Welded wire fabric, with a characteristic yield strength of 500 MPa, is commonly used by the Australian building industry in reinforced concrete slabs. Such steel has recently been classified in the steel reinforcement standard AS/NZS4671-2001 as Class L (low ductility). Reinforcement is classified as Class L if the minimum specified lower characteristic uniform elongation is at least 0.015 and the ratio of yield stress to ultimate tensile strength exceeds 1.03. It is important to verify the theoretical predictions with experimental results, as the catastrophic failure mode resulting from fracture of the tensile steel has direct consequences on ductility, warning of failure, moment redistribution in indeterminate structures and the validity of many of the routine approximations and simplifications made in the analysis and design of reinforced concrete structures. This paper presents experimental results of three simply supported and three continuous slabs, reinforced with Australian welded wire fabric, designed in accordance with AS3600-2001. All slabs were observed to fail in a brittle and catastrophic manner, namely by fracture of the welded wire fabric, at the most heavily loaded section. The results have important implications for consulting structural engineers, code writers, and the builders, owners and users of concrete structures.]]></description>
  <pubDate>Sun, 13 Feb 2011 16:54:31 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Reinforcement/Tests-On-RC-Slabs-Reinforced-With-500-MPA-Welded-W.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">f132735f-0e07-4012-ad8f-50449c0b24de</guid>
  <title> <![CDATA[Innovative Applications Of Australian Reinforcing Steel In Composite Beam Shear Connection]]></title>
  <description><![CDATA[shear connection between steel beams and composite slabs. The advantages to be gained using these components include: suppression of unsatisfactory failure modes which are typically brittle in nature and result in premature failure of the shear connection; a significant reduction in the amount of reinforcement needed for longitudinal shear resistance compared to conventional detailing; simplified design procedures; and easy and rapid installation on site. Rules developed for design engineers to detail beams incorporating some of the new products are described.]]></description>
  <pubDate>Sun, 13 Feb 2011 16:50:51 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Reinforcement/Innovative-Applications-Of-Australian-Reinforcing.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">265f3aa2-7476-4433-99c5-044e2ff3df6c</guid>
  <title> <![CDATA[Overview Of Pile Corrosion]]></title>
  <description><![CDATA[Piles are an important element of any structure. Deterioration of piles can lead to costly failures, hence an understanding of pile corrosion mechanisms, investigative approaches and rehabilitation techniques is needed for practicing civil engineers. This paper attempts to provide an overview of pile corrosion and author’s findings and recommendations.]]></description>
  <pubDate>Sun, 13 Feb 2011 16:46:17 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Durability-Performance/Overview-Of-Pile-Corrosion.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">abf4a7ad-1f56-468e-b65c-380ca0d9572a</guid>
  <title> <![CDATA[In-Service Structural Performance Of Concrete Structures]]></title>
  <description><![CDATA[Concrete structures often remain in-service well beyond their notional design lives and carry loads significantly higher than originally intended. This is particularly evident in Australia’s transport infrastructure. Bridges and wharf structures have been subjected to continual increases in both the magnitude and the number of loads that they must safely support and sometimes this leads to serviceability related cracking. Many of these structures are also at an age where concrete durability related defects are becoming evident, including corrosion of reinforcement and subsequent spalling due to chloride ingress or carbonation, and/or deterioration due to Alkalia Silica Reaction for example. The question often arises regarding the safety of these structures that often do not comply with current standards but seemingly perform satisfactorily. This paper presents an overview of the techniques utilised and lessons learnt during the non-destructive and destructive evaluation of concrete structures in Australia over recent years. The techniques will be illustrated from the many case studies. It will illustrate the variability in performance and differences in risk between structures. ]]></description>
  <pubDate>Sun, 13 Feb 2011 16:43:47 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Durability-Performance/In-Service-Structural-Performance-Of-Concrete-Stru.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">d09f1c44-d7bc-40ec-a40d-c06636f4520f</guid>
  <title> <![CDATA[The Influence Of Drying Shrinkage On Long-Term Joint Movement In A Multi Level Car Park ]]></title>
  <description><![CDATA[Concrete drying shrinkage limits are commonly specified for the construction of large flat slabs in structures in order to potentially reduce the risk of cracking. Such specifications alone will not ensure good serviceability performance of slabs. Contractually, natural test variations in the measurement of
drying shrinkage are generally not taken into account in construction documentation. To test the relationship between joint movement, cracking and drying shrinkage, a commercial R&D program was conducted between 1998 and 2001. The study focused on a set of concretes used in the construction of a multi-level car park structure in Sydney. Restraints were included in the analysis as parameters and linked to movement and stress conditions. Work included a project specific review of the fresh and hardened concrete data on the materials used, modelling longterm creep, shrinkage, elastic modulus and compressive strength versus time. Key findings were that restraint conditions were highly significant in determining the response of the structure to shrinkage of concrete and other element deformations. In addition, design and detailing of localised areas were found to be important in managing shrinkage related displacements. 
]]></description>
  <pubDate>Sun, 13 Feb 2011 16:40:27 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Durability-Performance/The-Influence-Of-Drying-Shrinkage-On-Long-Term-Joi.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">b26eae9a-4a7d-441c-8c64-e9ecc2b4b7ea</guid>
  <title> <![CDATA[Chloride Diffusion In Concrete Specifications A Contractual Minefield]]></title>
  <description><![CDATA[This paper examines some of the test methods considered by the Concrete Institute of Australia, Z13 Recommended Practice “Performance Criteria for Concrete in Marine Environments”. In particular the paper deals with real specifications where the test methods (or variants of them) have been part of the contract documents governing contracts performed by the authors’ organisation over recent years. The paper seeks to demonstrate the dangers for specifiers in not fully understanding the nature, methodology and purpose of tests chosen for the specification. Further, the matter of time is highlighted as it relates to material pre-qualification, available time allowed by the contract to establish benchmarks and the real relevance of the tests to the design life of the structure. Finally, the paper deals with the huge potential for contractual dispute and litigation where short-term tests are specified indiscriminately without due reference to the outcomes actually being sought.]]></description>
  <pubDate>Sun, 13 Feb 2011 16:35:53 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Durability-Performance/Chloride-Diffusion-In-Concrete-Specifications-A-Co.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">c7e739fc-2ad9-4f31-90e8-f0b48b80f5df</guid>
  <title> <![CDATA[Performance of Concrete Building Structures Subjected to Blast Loading]]></title>
  <description><![CDATA[This paper presents a study at the University of Melbourne on the performance of concrete building structures under severe blast loading. A blast assessment was conducted for a typical concrete tall building in Australia. The structural stability and integrity of the example building was investigated by assessing the blast resistance and failure mechanism of key structural concrete elements (columns, beams and floor slabs). The advantage of using of high-strength concrete (HSC) for key structural elements to improve blast resistance is discussed in this paper. A constitutive law to model the dynamic engineering properties (strain-rate-dependent) of both normal strength and high-strength concrete is also proposed. Dynamic stress-strain relations which differ considerably from the corresponding static relations were used to model the changes in bending and shear capacities of concrete elements subjected to the blast loading. The effects of reinforcement detailing, geometry, and loading conditions on the dynamic behaviour of concrete members were investigated by the Finite Element Explicit code LS-DYNA3D. It was found that more attention should be paid on improving the ductility of structural components that will minimise the damage caused by extreme loading caused by bomb blasts.]]></description>
  <pubDate>Sun, 13 Feb 2011 16:32:55 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Durability-Performance/Performance-of-Concrete-Building-Structures-Subjec.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">8af24dcf-c9b1-47a2-93c8-b5b91ad17d70</guid>
  <title> <![CDATA[Design And Construction Considerations For Durable Concrete Structures]]></title>
  <description><![CDATA[Based on current practice, there is much debate as to what factors should be controlled and specified in order to be able to produce durable concrete. In the past, it was common to adopt a prescriptive approach for specifying concrete, which to a great extent is related to the concrete compressive strength and concrete cover requirements. Additional specifications including concrete composition, properties and constituents used can be imposed but these approaches do not necessarily yield satisfactory results. In this paper, the importance of recognising the quality of covercrete and curing in ensuring the durability of a structure is highlighted. A practical method of assessing the insitu cover quality using Initial Surface Absorption Test (ISAT10 value) or Volume of Permeable Voids(VPV) is presented. Assessing in-situ cover measurements using covermeter and GPR is also presented. It recommends that Figg's test be adapted to assess in-situ air and water permeability immediately after construction and continually thereafter. Such an approach would enable the construction of durable structures and the monitoring of compliance to durability issues, with the capability of taking remedial measures at the stage of initiation of covercrete deterioration. This would lead to considerable savings in future maintenance costs of concrete structures.]]></description>
  <pubDate>Sun, 13 Feb 2011 16:29:45 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Durability-Performance/Design-And-Construction-Considerations-For-Durable.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">100bcbb0-366c-4fab-b2e5-48e867a3482a</guid>
  <title> <![CDATA[Corrosion Assessment And Prevention For Reinforced Concrete Structures]]></title>
  <description><![CDATA[Corrosion assessment of reinforcement embedded in concrete is often carried out by employing various techniques and tests. Half cell potential mapping is a well-known electrochemical technique used mainly to provide information regarding the probability of corrosion in existing reinforced concrete structures. For new structures, corrosion rate monitoring using embedded probes in concrete is used for long term corrosion monitoring and assessment. Cathodic prevention has been applied in various structures to stop the initiation of reinforcement corrosion in new structures located mainly in marine environments. This paper will outline the basis of these techniques and provide general guidelines regarding their use under various conditions.]]></description>
  <pubDate>Sun, 13 Feb 2011 16:26:43 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Durability-Performance/Corrosion-Assessment-And-Prevention-For-Reinforced.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">4988c523-6b10-4b8b-9f2e-11d7c814ddd7</guid>
  <title> <![CDATA[Marine Concrete Mix Design - Combining Durability And Placeability]]></title>
  <description><![CDATA[Mix designs to meet marine durability requirements can often compete with placing issues. This paper takes a practical look at meeting all the needs of concrete for marine structures by outlining mix development on a number of structures. For a WA power station the initial concrete, with a high content of coarse slag and a deficit of fine fines, had very high plastic settlement. Mix trials identified the most suitable way of reducing bleed. For a Queensland jetty trial mix results showed how sand, pozzolan and admixture selection affected sorptivity while mix design and practical mixing determined slump retention. For the Jervoise Bay wharf, with soffits just above sea-level, an inhibitor, low water:binder ratio and low sorptivity were specified to provide corrosion protection. The resultant high cement content and inhibitor caused difficulties in maintaining the required thermal differentials to 25oC in the decks up to 3m thick. Adiabatic test results were used in a computer programme to assess insitu temperature profiles in various environmental conditions and with different insulation. Results show the dilemmas of too little or too much insulation and too much or too little water in a
location where thermal cracking is not tolerable. The development of the marine exposure classification and the appropriate sulphate resisting cement system for a petrochemical plant in Vietnam is discussed. Finally the issue of performance or prescription based specification is discussed.
]]></description>
  <pubDate>Sun, 13 Feb 2011 16:24:19 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Durability-Performance/Marine-Concrete-Mix-Design---Combining-Durability-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">7969ebcb-6995-452d-8cd1-833bc240f55c</guid>
  <title> <![CDATA[Development Of A Performance Measure For Durability Of Concrete Bridges]]></title>
  <description><![CDATA[Major durability problems for concrete structures is the alkali-aggregate reaction (AAR) which can lead to premature cracking and deterioration of the structure. To ensure satisfactory performance of the structure, the aggregate component needs to be tested prior to construction and managed according to its reactivity. For reactive aggregates that have already been used and caused cracking in the structure, it is important to estimate their effect on the strength properties of the structural elements. Some 18 commercial aggregates that could be used in concrete for VicRoads bridge constructions, were selected to investigate their influence on the durability and strength properties of the concrete. A number of bridges in which some of the aggregates had been used were also investigated to provide data on the field performance of the aggregate. The work reported here has shown that the accelerated mortar bar test (AMBT), adopted by VicRoads as test method RC376.03 and by RTA, NSW as RTA test method T363, is effective in detecting reactive aggregates and its results correlate well with the performance of the aggregates in the concrete prism test and in the bridges examined. The compressive strength of concrete was found to be less sensitive to ARR expansion than flexural (or tensile) strength. Based on the results obtained it would be expected that at expansions exceeding 0.12%, the flexural (or tensile) strength of concrete elements could be reduced by as much as 40-50%. ]]></description>
  <pubDate>Sun, 13 Feb 2011 16:21:19 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Durability-Performance/Development-Of-A-Performance-Measure-For-Durabilit.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">2993b6e4-7feb-4542-ae61-3ef75168bd7a</guid>
  <title> <![CDATA[Cements Based On Reactive Magnesia To Portland Cement ]]></title>
  <description><![CDATA[The built environment offers significant opportunities for improving sustainability. TecEco Pty. Ltd. (TecEco, www.tececo.com) was incorporated to take up this challenge and have developed a new cement material based on the blending of reactive magnesia with other hydraulic cements including Portland cement that has attracted considerable interest around the world1. TecEco have demonstrated that reactive magnesia can be blended with other hydraulic cements such as Portland cement and usually a pozzolan in virtually any proportion and result in concretes that are theoretically more durable and in the case of porous materials such as bricks, blocks, pavers and mortars, that carbonate and therefore sequester CO2. This paper summarises the recently invented TecEco cements and their basic chemistry.]]></description>
  <pubDate>Sun, 13 Feb 2011 16:16:20 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Durability-Performance/Cements-Based-On-Reactive-Magnesia-To-Portland-Cem.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e963f3f9-eb9f-42e8-8a54-2839e68e5109</guid>
  <title> <![CDATA[Solving Problems Of Chloride Induced Corrosion In Marine Structures - Stainless Steel Reinforcing]]></title>
  <description><![CDATA[There is nothing new about the use of stainless steel in the general construction industry. Its performance, particularly in hostile environments is well known and documented. Why then is the industry not embracing a solution that truly works? The answers lie in the attitude of our throwaway society. Clearly, the attitude has been to make our structures for the lowest possible price and let the owner worry about the maintenance cost sometime in the future, usually the very near future. Now owners and governments, Local State and Federal, are demanding extended lifecycles of up to 100years with minimal maintenance. Worldwide, the trend is toward the use of stainless steel reinforcing to achieve these extended lifecycles. The new design manual for roads and bridges released in February 2002 by the British Highways Agency allows designers and specifiers to design using reduced concrete covers to 30mm and crack widths of 0.3mm when incorporating stainless steel in their design. This paper will address all aspects of using stainless steel reinforcing including, the properties of stainless steel and the correct grade selection for marine applications. Life cycle costing examples using both European and Australian completed projects will be given as well as practical information on the handling and welding of stainless steel on the job site, and details of how to successfully design using stainless steel reinforcing.]]></description>
  <pubDate>Sun, 13 Feb 2011 16:12:42 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Durability-Performance/Solving-Problems-Of-Chloride-Induced-Corrosion-In.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e8d29d6c-f11d-4908-aa12-e36e179eb94e</guid>
  <title> <![CDATA[The Assessment Of The Residual Expansion Strain Due To Alkali-Silica Reaction In Bridge Structures  ]]></title>
  <description><![CDATA[This paper examines the field expansion performance of four Main Road’s bridge structures and one off shore jetty structure in relation to their residual alkali-silica expansion strain at an age of approximately 8 years onwards. These structures reside in environments from benign to very aggressive marine conditions. From very low rainfall of 500 mm/year to high rainfall zones of 2000 mm/year. The expansive response of the concrete due to alkali- silica (ASR) is related to the design concept, the chosen materials and the coexisting environment. The residual strains in the structures were measured mechanically using the Huggenberger dial gauge with studs glued at 250 mm centres. In this manner the individual transverse strain response of beams and the total response of the full bridge width were recorded. It was found that residual strains of the order of 6000 microstrain were possible indicating a total strain of approximately 12000 microstrain due to ASR expansion of the affected concrete members instead of the normal +/ 500 microstrain due to the wetting and drying of concrete members.]]></description>
  <pubDate>Sun, 13 Feb 2011 16:09:20 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Durability-Performance/The-Assessment-Of-The-Residual-Expansion-Strain-Du.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">589fb494-16cf-41cc-acca-e0f25519f542</guid>
  <title> <![CDATA[Durable Concrete Construction– Performance Monitoring Of Patterson River Bridge ]]></title>
  <description><![CDATA[The Patterson River Bridge carries Nepean Highway over Patterson River in Carrum, and was constructed in 1995 as part of a multi-level protection approach incorporating high quality concrete with supplementary cementitious materials (SCMs), application of protective coatings, many other durability provisions and testing for volume of permeable voids/permeability (VPV). The bridge consists of 4 spans and 3 piers each with two columns.  Determination of the chloride penetration profile, in-situ strength and volume of permeable voids (VPV), in the nominated concrete was also undertaken. Additional testing on Pier 3 included half-cell potential and resistivity measurements, chloride, carbonation and compressive strengthbtesting and cover metre survey. Half-cell potential and corrosion rate measurements are in agreement with the embedded probe output, both indicating no corrosion activity at the present time, some 8 years after construction. The chloride penetration has been small and limited to the outer 0-15 mm of concrete surface, such that a chloride profile is not available as yet for the calculation of the Cl- diffusion coefficient. The VPV was about 10.5% indicating very high concrete quality. It is suggested that the high quality of concrete together with the surface coatings applied to the concrete soon after construction and the multi-level protection approach to durability has provided very effective protection against corrosion of steel reinforcement. ]]></description>
  <pubDate>Sun, 13 Feb 2011 16:06:47 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Durability-Performance/Durable-Concrete-Construction–-Performance-Monitor.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">5d0fdbfd-5642-4639-87db-494ccb4e7649</guid>
  <title> <![CDATA[Reinforced Concrete Bridge Maintenance Requirements Based On Inspection Data   ]]></title>
  <description><![CDATA[Bridges are key elements in any road network and are required to be maintained in a safe condition with the most efficient use of resources. A Bridge Management System is an essential tool to achieve this goal. Deterioration models capable of accurately predicting future condition states of bridge elements deteriorating due to corrosion are essential components of Bridge Management Systems. Probabilistic deterioration models based on the discrete-time Markov chain and state increment method are employed in many Bridge Management Systems used by bridge managers at present. This paper presents a brief introduction to the concept and use of continuous-time Markov chains for concrete bridge management. The development of the transition probability function (Pij) to predict future condition states of concrete bridge elements is discussed in this paper. The transition probability function (Pij) is a function of deterioration parameters ( i λ ) and corrosion initiation time ( o t ). The application of continuous-time Markov chain, estimating deterioration parameters and corrosion initiation time using maximum likelihood method (MLM) for a bridge element is illustrated through an example using VicRoads bridge inspection data. Future condition states of this bridge element are predicted using the estimated deterioration parameters and corrosion initiation time. Sample criteria for selecting bridge elements for maintenance action and its application are also discussed.]]></description>
  <pubDate>Sun, 13 Feb 2011 16:02:19 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Durability-Performance/Reinforced-Concrete-Bridge-Maintenance-Requirement.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">2253e888-89cc-4cab-a6f9-bb5171cb8d6a</guid>
  <title> <![CDATA[Experimental Investigation On The Flexural Strengthening Of Beams With External Prestressing]]></title>
  <description><![CDATA[One of the major problems faced in the transport industry today is the maintenance, repair and strengthening of deteriorating concrete bridges. Moreover, there is an urgent need to upgrade existing bridges that are now considered inadequate due to increase in traffic load requirements for bridge design. In this regard, external prestressing has the potential to be one of the most powerful techniques for strengthening and rehabilitating existing concrete bridges. A preliminary experimental investigation is being carried out to study the effectiveness of external prestressing for flexural strengthening of existing concrete bridges by conducting test on model beams. The results of this preliminary investigation are discussed in this paper, demonstrating that external prestressing is a viable solution for strengthening of existing bridges.]]></description>
  <pubDate>Sun, 13 Feb 2011 15:56:04 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Repairs/Experimental-Investigation-On-The-Flexural-Strengt.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">b98b557e-049f-47dc-a542-569a64b5ddf4</guid>
  <title> <![CDATA[Some Remarks To Anchorage Of CFRP Strips By External Strengthening Of Concrete Structures]]></title>
  <description><![CDATA[Anchorage of externally bonded reinforcement is the main problem for strengthening concrete structures with CFRP strips - Štepánek & Šustalová (2000, 2001). This paper describes a form of the tests and some results implicating from different properties of anchorage elements. The test results are compared with values obtained from mathematical analysis of anchorage zones behaviour and normal stress distribution along the anchorage length. Design of the anchorage zones is very important part at the calculation of CFRP strips reinforced structures. The design method of bond length differs in various standards. The results of calculations stated in this paper were obtained according to CSN standard system.]]></description>
  <pubDate>Sun, 13 Feb 2011 15:53:37 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Repairs/Some-Remarks-To-Anchorage-Of-CFRP-Strips-By-Extern.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">0afc73fc-adc7-41eb-8dfe-d96d506c6555</guid>
  <title> <![CDATA[Shear Strength And Behaviour Of RC T-Beams Retrofitted With CFRP L-Strips]]></title>
  <description><![CDATA[A range of methods exist for the strengthening of structurally deficient bridges such as section enlargement, external post-tensioning, deck widening, increasing deck overlay, use of additional props or steel plate bonding. Steel plate bonding is widely used in many strengthening applications including bridge retrofitting because such bonding is relatively simple, effective and efficient with minimum site disruption. Changes in the dimensions of the retrofitted structures are only of the order of a few millimetres. However, in corrosive environments, deterioration of the bond between the plate and concrete substrate caused by the corrosion of steel can render the force transfer mechanism between the two components less effective. Other shortcomings include high self- weight resulting in the need to use clamping devices and lifting equipment during operation and a restriction on the maximum length of the steel plate. In this paper, the experimental results of shear-deficient T-beams strengthened using web-bonded Lshaped CFRP laminate strips are presented.]]></description>
  <pubDate>Sun, 13 Feb 2011 15:51:25 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Repairs/Shear-Strength-And-Behaviour-Of-RC-T-Beams-Retrofi.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">69fffcdc-54b6-4c0b-b582-2dd93513a5ee</guid>
  <title> <![CDATA[Strengthening Of The West Gate Bridge With Carbon Fibre Composites – A Proof Engineer’s Perspective]]></title>
  <description><![CDATA[The world’s biggest project of structural strengthening by means of bonded, high tensile carbon fibre reinforced polymers (CFRP) has recently been accomplished at the West Gate Bridge in Melbourne. The West Gate Bridge consists of two multi span precast concrete segmental box girder approach viaducts and a central cable stayed steel box girder Bridge. As a relief measure for traffic congestion an extra lane was provided on the western approach viaduct by utilising the former hard shoulder. This together with the increased (current) traffic loadings has resulted in higher traffic loads being applied to the bridge. The most critical areas of overstress that were identified were the torsional and shear capacity of the spine girder and the capacities of the deck slab and the precast cantilever frames. The main spine beam girder was strengthened by draped tendons to increase the global sag and hog capacity. For the other strengthening requirements, VicRoads decided on a solution proposed by the Design and Construct Contractor, of using high strength CFRP materials due to their advantages as externally bonded reinforcement (EBR) or near surface mounted reinforcement (NSMR). This paper concentrates on this strengthening using CFRP materials.]]></description>
  <pubDate>Sun, 13 Feb 2011 15:48:28 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Repairs/Strengthening-Of-The-West-Gate-Bridge-With-Carbon.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">8e1258be-d49c-4ba3-a22b-31983d1df529</guid>
  <title> <![CDATA[Joint Free Slabs On Grade - An Innovative Approach To The Construction Of Large Area Floor Slabs]]></title>
  <description><![CDATA[Building Innovations’ joint free slab on grade system has been in the market place for almost three years and is attracting a lot of interest from all in the building industry, particularly engineers, builders and developers. It is a system for the construction of vast areas of slab on grade floors without any of the traditional formed and sawn shrinkage control joints. A crack induction grid is used to induce a closely spaced network of fine cracks throughout the slab area that do not need to be reflected through applied floor finishes. Joint free slabs are very popular in retail centres and supermarkets where the installation and maintenance of cover strips installed over traditional control joints is both costly and troublesome. Joint free slabs can be readily constructed at the rate of 1,500 to 2,000 square metres per day per crew, delivering substantial savings in construction time as well as cost.]]></description>
  <pubDate>Sun, 13 Feb 2011 15:45:18 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Repairs/Joint-Free-Slabs-On-Grade-An-Innovative-Approach.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">f0d94e6f-a9d8-419c-a2e0-0eacaae934ee</guid>
  <title> <![CDATA[Evaluating The Performance Of Concrete Coatings As CO2 Barriers]]></title>
  <description><![CDATA[Reinforcement bars in the concrete element are susceptible to corrosion especially in aggressive environmental conditions. Multi- function coatings typically constitute a major component of maintenance/repair expenditure and are used as barriers to deleterious agents as well as fulfilling the traditional function of providing an aesthetically acceptable surface finish. There are many commercial coatings available in the market, the efficiency of which is not known. This is because currently there is no industry-wide standard that give reliable and consistent methods for testing and the available few do not use concrete substrates. The current research will address these issues by comprehensive testing of available coating systems on concrete substrates in accelerated weathering conditions. Additional parameters such as the surface textures of substrate and coating application methods will be assessed to determine their influences on coating performance. A major outcome will be a standard testing method to evaluate the effectiveness of coating systems. An environmental chamber in which moisture, humidity, UV radiation, rain, pressure, and other environmental factors could be controlled will be used for artificial weathering tests. Gas Chromatography machine will also be used for diffusion testing. This paper will present the problem, critically review the past studies on CO2 barriers and presents the current research that is underway at the University of Queensland.]]></description>
  <pubDate>Sun, 13 Feb 2011 15:42:45 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Repairs/Evaluating-The-Performance-Of-Concrete-Coatings-As.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">02865ad1-74c4-4157-9fa6-dfacaa053eed</guid>
  <title> <![CDATA[A Turning Point To A Safer And More Efficient Concrete Protector And Restorer (3M CP&R) ]]></title>
  <description><![CDATA[3M CP&R has emerged as a frog leaping technology that stepped up from the Methyl Methacrylate (MMA) in Europe 50 years ago. The MMA was metabolised with a dramatic change 20 years later in the industry to the High Molecular Weight Methacrylate (HMWM). However these technologies, particularly MMA, have suffered limitation of high level of toxicity, flammability and health risks. 3M has modified HMWM to an Advanced Modified High Molecular Weight product (hmw), creating a patented, revolutionary, lower risks protector and restorer technology with high strength near that of concrete (ASTM D 638) and remarkable Low Modulus flexibility. This paper recollects the evolution of this concrete protector and restorer technology.]]></description>
  <pubDate>Sun, 13 Feb 2011 15:39:14 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Repairs/A-Turning-Point-To-A-Safer-And-More-Efficient-Conc.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">a4181ad1-8ca0-4c69-823d-1ad3f0b7afbc</guid>
  <title> <![CDATA[Innovative Approaches To Electrochemical Remediation Of Concrete]]></title>
  <description><![CDATA[The corrosion of reinforcing steel in concrete structures is a global problem. A number of highly technical repair materials are now available to repair concrete structures suffering steel corrosion damage. Often, however, an incipient corrosion problem remains in untreated chloride contaminated areas which may lead to subsequent failure. This paper describes both galvanic and impressed current systems, which can be applied to corrosion susceptible structures, which focus on addressing the fundamental electrochemical nature of corrosion. A galvanic system for enhancing longevity of patch repairs to reinforced concrete is discussed with particular reference to its ability to overcome incipient anode formation. Data to support cost effective extension of this galvanic technology to globally treat corroding reinforced concrete structures will be presented. An alternative impressed current solution to treating contaminated reinforced concrete structures will also be discussed.]]></description>
  <pubDate>Sun, 13 Feb 2011 15:35:46 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Repairs/Innovative-Approaches-To-Electrochemical-Remediati.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">3470fc1d-9ebf-4c43-b14b-e87596632e2f</guid>
  <title> <![CDATA[Draining Concrete - Controlled Permeability Formwork]]></title>
  <description><![CDATA[Deterioration of reinforced concrete structures is a major problem worldwide. The durability of concrete structures, to a large extent, depends on the quality of the concrete cover; its ability to resist aggressive elements penetrating the concrete cover, attacking the reinforcement and damaging the concrete structure. Controlled Permeability Formwork (CPF) liner is tensioned and fixed to the
formwork. The nonwoven CPF liner drains surplus water and air from the surface of freshly placed concrete. When water is drained off the surface, the water/cement ratio (w/ c) in the concrete surface is reduced which improves the strength and durability of the concrete dramatically. In short: you treat the problem, and not the symptoms. This paper will focus on the improvement of the concrete, based on independent laboratory results. A comparison of nonwoven CPF liner as opposed to ordinary
formwork will be presented. Furthermore the change of w/c-ratio throughout the depth of the concrete will be presented.
