ISBN - 978-0-908960-57-6

Published by New Zealand Society for Earthquake Engineering Inc. P.O. Box 2193, Wellington 6140, New Zealand April 2011

Conference Convenors Quincy Ma and Jason Ingham University of Auckland

Scientific and Logistics Subcommittee Luke Allen Rajesh Dhakal Victoria University, Wellington University of Canterbury

Carl Ashby Caroline Holden Spencer Holmes Limited GNS Science

Jitendra Bothara Alessandro Palermo Beca University of Canterbury

Win Clark Peter Wood NZSEE Ministry of Civil Defence Emergency Management

Editors Quincy Ma (University of Auckland) and Bruce Deam (University of Canterbury)

Printed at The Caxton Press Ltd.

Welcome

A Warm Welcome to Auckland and the Ninth Pacific Conference on Earthquake Engineering: Building an Earthquake-Resilient Society

On behalf of the New Zealand Society for Earthquake Engineering, it is our pleasure to welcome you to Auckland and to the Ninth Pacific Conference on Earthquake Engineering. A special welcome is extended to our international guests and keynote speakers who will enrich the conference experience. We have organised an exciting programme including addresses from international practitioners, and oral and poster sessions covering a wide range of topic areas. This ninth conference in the series promises to be another important forum for the exchange of findings and experiences associated with mitigating the effects of earthquake and earthquake related hazards around the Pacific Rim. The special sessions will offer the opportunity to partake in discussions and the exchanging of knowledge between presenters and the audience. For our first time visitors to Auckland, please feel free to approach any of our conference team who will be happy to assist you with any questions. The city centre is a short walk from our venue and we trust that you will make the most of your time here. This conference has always provided a valuable contribution to earthquake engineering and when recognising the severity of recent earthquake events throughout the Pacific region, now is clearly an important time for professionals and researchers to come together; this conference will provide the platform for these interactions. We wish you an inspiring and successful conference experience.

Quincy Ma and Jason Ingham Convenors, PCEE Organising Committee

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Contents Principal Sponsor ...... xvii Gold Sponsors ...... xvii Welcome ...... i Silver Sponsor ...... xvii Contents ...... ii Conference Programme Conference Information ...... ii Accommodation ...... ii Abstracts Audio Visual for Presenters ...... ii Alphabetical List of Authors Assistance/Messages/Lost & Found ...... ii Name Badges ...... ii Posters ...... ii Conference Information Speaker Ready Room ...... iv Accommodation Internet Access ...... iv Discounted accommodation is available during the conference at the Pullman Hotel, corner of Registration ...... iv Princes Street and Waterloo Quadrant, 1010, Banking ...... iv Auckland Tel: (+64) 9 / 353 1000 Cell Phones ...... iv Audio Visual for Presenters Catering...... iv It is recommended that all presenters check any audio visual equipment prior to their Emergency Medical Assistance ...... iv presentation. A conference technician will be Parking ...... iv available to assist presenters. Post Office ...... iv Presenters should upload their PowerPoint Public Transport ...... iv presentations online following the instructions provided in an email sent to the presenters. Pharmacy ...... iv Presenters should make themselves known to Phone Matters ...... iv their session chair before their scheduled Shopping ...... iv presentation. Smoking ...... v Assistance/Messages/Lost & Found University Bookshop ...... v If you need assistance or have lost anything during the Conference, please contact the Social Programme ...... v conference staff at the Conference registration Cocktail Function ...... v desk in the Level 0 foyer. Conference Banquet ...... v Name Badges Entertainment ...... v Admission of delegates to all sessions, morning and afternoon teas and luncheons, is Map of Conference Venue ...... vi by conference name badge only. Delegates Agenda at a Glance ...... ix are requested to wear their name badges at all Keynote Speakers ...... x times. Roberto Leon ...... x Posters Robin McGuire ...... x Poster authors should ensure their poster is on display in the poster viewing area for the entire Ernesto Rios...... x duration of the Conference from the 14th – Robin Spence ...... xi 16th April. There is a dedicated poster viewing Nigel Priestley ...... xi session on Friday 15th from 10.50 am – 12.20 pm. Authors are asked to be available by their Detailed Conference Programme ...... xii posters for discussion during this session. Thank You to our Sponsors ...... xvii