]]></description>
  <pubDate>Sun, 13 Feb 2011 15:30:40 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Materials/Draining-Concrete---Controlled-Permeability-Formwo.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">87e42799-0407-4446-86ca-c7b26ca7912d</guid>
  <title> <![CDATA[Long Term Strength Development In Microwave Cured Concrete]]></title>
  <description><![CDATA[The implementation of new curing technologies requires sufficient confidence on the long-term performance of the material being cured. In recent years, CSIRO has developed new rapid curing processes for precast concrete based on the use of industrial microwave heating technologies. Extensive R&D has been carried out at both bench-top and pilot scale to control bulk heating of slab type elements. Compressive strengths sufficient for formwork removal and lifting can be obtained in less than 4 hours whilst strengths sufficient for pre-stressing are achieved in less than 6 hours. These significant gains in early age strength are not accompanied by any apparent loss in medium to long-term strength development. In this Paper, medium to long-term strength development of concretes subjected to standard, conventional heat and microwave curing are discussed.]]></description>
  <pubDate>Sun, 13 Feb 2011 15:28:02 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Materials/Long-Term-Strength-Development-In-Microwave-Cured-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">6685be36-9b96-4f5a-8dbb-6f874b54e78c</guid>
  <title> <![CDATA[Enhancing Acid Resistance Of Concrete By Varying Cement And Aggregate Types]]></title>
  <description><![CDATA[A research project has been undertaken at the Australian Centre for Construction Innovation at UNSW to investigate acid resistance of concretes using different types of cements and aggregates. This paper describes the experimental work with six concrete mixes. The cements used include Type-GP cement, Type-GB slag blended cement and ternary blended cement containing both silica fume and fly ash, or both silica fume and slag. Two types of coarse aggregates, crushed river gravel or limestone, were used in concrete mixes. Fine aggregates were silicious sand or crushed limestone.
The 28-day compressive strengths of the six concretes were in the range of 45MPa to 58 MPa. Concrete cylinder samples were immersed in regularly refreshed 10%, 1% or 0.02% sulphuric acid solutions. The samples were periodically examined for changes in visual appearance, measured for mass change and tested for compressive strength. It was found that the limestone aggregate in concrete for acidic environments provided a means of reducing the rate of concrete degradation. The best acid resistance was found with the concrete using limestone aggregates and the ternary blend cement containing 7% silica fume and 33% fly ash.
]]></description>
  <pubDate>Sun, 13 Feb 2011 15:25:18 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Materials/Enhancing-Acid-Resistance-Of-Concrete-By-Varying-C.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">b17f171b-eb3c-4643-9ccf-39cdc96fb123</guid>
  <title> <![CDATA[Relaxation Testing Of Stressing Strand Test Method And Suggested Improvements To AS 1311]]></title>
  <description><![CDATA[Stressing strand is a critical structural component in bridge and other pre or post tensioned structures. The quality and conformance of stressing strand to design codes including AS1311 is fundamental. The paper examines the requirements of a relaxation test. Materials standards for strand specify relaxation at 1000 hours (6 weeks) as a practical means of ensuring strand quality. A bridge has to perform over a design life of 100 years, and to ensure this, an estimate of strand relaxation at 10,000 days (30 years) is required in the Australian Bridge Design Code. The need to extrapolate a 1000 hour test to 10,000 days (240,000 hours) places significant demands on the accuracy of the readings in the 1000-hour test. The paper makes recommendations about improvements to AS 1311 to standardize testing and additional requirements to be included in the standard.]]></description>
  <pubDate>Sun, 13 Feb 2011 15:22:21 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Materials/Relaxation-Testing-Of-Stressing-Strand-Test-Method.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">48568eda-302f-47da-b696-bde876409b71</guid>
  <title> <![CDATA[Shrinkage In Concrete Pavements]]></title>
  <description><![CDATA[Volumetric changes in concrete are unavoidable and occur from the onset of casting. While the causes behind these changes have been the subject of considerable research, little information is available quantifying the effects immediately after casting. This paper presents some results from ongoing experiments to investigate early and later age shrinkage of concrete pavements. The work is part of a joint research program between the APMCA, MRD (Qld) and the University of Queensland. The experiments involve instrumented slabs under both laboratory and field conditions. Soft vibrating wire strain gauges were used to measure strain and temperature changes at various depths and locations within the slabs. The results identify two distinct mechanisms driving early volumetric change, the first being pore water suction, the second being thermally induced strain. The results indicate how cracks can initiate early in the life of a pavement. The paper also considers later age drying shrinkage. It is shown that this may not develop according to the codified model1, 2.]]></description>
  <pubDate>Sun, 13 Feb 2011 15:17:26 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Materials/Shrinkage-In-Concrete-Pavements.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">a066f1e9-0e46-44c6-8a1c-83dd2e39c579</guid>
  <title> <![CDATA[Cracking Of Plastic Concrete]]></title>
  <description><![CDATA[The ACI recommendations for the prevention of the cracking of plastic concrete by limiting the evaporation rate from exposed surfaces are reviewed, and are shown to overestimate the evaporation from the surface of desiccated concrete. Pore moisture effects in desiccated concrete and the stresses arising from these effects are described. The stresses due to desiccation of early age concrete and its strength are compared, and crack initiation and propagation associated with these stresses are discussed. It is shown that ambient conditions conducive to cracking in early age concrete are encountered everywhere, and that, under favourable conditions, shallow cracks in desiccated concrete can propagate almost instantaneously to considerable depths.]]></description>
  <pubDate>Sun, 13 Feb 2011 15:15:04 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Materials/Cracking-Of-Plastic-Concrete.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">251da8b6-78a6-4d3c-bcf3-072fab64960b</guid>
  <title> <![CDATA[New Generation Hyperplasticisers For The New Millennium]]></title>
  <description><![CDATA[The use of high performance concrete has significantly increased over the past decade in Australia. Coupled with this increase is the utilisation of specialty admixtures such as superplasticisers in concrete. Recently, a new generation of superplasticisers based on modified polycarboxylic ethers (PCE) polymer technology has been introduced in Australia. These polymers possess unique chemistries that act as powerful cement dispersants as well as providing exceptional workability retention without retardation and segregation. The mode of action of PCE superplasticisers can be described as being of a triple mechanism. This improves both the dispersion and slump retention of the concrete even with low w/c ratios. This paper will discuss the history, mechanism of action and present some laboratory performance data and applications of PCE superplasticisers in the field.]]></description>
  <pubDate>Sun, 13 Feb 2011 15:12:52 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Materials/New-Generation-Hyperplasticisers-For-The-New-Mille.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">a2ec5a9e-8f01-4ccf-90e7-721c428e6a21</guid>
  <title> <![CDATA[New Generation Admixture For Improvement Of Concrete With Manufactured Sands]]></title>
  <description><![CDATA[With the increased shortage of natural sands for construction combined with increasing pressure from local government bodies to find methods to utilize by-products and waste produced in quarries, the use of manufactured sands in concrete will not only make the mix more economical but also protect the environment from possible pollution and result in saving of natural resources and energy. Some concrete producers incorporate manufactured sands to replace fine aggregates in their concrete mixes for economic and environmental reasons. However, concrete mix designs using higher proportions of manufactured sands to partially replace natural sands in concrete can be harsh, difficult to pump and harder to place and finish. To overcome some of these problems an admixture based on new technology has been developed. The use of such an admixture imparts superior workability, making it easier to pump, place and finish, besides providing water reduction. The admixture is specifically designed to achieve a user- friendly concrete mix and provide customer satisfaction through the utilization of latest polymer technology for chemical admixtures. This paper will discuss the application of a new generation admixture for the improvement of concrete mixes containing  different manufactured sands.]]></description>
  <pubDate>Sun, 13 Feb 2011 15:09:34 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Materials/New-Generation-Admixture-For-Improvement-Of-Concre.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">3a980b50-ef48-4efc-ae4a-344bbe81bf3b</guid>
  <title> <![CDATA[Zeolite Blended Cement For Better Sulphate Resistance]]></title>
  <description><![CDATA[Sulphate resistance of cement suspensions made from ordinary Portland cement (reference PC) and bentonite, and those where bentonite was completely replaced by zeolite and silica fume in the weight ratio of 1:3 and 3:1 is reported in this paper. The suspension mixture composition was modified by fine iron powder addition. The mortars were made from reference PC and Portland - pozzolan cement with 35 wt. % of zeolite addition (ZBC). Suspensions (to 20 wt. % of zeolite silica fume addition, W/C = 1.0) and mortars (cement to sand weight ratio of 1:3 and W/C = 0.6) were prepared and tested in water and sodium sulphate solution for 180 days (suspension) and 720 days (mortar) using 20 x 20 x 120 mm and 40 x 40 x 160 mm specimens. The results show that zeolite addition markedly increased the sulphate resistance of cement suspension and mortar.]]></description>
  <pubDate>Sun, 13 Feb 2011 15:06:23 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Materials/Zeolite-Blended-Cement-For-Better-Sulphate-Resista.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">21eff91c-2025-43aa-9781-82a0d310e6d4</guid>
  <title> <![CDATA[Resistance To Sulphate & Chloride Attack Of Concretes Modified With Permeability Reducing Admixture]]></title>
  <description><![CDATA[A substantial research program was undertaken at the Australian Centre for Construction Innovation at UNSW to evaluate and explore the potential efficiency of permeability reducing admixtures to enhance concrete durability in aggressive environments. Three types of commercial concrete, containing the cement of Type-GP, Type-GB fly ash blend or Type-GB slag blend, were used in the experimental program. For each type of concrete, a control batch was produced without permeability reducing admixture and other batches were produced with addition of permeability reducing admixtures at various dose rates. This comprehensive research investigated the properties of concretes both with and without the admixture, and this paper outlines test results on sulphate resistance using test method AS2350.14 and on chloride resistance using test methods ASTM C1202 (modified) and Nordtest NT BUILD 443. Assessment of these test results indicates that, all other factors being equal, whilst concrete performance was influenced by cement type, these permeability reducing admixtures can also significantly improve the durability of concrete in aggressive environments.]]></description>
  <pubDate>Sun, 13 Feb 2011 15:04:04 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Materials/Resistance-To-Sulphate-Chloride-Attack-Of-Concre.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">a429dd8f-af4a-4b95-8245-dc0b94b6e2c8</guid>
  <title> <![CDATA[Australian Performance-Based Specification For Sulphate Resisting Concrete]]></title>
  <description><![CDATA[Many types of infrastructures are exposed to aggressive ground water and soils containing sulphates. To ensure the durability in such an environment, it is critical that the concrete used has good sulphate resistance. Prescriptive specifications are commonly used to specify sulphate resisting concrete. However, with prescriptive specifications it is difficult to prove that the desired properties are achieved. A performance-based specification will give engineers a greater flexibility in ensuring that the best suited concrete is specified and implemented for the application. Concrete with good resistance to sulphate attack requires both good chemical and physical resistance. A previous CSIRO background research program has examined a range of cements and test methods from overseas. The results suggested a performance-based specification for sulphateresisting concrete to require concrete with a water permeability coefficient of no greater than 1x10-12 m/s and manufactured from a sulphate resisting cement. This was the basis for a 3 year C&CAA/CSIRO collaborative research project to develop a performance-based specification for sulphate resisting concrete based on current Australian Standard and a new accelerated method of quantifying the physical resistance of the concrete. It was found that the Australian test method for length change of Portland and blended cement mortars exposed to a sulphate solution, AS 2350.14 is effective in assessing the chemical resistance of cements.]]></description>
  <pubDate>Sun, 13 Feb 2011 15:00:19 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Materials/Australian-Performance-Based-Specification-For-Sul.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">df4649c4-0115-41c5-bd2b-cc8188c42bce</guid>
  <title> <![CDATA[Sulfate Resistance Of Fly Ash-Based Geopolymer Concrete]]></title>
  <description><![CDATA[This paper presents the study of the resistance of fly ash-based geopolymer concrete to sulphate attack. The test specimens were soaked in 5% sodium sulfate solution for chosen periods and the sulfate resistance of geopolymer concrete was studied by evaluating the changes in compressive strength, mass, and length of the specimens after sulfate exposure. The test variables included exposure period, curing time, and the concentration of alkaline activators used to produce the geopolymer concrete mixture. The test results obtained after three months of exposure show that there is no significant effect of sulfate attack on geopolymer concrete. The tests are continuing for a period of at least one year.]]></description>
  <pubDate>Sun, 13 Feb 2011 14:56:09 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Materials/Sulfate-Resistance-Of-Fly-Ash-Based-Geopolymer-Con.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e46df7b0-b806-429e-8a12-f7406f9f41b6</guid>
  <title> <![CDATA[Enhancing The Ductility And Strength Of HSC Beams Reinforced With High Strength Steel]]></title>
  <description><![CDATA[Higher strength concretes are being used by construction materials. However, higher material strength capacity is often associated with a decrease in ductility. To increase the ductility will allow new materials to be used, as well as harness the full potential flexural strength of reinforced concrete beams. Improved ductility through the incorporation of helical reinforcement located in the compression region is investigated herein. The helix must successfully confine the inner core in order for substantial ductility improvements to occur. In this study, different helical configurations are investigated, in order to determine the full implications of their use. This paper considers the strength gain and ductility of high strength reinforced concrete beams incorporating high strength tensile and helical reinforcement. The effect on ductility through the application of helical reinforcement located in the compressive region of the beam is highlighted. Beams four meter span were subjected to flexural loading, with an emphasis placed on the mid span deflection. The results indicate that the inclusion of helical reinforcement is an effective way of increasing ductility in high strength reinforced concrete beams.]]></description>
  <pubDate>Sun, 13 Feb 2011 14:51:44 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Materials/Enhancing-The-Ductility-And-Strength-Of-HSC-Beams-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">60049705-b31c-4c28-856c-30bffc1b6539</guid>
  <title> <![CDATA[Reactive Powder Concrete (RPC) For Precast Structural Concrete - Research And Development In Aust.]]></title>
  <description><![CDATA[Reactive Powder Concrete (RPC) with compressive strengths in excess of 180MPa is currently
being produced in Australia, and bridge girders and slabs for real practical applications are being
produced. A high speed mixer capable of mixing 2.0m3 is used for the production of RPC. The
water/binder ratios are in the range of 0.15-0.21 with a corresponding water/cement ratio of about
0.20-0.24. The maximum size of particles in a typical RPC mix is limited to about 800μm and a
special type of micro steel fibre with tensile strength exceeding 2000MPa is used. All constituent
materials, except for the steel fibres, are readily available in Australia. RPC is produced to have a
flowing consistency and high workability so that required compaction is minimised. Production of
RPC requires a high degree of quality control and subsequent curing and handling facilities.
In this paper, the effects of hot water, steam and air curing on strength development of RPC are
compared. The use of AS 3972 Type HE Cement in RPC for high early strength development to
facilitate the transfer of prestress is discussed. The development of suitable mix proportions of RPC
using local materials is outlined and the results of a material testing program are presented. This
research forms an integral part of a project in which RPC pre-tensioned girders are being used for
the first time on a vehicular bridge, in New South Wales.
]]></description>
  <pubDate>Sun, 13 Feb 2011 14:49:16 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Materials/Reactive-Powder-Concrete-(RPC)-For-Precast-Structu.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">68da3fff-d590-4455-9ef8-9fcfa080ea20</guid>
  <title> <![CDATA[The Worlds First RPC Road Bridge At Shepherds Gully Creek NSW]]></title>
  <description><![CDATA[Reactive Powder Concrete (RPC) is a cementitious material consisting of cement, sand, silica fume, silica flour, admixture and water. The material was developed by Bouygues, the parent company of VSL, and is marketed under the brand name of Ductal. It is almost self placing, and has a compressive strength of 180 MPa. The durability properties are orders of magnitude better than current high performance concrete. RPC has been used worldwide for a number of structural applications, including several long span pedestrian bridges. However, the bridge over Shepherds Gully Creek will be the first bridge in the world to be constructed using RPC for normal highway traffic. The construction of this bridge is considered by the RTA as an evaluation trial of the materials, design procedures and constructability of RPC. At the time of writing this paper the precasting of the girders and the construction work on site had commenced. An update on the construction and test loading of the bridge will be available at this conference.]]></description>
  <pubDate>Sun, 13 Feb 2011 14:45:52 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Materials/The-Worlds-First-RPC-Road-Bridge-At-Shepherds-Gull.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e8df5f1a-494b-4c5e-812d-def1fd1d1401</guid>
  <title> <![CDATA[Strength And Ductility Of Wrapped HSC Columns Under Eccentric Loads]]></title>
  <description><![CDATA[Previous studies proved that the application of FRP can eliminate some unwanted properties of high strength concrete, such as the brittle behaviour of high strength concrete. However, research studies conducted so far on external confinement of concrete columns have mainly concentrated on concentric loading. This paper investigates the performance of externally confined high strength concrete columns subjected to eccentric loading and evaluates the effectiveness of two confinement materials-Carbon fibre and Eglass. The contribution of external confinement with FRP to the increase of the strength of concrete columns depends on few factors, for example, the number of layers; the type of confining materials and the bond between the fibres and the concrete. The layout of fibres is another variable, which contributes much to the behaviour of confinement effectiveness when bending action is introduced. The enhancement of the strength of the plain column specimens under eccentric loading is not so pronounced as for the reinforced concrete specimens under concentric loading.]]></description>
  <pubDate>Sun, 13 Feb 2011 14:42:05 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Materials/Strength-And-Ductility-Of-Wrapped-HSC-Columns-Unde.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">c6b5e569-d234-4f84-8238-1acf34a31718</guid>
  <title> <![CDATA[Integrated Environmental Design And Optimization Of Concrete Slabs ]]></title>
  <description><![CDATA[A theoretical approach to environment-based optimization of concrete structures, using a multicriterion evaluation and optimization model including sensitivity analysis, is presented. The case study shows results of the research in the field of the environmentally based optimization of RC slabs. This also covers verification of suitability of using recycled materials. Several structural alternatives of composite waffle and ribbed slabs were designed, analyzed, evaluated and compared. The structural shape was determined by the results of multicriterion optimization taking into account environmental criteria as well as structural parameters. Using recycled materials and the optimized shape, it was possible to reduce environmental impacts such as consumption of non-renewable silicate materials, the level of embodied CO2, SO2 and embodied energy. The use of the optimized composite structure in situ is also presented. The performed case studies supported preliminary assumptions about the undisputed significance of (i) the selection of materials, including recycled materials and (ii) optimization of the shape of the structure.]]></description>
  <pubDate>Sun, 13 Feb 2011 14:37:47 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Design/Integrated-Environmental-Design-And-Optimization-O.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">79528bee-7ca3-424f-b195-2e78b86742e1</guid>
  <title> <![CDATA[Crack Control In Reinforced And Prestressed Concrete Beams]]></title>
  <description><![CDATA[The current crack control procedures recommended by various building codes are examined by calculating the crack widths for a series of beams and comparing the results with allowable limits. The crack width is determined using the stresses and strains of the steel bars between adjacent cracks enclosed by a rectangular concrete prism. The bond force acting at the interface of concrete and reinforcement is evaluated using a common bond stress-bond slip relationship available in the literature. The new analytical method is first verified by comparing the calculated crack widths with the values measured by previous investigators on a large number of test beams. The resulting crack width is then calculated for a series of beams, with the bar diameter, bar spacing and the steel stress selected to satisfy the code requirements. The results indicate that the crack width under service loads becomes larger than the acceptable limit, when the recommendations given in current AS3600 (2001) are used. On the other hand, the ACI318 (1995) procedure is found to be acceptable. Finally, for the development of reliable crack control procedures for prestressed beams, more research is needed to establish bond characteristics in prestressing strands, as the bond strength is a major parameter affecting the crack width.]]></description>
  <pubDate>Sun, 13 Feb 2011 14:34:51 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Design/Crack-Control-In-Reinforced-And-Prestressed-Concre.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">7c845397-b084-4430-870b-9b46c5a1e7b7</guid>
  <title> <![CDATA[Punching Shear Resistance Of Steel Fibre Reinforced Concrete Slabs]]></title>
  <description><![CDATA[The present research investigates the effects of high tensile strength steel fibres on the cracking and strength characteristics of fibre reinforced concrete flat plate slab-column connections subjected to concentric column loading and failing by punching shear. Twenty-four steel fibre reinforced concrete square slabs of dimensions 430x430x50mm are load-tested. The effects of two variable parameters on the slab experimental results are investigated. Test parameters are fibre volume fraction, which varies from 0.0% to 0.5%, 1.0% and 1.5%, and the ratio of short to long sides of the column cross-section, which has two values of 1⁄2 and 1. Based on the analyses of test results, a set of semi-empirical formulae is proposed in this paper for predicting the location of critical punching shear perimeter as well as estimating the punching shear strength of steel fibre reinforced concrete slab-column connections.]]></description>
  <pubDate>Sun, 13 Feb 2011 14:32:08 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Design/Punching-Shear-Resistance-Of-Steel-Fibre-Reinforce.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">79ca2a9b-e787-4f9e-b652-3261f031cc04</guid>
  <title> <![CDATA[Joint Load Transfer Model Tests For Industrial Ground Supported Slabs]]></title>
  <description><![CDATA[Current design guidance on joint load transfer is somewhat vague and based on empirical assumptions of aggregate interlock and other factors. The new version of the UK design guide is likely to recommend that designers assess the capacity of all load transfer mechanisms, including sawn, dowel and key joints. This paper presents the results of a simplified finite element model developed to test for stress reduction, load transfer and joint differential movement sensitivity for typical ground conditions encountered on Melbourne industrial sites.]]></description>
  <pubDate>Sun, 13 Feb 2011 14:29:00 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Design/Joint-Load-Transfer-Model-Tests-For-Industrial-Gro.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">59872b4f-6b1d-4712-95a6-f2ed79a0347b</guid>
  <title> <![CDATA[Comalco Alumina Refinery – ImportExport Wharf]]></title>
  <description><![CDATA[The import/export wharf for the Comalco Alumina Refinery (CAR) in Gladstone is a key part of the infrastructure for the Project. Potential to accommodate future Third-Party use has been considered, and the design allows for future addition of a Third-Party conveyor for the import of another bulk product. In the long term, a new Bauxite import wharf will be built to the south. The initial wharf will be used for the export of Alumina and Caustic receipt. The design was  carried out under the control of the Project Managers, Bechtel Australia, in consultation with Thiess Golding Joint Venture, appointed by Bechtel as the constructor for the Wharf and Jetty. The design of the wharf superstructure was for a composite steel beam and reinforced concrete deck structure supported on steel tubular piles. The deck consisted of precast, prestressed concrete panels overlain by a cast insitu reinforced concrete deck, fully composite with the in-plane steel box beams. The paper discusses the evaluation of the design loadings for the wharf and jetty structure, the method of analysis of the three- 350 dimensional structures comprising the Wharf and Jetty, the issues dealt with in creating an effective computer model to evaluate the transfer of forces from pile to deck level
and return, the design of the piles and composite steel beams, and the design of the precast and insitu deck concrete and pedestals for conveyor columns and the like.
]]></description>
  <pubDate>Sun, 13 Feb 2011 14:24:43 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Design/Comalco-Alumina-Refinery-–-ImportExport-Wharf.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">ec3d4500-6117-4a58-a081-e8fb28db83ac</guid>
  <title> <![CDATA[Steel Fibres And Mesh - How They Compare For Design]]></title>
  <description><![CDATA[Most engineers and builders accept that steel fibres provide some level of reinforcement for concrete and that the possibility exists to substitute fibre reinforcement for mesh. The problem that often arises, however, is how to simply and quickly determine the fibre dosage required to provide the same load carrying capacity as a mesh reinforced section and how a fibre reinforced element will subsequently perform in comparison. This paper addresses what are fundamental questions for designers and users of fibre reinforcement based on a design guideline.]]></description>
  <pubDate>Sun, 13 Feb 2011 14:19:52 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Design/Steel-Fibres-And-Mesh---How-They-Compare-For-Desig.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">cbd0dfda-adc0-45f4-ab4f-cef9873b35e7</guid>
  <title> <![CDATA[Strength Characteristics Of Precast Reinforced Concrete Inverted U Bridge Beams]]></title>
  <description><![CDATA[Main Roads Western Australia have a number of bridges constructed from precast reinforced concrete inverted U beams (approx 6400 mm long, 940 mm wide and 410 mm deep). These bridges were designed and constructed in the 1950s with plain bar reinforcement for single axle trucks and concern has been expressed about their shear capacity and moment capacity at the location of curtailment of the main flexural reinforcement. Recently three bridges were removed from service and replaced with new construction. This provided the opportunity to test the ultimate capacity of the removed beams. A series of laboratory tests was conducted as the initial phase of research into the strength characteristics of these beams. The testing utilised 7 standard internal beams, 7 nonstandard internal beams with external strengthening by 100 mm by 10 mm steel plate and six standard internal beams which had 80 mm by 1.2 mm carbon fibre straps applied to the bottom of both webs as part of the testing program. The strengthening methods increased the stiffness of the beams and resulted in strength increases of between 20% to 70% when compared with the standard beams.]]></description>
  <pubDate>Sun, 13 Feb 2011 14:14:07 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Design/Strength-Characteristics-Of-Precast-Reinforced-Con.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">1313b205-9d97-4175-9b1c-4ffacecc08e3</guid>
  <title> <![CDATA[Design Of Precast Buried Structures For Internal Impact Loading]]></title>
  <description><![CDATA[The use of precast cut and cover construction is becoming increasingly common for applications such as rail and road tunnels. It is vital that structures should be able to withstand high accidental impact forces without collapse, but simplified design methods may not give an accurate result for the ultimate capacity of the structure under impact loads. In this paper the interaction of a precast arch structure with the surrounding soil has been considered in analysing the behaviour of the structure under impact loads.]]></description>
  <pubDate>Sun, 13 Feb 2011 14:10:25 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Design/Design-Of-Precast-Buried-Structures-For-Internal-I.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">1da8d85d-dd4c-401b-99c2-1c74fe3835cb</guid>
  <title> <![CDATA[Over-Reinforced Cross-sections In AS3600 And The Effects Of High Strength Concrete]]></title>
  <description><![CDATA[When high percentages of reinforcement are present in a cross-section subjected to flexure, it is possible that the reinforcement does not yield and failure occurs through compressive failure of the concrete. This type of failure is considered non-ductile and undesirable. In AS 3600, a cross-section is considered to be over-reinforced if the neutral axis depth ratio (ku) is less than a prescribed amount. To account for this nonductile behaviour which is associated with compressive failure of the concrete, AS 3600 reduces the global capacity reduction factor (φ) below that determined for the ductile behaviour which is governed by tensile behaviour of the steel. The magnitude of the reduction in the capacity reduction factor is related to the reduced ultimate strength (Mud). Current Australian design practice tends to avoid the design of over-reinforced cross-sections through the introduction of additional compressive reinforcement. This compressive reinforcement reduces the value of ku to below the prescribed limit, thus avoiding the significant reductions in design strength through the reduction in the capacity factor from 0.8 to as low as 0.6. This paper investigates current design practice in various concrete standards for the determination of the capacity reduction factors.]]></description>
  <pubDate>Sun, 13 Feb 2011 14:06:27 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Design/Over-Reinforced-Cross-sections-In-AS3600-And-The-E.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">15fec48b-c47a-42d9-a3be-7a2e97bbef30</guid>
  <title> <![CDATA[Assessing The Strength Of RC Beam-and-Slab Bridge Decks Using Compressive Membrane Action ]]></title>
  <description><![CDATA[When using flexural theory, the strength of a reinforced concrete beam-and-slab bridge deck is commonly underestimated. One of the reasons for this is that compressive membrane action often exists in the deck slabs of these bridges but is not considered when assessing their strength. Compressive membrane action exists due to the formation of cracks in the concrete and the presence of horizontal end restraints on the slab. Its existence can result in the slab having a much higher strength and stiffness than that determined using flexural theory. Approximate methods to account for compressive membrane action have been developed by previous researchers. These methods require knowledge of the restraint stiffness that exists in the slab, and this is not known with much certainty. Hence, compressive membrane action is usually not taken into account when determining the strength of reinforced concrete slabs. This paper describes a design method for assessing the restraint stiffness that exists in the slab of typical beam-and-slab bridge decks.]]></description>
  <pubDate>Sun, 13 Feb 2011 14:02:18 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Design/Assessing-The-Strength-Of-RC-Beam-and-Slab-Bridge.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">da03a731-cc82-4991-8838-0bbdc5d8bf75</guid>
  <title> <![CDATA[Design Of A 60M Span, 60º Skew, Portal-frame Bridge]]></title>
  <description><![CDATA[For the Geelong Road Upgrade Project, GHD Pty Ltd assisted Leighton Contractors Pty Ltd by designing both the Corio and Little River sections of the works. As part of the project, the client, VicRoads, requested the design of a “gateway structure” for the future Geelong Outer Ring Road over the Melbourne bound carriageway. The “gateway structure” that was designed and subsequently constructed, consists of; a portal-frame, prestressed post-tensioned, concrete bridge with a twin box girder cross-section, a 60 m main span and a skew of 60 degrees and the integral piers which were ‘laid back’ such that the distance between the pier footings is only 40 m. To connect the structure to the approach embankments there are short end spans or super tee beams, located behind “feature wall” structures. The design of the portal frame bridge required the use of a 3D space frame, finite element model to represent the effects of the new SM1600 moving live load on the skewed three dimensional structure. ]]></description>
  <pubDate>Sun, 13 Feb 2011 13:59:05 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Design/Design-Of-A-60M-Span,-60º-Skew,-Portal-frame-Bridg.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">b484cffa-5ff6-4434-b655-fb2d4f391511</guid>
  <title> <![CDATA[Riparian Plaza Pier Cap]]></title>
  <description><![CDATA[Riparian Plaza is a 200 metre high, 52-storey mixed commercial and residential development, which is situated partly on reclaimed river-front in the Brisbane CBD. The structure comprises a 17.5 metre square central service core incorporating 15 elevators. The core structure supports 60% of the gravity load and provides 80% of the lateral load resisting capacity. It is supported on twenty-five, 1.5 metre diameter, 20.0 metre deep, bored piers connected by a 3.0 metre deep pier cap. The pier cap is divided in two by a telecommunications easement. The larger section of the pier cap required 1125 cubic metres of concrete to be placed below the water table in marine sediment. A highly workable and durable 60MPa concrete mix was specially developed for placement and compaction in the pier cap congested with 18 layers of reinforcement and required control over the rate of release of heat of hydration. This paper describes the design, mix development, preliminary testing, temperature control and monitoring, placement and quality assurance process needed for the construction of the pier cap.]]></description>
  <pubDate>Sun, 13 Feb 2011 13:32:27 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Design/Riparian-Plaza-Pier-Cap.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">c470373c-88ab-4065-b414-60fba59c347e</guid>
  <title> <![CDATA[Refining Differential Shortening Predictions In Tall Buildings For Improved Serviceability]]></title>
  <description><![CDATA[High strength concrete (HSC) or high performance concrete (HPC) is commonly used in vertical elements of tall buildings. Such material can provide reduced column cross-sectional areas and generally increase the functional efficiency of the structure. Vertical concrete elements axially shorten over time due to shrinkage effects, creep and elastic deformation. Models that are currently used to predict shortening generally use concrete strength (f’c) and derived values for concrete creep, elastic modulus and drying shrinkage. Much of the work in this area is theoretical. As materials used for
concrete manufacture vary significantly across Australia, typical or generally derived values for various mechanical properties can be significantly different depending on where a building is to be
constructed. For these reasons, estimations of shortening based solely on f’c and general values for
concrete material properties may lead to inaccurate prediction and thereby potentially reduce
serviceability. This paper presents a summary of research work currently under way on verifying model predictions of differential shortening in tall buildings.
]]></description>
  <pubDate>Sun, 13 Feb 2011 13:30:01 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Design/Refining-Differential-Shortening-Predictions-In-Ta.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">9de46918-74d4-4a76-bdd2-4572f0cc464a</guid>
  <title> <![CDATA[Limited States Formwork Design Changes in AS 3610.02003]]></title>
  <description><![CDATA[Australian Standard AS 3610-1990 was the first national Standard to introduce limit states formwork design method; however, until all material Standards converted to limit states design, permissible stress design rules remained part of the Standard. At the time, the new limit states design rules were controversial. Even now, when limit states Standards are available for all formwork materials, few designers have opted to use limit states design methods. To some extent, this inertia has been vindicated by the results of recent research that casts doubt on the reliability of the limit states design rules in AS 3610. Thus it is not without some controversy that Standards Australia publishes AS 3610.0:2003 Formwork for concrete, which omits permissible stress methods and introduces new limit states design rules. This paper reviews the new design rules, highlighting and providing the background to the changes.]]></description>
  <pubDate>Sun, 13 Feb 2011 13:26:55 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Design/Limited-States-Formwork-Design-Changes-in-AS-3610-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">91f19a8e-8ad0-43c5-8c40-3185d1c7545c</guid>
  <title> <![CDATA[Townsville Hospital Redevelopment Oncology Bunkers - A Case Study In “Crack Free” Concrete ]]></title>
  <description><![CDATA[Townsville Hospital has been redeveloped on a greenfield site adjacent to James Cook University on the outskirts of Townsville. This major building project, which won an IEAust Award for Excellence in 2002, has a total floor area of 57,000 m2. While conventional in-situ reinforced concrete proved to be the most cost effective for the structure generally, the radiation containment for the Oncology Bunkers posed a particular challenge, requiring special consideration. After considering several design options using alternative materials, the use of standard density concrete was selected as being most practical, with least risk, and thus the most cost effective. To provide the required level of radiation containment, using concrete with a density of about 2,300 kg/m2, concrete sections had to be up to 2,400 mm thick. The paper describes how the designers, working closely with the building contractor, subcontractors, and concrete supplier achieved the objective.]]></description>
  <pubDate>Sun, 13 Feb 2011 13:24:11 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Design/Townsville-Hospital-Redevelopment-Oncology-Bunkers.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">1737852d-ac83-4785-b966-2423eb971a6f</guid>
  <title> <![CDATA[Specifics Of Hot Weather Concreting Dry vs. Humid Environments]]></title>
  <description><![CDATA[Hot and dry is a very different environment from hot and wet when it comes to concrete construction, and when it comes to human comfort. Both concrete and the human body are water-based systems, and the rate of water loss is key to the health of both systems. It is also true that the sensitivity of the systems are so similar that reasonable judgments about the impact of hot weather on concrete can be made by calibrating the normal human response to the same environment.]]></description>
  <pubDate>Sun, 13 Feb 2011 13:19:20 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Plenary/Specifics-Of-Hot-Weather-Concreting-Dry-vs--Humid-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">972e607f-ad4a-4fbc-b344-166b4cb62199</guid>
  <title> <![CDATA[Evaluating Cracking Sensitivity of Repair Materials]]></title>
  <description><![CDATA[Cracking in the repair phase of the composite repair system is among the most serious causes of concrete repair failures. There are no presently generally accepted test methods to determine the long-term performance of a material to be used for surface repairs, no standards for the performance
evaluation of repair materials, and no reliable basis to optimize the properties of repair materials. The most important of these properties are in all probability those related to the deformation: shrinkage, creep, modulus of elasticity and coefficient of thermal expansion. However, there is no agreement on the relative influence of each of these properties. Furthermore, there is insufficient field and laboratory data available, both on the properties of repair materials and on the performance of composite elements (made of repair material cast on an “old” concrete substrate) subjected to various types of exposure, to correlate any or a combination of these properties to observed long term field performance. The paper presents review of ongoing research study in which one of the primary objectives is to develop reliable techniques for evaluation of repair materials performance.