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Speaker Ready Room There are two cafes/restaurant located within Speakers can use Room: OGGB 3 on Level 0 the Owen G Glenn Building: of the Conference centre to prepare for Excel Cafe - Level 1 presentations during Conference hours. One Spicers Restaurant - Level 3 computer is available in case you did not bring Emergency Medical Assistance your own. You may also use this room to Auckland City Hospital, 2 Park Road, Grafton, familiarise yourself with the Audio/Visual Auckland. system. Dial 111 in all emergencies. Internet Access Complimentary wireless internet access is Campus security can be reached on ext 85000 available throughout the conference. Login Parking and password can be collected from the On-street parking in the central city operates registration desk. Please log on to the “UOA” on a ‘Pay and Display’ system. On Princes wireless network. Street and Grafton Road, you can pay for Registration parking meters by mobile phone text, credit Full conference registrants have access to card and coins. Parking times are strictly technical sessions, all morning teas, afternoon enforced so please check the maximum time teas, luncheons, and cocktail and dinner allowed and move your car before your ticket functions that are listed in the programme. expires. One-day registrants have access for one day There are five Auckland Transport car park of their choice to technical sessions, morning buildings in the CBD, each located within a teas, afternoon teas and luncheon. Attendance short distance from the conference venue. at the dinner function will incur additional cost. Post Office Banking The Auckland City Post Shop is located at 23 There is a automatic teller machine located on Customs Street. campus in the Quad just off Symonds Street. Public Transport National Bank and ASB ATM are also located Link Bus stops are located on Symonds Street on campus. and Princes Street. This service offers quick and easy transport around Auckland central. All major banks have branches located on For more bus information please call – (09) 373 Queen Street 9100 or visit www.linkbus.co.nz or Cell Phones www.maxx.co.nz Please ensure that your cell phone is turned Pharmacy off during Conference sessions and There is a pharmacy located on campus. workshops. Opening hours: Monday-Friday 8am – 6pm Catering Saturday 10am – 4pm Morning tea, luncheon and afternoon tea are provided throughout the conference. Phone Matters The international country calling code for New Dining Out – within walking distance Zealand is +64; Auckland is +64-9 Occidental – Vulcan Lane: Offers pub style dining Shopping Food Store – Market Square, Viaduct Harbour: A Westfield Mall is located at the waterfront Offers a unique, fine dining experience end of Queen Street, a 5-10 minute walk from The Chancery – Off High Street: Modern cafe the Conference venue. cuisine Melba Cafe – Vulcan Lane Queen Street is also home to numerous retail Craven A – 4 St Paul Street outlets.

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Smoking NZSEE's annual award ceremony and an The University of Auckland City Campus is address by a prominent guest speaker. strictly a no smoking area. University Bookshop Entertainment 2 Alfred Street, Auckland Central, 1010 Catching a ferry to Devonport and Waiheke Island is a great experience for all visitors to Social Programme Auckland. Aotea Square is always a hub of activity. At Cocktail Function 4,500 square metres, the Square is the largest All registered participants and companions are open-air space in the inner city of Auckland cordially invited to attend a welcome cocktail and is used for a myriad of different activities function following the NZSEE AGM on including festivals, parades, cultural shows Thursday 14 April from 5.40 pm onwards in and community events. the Level 0 foyer. The Sky Tower is an iconic structure in the centre of the city; it offers extreme adventures Conference Banquet from bungee jumps to Sky Walks and unique The Conference banquet will be held in the dining experiences in the rotating restaurant. Princes Ballroom at the Pullman Hotel, located on the corner of Princes Street and Waterloo Mission Bay, The Promenade is just a short, Quadrant. The Pullman hotel is a short 5 picturesque drive from the CBD along minutes stroll from the Conference centre. Auckland's beautiful waterfront. Originally known for its Mission House, the golden beach The venue will open at 6.00 pm, Friday 15 and thriving café scene now make Mission April. The evening entertainment will begin at Bay a favourite destination for Aucklanders 6.30 pm and dinner will be served from 7.00 and visitors. pm. The evening proceedings will include the

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Map of Conference Venue

Owen G Glenn Building Level 0 Floor plan

Access from Wynyard St

Access from F&PAA Grafton Road (upstairs) down from Level 1 OGGB5

OGGB4

Level 0 Foyer (Poster, Tea & OGGB3 Coffee Area)

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Agenda at a Glance Wednesday Thursday Friday Saturday 13-Apr 14-Apr 15-Apr 16-Apr 8:00 a.m. Registration Registration 8:00 - 8:20 AM 8:00 - 8:30 AM Keynote Session Keynote Session 8:30 a.m. Conference Opening Ernesto Rios Robin Spence 8:30 - 8:50 AM (F&PAA) 8:15 - 8:55 AM 8:15 - 8:55 AM Introduction: (10 Mins) (F&PAA) (F&PAA) 9:00 a.m.