]]></description>
  <pubDate>Sun, 13 Feb 2011 13:16:54 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Plenary/Evaluating-Cracking-Sensitivity-of-Repair-Material.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">d14906d9-e143-4de1-bedd-c25779d5afaa</guid>
  <title> <![CDATA[The Role Of Precast Concrete As A Catalyst For Innovation]]></title>
  <description><![CDATA[The precast concrete industry is often forced to be innovative to survive. Customers and designers constantly demand new solutions to old problems in both the civil engineering and building markets. The key drivers forcing change on often reluctant parties in the construction industry are listed and some examples of successful projects that have utilised innovative precast concrete alternatives to meet those needs are described.]]></description>
  <pubDate>Sun, 13 Feb 2011 13:13:12 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Plenary/The-Role-Of-Precast-Concrete-As-A-Catalyst-For-Inn.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">f56a2ec5-4b68-416e-9bd1-7c48966473a4</guid>
  <title> <![CDATA[Strengthening Techniques For Concrete Structures Economy, Aesthetics, Performance]]></title>
  <description><![CDATA[Considering the worldwide population of concrete structures that are entering, or have entered, the “repair phase” of their life cycle; it is no wonder that the infrastructure upgrade market keeps on growing annually. Another area within the repair market that is growing, which offers challenging but rewarding opportunities to specialty engineers, contractors, and material suppliers is the upgrade and strengthening of existing structures. In the past, functionally obsolete structures were routinely demolished and new ones were constructed. Lately, with the higher cost of new construction along with public conservation awareness, there is a trend to repair and upgrade deteriorated structures rather than replace them with new ones. This is especially true for buildings of historic value. With increased zoning and environmental regulations it is more difficult to construct new buildings; thus, the volume of structural upgrades of concrete structures is increasing. In addition, structural upgrade and renovation may be the most economic, timely, and practical course of action.]]></description>
  <pubDate>Sun, 13 Feb 2011 13:07:12 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Plenary/Strengthening-Techniques-For-Concrete-Structures-E.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">6076575a-854c-488e-8df3-d9ea505eb9be</guid>
  <title> <![CDATA[Limit State Design of Precast, Prestressed Concrete Units]]></title>
  <description><![CDATA[Engineers who are specifying precast flooring components, and Project Managers or Main Contractors who are negotiating sub-contract agreements for the supply of those components, need to be aware that the cheapest price may often not be the least cost solution. Flooring units designed to meet the basic strength, allowable stress and deflection limit states may give less than satisfactory performance in terms of other performance criteria. A simplistic design, while it may result in the lowest-cost flooring units, delivered to the building site, can result in added costs to compensate for excessive or variable camber, to correct excessive vibration or to compensate for other deficiencies. The problem does not only relate to precast, prestressed floors, promoters of steel floor systems and cast-in-place floors are equally driven to meet the lowest price to get their system favoured during the conceptual design stage. ]]></description>
  <pubDate>Sun, 13 Feb 2011 13:03:34 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Plenary/Limit-State-Design-of-Precast,-Prestressed-Concret.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">ba2f42a2-3c58-4c39-bc7b-7c28607bf401</guid>
  <title> <![CDATA[Concrete Design And Construction From The Inside Out1]]></title>
  <description><![CDATA[options available for the color, shape, texture, architectural style, and structural systems available through use of this material concrete. But the excitement (and often the anxiety) that accompanies concrete construction is due to the rapid changes associated with concrete's transition from a fluid-like, workable material that is similar to a saturated soil to its ultimate status as a brittle, artificial rock. The engines behind this transition are the hydration of the portland cement and reactions with other cementitious materials. While cement hydration is often considered to be of interest only to those in white lab coats, these chemical changes at microscopic level are played out in the "real world" in terms of the effects of mixing time, rate of slump loss, form pressures, time to start and end surface finishing, and the rate of increase of both strength and stiffness.]]></description>
  <pubDate>Sun, 13 Feb 2011 12:48:53 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-09/Plenary/Concrete-Design-And-Construction-From-The-Inside-O.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">26b45b5f-4f6d-467a-8ec0-0d187f73b849</guid>
  <title> <![CDATA[Seismic Resistant Precast Concrete Beam-Column Joints Incorporating Ductile Fibre Reinforced Connect]]></title>
  <description><![CDATA[Two equivalent monolithic precast concrete beam-column joints constructed with in-situ concrete connections in the joint core regions were subjected to simulated earthquake loading. Shear strength in the joint core was provided by ductile fibre reinforced cementitious composites (DFRCC) instead of conventional transverse reinforcement, significantly reducing reinforcement congestion and thus simplifying construction. Although DFRCC is expensive compared to ordinary concrete, the small volume of the connection and the ease of construction make this construction method a practical alternative for real structures. The two beam-column joints differed only in the reinforcement detail used in the joint core. Both test units performed well until very high drift and ductility levels were reached. The eventual cause of failure of the beam-column joints differed depending on the reinforcement detail used to anchor beam reinforcement in the joint core, with failure occurring due to buckling of reinforcement in the plastic hinge regions when hooked anchorages were used, or due to shear failure of the joint core when straight anchorages were used. Strut-and-tie models were used to examine the reasons for the different performance of the two joint cores, from which it was concluded that joint shear failure was a result of greater reliance on force transfer by direct tension stresses when straight reinforcement anchorages were used.]]></description>
  <pubDate>Sun, 13 Feb 2011 11:27:15 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Seismic/Seismic-Resistant-Precast-Concrete-Beam-Column-Joi.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">f92c5397-3b15-487f-b3a9-76c392c9bf07</guid>
  <title> <![CDATA[Reinforced Concrete Columns and 2500 Year Return Period Earthquakes in Australia]]></title>
  <description><![CDATA[The detailing of reinforced concrete columns in Australia is typically equivalent to that in “non-ductile” frames in California. For single longitudinal bars, the tie spacings are required to be a maximum of the smaller of 15db and Dc, where db is the diameter of the bar, and Dc is the smaller column dimension. Also, lap splices are usually located immediately above the joint region. In this paper, results from tests and analyses performed at the University of Melbourne, together with those from other researchers, are used to explore the likely behaviour of columns in reinforced concrete moment resisting frames subjected to a 2500 year return period earthquake. Different site conditions are considered when estimating the likely displacement demand. The displacement capacity of the columns is shown to be related to the following variables: section size, length of column, steel percentage, presence of splice, axial load level and the amount of confinement (or restraint to buckling provided for the longitudinal bars). The results show that in some situations potentially catastrophic results would be expected.]]></description>
  <pubDate>Sun, 13 Feb 2011 11:24:45 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Seismic/Reinforced-Concrete-Columns-and-2500-Year-Return-P.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">4b86d335-faec-4ab1-a2d1-02b9a7fae2ba</guid>
  <title> <![CDATA[Modified Modal Superposition for Seismic Capacity-Design Forces in Concrete Structures]]></title>
  <description><![CDATA[Current ductile seismic design philosophy requires plastic hinges to be located based on an estimated first-mode displacement pattern. The influence of higher modes on member forces – particularly shear forces, is often ignored, or is included by modal analysis, or by simple capacity-design rules intended to ensure that shear strength exceeds the maximum feasible shear demand. Recent research, discussed in this paper, into displacement-based seismic design has shown that none of the existing methods produce reasonable estimates of the maximum moments or shear forces that can be developed under design-level seismic attack. It is shown that ductility modifiers, or force-reduction factors should only be applied to the modal combination from the fundamental mode, not the higher modes, and that prediction is greatly improved if member stiffnesses are represented by the effective stiffness to maximum displacement response, rather than by initial elastic stiffness. Simple capacity design measures are presented as an alternative to the proposed modified modal superposition procedure. These are based on extensive inelastic time-history analyses, and recognise the significance of structural form (e.g. wall, frame, dual system etc), and displacement ductility demand.]]></description>
  <pubDate>Sun, 13 Feb 2011 11:23:27 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Seismic/Modified-Modal-Superposition-for-Seismic-Capacity-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">adf8c08a-e481-439a-b0f7-4322f990d8b8</guid>
  <title> <![CDATA[Advancements in Retrofitting Reinforced Concrete Structures in Japan using FRP Sheets]]></title>
  <description><![CDATA[In Japan, many reinforced concrete bridge structures collapsed in the recent severe earthquakes such as the 1995 Hyogoken-Nanbu Earthquake and the 2004 Niigataken-Tyuetsu Earthquake were designed and constructed before the introduction of the new seismic resistant design codes in 1980. Following the lessons learnt from these severe earthquakes and the continuous advancements of the state of the art and practice, further stringent performance based earthquake resistant design codes for both highway and railway bridge structures are recently enforced in Japan. For many existing structures, to meet the requirements of these new codes, proper strengthening schemes must be implemented. Among various strengthening techniques, the application of fiber reinforced polymer (FRP) has recently drawn a wide attention due to its advantages such as high strength to weight ratio, corrosion resistance, and ease of execution. This paper introduces the current issues related to the deficient reinforced concrete structural members in Japan and provides an overview of latest innovations and advancements in the technology and application of FRP sheets in structural retrofitting. The focus of this paper is mainly on the retrofitting of bridge superstructures and substructures including decks, girders, frames, and columns.]]></description>
  <pubDate>Sun, 13 Feb 2011 11:22:08 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Seismic/Advancements-in-Retrofitting-Reinforced-Concrete-S.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">6558bbf5-6ee0-4e24-b3a1-17e4a3323b02</guid>
  <title> <![CDATA[Surface Applied Amino Alcohol Based Corrosion Inhibitors for Corrosion Protection of RC Structures ]]></title>
  <description><![CDATA[In this paper the properties of amino alcohol based, surface-applied corrosion inhibitors (SACI) are summed up and test results obtained in the laboratory and the field are presented. SACI can be used as a component of repair systems for the corrosion protection and rehabilitation of steel reinforced concrete structures. The penetration into hardened concrete and the corrosion-inhibiting properties of SACI are shown. SACI can delay the onset of corrosion and/or reduce the corrosion rate of reinforcing steel in reinforced concrete structures. Site surveys showed that SACI can penetrate through hardened concrete up to a depth of 50 to 60 mm in three months. The penetration rate strongly depends on the permeability of the concrete, hence the concrete porosity. The application of SACI is an interesting option for repair strategies for both, the protection and the rehabilitation of existing steel reinforced concrete structures. SACI provide a cost effective solution within a repair and maintenance strategy. Corrosion protection with SACI can increase the service and maintenance life cycles by up to 10-15 years when used as part of a complete corrosion repair and protection system incorporating cementitious repairs, levelling mortars and protective coatings.]]></description>
  <pubDate>Sun, 13 Feb 2011 11:19:54 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Reinforcing/Surface-Applied-Amino-Alcohol-Based-Corrosion-Inhi.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">04d8af1b-3b83-4f1b-bcbd-1af68f5bcb3e</guid>
  <title> <![CDATA[The new Anchorage and Splice Length provisions in AS3600]]></title>
  <description><![CDATA[The provisions for anchorage of tensile reinforcement in the Australian Standard for Concrete Structures AS3600 have recently been revised and subject to final ratification will become part of the next edition of that Standard (likely to be AS3600-2008). In this paper, the new provisions are presented and compared to the provisions in ACI 318-05 (1), Eurocode 2 (2) and the soon to be superceded AS3600-2001 (3). Predictions using all the code approaches are compared with test data and the results of a parametric study of the effects of various factors on the development lengths and minimum lapped splice lengths specified by each Standard are presented and critically reviewed.]]></description>
  <pubDate>Sun, 13 Feb 2011 11:17:15 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Reinforcing/The-new-Anchorage-and-Splice-Length-provisions-in-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">033cdcf3-bf91-4eeb-8e26-f44dd3b4817f</guid>
  <title> <![CDATA[Moment Resisting Connections with Post-Installed Reinforcement]]></title>
  <description><![CDATA[As a result of the increasing need for rehabilitation and upgrade of existing structures, postinstalled reinforcing bars in concrete are rapidly gaining in importance. For such applications, the Hilti HIT injection system with the first approval in Germany has proved to be reliable and the anchorage is designed on the basis of Eurocode 2. Only straight ends of bars are possible for installation reasons for post-installed bars. Careful modelling of the load path in the concrete is therefore required in moment resisting connections such as frame nodes, where hooks or bends are used for cast-in bars. For such a frame node a design concept with strut-and-tie model is presented. A series of 18 tests on full scale specimens with cast-in hooked and straight bars and post-installed connection bars has been performed. The anchorage depth, the concrete strength and the reinforcement ratio have also been varied. The test results are evaluated in this paper with respect to the strut-and-tie model. The analysis shows, that the proposed design concept gives very accurate results for reasonable anchorage lengths, but that the model overpredicts the loading capacity for very short anchorage lengths. In this case a design based on the shear strength of the concrete is proposed.]]></description>
  <pubDate>Sun, 13 Feb 2011 11:15:32 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Reinforcing/Moment-Resisting-Connections-with-Post-Installed-R.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">4ddea520-5380-4003-9cdd-9a244457af1d</guid>
  <title> <![CDATA[Effects of Corrosion Damage on the Load Capacity of a Reinforced Concrete Peir Structure]]></title>
  <description><![CDATA[A reinforced concrete pier structure, built in 1971, has evidently developed severe chloride-induced corrosion damage due to exposure to marine environment. Inspection conducted in 2006 revealed severe vertical cracking in the piles and extensive horizontal cracking and delamination of the cover concrete at the crosshead soffits. Previous ARRB data had shown that the 22mm and 32mm reinforcement bars had lost 1.5 mm by 2000 due to chloride-induced corrosion. Based on the then prevailing corrosion rate, an additional 0.4 mm was estimated to have been lost between 2000 and 2006. Several stirrups in the crossheads, under the wheel path, were found to be severely corroded or broken. The deck slabs and beams were far less affected by chloride-induced corrosion. The design load capacity of the pier was originally for 7 Tonne (single axle) and 10 Tonne (double axle) vehicles. Calculations based on the observed deteriorations showed that the load ratings of the piles, beams and deck slabs remain unchanged (despite the deterioration), but the crossheads were found to be severely deficient in shear capacity due to loss of stirrups. Based on the AS 5100 requirements , the load rating needed to be reduced to 3.6 tonnes and 5.2 tonnes for single and double axle vehicles, respectively. Costs for the remediation options, including cathodic protection, are estimated to be in the range of $4-5M.]]></description>
  <pubDate>Sun, 13 Feb 2011 11:12:53 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Reinforcing/Effects-of-Corrosion-Damage-on-the-Load-Capacity-o.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">410fda8a-4067-48c4-b618-56d17cc2a550</guid>
  <title> <![CDATA[Review of New Anchorage and Lap Splicing Design Rules for Steel Reinforcing Bars]]></title>
  <description><![CDATA[Anchorage and lap splicing design rules are of fundamental importance when detailing steel reinforcing bars in concrete structures. These rules determine the amount of additional steel that is
required to maintain the effectiveness of reinforcing bars acting in tension or compression in critical
regions. Therefore, they significantly affect the economy of this form of construction, especially in slabs and walls, where it is estimated that by length, approximately 80 percent of all reinforcing steel is laid, which normally comprises N12 and N16 bars. Rules that affect anchorage and lap lengths of these small diameter bars are of critical importance for economy. Non-contact splices are commonly used in slabs and walls in accordance with AS 3600. While using AS 3600, design engineers and steel reinforcement schedulers have normally not differentiated between anchorage and lap lengths, and nor have they concerned themselves with the differences between non-contact and contact splices. This has significantly simplified their detailing task, and been a boon during construction. A review of major overseas Standards for concrete structures shows that these and other variables, including the order layers of bars are laid, staggering of splices, ultimate transverse bending pressure, and the presence of transverse confining reinforcement, may all need to be considered at the design stage, which can significantly complicate design and construction.
]]></description>
  <pubDate>Sun, 13 Feb 2011 11:10:54 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Reinforcing/Review-of-New-Anchorage-and-Lap-Splicing-Design-Ru.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">b6ba24d5-1de9-40c8-8e27-100b7a969a86</guid>
  <title> <![CDATA[Structural Precast Concrete in Melbourne Australia]]></title>
  <description><![CDATA[In Melbourne, precast concrete construction has evolved to become one of the dominant forms of multi-storey construction. Flat panel loadbearing walling is often the preferred construction method for multi-storey residential buildings. A precast skeletal frame with precast flooring is common on multi-storey commercial buildings. This paper will illustrate the concepts that have been developed in Melbourne to suit the local market. The success of precast construction in Melbourne has been achieved by developing mixed construction methods incorporating precast systems along with other structural systems.]]></description>
  <pubDate>Sun, 13 Feb 2011 11:07:02 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Precast-and-Fixings/Structural-Precast-Concrete-in-Melbourne-Australia.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">956d4895-54c9-43b1-8d9b-37dc61899a28</guid>
  <title> <![CDATA[Punching Design of Halfen Double-Headed Studs]]></title>
  <description><![CDATA[The purpose of this paper is to assess the applicability of different code rules for the design of headed and double-headed studs. The Halfen Group, which is one of the leading manufacturers of special reinforcement, concrete anchoring, and façade fixing systems, is interested in achieving a uniform safety level for their products independent of the current national design provisions. Therefore, international design provisions for stud shear reinforcement are compared and differences are
highlighted. The German Construction Approval Z-15.1-213 for double-headed studs, the American
ACI 318-05 code in combination with the recommendations ACI 421.1R-99, and the Canadian
CSA A23.3-94 standard will be presented.
]]></description>
  <pubDate>Sun, 13 Feb 2011 11:05:50 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Precast-and-Fixings/Punching-Design-of-Halfen-Double-Headed-Studs.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e972df4b-056a-4813-a2e0-265baf92e951</guid>
  <title> <![CDATA[Pull Out Capacity of Anchors with Different Installation Techniques]]></title>
  <description><![CDATA[The design of anchors subject to tension loading using the Concrete Capacity Design (CCD) method has been evaluated by numerous test results (1). This design approach has been adopted in the Australian Precast Concrete Handbook and codified in ACI 318-Appendix D (1,2). Experimental data has included cast insitu anchors such as headed studs or bolts and post-installed anchors installed in hardened concrete. The cast insitu headed anchors are attached to the formwork prior to casting. It was found that the CCD method afforded a simple design approach yielding conservative predictions of capacity. The concrete strength at the time of testing was, in some instances, below the recommended minimum compressive capacity of the anchors and the design methodology (2).Further research may be warranted to verify the validity of the design method for concrete strengths below 25 MPa.]]></description>
  <pubDate>Sun, 13 Feb 2011 11:04:33 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Precast-and-Fixings/Pull-Out-Capacity-of-Anchors-with-Different-Instal.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">8a44ae9b-42a7-4160-a0fe-644effc28c34</guid>
  <title> <![CDATA[WestLink M7 Match Cast Segmental Precasting Factory]]></title>
  <description><![CDATA[The Westlink M7 Motorway in outer suburban Sydney is a 40 km project linking the M2 at West Baulkham Hills, the M4 at Eastern Creek and the M5/Hume Highway at Prestons. The project includes approximately 170 bridges, a large number of which were constructed using match cast segmental construction. To produce the 2729 segments, the Abigroup Leighton Joint Venture developed a precasting facility and storage yard which was the most advanced of its type ever used
 for match cast segmental production. This paper describes the development of the design of the
precasting factory, the precasting cells, handling systems and other associated facilities. Also covered
is the in-service performance of the factory which exceeded all expectations. The quality and productivity of the precasting factory operations were important factors in the overall project being completed 8 months ahead of schedule in December 2005.
]]></description>
  <pubDate>Sun, 13 Feb 2011 11:01:05 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Precast/WestLink-M7-Match-Cast-Segmental-Precasting-Factor.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">f6969e7d-9f03-4599-9b63-1b64b3c615d9</guid>
  <title> <![CDATA[Variable Density Precast Concrete Panel Development]]></title>
  <description><![CDATA[The development of a variable density precast concrete panel system is described that significantly improves the thermal efficiency of concrete buildings by both improved insulation and increased thermal mass. Concrete from a single mix is stratified (defined as controlled segregation under vibration) to produce a lightweight, top layer and a dense, bottom layer. When erected, the panels have the lightweight layer on the outside providing insulation while the inner layer provides structural strength and improves thermal mass. Concrete mixes were stratified using different density aggregates, ensuring the rheology was in the correct range and using moderate levels of vibration. Waste materials such as fly ash, slag and expanded glass were used together with either Portland cement or inorganic polymer cements. Results from laboratory trials are presented showing the rheological, structural, serviceability, and thermal performance of the system. Initial findings suggest that there is significant potential in using variable density concrete in buildings to improve thermal efficiency and comfort. Further testing is currently been undertaken to measure the structural performance, serviceability and durability of variable density concrete.]]></description>
  <pubDate>Sun, 13 Feb 2011 10:59:39 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Precast/Variable-Density-Precast-Concrete-Panel-Developmen.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">02b10531-d257-45ce-8598-650b55b8c829</guid>
  <title> <![CDATA[The Manufacture of the Precast Concrete Floor Units for the Southern Cross Railway Station,Melbourne]]></title>
  <description><![CDATA[This paper deals with the manufacture and transport of about 205 high quality, complex shaped, thin walled precast concrete floor units for the Southern Cross Railway Station constructed by Leighton Contractors. It would have been impossible to cast these shapes in insitu concrete. These units now form the coffered ceiling and floor over three of the platforms and have been widely acclaimed for their finish and form. Two complex steel moulds were built at a cost of about $50,000 each. The units were poured using a 45 MPa concrete mix with 50% grey cement and 50% Brightonlite cement with a high quality off-form finish, struck from the steel moulds. Units were manufactured in two sizes, one being approximately 10.7 metres long x 2.0 metres wide x 1.4 metres high and the other varying only in length at 9.3 metres long. The units weighed about 14 and 12 tonnes respectively. Each type of units also varied by way of minor and major penetrations and incorporated varied connection
details to allow them to be fixed to the finished structure. The off-form concrete mix provided an attractive offwhite/ grey colour that performs well as a ceiling in reflecting light for the open, airy effect sought by the designers. The reinforcing cages were prefabricated in special timber jigs to allow accurate placement of the reinforcing. Up to 10 units a week were produced and they were stored outside in the yard before being transported to site in Melbourne for erection. 
]]></description>
  <pubDate>Sun, 13 Feb 2011 10:55:06 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Precast/The-Manufacture-of-the-Precast-Concrete-Floor-Unit.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">f957527f-8ca9-4235-98c0-ce7a886e8c42</guid>
  <title> <![CDATA[Super-Workable Concrete for Precast Applications]]></title>
  <description><![CDATA[Super-Workable Concrete (SWC), also termed self-compacting or self-consolidating concrete (SCC) in other parts of the world, is a relatively new class of concrete in the Australian construction industry. A product of several years of research and development by universities and laboratories as well as
concrete and admixture companies around the world, SWC is intended to fill every corner of the mould or formwork with little or no vibration to reach full compaction. This paper will examine the experiences of a precaster and an admixture supplier working together to develop SWC mixes appropriate to the precast environment.
]]></description>
  <pubDate>Sun, 13 Feb 2011 10:51:30 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Precast/Super-Workable-Concrete-for-Precast-Applications.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">021bf4e7-59d9-4328-ab54-d56de845f4da</guid>
  <title> <![CDATA[Setting the Standard In Concrete Pipe]]></title>
  <description><![CDATA[Australian Standards set out to define conditions in which concrete structures will provide the service life that is required of them, without undue maintenance. To assure the required service life for precast reinforced concrete pipe, the Australian Standards for this product, AS/NZS 4058 “Precast
concrete pipes (pressure and non-pressure)” and AS/NZS 3725 “Design for installation of concrete
pipes”, include specification and guidelines for manufacture, durability, design and installation. Using
these Standards appropriately will result in a system that lasts in excess of 100 years. However, the
Standards are independent of other codes relating to concrete structures, as these codes do not take
into consideration the unique manufacturing, durability, design and installation criteria that apply to
reinforced concrete pipe. In particular, durability criteria specified in standards for other types of concrete structure are tailored to practical considerations of concrete construction unrelated to the
manufacture of reinforced concrete pipes, and do not correspond with rates of deterioration which have been the subject of scientific study. This paper investigates why the use of Australian Standards for the correct manufacture, design and installation of reinforced concrete pipe to achieve the durability required is necessary and should not be compromised by utilising other, non-relevant codes of practice
]]></description>
  <pubDate>Sun, 13 Feb 2011 10:49:34 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Precast/Setting-the-Standard-In-Concrete-Pipe.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">016211d1-85df-4f29-a7d8-11eac2ab2962</guid>
  <title> <![CDATA[Precast Concrete Facades – Benefits of Hindsight for the Future]]></title>
  <description><![CDATA[Precast concrete elements have been widely used to clad exteriors of buildings. Many of these have withstood the test of time and created durable and serviceable facades. Others have developed significant defects, the causes of which need to be fully understood. The world wide focus on sustainable design will lead to the creation of a new generation of facades many of which will include precast concrete elements. To meet the expectations and requirements of owners and authorities and
designers and builders will need to use knowledge of past performance to achieve the design lifespan.
]]></description>
  <pubDate>Sun, 13 Feb 2011 10:47:48 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Precast/Precast-Concrete-Facades-–-Benefits-of-Hindsight-f.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e8909ce5-3653-44f7-b75b-2dbc1f6835d1</guid>
  <title> <![CDATA[Maturing Concrete – Designing for anchorage before 28 days.]]></title>
  <description><![CDATA[This paper explores the issue of utilising concrete properties, primarily strength, well before the concrete reaches the accepted design plateau at 28 days - particularly early strengths in the range from 8MPa to 15MPa. Current trends in construction, driven largely by the popularity of precast concrete and the savings in construction-time it offers, indicate that this topic is already being exploited yet any supporting research does not appear to extend much beyond established concrete material data relating to predictable hydration / strength gain behaviour. Accordingly, there seems to be even less guidance from current Australian Standards relating to either testing or design, specifically AS3600 (Concrete Structures), AS3850 (Tilt-up Concrete Construction). In-house research by the authors of existing anchor systems in typical concrete elements suggests some useful & reliable conclusions to assist designers and builders in the absence of established technical standards so that anchorage into maturing concrete can be exploited safely with confidence.]]></description>
  <pubDate>Sun, 13 Feb 2011 10:46:43 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Precast/Maturing-Concrete-–-Designing-for-anchorage-before.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">0441947f-993a-4b95-87c0-197cbbf58e66</guid>
  <title> <![CDATA[Cast-in channels used for precast concrete connections]]></title>
  <description><![CDATA[The pre-fabrication of concrete elements offer advantages compared to other construction methods especially in view of delivery times and budgets. The mounting parts used for fixing play a decisive role in that connection. Among the most effective fixing solutions are cast-in channels/ anchor channels which can be used throughout the precast industry. The criteria used to design precast connections include - but are not limited to - load capability, adjustability, durability, fire resistance and ease of use. Anchor channels normally satisfy all these requirements and are particularly suitable to support high loads in thin concrete, even when located close to concrete edges. This paper covers an introduction to the history and the concept of cast-in channel connections as well as a summary of technical specifications. Also included are features and benefits obtained by using anchor channels for several precast concrete connections.]]></description>
  <pubDate>Sun, 13 Feb 2011 10:45:19 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Precast/Cast-in-channels-used-for-precast-concrete-connect.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">7397631a-9254-4aa0-a651-2b461b4644b9</guid>
  <title> <![CDATA[Bearing Strength of Hollowcore Concrete]]></title>
  <description><![CDATA[There is a limited amount of literature regarding the bearing strength and detailing requirements for
hollowcore planks in Australia, with most of the literature being provided by the National Precast
Concrete Association of Australia (NPCAA). The majority of all other research undertaken in this area
is from Europe and New Zealand where the necessary information is documented in their design
codes. This report outlines the performance in bearing of five hollowcore planks supplied by Delta
Corporation. Some of these planks were cut longitudinally along their cores to create smaller width
specimens. The results documented in this report were provided by loading the plank specimens in a
simply supported arrangement until failure, and by varying the bearing length of one support only for
each experimental test. The failure of the specimens supported on a short length of bearing was a combination of bearing and shear, while most of the other specimens provided with a larger bearing area predominantly failed due to web-shear cracking.
]]></description>
  <pubDate>Sun, 13 Feb 2011 10:43:59 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Precast/Bearing-Strength-of-Hollowcore-Concrete.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">159f40b8-8b47-4ce9-b869-c2247adc4ea9</guid>
  <title> <![CDATA[Testing the SSL Slab Post Tensioning System]]></title>
  <description><![CDATA[This paper summarizes the componentry tests of a SSL Slab Post-tensioning System with particular
reference to compliance with AS 1314:1978 and BS 4447:1991. As a result of these tests the System
was certified and accepted by the UK Certification Authority for Reinforcing Steels – UKCARES.
These tests were carried out in 2002 when AS 1314:1978 was the current Australian Standard. At
that time it was being revised, and public comment on the first draft were under review prior to
preparing the final draft.
]]></description>
  <pubDate>Sun, 13 Feb 2011 10:41:33 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Post-tensioning/Testing-the-SSL-Slab-Post-Tensioning-System.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">ecf00947-1ce4-4c41-a1be-68ecfc6e0367</guid>
  <title> <![CDATA[Investigation, Assessment and Repair of Fire Damaged Pre-Stressed Concrete (PSC) Beams]]></title>
  <description><![CDATA[Fire damage to bridges is not a frequent occurrence compared to fire in domestic, commercial or industrial buildings or domestic houses. Whereas a fire in a building can be fuelled and maintained by an abundance of combustible materials, a fire on a bridge being an outdoor structure may be the result of a vehicle accident, particularly involving flammable materials or burning rubber tyres from overturned vehicles. Although the severity of fire damage on bridge components may not be as severe as in buildings, it can nevertheless cause significant disruption to the operation of a bridge and the travelling public, depending on the extent and severity of damage and whether pre-stressing steel is involved. Immediate safety measures may include totally or partially closing down a bridge in association with reduced speed limits as part of an overall traffic management response, posting a load limit or placing netting to collect fragments of spalling concrete. This paper presents the investigation, assessment and proposed repair of two large fire damaged pre-stressed concrete (PSC) beams on a significant multi-span bridge on a major freeway northeast of Melbourne.]]></description>
  <pubDate>Sun, 13 Feb 2011 10:40:10 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Post-tensioning/Investigation,-Assessment-and-Repair-of-Fire-Damag.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">9d80302f-3f4f-43c4-bce5-2f2b87ad59f9</guid>
  <title> <![CDATA[Innovative Techniques-Construction of In-situ Post-Tensioned slabs, without Conventional Formwork]]></title>
  <description><![CDATA[A new approach to the construction of cast in-situ post-tensioned slabs has been developed which removes the need of conventional formwork. Since 1995, VSL have been involved in the development of the Climbfloor construction system in conjunction with the systems inventor and C.E.O. of Jacking
Systems Ltd New Zealand. In a typical application of this system, each slab is cast on top of the previous slab then lifted into place by a multi-point synchronised jacking system. High accuracy, to within 0.1mm of each control point is achieved through a synchronised and automated mechanical lifting system. Slab lifting speed is approximately 1.5mm/s, with a typical 2.7m floor to floor slab lifted in 30 minutes. The load is suspended at each jack on a mechanical ball screw and moved by the rotation of variable speed drives. The system provides its own freestanding vertical support system, with its own back props allowing the system to self-climb to higher levels without crane assistance. The system also includes a fully self-contained, self-climbing safety system, inclusive of catch screens, walkways and handrails, as shown in figure 2.
]]></description>
  <pubDate>Sun, 13 Feb 2011 10:37:38 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Post-tensioning/Innovative-Techniques-Construction-of-In-situ-Post.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">29662ff4-cdc0-42ff-89e5-edcd3fd07183</guid>
  <title> <![CDATA[Design and Construction Aspects of Post-Tensioned LNG Storage Tanks]]></title>
  <description><![CDATA[The growing world-wide use of liquefied natural gas (LNG) has seen the development of significant LNG storage tank facilities for LNG exporters and importers. These massive storage tanks are essential for receiving as well as safe storage of the liquid gas. The storage temperature of LNG is -162°C and is described as cryogenic conditions. The liquid occupies 600 times less space than natural gas in its gaseous state, making it practical to ship by ocean tanker. It is stable and safe, because even though compressed in volume, the liquid remains at normal atmospheric pressure. On land, LNG is stored in specially engineered and constructed double-walled storage tanks. At these temperatures, the requirements for the containment structures are very stringent and post-tensioned concrete tanks are ideally suited to the task. The large concrete tank structures are extremely robust with significant amounts of prestressing required, all being designed and installed under tightly controlled quality conditions with hardware requiring special certifications. The design and construction techniques have been specially formulated for LNG tank construction and this paper will outline typical details as employed on various projects around the world.]]></description>
  <pubDate>Sun, 13 Feb 2011 10:34:02 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Post-tensioning/Design-and-Construction-Aspects-of-Post-Tensioned-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">b22485c1-5389-4adc-bd13-56094522fc44</guid>
  <title> <![CDATA[The Basis of a New Australian Design Method for Permeable Concrete Segmental Paving]]></title>
  <description><![CDATA[Permeable paving offers significant benefits over conventional pavements in terms of sustainability and environmental impact and fits well with Australian concepts of Water Sensitive Urban Design (WSUD). Such pavements need to be designed not only to carry traffic but also to manage runoff, infiltration and pollutant transport. They, therefore, present new technical problems and challenges that are not covered by conventional pavement design methods. In particular the selection, specification and characterisation of the materials used in the surface, base and sub-base of permeable pavements require designers to modify existing design methodologies to facilitate water
movement through the pavements whilst maintaining satisfactory serviceability under traffic in
saturated conditions. This paper outlines the concepts of permeable pavement design and describes the development of a new design procedure implemented in software for permeable concrete
segmental pavements that is consistent with WSUD principles. Progress in the characterisation and
development of Australian permeable pavement materials is discussed and an overview of the new
design methodology is given.

]]></description>
  <pubDate>Sun, 13 Feb 2011 10:30:38 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Pavements/The-Basis-of-a-New-Australian-Design-Method-for-Pe.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e14d21cf-8c7f-4725-9e22-907722f87d77</guid>
  <title> <![CDATA[Practical Design Model for Load Transfer at Joints in Concrete Ground Slabs and Pavements]]></title>
  <description><![CDATA[Data from a 2001-02 research program on dowel joints in concrete slabs carried out at the Queensland University of Technology, Brisbane has been revisited, and the load, deflection and failure mode information derived from the 90 tests was combined with analysis methods contained in Appendix D of the American Concrete Institute ACI 318 concrete design code for anchor devices embedded in concrete. The use of these two bodies of work has allowed the development of dowelled joint load transfer design models for concrete ground slabs.]]></description>
  <pubDate>Sun, 13 Feb 2011 10:27:53 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Pavements/Practical-Design-Model-for-Load-Transfer-at-Joints.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">86bdc098-89e3-43ba-af4d-72697b7b7a10</guid>
  <title> <![CDATA[Mechanically Induced Cracking of Concrete Pavements]]></title>
  <description><![CDATA[By mechanically inducing cracks in concrete pavement contraction joints, early in the pavement’s life, joint maintenance costs are reduced, pavement life is extended, without increasing the cost of pavement construction. Pavement construction with single pours of up to 3000 square metres are on the increase, with the widespread availability of laser screeds to accurately and economically do so. Currently sawcuts are preferred as intermediate contraction joints for concrete pavements placed as a combination of large area pours. Spalling of sawcut edges by small diameter hard wheeled forklifts is common and expensive to repair. Steel reinforcement is often used in pavement construction, due to the inability of sawcuts to control the width of concrete cracks. Crack control achieved, by mechanically inducing cracks early in a pavement’s life, provides the opportunity to eliminate reinforcement and sawcut joints.]]></description>
  <pubDate>Sun, 13 Feb 2011 10:26:34 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Pavements/Mechanically-Induced-Cracking-of-Concrete-Pavement.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">7449bcc5-76ed-48bb-b257-c6750fd5513e</guid>
  <title> <![CDATA[Development of Environmentally Friendly Permeable Pavement Base Course Using Recycled Materials]]></title>
  <description><![CDATA[Urbanization results in the conversion of pervious spaces, such as vegetated and open forested areas, to areas of impervious (paved) surface. This has a major impact on the water quality, the
health of the environment and the natural ecosystem. Permeable pavement is a key Water Sensitive
Urban Design technology that has not been widely adopted in Australia. This paper reports some initial laboratory testing results on physical and mechanical properties of permeable concrete base course materials produced from recycled aggregate. This series of testing forms a portion of an ongoing research project that aims to develop a new type of permeable pavement base course that has both enhanced structural strength and water quality treatment capabilities. Various mix designs were investigated and the tests performed include unconfined compression, modulus of rupture, resilient modulus, porosity and permeability tests. The initial results indicate that using a small percentage of cement could improve the structural strength of permeable base course but also maintain good permeability. The results obtained will form a basis for the further refinement of the mix design.
]]></description>
  <pubDate>Sun, 13 Feb 2011 10:25:04 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Pavements/Development-of-Environmentally-Friendly-Permeable.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">a6ca95fa-4681-4a0c-81e9-c628ecf5ed1c</guid>
  <title> <![CDATA[The Treatment of Ductility in the Analysis and Design of Reinforced Concrete Beams and Slabs]]></title>
  <description><![CDATA[This paper outlines the importance of ductility in the analysis and design of concrete structures and in the subsequent behaviour of the completed structure at the ultimate limit state. A critical assessment of the way ductility is treated in AS3600-2001 (1) is presented and the significant changes that have been made in the latest revision of the Standard (2) are discussed. Some of the factors that affect ductility are explored, including reinforcement quantity, reinforcement type and strain localization. The implications of the use of both normal-ductility and low-ductility reinforcement on the failure mode and ductility of reinforced suspended slabs are also discussed. The paper illustrates the issues using results obtained from a series of laboratory experiments on one-way and two-way slabs.]]></description>
  <pubDate>Sun, 13 Feb 2011 10:22:17 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Materials-Reinforcing/The-Treatment-of-Ductility-in-the-Analysis-and-Des.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">435738d8-328d-41ab-920e-7210a83a6926</guid>
  <title> <![CDATA[Fibre Reinforcement – Steel and Synthetic]]></title>
  <description><![CDATA[This paper looks at the two main fibre types used to reinforce concrete. It goes on to discuss their relative performance in the different laboratory tests used to evaluate fibre reinforced concrete composites and proceeds to argue what these differences in behaviour in the laboratory will mean in real structures. It does this by particularly addressing the advantages, in terms of both load carrying capacity and serviceability, to be gained by reinforcing slabs on grade with fibres that can effectively reinforce a brittle product like concrete.]]></description>
  <pubDate>Sun, 13 Feb 2011 10:21:03 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Materials-Reinforcing/Fibre-Reinforcement-–-Steel-and-Synthetic.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">0dde0de5-3fda-4a3b-914e-ffb36b234bde</guid>
  <title> <![CDATA[Advances in Design and Construction of Concrete Structures incorporating Class L Reinforcing Mesh]]></title>
  <description><![CDATA[Low ductility 500 MPa mesh produced in accordance with AS/NZS 4671 is used extensively as main reinforcement in suspended concrete floors. Its quality is continually improving to satisfy new material and design standards. A new revision of AS 3600 allows concrete structures incorporating Class L mesh acting as main reinforcement to be designed using several well-established but slightly modified simplified methods for one-way or two-way members, or by general elastic analysis of members, frames or continuums without moment redistribution. The design rules in AS 3600 are supported by the results of detailed numerical analyses, and a variety of Australian tests performed on one-way beams and slabs incorporating Class L steel. All the tests are briefly reviewed. In particular, they consistently show that significant amounts of moment redistribution can occur. The steel reinforcement industry is promoting efficient design and construction practices for using Class L mesh that take into account the latest research findings and reflect modern construction trends, and are undertaking further research into the benefits of using Class L mesh. The directions this research is taking are described.]]></description>
  <pubDate>Sun, 13 Feb 2011 10:19:50 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Materials-Reinforcing/Advances-in-Design-and-Construction-of-Concrete-St.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">7eb30b69-dd44-424d-bca6-12477e750d41</guid>
  <title> <![CDATA[The Use of Alternative Materials in Cement Clinker Manufacture]]></title>
  <description><![CDATA[This paper describes sets out why Adelaide Brighton Cement embarked on an alternative fuel and raw materials policy; what benefits have flowed from its successful implementation, where the materials have been sourced and what processing is required to ensure the materials can be used in
the clinker manufacturing process. It also explains the environmental standards that must be met
required and tabulates examples of the test data generated for EPA and public consultation. The
paper concludes with a brief look at other alternative materials being investigated and the benefits to
the company and the State.
]]></description>
  <pubDate>Sun, 13 Feb 2011 10:17:24 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Environmental/The-Use-of-Alternative-Materials-in-Cement-Clinker.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">043ffd28-cef6-4ae3-a1ae-58ce38e0b31f</guid>
  <title> <![CDATA[Permanent, Safe, Affordable Fixation of CO2 The Gaia Engineering Solution]]></title>
  <description><![CDATA[There is an urgent need to reduce the CO2 in the air. With their huge volume and existing chemistry concretes contribute around 10% to global warming (Pearce 1997). The current approach in the industry is top down and involves little change. In contrast the author advocates radical changes in the composition not only of cements but aggregates and building components as only by doing so can we change the underlying molecular flows in a way essential for survival. The invention of TecEco Eco-Cement proves that this rock could be man made carbonate and geo sequester significant amounts of carbon dioxide. As stated by Fred Pearce in the article on Eco-Cements published in the New Scientist magazine (Pearce 2002) “There is a way to make our city streets as green as the Amazon Forest. Almost every aspect of the built environment from bridges to factories to tower blocks, and from roads to sea walls, could be turned into structures that soak up carbon dioxide – the main greenhouse gas behind global warming. All we need to do it is the change the way we make cement.”]]></description>
  <pubDate>Sun, 13 Feb 2011 10:16:20 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Environmental/Permanent,-Safe,-Affordable-Fixation-of-CO2-The-Ga.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">ff363b7e-458d-4e4a-b920-bde5ed809183</guid>
  <title> <![CDATA[Evaluating Fly Ash Blended Cements Using Rapid Chloride Permeability]]></title>
  <description><![CDATA[In this study correlation between the RCPT (AASHTO-T277) and long-term ponding test was evaluated using fly ash binary blend and its ternary blends with addition of silica fume. The fly ash was used in the increasing percentage of 25, 50, and 70% of total cementitious materials, while silica fume was used at 10%. Concrete specimens were evaluated using effective w/b ratio of 0.38. Mixes were cured for a period of seven days only which relates to the general curing practice in the construction industry. The results of RCPT are supported with statistical analysis, corrosion results, pore size distribution, and microstructure evidence]]></description>
  <pubDate>Sun, 13 Feb 2011 10:15:01 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Environmental/Evaluating-Fly-Ash-Blended-Cements-Using-Rapid-Chl.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">1da945ad-238b-49a0-9a5a-ca03c748b073</guid>
  <title> <![CDATA[CCP – Waste or Resource- Breaking the Regulatory Paradigms]]></title>
  <description><![CDATA[Although regulations have classified the solid products of coal combustion in pulverised fuel power stations including fly ash and furnace bottom ash – generally referred to as coal combustions products (CCP) – as wastes, CCP are increasingly being recognised as a useful mineral resource in Australia. Proven and established applications of CCP occur in the cement and concrete industries, the stabilisation of engineered soils for construction purposes, and the production of synthetic aggregates and zeolites. Applications having increased potential include the improvement of soils for agriculture and horticulture and mine site rehabilitation. This paper discusses CCP applications with the greatest potential in the Australian context, namely: (1) backfill in mining operations, and the resultant benefits to the mine through rehabilitation, subsidence control and other mechanisms; and (2) improving poor structural or weathered soils through amendment with CCP, leading to increased agricultural yields. The mineralogical, geotechnical and geochemical characteristics of individual ashes may vary, depending on the coal feedstock and combustion conditions. The mobility of particular elements may also vary, depending in part on the environmental conditions and soil types onto which CCP are applied. Site-specific studies of the chemical interactions between CCP, soils, rock and water may be significant in establishing the environmental risks, if any, associated with use. ]]></description>
  <pubDate>Sun, 13 Feb 2011 10:13:34 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Environmental/CCP-–-Waste-or-Resource--Breaking-the-Regulatory-P.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">f0af21c5-5572-455c-beb9-cc13712533a4</guid>
  <title> <![CDATA[Settlement of Precast Culverts Under High Fills-Influence Structural Effects of Longitudinal Strains]]></title>
  <description><![CDATA[The Morwell River in Victoria was diverted as part of a project associated with the Morwell Power Station. The diversion required the construction of four conveyor tunnels under high fills (up to 45
metres above base level), with varying foundation conditions. Detailed finite element analyses of each conveyor were carried out before construction, to predict upper and lower bounds for the expected settlement, and maximum differential settlement. These analyses were used to preset the vertical alignment of the culverts, so that the conveyors would have close to a constant grade in the finished structures. The differential settlement predictions were also used to assess the effect of longitudinal strains on the culvert structure, and to size movement joints between culverts, and in the foundation raft slabs. In this paper the predicted settlements are compared with actual measured values, and reasons for discrepancies between these values are investigated, including three dimensional effects. The effect of longitudinal differential settlement on the maximum stresses and joint movements calculated at design time are also compared with those due to the measured settlement.