Christchurch Earthquakes Streamed Technical Sessions Streamed Technical Sessions 9:30 a.m. Summary I 2 5 9:00 - 10:30 AM 9:00 - 10:30 AM 9:00 - 10:30 AM (F&PAA) (OGGB3, OGGB4 and F&PAA) (OGGB3, OGGB4 and F&PAA) 10:00 a.m.

10:30 a.m. Morning Tea 10:30 - 10:50 AM (Level 0 Foyer)

11:00 a.m.

Christchurch Earthquakes Streamed Technical Sessions Poster Session Summary II 6 11:30 a.m. 10:50 AM - 12:20 PM 10:50 - 12:20 AM 10:50 AM - 12:20 PM (Poster Viewing Area) (F&PAA) (OGGB3, OGGB4 and F&PAA)

12:00 p.m.

Lunch 12:30 p.m. 12:20 - 1:05 PM (Level 0 Foyer)

1:00 p.m. Keynote Session Keynote Session Keynote Session Nigel Priestley Robin McGuire Roberto Leon 1:05 - 1:45 PM 1:05 - 1:45 PM 1:05 - 1:45 PM 1:30 p.m. (F&PAA) (F&PAA) (F&PAA)

2:00 p.m. Streamed Technical Sessions Streamed Technical Sessions Christchurch Earthquake Fora 3 7 1:50 - 3:20 PM 2:30 p.m. 1:50 - 3:20 PM 1:50 - 3:20 PM (OGGB3, OGGB4 and F&PAA) (OGGB3, OGGB4 and F&PAA) (OGGB3, OGGB4 and F&PAA)

3:00 p.m.

Afternoon Tea 3:30 p.m. 3:20 - 3:40PM (Level 0 Foyer) Conference Closure 3:40 - 4:00 PM (F&PAA) 4:00 p.m. Registration Streamed Technical Sessions Streamed Technical Sessions 3:30 - 5:00 PM 1 4 3:40 - 5:10 PM 3:40 - 5:25 PM 4:30 p.m. (OGGB3, OGGB4 and F&PAA) (OGGB3, OGGB4 and F&PAA)

5:00 p.m. NZSEE AGM 5:10 - 5:40 PM 5:30 p.m. (F&PAA)

6:00 p.m.

Cocktail (Icebreaker) Function 5:40 - 9:30 PM (Level 0 Foyer) Conference Banquet 6:30 - 11:00 PM 6:30 pm - (Pullman Hotel Princes Ballroom) Venue open at 6:00pm

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of epistemic uncertainties, derivation of a Keynote Speakers random-vibration model to predict earthquake ground shaking, deaggregation of seismic Roberto Leon hazard to identify major contributors to hazard, Roberto T. Leon received and concepts of seismic risk to a lifeline his Ph.D. from the system, rather than to an aggregate set of University of Texas at sites. McGuire holds degrees in structural Austin in 1983. From 1983 engineering from MIT and University of to 1994 he was assistant California, Berkeley. For 30 years he has been and associate professor in consulting in seismic hazard and risk analysis, the Department of Civil earthquake engineering, and the application of and Mineral Engineering at probabilistic methods to engineering problems. the University of He has written more than 100 papers and Minnesota, and became professor in the articles on these topics, and in 2004 his School of Civil and Environmental Engineering monograph Seismic Hazard and Risk Analysis at the Georgia Institute of Technology in 1995. was published by the Earthquake Engineering He served as interim Chair of the School in Research Institute. McGuire has also 2002-2003. He is a member of the AISC developed earthquake hazard software that is Committee on Specification, the BSSC used around the world in engineering, Provisions Update Committee, and of several insurance, risk management, government, and technical committees on steel and composite research for seismic hazard estimation. He construction. He is president of the Board of has conducted seismic hazard analyses at Governors of the Structural Engineering sites of major engineering facilities at over 100 Institute (SEI/ASCE) and past president of the locations within the U.S. and at over 30 Network for Earthquake Engineering locations in foreign countries, in a range of Simulation (NEES). He is a registered technical environments. professional engineer in Minnesota, the co- author of a book on composite construction, a non-technical book on bridges and tunnels, and is the author and co-author of over 80 articles in refereed journals Ernesto Rios Ernesto Ríos is the head of the Regulation Division of the SVS, the Chilean Insurance and Securities Robin McGuire Authority. He has more Robin K. McGuire, than 20 years of founder of Risk experience in the Engineering of Boulder, insurance and pension Colorado, a past director systems regulation. Ernesto has been the of EERI and a past project leader in several strategic initiatives for president of the the SVS. He is member of the Solvency and Seismological Society of Actuarial Issues Subcommittee of the IAIS America (SSA), has (International Association of Insurance spent his career working at the science- Supervisors) and also participates actively in engineering interface. He first developed and the Latin American Association of Insurers published many of the methods taken today as Supervisors (ASSAL). Ernesto will present a requirements for advanced probabilistic unique perspective on the economical and seismic risk analysis, including probabilistic wider social impact of the 2010 Chilean analysis at multiple frequencies to calculate a earthquake. Ernesto is a commercial engineer uniform hazard spectrum, development of from the Universidad de Chile and MBA from epistemic uncertainties in parameters such as IESE business school, Universidad de maximum magnitude, treatment and mapping Navarra, Spain.