]]></description>
  <pubDate>Sun, 13 Feb 2011 10:10:37 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Detail-Design/Settlement-of-Precast-Culverts-Under-High-Fills-In.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">216e1a50-cb14-4c8c-880c-e11a15d3400a</guid>
  <title> <![CDATA[Quantitative Assessment of Complex State of Stress in Concrete Structures]]></title>
  <description><![CDATA[Computer simulation of the real behavior and response of a concrete structure when subjected to a load is the numerical technique of creating and executing of an idealized model; follow by analyzing the results. During the executing phase, a set of input parameters such as the geometrical data, properties of materials, boundary constraints and loads will be processed numerically to obtain a set of useful output such as the ultimate load-displacement curve and the anticipated cracked pattern. Subsequently, this output will be incorporated into a design process with the key objective of developing a reliable, safe and economical structure. In other words, an efficient manipulating of a numerical model using a digital computer will enhance the reliability of a design process and the creativity of design engineers in an attempt to achieve an optimized structure. Although it is used by the research department of the universities, its potential application as a practical design tool to perform a non-linear quantitative assessment has not fully realized yet. This is partially due to the lack of such advanced tool in executing a non-linear structural analysis and design of concrete structures. The second author is involved in the development of such tool, which is aimed to close up this gap. In this paper, the authors have introduced and demonstrated that the complex state of stress in concrete structures can be readily simulated using an advanced computer-aided tool.]]></description>
  <pubDate>Sun, 13 Feb 2011 10:06:09 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Detail-Design/Quantitative-Assessment-of-Complex-State-of-Stress.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">f73056cc-d902-44cf-8e26-a8c74ba7a82b</guid>
  <title> <![CDATA[Design Of Anchor Bolts In Pedestals Using ACI 318]]></title>
  <description><![CDATA[The Australian Concrete structures code, AS 3600, provides little guidance for the design of anchor bolts. The authors suggest that ACI 318 provides suitable design provisions for headed and hooked anchor bolts. The background and design requirements of ACI 318 are examined with particular attention to provisions applying to pedestals.]]></description>
  <pubDate>Sun, 13 Feb 2011 10:03:39 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Detail-Design/Design-Of-Anchor-Bolts-In-Pedestals-Using-ACI-318.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">ab345947-3025-45d3-98f9-1ff0ef17d6c2</guid>
  <title> <![CDATA[Slip Resistance of Concrete Floors and Pavements]]></title>
  <description><![CDATA[This paper examines the factors influencing the slip resistance of various types of concrete surfaces. It summarises the main factors contributing to the risk of slipping and the methods used in Australian Standards to measure and classify the frictional properties of surfaces. How to interpret the methods within the Standard to enable an adequate level of slip resistance to be specified for a particular application is discussed. A review of recent research work and a number of case studies covering a range of applications provides guidance on achieving the specified slip resistance on site. Issues relating to maintenance and the effect on the slip resistance are discussed, as are methods to improve the slip resistance of existing floors and pavements. The paper shows that if the appropriate combination of finish, texture and sealer (if present) are specified, constructed and maintained, an acceptably low risk of slipping when the surface is wet can be achieved for a wide range of applications from residential through to commercial.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:43:31 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Design-and-Architecture/Slip-Resistance-of-Concrete-Floors-and-Pavements.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">af900910-acc7-471d-aa12-a0590da5b82c</guid>
  <title> <![CDATA[Fitness for Purpose of Residential Slab-On-Ground]]></title>
  <description><![CDATA[In Australia, concrete is widely used for residential ground floor construction. Cement Concrete & Aggregates Australia (CCAA) has undertaken a research project, conducted by CSIRO, to evaluate the fitness for purpose of concrete slab-on-ground built using current construction practices. The project involved a survey of 75 slabs during and after construction. For each slab, a two-stage inspection was carried out. The first focused on the ‘non-intrusive’ observation of construction practices and the second examined the early performance of the hardened concrete slabs. The majority of hardened concrete slabs were examined within one week of casting. Of all 75 sites inspected, thirty (40%) were conducted during the warmer months and forty five (60%) during the cooler months. The samplings were considered reasonably well spread throughout the year to pick up seasonal differences. All concrete slabs inspected were found to be structurally sound, flat and free from dusting. Current concreting practice is therefore delivering slabs which are fit-for purpose. The N20/20/80 concrete supplied was adjusted at the request of the concreting foreman, to give an estimated slump of at least 100 mm.  It is therefore recommended that N20/20/100 concrete be specified and supplied for slab-on-ground construction. The 100mm slump concrete will satisfy the current concreting practice and eliminate uncontrolled water addition on site thus improving the in-situ quality of the concrete.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:40:51 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Design-and-Architecture/Fitness-for-Purpose-of-Residential-Slab-On-Ground.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e6d7b82e-d813-4a52-b085-dfcdd3828a0c</guid>
  <title> <![CDATA[Development of a Novel Concrete Walling System using Permanent Steel Formwork Panels]]></title>
  <description><![CDATA[Conventional steel decking was introduced into Australia approximately 40 years ago as a dual formwork and reinforcement system primarily to construct one-way slabs supported on steel beams in steelframe buildings. Owing to recent significant advances in the level of understanding about its structural behaviour in hardened concrete, it is now confidently used to construct many types of floors in concrete-frame buildings. A unique steel formwork system comprising ultra long-spanning cellular panels has been developed, and has been used in the construction of slabs up to 600 mm deep. This system has recently been adapted to construct vertical ground-retaining walls in excess of 6 metres high, where the wet concrete pressures can be very much larger, utilising the exceptionally high strength of the panels. Ground pressure on the final concrete wall can also be very high, requiring careful design. A temporary shoring system allows the light steel panels to be preassembled manually on site into wide wall panel modules, which are lifted vertically into position around the excavation boundary and propped. Full-scale laboratory testing validated the design of critical connections. The wall panels acted as vertical formwork and were transversely reinforced for crack control. The sequence of pour lifts is synchronized with the set-time of the concrete, partial removal of the temporary propping system, and construction of the final structure within the confines of the excavation.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:33:40 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Design-and-Architecture/Development-of-a-Novel-Concrete-Walling-System-usi.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">1c2da763-edfc-4f79-8d90-a1f02855bca3</guid>
  <title> <![CDATA[Cultural architecture-Architectural concrete]]></title>
  <description><![CDATA[Architecture is possibly the most enduring manifestation of any political system. Many of the large cultural buildings erected in South Africa in the last decade have been constructed from concrete, reinforcing the belief that concrete is widely accepted in heritage, religious and monumental architecture.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:29:52 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Design-and-Architecture/Cultural-architecture-Architectural-concrete.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">c97061cf-0e49-489d-8cce-bd3ddeaf4dea</guid>
  <title> <![CDATA[Long-Term Creep Characteristics of Concrete]]></title>
  <description><![CDATA[Concrete creep and shrinkage strains are time-dependent and can build up over time to values which can affect the serviceability of structures such as long span bridges or tall buildings. Ideally creep and shrinkage should be measured after long time periods with these values used when designing structures. However this is impractical as the designer cannot wait for results of long-term testing. Thus there is a strong desire to extrapolate long-term creep characteristics from short-term data. This desire is further exacerbated due to two reasons: firstly there are many sources of short term creep data available in literature as it is easy to evaluate short-term creep characteristics and secondly it is more practical when obtaining design data for the concrete structure to do this in as short a time as possible. It is critical to structure performance that any extrapolations are accurate and it is essential to establish the validity of these extrapolation techniques. This can only be done by comparing the results of the extrapolation techniques used from short-term test results with actual long-term experimentally measured creep data. However long-term creep data is scarce and it is therefore usually difficult to establish the accuracy or validity of these techniques. In this study creep and shrinkage strains were measured after up to 10.9 years of uninterrupted loading. This data was used to assess the validity of various extrapolation techniques for concrete creep.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:27:33 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Creep-and-Shrinkage/Long-Term-Creep-Characteristics-of-Concrete.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">7aaf52bc-2fb4-4a89-a379-ce41cc6a5eed</guid>
  <title> <![CDATA[Drying Creep and Shrinkage test Results]]></title>
  <description><![CDATA[Concrete creep and shrinkage can significantly affect the design and behaviour of concrete structures, particularly in relation to structural deformations and prestress losses. Accurate creep and shrinkage models would be valuable, but available models exhibit significant errors. Most models of concrete creep include a basic creep component (independent of concrete drying) and a drying creep component. However, the interaction of both properties is not well modelled. It was clearly documented in the literature that strains due to simultaneous effect of creep and shrinkage is higher than the summation of strains due to each of them separately. The explanation of this phenomenon, called the Pickett Effect, as well as the contributing mechanism/s is subject to controversy. There is uncertainty concerning the contributions of a ‘real’ drying creep mechanism (related to an interaction of creep and drying) and an ‘apparent’ mechanism (related to shrinkage induced stresses and associated cracking). The paper describes the experimental work that has been carried out in order to investigate these mechanisms.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:25:25 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Creep-and-Shrinkage/Drying-Creep-and-Shrinkage-test-Results.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">f436adbc-2d0a-4014-ab2b-add5d3f9d3ee</guid>
  <title> <![CDATA[Concrete Creep and Shrinkage Numerical Modelling of Test Results]]></title>
  <description><![CDATA[The paper describes an investigation of concrete creep and shrinkage, including advanced numerical models and an extensive series of laboratory tests. Numerical modeling, based on models of humidity diffusion, unrestrained shrinkage and concrete compliance (including basic creep), has indicated that significant tensile stresses can develop quickly on the surface of drying concrete due to non-uniform shrinkage. The strain-softening effects of surface cracking were modeled, and calculated shrinkage strains were reduced by about 20% as a result of strain-softening for unloaded drying shrinkage specimens of three sizes (small, medium and large). Modelling also showed that an increase in diffusivity due to cracking could have a significant effect on shrinkage strains and partly offset the effects of strain-softening. It was shown that the numerical model could easily be calibrated to fit the shrinkage test results for specimens of any given size (small, medium or large), but attempts to model the observed size-effect for shrinkage strains were unsuccessful. Total strains for medium sized drying loaded specimens were modeled using a combination of the basic creep model (calibrated for medium-sized specimens) and the shrinkage model (as calibrated for small specimens). The numerical model underestimated the strains for the drying loaded specimens, but the match was closer than for shrinkage alone.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:23:26 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Creep-and-Shrinkage/Concrete-Creep-and-Shrinkage-Numerical-Modelling-o.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e1bf1526-b716-43f0-821e-4435f14e79fe</guid>
  <title> <![CDATA[Westpac Place – The KENS Building]]></title>
  <description><![CDATA[Westpac Place (The KENS Building) was the last whole city block available for development in the western portal of Sydney’s CBD. Westpac Place is also the second largest single commercial office building in Sydney housing 5300 Westpac staff from 10 major offices over 74,000m2 of office space. The overall project cost an estimated $680 million and was completed within 36 months of commencement. Project works include construction of the two linked commercial towers, six levels of basement car park, the creation of a new urban park at ground level, the refurbishment of heritage listed terraces on Erskine Street and also partial demolition of the undercarriage of the adjacent Western Distributor highway. This paper will outline some of the more prominent features of the building, many of which are considered unique such as the inter-tenancy stair case across 28 floors of office, the structural steel trusses hung from the lift core and the two storey high concrete transfer trusses. The paper will also demonstrate how many challenges that were raised during the design and construction process were treated with simple and elegant solutions that fit seamlessly into the overall design intent of the building.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:20:47 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Projects/Westpac-Place-–-The-KENS-Building.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">b6421bd7-b12c-49aa-94f4-9a42629c78ee</guid>
  <title> <![CDATA[The Aurora Tower, Brisbane – Innovative Concrete High-Rise]]></title>
  <description><![CDATA[The slenderness and form of the 69-storey Aurora tower presented significant structural engineering challenges for the project design team. These challenges were successfully overcome through a combination of innovative design solutions and close collaboration between the design team and the construction team. The concrete framed tower, Brisbane’s tallest building, was completed in early 2006. The paper describes many of the innovative features of the structural design including the use of sophisticated wind tunnel testing to ensure satisfactory occupant comfort at the top of the tower; the use of permanent ground anchors to minimise excavation and foundation costs; the use of splayed superstructure shear walls that span over podium carparks and remove the need for a costly conventional transfer plate; the use of a series of “outrigger” type storey deep walls that connect the core to other walls between levels 50 and 60 to control tower sways and accelerations; and the use of a sophisticated nonlinear analysis to optimise tower lift lobby link slabs and accelerate typical floor construction.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:19:17 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Projects/The-Aurora-Tower,-Brisbane-–-Innovative-Concrete-H.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">4ce52c29-3002-4d75-a24c-786c40595496</guid>
  <title> <![CDATA[Management of Reinforced Concrete Bridges Exposed to Aggressive Environments]]></title>
  <description><![CDATA[Effective management of reinforced concrete bridges exposed to aggressive environments requires consideration of potential distress mechanisms, a method for early identification of signs, selection of remedial methods and finally revising design/construction practices to optimise the life cycle cost of bridge management. Two recent research projects funded by the CRC for Construction Innovation, based at RMIT University were aimed at developing reliability based life cycle costing method for comparing treatment options in bridge rehabilitation and developing a rule based matrix and a software tool for early detection of distress mechanisms from data collected in routine inspections. Research team analysed a number of case studies provided by the Queensland Department of Main Roads and developed a rule based matrix for detecting distress mechanisms in reinforced concrete bridges combining parameters contributing to a specific distress mechanism. These rules were further enhanced with an attached probability of occurrence of “High”, Medium or “Low” for a given combination of parameters. The paper presents the development of the software tool “BridgeDIST” which can be linked to routine inspection reports to identify bridges which may be prone to early deterioration.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:17:47 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Projects/Management-of-Reinforced-Concrete-Bridges-Exposed-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">b47f7f70-ebd4-45e7-b119-a004be0ce1c3</guid>
  <title> <![CDATA[Environmentally Friendly Cable Stay Bridge - Eleanor Schonell Bridge]]></title>
  <description><![CDATA[The Eleanor Schonell Bridge (previous/working name ‘Green Bridge’) is Australia’s first dedicated pedestrian, cyclist and bus bridge, and connects University of Queensland to Dutton Park across the Brisbane River. This paper discusses the broad environmental considerations in conception and construction. Also discussed is the cable stay system features, governing standards, specifications, interaction with the bridge deck, bridge towers and construction of the deck, and the other main components of the bridge. Design and detailing of the cable stays, stay cable testing and acceptance, characteristics of wedge anchored prestressing strand cable stay systems, durability, resistance to wind and rain induced vibration, provision for individual strand restressing, destressing and replacement, inspection and monitoring are also discussed. Construction aspects discussed include procurement, construction method and program, tower and deck access methods, strand by strand reeving, stages of stressing of stays, and allowance for future restressing for light rail overlay. Architectural aspects discussed include the geometrical arrangement, range of colours and finishes available for stay pipes, architectural treatment of anchorages and vandalism resistance.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:16:13 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Projects/Environmentally-Friendly-Cable-Stay-Bridge---Elean.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">13a0d8d9-09d3-47c5-a188-f4edf8079aee</guid>
  <title> <![CDATA[Designing for Durability, the Green Bridge, A Case Study]]></title>
  <description><![CDATA[The Green Bridge crosses the tidal Brisbane River linking the University of Queensland at St. Lucia with Dutton Park. The bridge is a cable stay structure carrying a bus way and footpath/cycle track. The client, Brisbane City Council, required a design life of 100 years with consideration given as to how this might be extended towards the end of the original design life. This paper considers the design and construction of the concrete elements in relation to durability and the 100 year design life.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:13:33 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Projects/Designing-for-Durability,-the-Green-Bridge,-A-Case.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">92932e16-0a28-4c11-b55d-9928260bd70b</guid>
  <title> <![CDATA[Dalrymple Bay Coal Terminal  DBCT 7X Project]]></title>
  <description><![CDATA[The DBCT 7X Project is a major expansion of the Dalrymple Bay Coal Terminal in North Queensland with a total capital cost likely to be in excess of $1.1 billion, excluding financing costs. The project involves more than 35,000 m3 of concrete in a variety of structural applications. This paper discusses some of the key design and construction issues associated with three areas of the works: the rail receival pit comprising a dump station and conveyor tunnel up to 20 m below ground level; precast concrete retaining walls for two new stockyard bunds 1.1 km long and 6.1 m high; and marine works including unreinforced concrete Hanbars for seawall armour and prestressed pre-tensioned concrete deck units for a 3.8 km long jetty and 420 m long berth.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:12:04 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Projects/Dalrymple-Bay-Coal-Terminal--DBCT-7X-Project.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">0b99c462-b5c4-4bae-914e-76a667802bef</guid>
  <title> <![CDATA[Cut and Cover Tunnel Structures on the Lane Cove Tunnel Project]]></title>
  <description><![CDATA[The Lane Cove Tunnel project in Sydney’s north connects the M2 motorway at North Ryde
with the Gore Hill Freeway and the Pacific Highway at Artarmon. The design of the four cut and cover
tunnel structures on the project presented significant challenges due to restricted space, limited
construction access, difficult ground conditions, the need to maintain existing traffic functionality and
capacity, and the need to minimise construction impacts.
Advanced numerical techniques were used to model the ground-structure interaction of the tunnel
structures based on the adopted construction staging. The use of prestressed and conventionally
reinforced concrete and precast concrete, along with concrete contiguous pile and secant pile walling
techniques, played a major role in the success of the project.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:10:41 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Projects/Cut-and-Cover-Tunnel-Structures-on-the-Lane-Cove-T.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">d0f34c63-39f5-422b-8475-835ba1d591f4</guid>
  <title> <![CDATA[Concrete Construction Meets Challenges-Major Ventilation Station Structures on the Lane Cove Tunnel ]]></title>
  <description><![CDATA[The Lane Cove Tunnel Project in New South Wales is one of the major transport projects in Australia in recent times and an important link in the high class motorway network of the Sydney orbital. As an example of the continuing influence in the transport infrastructure, this paper describes the use of concrete construction to provide an effective solution for one of the two major ventilation stations for the project, and meet the design challenges of tight site constraints, staged construction program, acoustic and vibration attenuation, and maintenance and operational requirements. The innovative use of concrete construction for the multilevel structure incorporating a deep beam transfer system spanning over 20m and supporting equipment floors, an upper car-park level, and the ventilation stack over a 35m deep vertical excavated-shaft, played a significant role in providing a workable economical solution for the ventilation station and enabled staged construction and early installation of ventilation equipment.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:08:57 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Projects/Concrete-Construction-Meets-Challenges-Major-Venti.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">6d70dcf6-82e9-49fe-b382-40c06c0a6304</guid>
  <title> <![CDATA[Central Station Subway Roof Replacement]]></title>
  <description><![CDATA[This paper outlines the design and construction methodology adopted for removal and replacement of a subway roof slab that supports railway tracks at Central Station in Brisbane, Queensland. The concrete subway roof had deteriorated and pieces of slab had spalled from the soffit. The subway was originally constructed in the 1880s and has undergone several modifications and extensions since that time. Platforms over the roof slab have also been extended and modified over the years. Part of the subway roof slab was covered by sand which supported the extended platform slab. The removal of the subway roof slab under the platforms required the removal and replacement of platform slabs, infill sand and platform walls in the vicinity of tracks with minimal disruption to the train services. Construction vehicular access was only available via the subway, and via a maintenance crossing. Due to the limited work space available for the construction, it was not feasible to use large cranes on the platforms. An innovative method was developed for the removal and replacement of the entire slab roof in a confined area within weekend closures of the tracks. The paper demonstrates how the construction detail was planned and drove the design.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:06:19 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Projects/Central-Station-Subway-Roof-Replacement.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">5699b5dd-6adb-44eb-9c91-b61d8e91b24e</guid>
  <title> <![CDATA[Bakewell Underpass]]></title>
  <description><![CDATA[The Bakewell Underpass, which is currently under construction in Mile End, Adelaide, South Australia, is an extremely complex engineering project, comprised almost entirely of concrete elements. The project is one of the first to be delivered by the “ECI” (Early Contractor Involvement) delivery method in Australia. It involves the replacement of an 80 year old concrete road bridge with a new 4 lane twin deck underpass. The underpass deck structures accommodate the main suburban and interstate rail lines and a busy commercial road near the edge of the CBD. The most unusual feature of the project is the super-tee rail bridge deck, which has been designed to be launched into place during a four day track occupation, thus minimising disruption to the critical train services. The rail bridge deck, is constructed entirely offline with preparatory piling and headstock construction undertaken during short occupations.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:04:45 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Projects/Bakewell-Underpass.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">31d2dbe1-9b5e-4874-89dc-d8f0da58cf97</guid>
  <title> <![CDATA[Adelaide’s Largest Building – Liberty Towers Holdfast Shores]]></title>
  <description><![CDATA[The Liberty Towers project was completed in November 2004 in Adelaide, Australia, after a 19 month construction period. Located on the foreshore at Glenelg, the development consists of 258 residential apartments in twelve aboveground storeys, set over a four-storey basement. With a gross floor area of more than 43,170 m2, Liberty Towers is the largest single building in South Australia by floor area.
From an economic perspective, the major costs to residential developers are holding costs. Connell Wagner recognised this and focused on ways of reducing these costs, combining innovative construction techniques with smart technical design solutions. The four main innovations/solutions included the ‘top down and up’ construction technique, diaphragm wall construction, the use of precast concrete and a system of raking props back to main column lines (eliminating conventional multi-storey propping/back propping problems).
]]></description>
  <pubDate>Sun, 13 Feb 2011 09:03:24 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Projects/Adelaide’s-Largest-Building-–-Liberty-Towers-Holdf.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">24e0f8bd-3a26-45a2-9a09-18c778810ff0</guid>
  <title> <![CDATA[Adelaide Superdrome Salt Damp Mitigation of Reinforced Concrete Structure - A Case Study]]></title>
  <description><![CDATA[In response to a significant rising salt damp problem at the Adelaide Superdrome, a unique reverse electro-osmosis system which was successfully developed and trialled on a large portion of the structure. This Damp Reverse Impressed (DRI) system was installed for the control of rising salt damp on a significant portion of the building using nearly a kilometre of anode wire and 11 control units. Protection is provided to the affected reinforced blockwork retaining walls, reinforced concrete pads and columns. This case study will explore the processes that made this innovative project possible, and will consider future applications. This development now enables reverse electro-osmosis technology to be applied for large scale projects and safely on steel reinforced concrete structures.]]></description>
  <pubDate>Sun, 13 Feb 2011 09:01:45 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Projects/Adelaide-Superdrome-Salt-Damp-Mitigation-of-Reinfo.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">50b09ddf-43fd-47ec-aa10-2af84c09478d</guid>
  <title> <![CDATA[Versatile PC-based Admixtures New Features for Application in RMC, Precast and RCC]]></title>
  <description><![CDATA[Recent innovations in polymer technology give access to a new generation of concrete admixtures with previously unknown effects on fresh and hardened concrete. We describe three applications of this new technology in different fields of concrete industry, namely ready mix (RMC), precast and roller compacted concrete (RCC). In RMC, the new polymer generation provides superior workability retention under demanding conditions like lean mixes or extremely fine sand conditions. With focus on precast element production, we show that concrete producer can overcome what was formerly believed to be an intrinsic dependency between slump retention, early strength and final strength of concrete. A lab study describes the independent control of those three properties by using one of the new PC based admixtures. The versatility of the new technology is further illustrated through a case study of a first application of a polycarboxylate (PC) based admixture in a RCC dam. The tailored admixture features a vibration sensitive concrete, with particular advantages regarding speed of placing and overall quality of the RCC.]]></description>
  <pubDate>Sun, 13 Feb 2011 08:58:53 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Materials/Versatile-PC-based-Admixtures-New-Features-for-App.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">e6599d51-87b2-4b65-bef9-670596a78d97</guid>
  <title> <![CDATA[Understanding Lightweight Cellular Concrete Materials]]></title>
  <description><![CDATA[Lightweight cellular concrete materials can potentially provide many benefits to the construction industry, ranging from gross weight savings through to potentially faster construction using prefabricated elements and improved environmental performance. However, to maximise the benefits from such materials, both builders and designers need to develop an understanding of lightweight materials, and how they differ from traditional concrete. The discussions in this paper will draw on recent research into a range of load-bearing cellular mortars with medium densities in the range of 1400–1600 kg/m3. The paper describes the critical interrelationships between density, moisture and strength, which will become a key consideration in specifying such materials. In addition, the influence of curing history on product properties will be discussed in relation to how such products can be manufactured as precast concrete elements.]]></description>
  <pubDate>Sun, 13 Feb 2011 08:57:14 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Materials/Understanding-Lightweight-Cellular-Concrete-Materi.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">22a9fa35-3f3a-4322-9a62-c047d03801d4</guid>
  <title> <![CDATA[The Influence of Material Properties on the Rheology of Mortar and Concrete]]></title>
  <description><![CDATA[Following the wide spread acceptance of self compacting (self-levelling) concrete as an attractive proposition for concrete manufacture, there has been a greater focus on the development of the
rheological properties of a wider range of concrete mixes. The same savings in manufacture, placement and finishing of concrete can be gained from improving the plastic behaviour of concrete.
This paper outlines the results of a test program studying the linkages between material properties and the rheology of mortars and concrete. A series of mixes involving cements with different particle size distributions, and selected fine fillers were studied for their plastic behaviour. The properties of plastic viscosity and yield value were determined using a commercial rheometer. The flow-curves of these test parameters are then interpreted and, through knowledge of the behaviour of various additives and ingredients, and optimal solution can be derived for application in self compacting mixes.
]]></description>
  <pubDate>Sun, 13 Feb 2011 08:55:49 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Materials/The-Influence-of-Material-Properties-on-the-Rheolo.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">8d9bc0a4-c417-4391-a137-921e5a53c3bb</guid>
  <title> <![CDATA[Strength of Mortar Containing Activated Slag and Fly Ash]]></title>
  <description><![CDATA[The aim of the work reported in this paper is to compare the strength of two different alkali activated cementitious materials; an alkali activated slag (AAS), and a fly ash based geopolymer. To achieve this purpose, one set of mortars has been prepared with slag activated by a low concentration of alkaline solution and another set with fly ash activated by high alkaline solution. Variable alkali moduli
were employed for both types of alkaline solution. The study shows that activator concentration has a
significant influence on the strength of both AAS and fly ash based geopolymer mortars. However, there is a limit for increasing the strength by increasing the alkali modulus (AM), beyond this limit, a reduction of strength is likely to occur. Given the alkali modulus and activator concentration, it was found that AM=1 in 5% Na2O for AAS and AM=1.25 in 15% Na2O for fly ash based geopolymer were the optimum mix composition providing the highest compressive strength for the mortars.
]]></description>
  <pubDate>Sun, 13 Feb 2011 08:53:17 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Materials/Strength-of-Mortar-Containing-Activated-Slag-and-F.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">608b3e38-4241-471e-b495-62285a235a3f</guid>
  <title> <![CDATA[Specifying Concrete for Urban Salinity]]></title>
  <description><![CDATA[There is an increasing awareness of the need to plan and build in areas that are identified to be prone to saline ground conditions. The appearance of salts on the surface of building components, roads and playing fields has raised concern in many communities and local councils around Australia. For the majority of cases, the adverse effects on building components are mainly aesthetic and do not pose any risks on the structural integrity and serviceability of the buildings. Engineers and builders are able to overcome any potential adverse effects through effective planning, design and construction. This paper reports on the integration of a macro-scale salinity investigation and construction-site soil investigation leading to a specific site exposure classification. With known or anticipated exposure classifications, appropriate concretes can be specified to achieve the desired design life. Various mechanisms of possible salt attack on the concrete are discussed as they influence the specification of salt resistant concrete. Appropriate specifications of concrete are recommended for residential and commercial buildings.]]></description>
  <pubDate>Sun, 13 Feb 2011 08:51:48 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Materials/Specifying-Concrete-for-Urban-Salinity.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">69fc0fe6-cf21-404f-a16a-150b7270704c</guid>
  <title> <![CDATA[Some Limitations of Geopolymer Concrete]]></title>
  <description><![CDATA[Geopolymers are known to have superior properties such as improved acid, sulphate and fire resistance etc; however their practical application is still not commonplace. This study describes some technical problems found during laboratory development and these problems may comprise part of the reason behind the limited application of geopolymers.]]></description>
  <pubDate>Sun, 13 Feb 2011 08:50:21 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Materials/Some-Limitations-of-Geopolymer-Concrete.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">a50d8da5-af18-44af-b2b7-8291d26623fe</guid>
  <title> <![CDATA[Role of oxide ratios on strength development and engineering properties of Geopolymer mortars]]></title>
  <description><![CDATA[Geopolymers represent a family of emerging high performance binders produced by reactions between aluminosilicate solids and an alkali silicate solution. Their rapid development in recent years points to a wide range of potential engineering applications within both construction and mining sectors. However, full exploitation of Geopolymer technology depends largely on gaining clear understanding of the fundamental limits of feedstock materials in relation to synthesis chemistry and
process parameters. Experimental results presented in this Paper disclose the role of silica and alkali
species present in feedstock materials and their impact on engineering properties such as strength
development.