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Robin Spence Nigel Priestley Emeritus Professor of Nigel Priestley is Architectural Emeritus Professor of Engineering Cambridge Structural Engineering at University. With over 30 the University of years of experience California at San Diego, and numerous publications, Robin Spence is a and is co-director of the world leading figure in earthquake engineering Rose School. His and vulnerability studies. He also has a long research is focused on the seismic design of track record in vulnerability studies for floods, concrete and masonry structures, and on volcanic eruptions and wind storms. He is seismic design philosophy. Nigel has Director and past Chairman of Cambridge published more than 650 books, technical Architectural Research Ltd. He was President papers and reports, mainly related to seismic of the European Association of Earthquake design, and has received more than 30 Engineering 2002-06. His principal research international awards for his research. He is a and consultancy interest is construction fellow of the ACI, the IPENZ, NZ Society for technology choice and disaster risk Earthquake Engineering, NZ Concrete assessment and mitigation. Robin delivered Society, and is an Honorary Fellow of the the Eleventh Mallet–Milne Lecture in 2007.He Royal Society of New Zealand. Nigel delivered is currently a member of the Scientific Board of the Ninth Mallet–Milne Lecture in 2003. GEM the Global Earthquake Model.

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Detailed Conference Programme

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Thank You to our Sponsors Principal Sponsor The Government-owned Earthquake Commission provides New Zealand residential property owners with insurance for damage caused by earthquakes, natural landslip, volcanic eruption, hydrothermal activity, tsunami; in the case of residential land, a storm or flood; or fire caused by any of these. www.eqc.govt.nz

Gold Sponsors Fyfe Company is the pioneer and global leader in FRP strengthening solutions, established in 1988. Engineers, Material Scientists, Designers and Technicians are available at no cost to provide effective structural design consultancy with no obligation. TYFO® Fibrwrap® Systems - the original, most tested and durable FRP Systems used here in New Zealand and worldwide. They are compliant with the 2006 IBC (ICC ESR #2103) and have more acceptances than any other supplier. Over 5,000 Fyfe Co projects have been completed in over 25 countries around the world. Let us know how we might be able to help bring creative Fyfe solutions to your projects. For more information on Tyfo® systems please visit www.fyfeco.com

BBR Contech introduced FRP technology to New Zealand in the mid-1990s and is New Zealand’s most experienced installer of FRP systems. Since that time it has been involved in more than 100 strengthening projects, including two of New Zealand’s largest and most significant, Grafton Bridge and Princes Wharf. BBR Contech and Sika (NZ) Ltd operate under an exclusive alliance utilising the SikaWrap® glass and carbon fibre fabric and Sika CarboDur® carbon fibre laminate range of FRP systems. Both companies have been associated with providing engineered FRP solutions to a wide range of New Zealand clients for over 15 years. The alliance provides a powerful network of experienced New Zealand-based engineers and skilled practitioners who lead New Zealand in the application of this technology

Pacific Steel Group brings certain strength, from high rise, to highway, to high country. We are New Zealand’s only manufacturer of reinforcing bar products, wire rod, and galvanised wire. Our quality steel products are designed to be resilient in the toughest local conditions from the sharp shock of an earthquake to the slow corrosion of salt-laden air.

Opus International Consultants is a leading international multi-disciplinary infrastructure consultancy renowned for providing innovative engineering and design services.

Silver Sponsor BRANZ is an independent and impartial research, testing, consulting and information company providing resources for the building industry. Our core purpose is to improve people's lives through our research and to inform, educate and motivate those who shape the built environment. www.branz.co.nz

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Keynote Presentation Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Problems with Seismic Design Based on Elastic 14-16 April, 2011, Auckland, New Zealand Stiffness

M.J.N. Priestley1

ABSTRACT: Compared to its small population, New Zealand has had a disproportionate influence internationally on seismic design philosophy. It will be shown that many of the contributions of different New Zealanders to understanding seismic performance have been at least related to problems perceived in the consequences of designing structures based on elastic stiffness estimates.

Keynote Presentation

1 Priestley Structural Engineering

Paper 243 Technical Session 1.1.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Alternative Risk Mitigation Techniques for 14-16 April, 2011, Auckland, New Zealand Earthquake Hazards

Z. Aslan1, I. Damnjanovic1 & J.B. Mander1

ABSTRACT: The insurance industry has traditionally provided the method of hedging losses from earthquakes plus other natural and human- induced catastrophes. But in the wake of recent catastrophes the insurance industry has demonstrated that it has a limited capacity to absorb large financial losses. Thus, instead of utilising reinsurance, the global capital markets have been used in conjunction with Alternative Risk Transfer (ART) products which provide immediate access to capital for prompt

recovery action. However, the pricing of these products has been mostly associated with the hazard frequency and intensity; little recognition is made of the riskiness of the structure to be indemnified. This study proposes a valuation methodology for catastrophe-linked ART products Session 1.1 - Seismic Loss & Risk Modelling based on a four-step engineering loss model. The approach provides a more transparent method in which the risks and value can be directly linked to the characteristics of the insured portfolio of large constructed facilities. The results show a highly nonlinear relationship between the structural (strength and deformation) parameters and financial parameters.

1 Zachry Department of Civil Engineering, Texas A&M University, College Station, TX, USA

Paper 016 Technical Session 1.1.2 Technical Session 1.1.3

Economic Analysis of Structures Deficient in Comparison of Main Shock and Aftershock Fragility Earthquake Resilience Curves Developed for New Zealand and US Buildings G.R. Walker1 & R. Musulin2 S.R Uma1, H. Ryu2, N. Luco3, A.B. Liel2 & M. Raghunandan2 ABSTRACT: The lack of earthquake resilience of many older structures poses a significant disaster risk to many communities in Australia and New ABSTRACT: Seismic risk assessment involves the development of Zealand In considering the future of these structures several options are fragility functions to express the relationship between ground motion available including retrofitting to improve the resilience, demolition and intensity and damage potential. In evaluating the risk associated with the replacement, or leaving them as they are. This paper describes the basic building inventory in a region, it is essential to capture ‘actual’ fundamentals of cost benefit analysis in respect of these different options, characteristics of the buildings and group them so that ‘generic building highlighting the importance of including the role of insurance in such types’ can be generated for further analysis of their damage potential. analyses. A key input is the annual earthquake risk loss for the different Variations in building characteristics across regions/countries largely options, the estimation of which is identified as one of the most difficult influence the resulting fragility functions, such that building models are parts of such analyses. Furthermore there is a significant degree of unsuitable to be adopted for risk assessment in any other region where a uncertainty about most of the variables when analysing future costs and different set of building is present. In this paper, for a given building type benefits. The insurance industry has developed two different tools to cope (represented in terms of height and structural system), typical New Zealand with these issues in respect of their own management of catastrophe risk. It and US building models are considered to illustrate the differences in is proposed that these tools be adapted for the detailed analysis of costs and structural model parameters and their effects on resulting fragility benefits which is required for reliable decision making in dealing with functions for a set of mains hocks and aftershocks. From this study, the structures perceived to be deficient in respect of their earthquake general conclusion is that the methodology and assumptions used to derive resilience. This will require multi-disciplinary research within the basic capacity curve parameters have a considerable influence on fragility engineering, earth science and financial disciplines. curves.