]]></description>
  <pubDate>Sun, 13 Feb 2011 08:48:36 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Materials/Role-of-oxide-ratios-on-strength-development-and-e.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">9e411307-79a5-4aba-be89-bcd8e7339fce</guid>
  <title> <![CDATA[Properties of a range of Environmentally Friendly Light-Weight Concrete]]></title>
  <description><![CDATA[In this study, light weight structural grade concretes were prepared using various binders and a range of aggregates with emphasis to use maximum amount of waste or byproducts. Binders used were combinations of a general purpose Portland (GP) cement and unclassified fly ash (FA). The amount of fly ash used ranged from 30 to 50% by weight of the total binder. Aggregates used were bottom ash aggregate and scoria. Also bottom ash sand and manufactured sand was used as the fine aggregate. Concretes were prepared with a range of 28-day strengths and densities and thereby a concrete can be selected to suit a particular application. Consideration was given that the concrete obtained adequate strength at the age of about 18 to 24 hours to facilitate the demolding. Thus one batch of concrete was prepared at the pre-cast plant everyday. It was demonstrated that a range of light-weight concrete can be prepared which contain predominantly waste materials/by-products and has adequate strength to allow demolding at an age of 18 to 24 hours. Concretes were prepared with air-dry densities ranging from 1600 to 2000 Kg/m3.]]></description>
  <pubDate>Sun, 13 Feb 2011 08:46:23 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Materials/Properties-of-a-range-of-Environmentally-Friendly-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">c362b541-aaa3-40bc-974e-f713024767d9</guid>
  <title> <![CDATA[Performance of Concrete Incorporating Latrobe Valley Brown Coal Ash]]></title>
  <description><![CDATA[Power stations in the Latrobe Valley generate electricity by firing a lignite coal commonly referred to as brown coal. Approximately 600 000 tonnes of Latrobe Valley brown coal Ash (LVA) is produced each year. Currently, LVA is not being exploited in any significant quantities in engineering applications. In this paper, a brief discussion will be provided on the composition and characteristics of LVA from Loy Yang power generating station. Research at CSIRO has shown that Loy Yang ash (LY) can be a potentially effective supplementary material for use in the formulation of blended cements for concrete. Structural Grade concretes up to 40 MPa can be produced with significant amounts of LY in the binder. Both mechanical and durability properties in concrete mixes produced with ternary binders containing 20% LY were either comparable to or superior to that of concrete produced with Type GP cement of similar strength Grade. The concrete mixes containing ternary LY blends typically show relatively high early strength followed by sustained strength development under standard conditions.]]></description>
  <pubDate>Sun, 13 Feb 2011 08:44:49 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Materials/Performance-of-Concrete-Incorporating-Latrobe-Vall.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">2c033d2d-8ff6-4f26-9f79-4fced67f7615</guid>
  <title> <![CDATA[Techniques to Improve the Reliability of Blended Cement Concretes Made with Collie Fly Ash]]></title>
  <description><![CDATA[Substantial research investigations have been undertaken in recent years at Boral Laboratories and the School of Civil & Environmental Engineering at the University of New South Wales to determine why Collie fly ash has behaved unreliably compared to other sources of fly ash when used in concrete. Previously published papers have described research into the issues of admixture incompatibility and characterization of this fly ash source. The presence of high surface area carbon particles and sulphide minerals was found to strongly influence the behaviour of air entraining and water reducing admixtures. In particular, when used in slab-on-ground construction, concretes made with Collie fly ash have required very high dosages of air entraining admixture and reported unpredictable air content and bleeding. Several techniques have been trialed to control the variability and improve the efficiency of Collie fly ash in concrete. This paper describes the development of these production processes and testing programs that have resulted in a fly ash with greatly improved reliability and performance in concrete. These product improvements have now made Collie fly ash a reliable supplementary cementitious material for inclusion in Australian concrete.]]></description>
  <pubDate>Sun, 13 Feb 2011 08:43:34 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Materials/Techniques-to-Improve-the-Reliability-of-Blended-C.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">ba4ec70a-d32d-4127-a11d-9361ecbc1b59</guid>
  <title> <![CDATA[Designing Bridges with Ductal Reactive Powder Concrete]]></title>
  <description><![CDATA[Reactive powder concrete (RPC) was developed by a consortium of companies in the 1990’s and has been used in a variety of structures ranging from road and pedestrian bridges, to blast protection solutions and architectural applications. The superior mechanical and durability properties of RPC enable lighter, aesthetically enhanced and highly efficient structural solutions to be achieved. RPC designs typically contain no mild reinforcement, with secondary tensile stresses carried by steel fibres, enabling thinner and lighter sections to be designed. Principal bending stresses are resisted by longitudinal prestressed tendons. This paper provides a brief overview of RPC properties, and then demonstrates the design advantages using an example from a series of pedestrian bridges that have been constructed in Auckland, New Zealand in recent years. A full description of the finite element model developed for design is presented. Details regarding the bridge design include consideration of dead, live, wind, temperature and earthquake loading at both the ultimate and serviceability limit states.]]></description>
  <pubDate>Sun, 13 Feb 2011 08:41:04 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Materials/Designing-Bridges-with-Ductal-Reactive-Powder-Conc.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">cbbcab33-4ea5-471f-90c3-953ff1243dda</guid>
  <title> <![CDATA[Time-Dependent Section Analysis of Prestressed Concrete Beams]]></title>
  <description><![CDATA[This paper presents a method to determine the time-dependent deflections in post-tensioned concrete beams. At this preliminary stage of the investigation an analytical model is presented to describe the time-dependent stress, strain and curvature at a prestressed concrete beam section considering
concrete shrinkage and creep. Computation of prestress loss and the stress distribution in concrete, prestressed and non-prestressed steel due to time-dependent effects of creep and shrinkage is
presented. The analysis is divided into several stages according to the load history and time. A Flow chart is included for implementing the method by a computer program. A numerical example is presented to illustrate the proposed method and a limited investigation into the effect of creep, shrinkage and load history on predicted curvatures.
]]></description>
  <pubDate>Sun, 13 Feb 2011 08:37:20 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Design/Time-Dependent-Section-Analysis-of-Prestressed-Con.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">bd92e072-83b7-4ca4-8293-9983de866700</guid>
  <title> <![CDATA[Design for a Concrete Future on Clays]]></title>
  <description><![CDATA[A “green” philosophical learning point is to harness and enhance natural responses to structures as part of the design and construct approach. An original engineering design system is explored that looks to the environment to identify key responses involved in placing concrete slab foundations on reactive clay soils. By identifying and accelerating features of natural stability and mimicking the presence of a larger building footprint using a moisture stabilizing membrane, the available natural stability is harnessed at considerably lower monetary (20–40%) cost and potential Australian greenhouse gas saving (ca. 3% total construction budget) compared with present stiffened raft foundation methods; and rebating up to 66% of the present cost premium of “green buildings”.]]></description>
  <pubDate>Sun, 13 Feb 2011 08:36:03 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Design/Design-for-a-Concrete-Future-on-Clays.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">85b5a0ea-4e9a-4dc4-9820-24e772df016a</guid>
  <title> <![CDATA[A New Shear Design Model for Circular RC Members considering Shear Flow and Deviation Effects]]></title>
  <description><![CDATA[The shear bearing behaviour and the state of stresses in circular RC members are investigated. The shear flow is analytically derived from the equilibrium conditions of slender spatial bars and the coupling of bending moments and shear forces assuming the validity of the Bernoulli-Hypothesis. It is supplemented by radial deviation forces that act inside the section plane and perpendicular to the
circular stirrups, ensuring equilibrium and interacting with the inclined compressive struts. Starting  from the notion that stirrups act like rings under internal pressures, shear flow and deviation forces are coupled to a consistent mechanical model. Their stresses exceed the ones in rectangular sections by up to about 35%. Similar extents apply to the concrete stresses in the inclined shear struts. Thus, capacities of the tensile and of the compressive shear struts evidently decrease. An efficiency factor is introduced to account for such decreases. Because of its mechanical basis, the model is applicable to a variety of international codes to generalise their application to the analysis of circular sections. Numerical FE investigations and experimental data are presented for qualitative and quantitative verification of the model. Comparisons of stress distributions and ultimate shear bearing capacities show good agreement with the presented model.
]]></description>
  <pubDate>Sun, 13 Feb 2011 08:34:26 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Design/A-New-Shear-Design-Model-for-Circular-RC-Members-c.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">8dbe8586-72b2-4614-8103-ce734626b1a9</guid>
  <title> <![CDATA[The fire resistance of reinforced concrete structures]]></title>
  <description><![CDATA[Reinforced concrete building structures have traditionally been designed for fire resistance using very simple approaches. However there is a growing recognition that these methods may be oversimplified and that more sophisticated approaches could offer advantages by providing a more complete picture of likely behaviour. This paper reports on recent research into the performance of reinforced concrete structures in fire, illustrating the effects of two important phenomena – spalling and diaphragm action – not accounted for in the current simple approaches. These have been modelled using a highly non-linear finite element analysis developed specifically for structural fire engineering. The principal effect of spalling, which is notoriously difficult to predict, is to expose the steel reinforcement to higher temperatures, reducing its strength. Ignoring spalling is therefore unconservative. In contrast, tensile membrane action, which is also ignored in simple approaches, can significantly improve the survival of a fire exposed structure. The implications for the design of reinforced concrete structures are discussed.]]></description>
  <pubDate>Sun, 13 Feb 2011 08:30:52 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Concrete/The-fire-resistance-of-reinforced-concrete-structu.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">1f6fdae9-e3a0-4bc1-a52a-9bd9564487bc</guid>
  <title> <![CDATA[Major Advantages of Unpropped Construction-Versatile, Ultra Long-Spanning Composite Flooring System]]></title>
  <description><![CDATA[The ongoing research and development of a versatile, ultra long-spanning, combined steel formwork and reinforcement system has allowed the design and construction of composite floors with unpropped spans of up to 8.5 metres. In order to span such a large distance, the system has been designed to utilise a number of unique features, in particular panel voiding and longitudinal precambering. These features allow a designer to significantly reduce the overall slab depth, volume of concrete, longterm incremental and total vertical deflections, and/or amount of conventional reinforcing steel compared with off-form concrete floor construction, or conventional composite floor construction involving shallowribbed steel decking. The versatility of the new system also permits very flexible panel configurations to be constructed in order to cater for specific project requirements, for example heavy loading situations involving large point loads and columns. Two-way action of the composite flooring system can be uniquely achieved by passing reinforcing bars transversely through holes in the webs of the panels, which only has to be done where it is specifically required. Case studies are presented that provide details about a range of design and construction issues, that clearly illustrate some of the major advantages of unpropped construction using this world-leading composite flooring system. ]]></description>
  <pubDate>Sun, 13 Feb 2011 08:29:34 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Concrete/Major-Advantages-of-Unpropped-Construction-Versati.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">95f01e63-900a-49ab-99da-47a8db12c885</guid>
  <title> <![CDATA[Long-term Strength and Serviceability of paving constructed with Pre-mix Recycled Aggregate Concrete]]></title>
  <description><![CDATA[This paper discusses laboratory and field serviceability evaluation of recycled premixed concrete (RC) and conventional concrete (NC) used in construction of recreational facilities. The trials involved production and construction with recycled concrete made with 100% replacement of virgin coarse aggregate with recycled concrete aggregate (RCA). Two recreational facilities were
investigated. The compressive strength of recycled concrete after 7years falls within 10% of the conventional concrete with the overall system serviceability remaining satisfactory for all facilities. Initial workability and placement of both RC and NC were found to be comparable. For standard cured specimens, higher drying shrinkage values, approx 25% are observed for RC with and without polypropylene fibres. However, corresponding in-situ NC and RC shrinkage measurements are comparable.
]]></description>
  <pubDate>Sun, 13 Feb 2011 08:27:00 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Concrete/Long-term-Strength-and-Serviceability-of-paving-co.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">8c60a349-82d5-402e-ae48-33496de74e44</guid>
  <title> <![CDATA[Long Term Mechanical Properties of Low Water to Cement Ratio Ultra High Strength Concretes]]></title>
  <description><![CDATA[Ultrahigh strength concretes (UHSC) are characterized by a very low water to binder ratio as well as very high amounts of cement, secondary binders and fillers. Usually no coarse aggregates are used. The hardened UHSC have a very dense microstructure, small amount of portlandite and no interfacial
transition zones (ITZ). UHSC are reported to have a good durability. Shrinkage and creep values are
higher in comparison with high strength concretes. This paper presents the results of the research on the incorporation of coarse aggregates into the UHSC matrix and its influence on the long term mechanical properties and durability. The studied concretes had water to binder ratio between 0.16 and 0.20, 25 % of amorphous undensified silica fume, fine quartz fillers and coarse aggregates. Short steel fibers were added to some of the mixes. The curing included water storage at 20oC followed in some cases by 48 hours of heat treatment at 90oC. The test results revealed that UHSC with coarse aggregates have reached a 28-day compressive strength of up to 200 MPa and flow-like workability. The one year old test concretes showed higher increase of the compressive strength in the case of the no heat treated concretes; however, the ultimate strength was lower in comparison with the corresponding heat treated specimens. The presence of coarse aggregates lowered the creep and shrinkage values.  ]]></description>
  <pubDate>Sun, 13 Feb 2011 08:25:03 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Concrete/Long-Term-Mechanical-Properties-of-Low-Water-to-Ce.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">0b9749b8-5aff-4c00-b3dd-36627fb385c1</guid>
  <title> <![CDATA[Local Surfactant Molassperse CA for Production of Water Reducing Admixtures and Superplasticizers]]></title>
  <description><![CDATA[Today the production of advanced concrete in Australia and all over the world is practically inconceivable without the use of water reducing admixtures. For the wide application of these admixtures it is necessary to provide their cost effectiveness. This paper presents the new local surfactant calcium Molassperse CA which is a more cost effective ingredient for production of water reducing admixtures than imported lignosulphonate (dominant ingredient for concrete admixtures). This new surfactant is produced from molasses which is a by-product from the sugar manufacturing
process and gives sugar producers the potential to provide the concrete admixtures market with local
surfactants. Laboratory tests were carried out for the purpose of determining the properties of calcium Molassperse CA when used as a base for concrete water reducing admixtures and in combination with polycarboxylate for the most advanced high-range water reducing admixtures - superplasticizers production. The tests results revealed that calcium Molassperse CA has good water-reducing properties and compatibility with polycarboxylate, and also a slight retardation effect in comparison with calcium lignosulphonate.
]]></description>
  <pubDate>Sun, 13 Feb 2011 08:22:27 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Concrete/Local-Surfactant-Molassperse-CA-for-Production-of.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">24af5aef-cb71-4ee1-80ac-f2c07fd5bca4</guid>
  <title> <![CDATA[Eccentric Loading of FRP Confined Reinforced Concrete Columns]]></title>
  <description><![CDATA[This paper presents results of testing 16 specimens, 12 of which as columns under different eccentricities and four as beams under four point loading regime. All 16 specimens were circular in cross section and were made of reinforced concrete. Four specimens served as reference specimens and were just made of reinforced concrete. The next four specimens had steel fibres added to the concrete. The next four specimens were wrapped with Carbon Fibre Reinforced Polymers (CFRP). The final four specimens were reinforced with steel fibres and wrapped with CFRP. From each group of specimens, one specimen was tested as a column under a concentric load, the second specimen was tested as a column under 25 mm eccentricity, the third specimen was tested as a column under 50 mm eccentricity, and the final specimen was tested as a beam under four point loading regime. For each group of specimens, axial force-bending moment interaction diagrams were drawn based on the experimental results and compared with theoretical estimation. The experimental programme proved that the introduction of fibres as well as wrapping the specimens with FRP improve the properties of concrete, especially its ductility.]]></description>
  <pubDate>Sun, 13 Feb 2011 08:20:44 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Concrete/Eccentric-Loading-of-FRP-Confined-Reinforced-Concr.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">5927794c-d816-4d29-9c6b-26d3da077a69</guid>
  <title> <![CDATA[Early Age Strength Properties of High Performance Concrete Under Accelerated Curing]]></title>
  <description><![CDATA[Cementitious systems used in precast elements that undergo an accelerated curing regime usually have tight specifications with regards to early age compressive strength requirements. Super T beams cast for the Melbourne Eastlink Freeway called for 40MPa transfer strength at 14 hours and
adherence to VicRoads Section 610 (1) on structural concrete cured under radiant heating. Concrete
test cylinders cast for the purpose of determining transfer strengths were required to be placed in
heating boxes that were connected to the hot water heating system. They were found not to be good
representations of insitu concrete compressive strengths. Early age strengths of the beam elements
were successfully predicted using the maturity method and the temperature matched curing system.
Trials were also conducted using different ways of administering high range water reducers (superplasticisers) to improve concrete performance.
]]></description>
  <pubDate>Sun, 13 Feb 2011 08:19:19 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Concrete/Early-Age-Strength-Properties-of-High-Performance-.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">35d20d15-bd75-4912-aa59-c37ebb320911</guid>
  <title> <![CDATA[Development of Limit State Service Life Design]]></title>
  <description><![CDATA[Most service life models for reinforced concrete (RC) are based on estimation of the time to corrosion initiation and corrosion cracking. The end of service life has traditionally been determined from the estimation of time to steel depassivation. This type of model is useful in the planning and management of maintenance of reinforced concrete structures. However, it would be premature to associate steel depassivation or even cracking and spalling as an indication of the end of useful service life. Recent research from L.M.D.C. (Laboratoire Matériaux et Durabilité des Constructions) in France and University of Dundee in the UK has highlighted the importance of a better understanding of the consequence of reinforcement corrosion on the serviceability and ultimate load-carrying capacity of a RC structural member. Based on this research, this paper examines the development of limit state service life design of reinforced concrete in marine environment. The end of service life for concrete in marine environment has been associated with the initiation of cracking or when a certain percentage of corrosion weight loss. It has been found that for flexural members, corrosion of stirrups have no significant effect on structural performance. Corrosion of the main reinforcement, on the other hand, leads to a loss in the stiffness of the members under designed service load. The ultimate load can be reduced compared to a member with no reinforcement corrosion. ]]></description>
  <pubDate>Sun, 13 Feb 2011 08:17:41 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Concrete/Development-of-Limit-State-Service-Life-Design.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">47887921-29ea-4b05-85b7-887b59c70edf</guid>
  <title> <![CDATA[The Future of Pervious Concrete Pavements]]></title>
  <description><![CDATA[The desire to construct pervious concrete pavements has been growing in the past few years for site designers, developers, regulators, and the concrete industry. As this market continues to grow, it is becoming more technologically advanced, but is still missing some of the basic quality control and quality assurance tests. This paper will examine the history, design criteria, and state of testing technology of pervious concrete, and discuss the needs for future research to advance the technology.]]></description>
  <pubDate>Sun, 13 Feb 2011 08:14:31 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Plenary/The-Future-of-Pervious-Concrete-Pavements.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">2a7c72a1-da74-44fa-8620-24cc13ee135e</guid>
  <title> <![CDATA[Sustainability issues for reinforced concrete construction]]></title>
  <description><![CDATA[This paper outlines the importance of immediate action to ensure sustainable development and explains why construction has such a major role to play. The broader issues are introduced but the
focus is on those actions which the construction industry can take to make the biggest improvements,
namely reducing energy use associated with both the building process and the operation of buildings
throughout their life. It is also important that the useful life of the building is prolonged, opportunities are taken to reuse components and recycle materials when they are no longer needed, and that materials are sourced in such a way that impacts are minimised. The challenge of reducing demolition waste and making positive use of other waste products are also considered. These issues are discussed with particular reference to the concrete industry, highlighting the threats and opportunities which the growing awareness of the need for sustainable construction offers. The specific information and relative importance of different issues relate mainly to the UK, but the principles are universal.