1 Aon Benfield Analytics Asia Pacific, Sydney, Australia & James Cook 1 GNS Science, Lower Hutt, New Zealand University, Townsville, Australia 2 University of Colorado at Boulder, CO, USA 2 Aon Benfield Analytics Asia Pacific, Sydney, Australia 3 US Geological Survey, Golden, CO, USA

Paper 024 Paper 227 Technical Session 1.1.4 Technical Session 1.1.5

Rapid Modelling of Direct and Indirect Losses for Developing Fragilities for Mainshock-Damaged Seismically Damaged Structures Structures through Incremental Dynamic Analysis

S. Ghorawat1, J.B. Mander1 & I.D. Damnjanovic1 H. Ryu1, N. Luco2, S.R. Uma3 & A.B. Liel4

ABSTRACT: Earthquake consequences should ideally be reported in ABSTRACT: We present a methodology for developing fragilities for terms of 3-D losses: Damage, Death and Downtime. A quantitative risk mainshock-damaged structures, “aftershock fragility”, by performing assessment model is advanced to examine the three loss types. Loss incremental dynamic analysis (IDA) with a sequence of mainshock- functions are developed from the principles of fragility analysis, cost aftershock ground motions. The aftershock fragility herein is distinguished estimation, plus fault trees. By incorporating the effects of epistemic and from a conventional fragility for an intact structure. We estimate seismic aleatory uncertainty, the 3-D loss types are then combined and integrated response of a mainshock-damaged building by performing nonlinear time for all potential earthquakes to give an aggregate expected annual dollar- history analysis with a sequence of mainshock and aftershock ground equivalent loss. To illustrate the comprehensive approach, the utility of the motions (so-called “back-to-back” dynamic analysis). We perform the proposed model is investigated and illustrated for the bridges with different back-to-back dynamic analyses for a number of levels of mainshock detailing classes of non-seismic, ductile seismic, and damage avoidance response/damage, and a number of sequences of mainshock and aftershock design. It is shown that indirect losses overwhelm direct damage, typically ground motions. With estimated seismic responses from the back-to-back by an order of magnitude. dynamic analyses, we compute various damage state transition probabilities, the probability of exceeding a higher damage state from aftershock given a damage state due to mainshock. For an illustration of the methodology, we developed an aftershock fragility for a typical New Zealand 5 storey reinforced concrete moment frame. The building is modeled using a single-degree-of-freedom (SDOF) damped nonlinear oscillator with force-deformation behavior represented by a multi-linear capacity/pushover curve with moderate pinching hysteresis and medium cyclic deterioration models. Relative opportunities and challenges associated with the proposed approach are discussed.

1 University of Colorado at Boulder, CO, USA (now Geoscience Australia, Canberra, ACT Australia) 2 US Geological Survey, Golden, CO, USA 1 Zachry Department of Civil Engineering, Texas A&M University, College 3 GNS Science, Lower Hutt, New Zealand Station, TX, USA 4 University of Colorado at Boulder, CO, USA

Paper 209 Paper 225 Technical Session 1.2.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Building Seismic Ceiling Fragility using Spectral 14-16 April, 2011, Auckland, New Zealand Acceleration

J. Singh1, G.A. MacRae2, R.P. Dhakal2 & S. Pampanin2

ABSTRACT: Seismic damage to ceilings can cause significant downtime and economic loss in addition to life safety risk. In order to understand this risk and develop mitigation strategies a small project on non-structural damage was recently funded by the FRST Natural Hazards Platform at the University of Canterbury. This project looks at the demands imposed on ceilings in a seismic event. The engineering demand parameter of interest is the total peak floor acceleration. Two different ceiling types are

investigated; the “perimeter fixed” and the “floating type” ceiling. Firstly ceilings are modelled explicitly with its own mass in a single storey one Session 1.2 - Seismic Response of Non-Structural bay frame to evaluate the changes in response relative to the ceiling above Components for a number of parameters. Secondly, median peak total floor accelerations for the 10 storey Redbook building are obtained by conducting time history analysis with a suite of 20 ground motion records. Thirdly, this information is combined with ceiling system fragility information based on floor acceleration to obtain the system fragility information based on ground motion parameters.

1 Rose School, IUSS, Pavia, Italy 2 University of Canterbury, Christchurch, New Zealand

Paper 063 Technical Session 1.2.2 Technical Session 1.2.3

Ceiling Fragility of Japanese Ceiling Systems Seismic Retrofit and Shaking Table Test of Medical Equipment in a Hospital Y. Sato1, S. Motoyui1, G.A. MacRae2 & R.P. Dhakal2 J-F. Chai1 & F-R. Lin1 ABSTRACT: In Japan, the performance of modern seismically designed building structures has been good. However, non-structural damage is still ABSTRACT: Due to the variety in the categorization of nonstructural significant and several people were injured by the collapse of ceiling components and medical equipment in a hospital, before embarking on boards in a 2005 earthquake. Ceiling failure can cause significant seismic design, the critical and/or vulnerable nonstructural items should be downtime and economic loss in addition to life safety risk. Previous identified and prioritized. In this study, consulting with the constructors studies have shown that the behaviour of Japanese ceilings can be and hospital facility managers, the procedures and accompanied tools accurately modelled. In this paper, the fragility of a typical Japanese including the screening criteria, simplified seismic evaluation form, design ceiling system is obtained through Monte-Carlo analysis using 2D finite requirements and appropriate seismic restraints are proposed and element analysis and the statistical variation of the strength of connections recommended for the nonstructural components and equipment in a from experimental testing. This information is used to estimate both ceiling hospital. Furthermore, some critical and vulnerable medical equipment damage and loss to overall building structures. items were chosen for shaking table tests to verify the application of proposed simplified evaluation forms and recommended seismic restraints. Based on the modeled specimens of medical equipment, the test results revealed that restraint devices actually contribute to decrease displacement response, but it increases acceleration response of the equipment due to the impact effect. Besides, damages of adhesive layer between restraint devices and equipment or anchors at partition wall appeared under larger earthquakes. Based on the test results, the simplified evaluation form and seismic restraints were modified to be applicable for free-standing medical equipment, and further, the pull-out strength of partition wall and the adhesive strength of non-destructive devices were taken for the next research subjects for seismic design of medical equipment.

1 Department of Built Environment, Tokyo Institute of Technology, Japan 2 Department of Civil and Natural Resources Engineering, University of Canterbury, Christchurch, New Zealand 1 National Center for Research on Earthquake Engineering, Taipei, Taiwan, ROC

Paper 086 Paper 126 Technical Session 1.2.4 Technical Session 1.2.5

Design Recommendations for the Improvement of A Revised Guide for the Design, Construction and the Seismic Performance of Steel Storage Racks Operation of High Level Storage Racking Systems following the Experience of the Darfield Earthquake Barry J. Davidson1 & Anthony P. McBride1 G J Beattie1 & S R Uma2 ABSTRACT: The use of steel storage racks has become more common in retail situations where their failure during an earthquake could give rise to ABSTRACT: In 2006, BRANZ and the University of Canterbury “life safety” issues. The paper describes the differences between storage produced Design Recommendations for the Seismic Design of High Level racks and more regular building frames and how these differences are Storage Racking Systems with Public Access as a Design Guide. The Guide expected to alter their seismic performance. The current seismic design is particularly applicable to supermarkets, home handyman stores and bulk criteria for storage racks are compared with that for building frames and it retail outlet stores and was made available to the known racking system is concluded that these frames are typically designed to a much lower manufacturers and importers in NZ. During the Darfield earthquake, it strength than what would be required of standard structures. appeared that racking systems in these operations generally behaved satisfactorily. However, there were anecdotal reports that several industrial storage racking systems had failed resulting in multi-million dollar losses from damaged product stored on these systems, with the racking systems themselves needing to be completely replaced. This paper describes an investigation of both the behaviour of systems that reportedly performed well and the failure mechanisms of those that did not. Various racking manufacturers and retail owners were consulted to establish the pre-event condition and loading of the systems and the response of the systems in both ‘public accessible’ and ‘industrial’ situations. Investigations by the authors highlighted an apparent lack of consistent national control over the design and construction of racking systems. Progress towards the publication of a revised and extended Guide is also described.