]]></description>
  <pubDate>Sun, 13 Feb 2011 08:13:24 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Plenary/Sustainability-issues-for-reinforced-concrete-cons.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">1639574d-e3d6-446d-8eb3-3d126f4f589c</guid>
  <title> <![CDATA[Minimizing the Risk of Early Age Cracking Through the Use of Comprehensive Experimental Techniques]]></title>
  <description><![CDATA[The problem of early-age cracking in concrete has been increasing [1]. This paper discusses the issue of early-age cracking from three different perspectives. First, recently developed test methods will be reviewed that enable a material’s propensity for cracking to be assessed. Specifically, test procedures will be discussed that enable the free shrinkage to be quantified from the time of casting. In addition, the restrained ring test will be discussed as a test procedure that enables a quantitative assessment of the residual stresses that build in a concrete. Second, computational models will be discussed that enable the prediction of cracking potential. This would include the use one-dimensional models that take the statistical variability into account. Finally, this paper will discuss the use of new materials, namely shrinkage reducing admixtures that can substantially reduce the magnitude of early age shrinkage, enabling the reduction in the risk of cracking in concrete structures.]]></description>
  <pubDate>Sun, 13 Feb 2011 08:12:05 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Plenary/Minimizing-the-Risk-of-Early-Age-Cracking-Through.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">6cc81ffc-b33c-4718-b935-1629705a31a4</guid>
  <title> <![CDATA[Limit Analysis and Design of Structural Concrete]]></title>
  <description><![CDATA[Limit analysis provides a simple, rational and general framework for the ultimate limit state design of concrete structures. Starting from the basic constitutive relationships, this paper describes yield criteria for reinforced concrete elements and discusses the application of the static and kinematic methods of the theory of plasticity to reinforced concrete structures. In addition, supplementary deformation considerations are presented, including models for cracked tension chords and membranes.]]></description>
  <pubDate>Sun, 13 Feb 2011 08:09:46 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Plenary/Limit-Analysis-and-Design-of-Structural-Concrete.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">5a953fa0-af4f-4717-a3d0-aed5bfcacae6</guid>
  <title> <![CDATA[European Technical Approvals for Post-tensioning Kits]]></title>
  <description><![CDATA[Post-tensioning kits used in the European Community have to obtain European Technical Approval which is based on a set of defined testing procedures which have to be fulfilled. Once the posttensioning systems are placed on the market, they are subjected to an independent and continuous surveillance / factory production control. Post-tensioning kits shall be installed by trained Post-tensioning Specialist Companies, ensuring a professional and system conforming installation.]]></description>
  <pubDate>Sun, 13 Feb 2011 08:08:27 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Plenary/European-Technical-Approvals-for-Post-tensioning-K.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">1bab73f5-d8b2-4bfc-b7bb-4277bf84d8f0</guid>
  <title> <![CDATA[Displacement-Based Seismic Design of Concrete Structures]]></title>
  <description><![CDATA[Conceptual problems inherent in conventional initial-stiffness force-based seismic design of concrete structures are outlined. It is noted that structural performance in terms of damage potential is related to strain or drift limits and does not correlate well with strength. As a consequence, structures designed by force-based criteria have non-uniform seismic risk. Displacement-based seismic design is offered as a rational replacement for force-based design. Following extensive recent research, a variant known as Direct Displacement-Based Design (DDBD) has reached sufficient maturity to be considered for routine seismic design. The DDBD procedure, described in this paper, is extremely simple, and aims to achieve, rather than be bounded by performance limit states defined by displacement limits. This essentially results in uniform-risk buildings, a result compatible with the concept of uniform risk spectra, which have long been accepted for seismic input. Application of the procedure to different structural forms, including concrete frame buildings, walls, dual wall/frame buildings and bridges, have been validated by extensive inelastic time-history analyses. A brief summary of the research is presented. It is shown that the design results follow trends that are often opposed to those resulting from force-based design, and are particularly favourable to regions of low to moderate seismicity, such as Australia.]]></description>
  <pubDate>Sun, 13 Feb 2011 08:07:05 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Plenary/Displacement-Based-Seismic-Design-of-Concrete-Stru.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">189b615d-d4a0-41af-a723-aa24a04c4653</guid>
  <title> <![CDATA[CIRIA C660- Early-age Thermal Crack Control in Concrete]]></title>
  <description><![CDATA[In the UK, BS8007 has provided the basis for the design for early-age thermal cracking. This is to be replaced by EN1992-3 and in conjunction with the replacement of the general design code, BS8110 by EN1992-1-1 this has led to significant changes in some aspects of design. BS8007 was supported by CIRIA 91 which provided background to the design method and data for use in the design process. This has been updated and replaced by CIRIA C660 which brings the design into line with the Euro-codes and provides current information required to support the design process. The significant changes are described and their implications are discussed. AS3600 and AS3735 crack control provisions are based on the principles of BS 8007 and may need revision to take account of the changes outlined herein.]]></description>
  <pubDate>Sun, 13 Feb 2011 08:05:04 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Proceedings-and-Others/Biennial-Conferences/Concrete-07/Plenary/CIRIA-C660--Early-age-Thermal-Crack-Control-in-Con.aspx]]></link>
  <type><![CDATA[Proceedings and Others]]></type>
</item><item>
  <guid isPermaLink="false">938aedb7-ade2-47e7-b3a5-05c761e47512</guid>
  <title> <![CDATA[Z 39 - Render Finishes]]></title>
  <description><![CDATA[The aim of this Recommended Practice is to
provide designers, building owners and users of render
coatings with guidance on the provision of durable
render coatings for applications to a range of situations.]]></description>
  <pubDate>Mon, 07 Feb 2011 16:54:30 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Recommended-Practice/Z-39---Render-Finishes.aspx]]></link>
  <type><![CDATA[Recommended Practice]]></type>
</item><item>
  <guid isPermaLink="false">a5c16c24-9b2c-45c3-a283-1d149c0a7b38</guid>
  <title> <![CDATA[Z 13 - Performance Criteria for Concrete in Marine Environments]]></title>
  <description><![CDATA[Durability of reinforced concrete in a marine environment can be impaired as a result of corrosion of the reinforcing steel, chemical attack on the concrete, and alkali aggregate reactivity. In Australia, steel corrosion is considered to be the main cause of deterioration of reinforced concrete exposed to marine conditions.
This document provides designers and specifiers with guidance on the specification of the quality of concrete cover to minimise corrosion of steel through:
■ A review of the different methods that have been used in Australia to specify 'durability' for concrete structures in marine environments. Thus the issues covered in this document include the various types of parameters that are nominated within a specification for the express aim of achieving appropriate durability.
■ Putting forward recommendations on the 'most suitable' approach currently available to specify durable reinforced concrete in marine environments.
]]></description>
  <pubDate>Mon, 07 Feb 2011 16:42:40 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Recommended-Practice/Z-13---Performance-Criteria-for-Concrete-in-Marine.aspx]]></link>
  <type><![CDATA[Recommended Practice]]></type>
</item><item>
  <guid isPermaLink="false">c7f72e10-f960-4705-9c52-67a8cd39cfe5</guid>
  <title> <![CDATA[Z 12 - Pumped Concrete]]></title>
  <description><![CDATA[Today, pumping is an efficient and economical means of transporting concrete on most building and construction sites. It is especially useful on sites that are congested, where space for construction equipment is restricted, and where the availability of cranage may be limited due to the need to move other materials at the same time as concrete is being placed, eg on high-rise building projects.
A wide range of pumps and ancillary equipment is available to cover the varied conditions encountered in the building and construction industry. They range from small units capable of delivery 5 m3 per hour or less over distances of, say, 50 m horizontally, to large units capable of delivering 50–150 m3 per hour over distances of 2 km and heights of 500 m and more.
Whilst obviously the larger the project, the greater is likely to be its complexity, there are certain principles that can be said to apply to all pumping operations. It is the aim of this Recommended Practice to provide background information on the subject. It is not intended to replace the practical and 'expert' advice which may be necessary on particular projects.
]]></description>
  <pubDate>Mon, 07 Feb 2011 16:28:48 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Recommended-Practice/Z-12---Pumped-Concrete.aspx]]></link>
  <type><![CDATA[Recommended Practice]]></type>
</item><item>
  <guid isPermaLink="false">e86bcce6-7872-4219-ab27-86952d6012b1</guid>
  <title> <![CDATA[Z 11 - The Evaluation of Concrete Strength by Testing Cores]]></title>
  <description><![CDATA[This document is based on recommendations of Australian Standards1–5, Concrete Society Reports 6,7 and new developments in this field.
The new approaches included in the document were discussed by Ashby & Leshchinsky8. This Recommended Practice does not cover situations when testing of cores is specified as a method of production inspection of strength as, for instance, in shotcrete operations or roadworks. The evaluation is restricted to conventional concrete with expected compressive strength within a 10–50 MPa range at the time of coring and testing. This range covers more than 98% of concrete produced in Australia.
]]></description>
  <pubDate>Mon, 07 Feb 2011 15:50:32 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Recommended-Practice/Z-11---The-Evaluation-of-Concrete-Strength-by-Test.aspx]]></link>
  <type><![CDATA[Recommended Practice]]></type>
</item><item>
  <guid isPermaLink="false">03a14805-e34c-4a40-8e0e-fae76c78e066</guid>
  <title> <![CDATA[Z 10 - Guide to Tilt-up Design and Construction]]></title>
  <description><![CDATA[Tilt‑up is a form of construction ideally suited to the rapid realisation of a wide range of buildings for industrial, commercial, residential and community use. It provides the beneﬁts of solid concrete-walled buildings quickly and economically.
There has been some confusion in the terminology used for 'tilt‑up', eg it has been referred to as 'tilt slab construction'. In this Guide the definition given in AS 3850 is adopted, ie 'Tilt‑up panel—an essentially flat concrete panel; cast in a horizontal position, usually on-site; initially lifted by rotation about one edge until in a vertical or near-vertical position; transported and lifted into position if necessary; and then stabilized by bracing members until incorporated into the final structure.' This definition covers panels cast on-site and those cast off-site; clearly identifies the salient features of tilt‑up; and some of the necessary design considerations, eg design for lifting and design for the braced condition.
]]></description>
  <pubDate>Mon, 07 Feb 2011 15:40:35 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Recommended-Practice/Z-10---Guide-to-Tilt-up-Design-and-Construction.aspx]]></link>
  <type><![CDATA[Recommended Practice]]></type>
</item><item>
  <guid isPermaLink="false">e94ae82e-4f9f-4698-b0ca-ab59afe013c9</guid>
  <title> <![CDATA[Z 09 - Curing of Concrete]]></title>
  <description><![CDATA[Effective curing is an essential ingredient in the production of strong and durable concrete. This document describes current good curing practice.
This Recommended Practice deals firstly with the general principles associated with the curing of concrete – both cast insitu and precast. Following discussion of the practical considerations involved, and reference to Australian Standard 3600 Concrete Structures, there is an appendix on Guidelines for the Use of Accelerated Curing Methods for the benefit of those readers who seek more knowledge of the subject.
The methods of curing discussed in this document are those well established and widely used in Australia. It should be recognised that new techniques, particularly in the areas of accelerated curing, are constantly being developed. This document is not intended to inhibit such development.
]]></description>
  <pubDate>Mon, 07 Feb 2011 15:29:33 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Recommended-Practice/Z-09---Curing-of-Concrete.aspx]]></link>
  <type><![CDATA[Recommended Practice]]></type>
</item><item>
  <guid isPermaLink="false">e0702f38-8674-426d-843a-179f3f36d97e</guid>
  <title> <![CDATA[Z 07 - Durable Concrete Structures]]></title>
  <description><![CDATA[The aim of this Recommended Practice is to provide designers, specifiers and users of concrete with guidance on the provision of durable concrete structures by alerting them to potential problems that may occur at any phase from concept to completion.
Section 2 provides a discussion of environmental factors and the service conditions that can influence concrete durability. In many instances these are outside the control of the designer and hence must be considered and accounted for at the design stage. The various deterioration processes in concrete and their governing factors are then discussed in Section 3. An understanding of these factors is a precondition for the ability to take the right decisions when seeking the required durability. Section 4 covers the properties and specification of the concrete itself, while Section 5 covers factors relating to design and detailing, and on-site practices appropriate for the construction of durable concrete structures.
]]></description>
  <pubDate>Mon, 07 Feb 2011 15:21:10 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Recommended-Practice/Z-07---Durable-Concrete-Structures.aspx]]></link>
  <type><![CDATA[Recommended Practice]]></type>
</item><item>
  <guid isPermaLink="false">8881800d-d2d2-4ac9-bee5-d2c56e93523e</guid>
  <title> <![CDATA[CPN 27 - Amorphous Silica and Its Use in Concrete]]></title>
  <description><![CDATA[This note outlines the characteristics and design consideration for amorphous silica of significance to concrete producers and specifiers. Details on the specification of amorphous silica are included. Properties of amorphous silica are given in three categories, physical properties, durability characteristics and fresh-concrete properties. Special requirements for handling amorphous silica and placing, curing and finishing amorphous silica concretes are reviewed for completeness.]]></description>
  <pubDate>Mon, 07 Feb 2011 14:28:59 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Current-Practice-Notes/CPN-27---Amorphous-Silica-and-Its-Use-in-Concrete.aspx]]></link>
  <type><![CDATA[Current Practice Notes]]></type>
</item><item>
  <guid isPermaLink="false">52db132a-590e-4fca-9ce9-12f859d7284e</guid>
  <title> <![CDATA[CPN 26 - Ground Granulated Iron Blast Furnace Slag and Its Use in Concrete]]></title>
  <description><![CDATA[This CPN provides general information on the design and use of concrete containing ground granulated blast furnace slag (hereafter referred to as GGBFS) as a cement replacement. The concrete, in which the GGBFS is used, should meet the requirements of AS 3600(1).
The slag referred to in this document is that meeting all the requirements of AS 3582.2(2). The replacement ratio of cementitious materials with slag should be such that the properties of the resulting cement comply with the relevant requirements of AS 3972(3) for blended cements.
]]></description>
  <pubDate>Mon, 07 Feb 2011 14:21:34 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Current-Practice-Notes/CPN-26---Ground-Granulated-Iron-Blast-Furnace-Slag.aspx]]></link>
  <type><![CDATA[Current Practice Notes]]></type>
</item><item>
  <guid isPermaLink="false">b9b380fa-5e7a-4014-be21-72f7dce5d9de</guid>
  <title> <![CDATA[CPN 25 - Fly Ash and its Use in Concrete]]></title>
  <description><![CDATA[This note is intended to provide :
■ basic information on the local fly ash generally available in Australia.
■ important properties of fly ash.
■ the Australian Standards relating to the properties of fly ash and its use in concrete.
■ characteristics of concrete containing fly ash.
■ various applications of fly ash concrete.
]]></description>
  <pubDate>Mon, 07 Feb 2011 14:14:23 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Current-Practice-Notes/CPN-25---Fly-Ash-and-its-Use-in-Concrete.aspx]]></link>
  <type><![CDATA[Current Practice Notes]]></type>
</item><item>
  <guid isPermaLink="false">7aaa05bf-6493-49ab-8930-ae47214ee88b</guid>
  <title> <![CDATA[CPN 35 - Fibres in Concrete]]></title>
  <description><![CDATA[This Current Practice Note is limited to a discussion of the use of fibres to reinforce Portland-cement based concretes or mortars and specifically excludes fibres used in the production of fibre cement sheeting products.
In this context, the matrix to which fibres are added comprises graded aggregates (from fine sands to a combination of coarse sands and coarse aggregates), a binder (any combination of ordinary Portland cement, fly ash, slag and silica fume) and suitable admixtures.
]]></description>
  <pubDate>Mon, 07 Feb 2011 14:09:10 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Current-Practice-Notes/CPN-35---Fibres-in-Concrete.aspx]]></link>
  <type><![CDATA[Current Practice Notes]]></type>
</item><item>
  <guid isPermaLink="false">8fc1f7d8-87b3-4519-a290-0ea5f8eb4477</guid>
  <title> <![CDATA[CPN 33 - Compaction of Concrete Using Immersion and Surface Vibrators]]></title>
  <description><![CDATA[Concrete is compacted for two main reasons:
■ To remove any voids in the concrete and to obtain the maximum strength and density of the concrete in place.
■ To obtain complete contact between the concrete with the formwork and the surface of the reinforcing steel.
It is generally accepted that 5% voids in the concrete can lower the concrete strength by as much as 30%.
]]></description>
  <pubDate>Mon, 07 Feb 2011 14:03:46 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Current-Practice-Notes/CPN-33---Compaction-of-Concrete-Using-Immersion-an.aspx]]></link>
  <type><![CDATA[Current Practice Notes]]></type>
</item><item>
  <guid isPermaLink="false">ecc1b97c-dd03-423e-95de-a02d665e5171</guid>
  <title> <![CDATA[CPN 30 - Slab Edge Dampness]]></title>
  <description><![CDATA[Slab edge dampness is a condition related to the serviceability of a concrete raft footing. The major visible symptom of this condition is areas of dampness (sometimes with efflorescence) on the slab floor internally, adjacent the perimeter walls and on the exposed edge of the footing, externally. In areas with saline soils or where saline subfloor fills have been used efflorescence and 'salt attack' of the concrete surfaces usually follows. In South Australia the term 'salt damp' is used to describe what is broadly referred to as salt attack.]]></description>
  <pubDate>Mon, 07 Feb 2011 13:18:50 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Current-Practice-Notes/CPN-30---Slab-Edge-Dampness.aspx]]></link>
  <type><![CDATA[Current Practice Notes]]></type>
</item><item>
  <guid isPermaLink="false">470e5065-42ea-46aa-a5cd-b3db9830af13</guid>
  <title> <![CDATA[CPN 29 - Prestressed Concrete Anchorage Zones]]></title>
  <description><![CDATA[In a post-tensioned system, the anchorage component is usually an external steel bearing plate or an embedded steel casting, with suitable lock-off device which transfers prestressing force to the concrete by direct bearing. In a pre-tensioned system, the transfer of these forces is by bond along individual cables at their ends.
It is in this highly stressed zone of concrete imme-diately behind the anchorage, called the anchorage zone, that a complex three-dimensional interaction of stresses occurs as the load is transformed to a two-dimensional direct stress at some distance remote from the anchorage.]]></description>
  <pubDate>Mon, 07 Feb 2011 13:15:12 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Current-Practice-Notes/CPN-29---Prestressed-Concrete-Anchorage-Zones.aspx]]></link>
  <type><![CDATA[Current Practice Notes]]></type>
</item><item>
  <guid isPermaLink="false">ba883d48-c661-4fd0-9d00-42af5d379137</guid>
  <title> <![CDATA[CPN 28 - Watertight Concrete Structures]]></title>
  <description><![CDATA[The purpose of this Note is to outline the important considerations that need to be addressed relating to aspects of design and construction of watertight concrete structures. It is not intended as a detailed design manual, and the methods and techniques described should be supplemented by specialist advice from text books and codes of practice on the subject.
To achieve watertight concrete structures that are suitable for the service conditions requires the synthesis of appropriate material selection and mix design, adequate structural design, detailing and high standards of construction techniques and practices. All of these aspects must be adequately dealt with simultaneously to achieve a watertight structure.
]]></description>
  <pubDate>Mon, 07 Feb 2011 12:05:30 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Current-Practice-Notes/CPN-28---Watertight-Concrete-Structures.aspx]]></link>
  <type><![CDATA[Current Practice Notes]]></type>
</item><item>
  <guid isPermaLink="false">0aef5193-aa7d-4304-bb25-646d88aa6b36</guid>
  <title> <![CDATA[Z 06 - Reinforcement Detailing Handbook]]></title>
  <description><![CDATA[The basic requirements of good reinforced concrete detailing are clarity and conciseness. Unfortunately, there has been a steady deterioration in the quality and quantity of drawings supplied for reinforced concrete over the last twenty years. The net result of poor quality drawings is increased costs in the material supply and construction sectors and unacceptable levels of dispute.
The aim of this manual is to guide designers, draftsmen and other professionals toward a uniform method of communicating the design intention to the construction team so that confusion cannot arise from the misinterpretation of the drawings.
]]></description>
  <pubDate>Fri, 19 Nov 2010 16:26:05 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Recommended-Practice/Z-06---Reinforcement-Detailing-Handbook.aspx]]></link>
  <type><![CDATA[Recommended Practice]]></type>
</item><item>
  <guid isPermaLink="false">737c54af-6ddd-46d8-a278-b1afd24a1b51</guid>
  <title> <![CDATA[Z 05 - Shotcreting in Australia]]></title>
  <description><![CDATA[This document has been written as a guide to the use of shotcrete in Australia. It is based on established practice within the Australian context and is targeted toward designers, specifiers, owners, suppliers, contractors and other end users of shotcrete. From limited beginnings in the 1960s, shotcrete has emerged as the first choice for ground support in the general construction and mining industries and is increasingly being used in other applications. Shotcrete is an evolving technology and users of this guide must appreciate that the contents represent the state of knowledge and practice at the date of publication and may be subject to change.]]></description>
  <pubDate>Fri, 19 Nov 2010 13:25:32 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Recommended-Practice/Z-05---Shotcreting-in-Australia.aspx]]></link>
  <type><![CDATA[Recommended Practice]]></type>
</item><item>
  <guid isPermaLink="false">d07e80be-cb81-44eb-870f-f5b7fbf7ed96</guid>
  <title> <![CDATA[Z 03 - Grouting of Prestressing Ducts]]></title>
  <description><![CDATA[Experience with grouted post-tensioning tendons over half a century has proven that a cementitious grout can provide an excellent protection to the prestressing steel. Experience has also shown that the quality of the grouting is of prime importance for the durability of post-tensioning tendons for any kind of application (bonded internal tendons, external tendons, slab tendons, stressbars, ground anchors, and stay cables). Incomplete or no grouting has been the origin of a range of problems from corrosion to delayed failures of tendons or parts of tendons. Better quality of grouting materials and of on site grouting activities are a small marginal cost to the owner compared to the consequences of poor or improper grouting.]]></description>
  <pubDate>Fri, 19 Nov 2010 13:16:12 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Recommended-Practice/Z-03---Grouting-of-Prestressing-Ducts.aspx]]></link>
  <type><![CDATA[Recommended Practice]]></type>
</item><item>
  <guid isPermaLink="false">1e819ddc-a04d-4f3f-8e16-24a099ea186c</guid>
  <title> <![CDATA[CPN 24 - Design of Joints in Concrete Structures]]></title>
  <description><![CDATA[Most concrete structures and members are subject
to permanent contraction movements due to early
age volume changes, drying shrinkage, carbonation
and creep. They are also subject to transient
movements and rotations caused by fluctuations in
humidity and temperature and the application of
loads to the structure. In concrete that is restrained
from freely contracting, shrinkage and temperature
movements will induce tensile stresses and may
cause unacceptable cracking. Proper joint design
is required to ensure the load-carrying capacity
and serviceability of the structure or member is
maintained.]]></description>
  <pubDate>Fri, 19 Nov 2010 12:52:08 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Current-Practice-Notes/CPN-24---Design-of-Joints-in-Concrete-Structures.aspx]]></link>
  <type><![CDATA[Current Practice Notes]]></type>
</item><item>
  <guid isPermaLink="false">81c6008a-a6b3-4058-b055-95725e52db4f</guid>
  <title> <![CDATA[CPN 22 - Non-destructive Testing of Concrete]]></title>
  <description><![CDATA[It is not the intention of this publication to provide full details and interpretation instructions for all available non-destructive concrete test methods, but rather to present the tests that are commonly used within the Australian construction industry that have been found to be relatively easy to perform and provide quick, meaningful and accurate information.
This publication generally provides: the scope of the test, a brief description of the methods and procedures used, and the major advantages, disadvantages, difficulties, reliability, variability and precision associated with the test method.
]]></description>
  <pubDate>Fri, 19 Nov 2010 12:45:03 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Current-Practice-Notes/CPN22---Non-destructive-Testing-of-Concrete.aspx]]></link>
  <type><![CDATA[Current Practice Notes]]></type>
</item><item>
  <guid isPermaLink="false">31063f01-9ce7-4977-addb-891ab8ea8790</guid>
  <title> <![CDATA[CPN 17 - The Use of Galvanised Reinforcement in Concrete]]></title>
  <description><![CDATA[The aim of this Practice Note is to provide reliable technical information on the characteristics and use of galvanised normal reinforcing steel such that decisions can be made on when and how to use galvanised reinforcement. It also provides guidelines on the specification and practices involved in its use.
In this Practice Note, the factors determining the durability of reinforced concrete are briefly considered. The nature of the galvanising treatment is clearly described and the method of galvanising reinforcing steel classified as Normal in Clause 5.2 of AS/NZS 46711. The use of galvanised reinforcing steels in reinforced concrete construction is also discussed.
]]></description>
  <pubDate>Fri, 19 Nov 2010 12:28:48 GMT</pubDate>
  <link><![CDATA[http://www.concreteinstitute.com.au/Resource-Center/CIA-Library/Current-Practice-Notes/CPN-17---The-Use-of-Galvanised-Reinforcement-in-Co.aspx]]></link>
  <type><![CDATA[Current Practice Notes]]></type>
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