1 BRANZ Ltd, Porirua, New Zealand 1 Compusoft Engineering Ltd, Auckland, New Zealand 2 GNS Science, Lower Hutt, New Zealand

Paper 065 Paper 178 Technical Session 1.3.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Effects of Actuator Tuning on Pseudo-Dynamic Tests 14-16 April, 2011, Auckland, New Zealand

J.T. O’Hagan1 & Q.T. Ma1

ABSTRACT: Experimental error is an unavoidable feature of all experimental investigations. The effects of this on the accuracy of pseudo- dynamic (PSD) testing have been the subject of many studies but it remains not well understood and it has been rarely validated experimentally. An important consideration when investigating experimental errors in PSD tests is the performance of the actuator. In general, the actuator motion will lag the displacement command. It is important to acknowledge this delay in the PSD algorithm to ensure correct restoring forces are measured. Incorrect restoring force arising from systematic measurement errors can propagate through the PSD solution Session 1.3 - Advances in Experimentation process and invalidate the results. This paper reports on a series of experiments assessing the optimum wait time for a default tuned actuator to established a stabilised feedback value for PSD tests. Force feedbacks were intentionally measured prematurely to quantify the error propagation in the algorithm. It was experimentally shown that errors of this kind did not significantly alter the time history response for a harmonically excited SDOF system with damping. The results showed that a constant hold time is not practical as actuator lag time can vary dramatically. It is recommended that actuator displacement is checked iteratively within each load step to ensure the command displacement is achieved before feedback values are measured. This would reduce systematic error and in turns minimise numerical damping in the PSD algorithm.

1 Department of Civil and Environmental Engineering, The University of Auckland, Auckland, New Zealand

Paper 150 Technical Session 1.3.2 Technical Session 1.3.3

A Model-Based Predictor-Corrector Algorithm for Damage Assessment of Seismically-Excited Substructure Hybrid Test System Buildings through Incomplete Measurements

Tao WANG1 & Chun CHENG1 G.L. Lin1, C.C Lin1 & K.S Hsieh1

ABSTRACT: The online hybrid test, commonly combined with ABSTRACT: A real structure possesses large number of degrees of substructure technique, has been developed for more than thirty years, and freedom. It is impossible and impractical to have measurements at all promoted significantly in the past decade. Proposed in this paper is a degrees of freedom. This study presents a damage assessment technique hybrid test framework that is able to accommodate multiple tested and for seismically-excited buildings through incomplete measurements. The numerical substructures. A coordinator program is designed to integrate system realization using information matrix (SRIM) identification and update the stiffness matrix associated with the boundaries. It also technique was firstly employed to estimate the modal properties such as solves the dynamics of the overall structure using an equivalent static form frequencies and damping ratios of the instrumented building. However, the of the equations of motion. The boundary stiffness matrix is originally complete mode shapes can not be obtained due to incomplete obtained from a pre-static test, while updated in each step by means of a measurements. This study proposed an optimal mode shape recovery quasi-Newton procedure. A non-iterative predictor-corrector algorithm is technique to construct the complete first mode shape of the building designed to advance the time-varying process step by step. One unique system. An optimization process was performed to minimize a prescribed feature of the proposed framework is its model-based predictor which is objective function representing the error between the measured and much desirable to solve the difficulty in dealing with static degrees of estimated outputs at the instrumented locations. A story damage index freedom at the boundaries. The proposed online hybrid test system has (SDI) computed through the recovered first mode shape was applied to been demonstrated effectively by one round numerical simulation using a express the degree of story damage. A five-story shear building three-story braced frame, and a physical test of a one-bay one-story frame. considering measurement noise was conducted for numerical simulations. Finally, a three-story benchmark building was considered to examine the accuracy and applicability of the proposed damage assessment technique via experimental data. It is shown that the proposed method obtained results agreeing fairly well with the results of full measurements and is of value in practical application.

1 Department of Civil Engineering, National Chung Hsing University, Taichung, 1 Institute of Engineering Mechanics, China Earthquake Administration. Taiwan, ROC

Paper 152 Paper 059 Technical Session 1.3.4 Technical Session 1.3.5

Image-Based Measurement Techniques for Experimental Testing of Full-Scale Timber Floor Earthquake Engineering Diaphragms in Unreinforced Masonry Buildings

Y.S. Yang1, C.W. Huang2 & C.L. Wu3 A.W. Wilson1, P.J.H. Quenneville1 & J.M. Ingham1

ABSTRACT: This paper presents a simple image-based measurement ABSTRACT: Unreinforced masonry (URM) buildings in New Zealand method to measure plane strain fields of specimen surface in earthquake are typically constructed with rigid clay brick perimeter walls and engineering experiments. The method is cost-effective, easy to apply, and comparatively flexible timber floor diaphragms. URM construction provides satisfactory measurement accuracy. This method integrates represents the predominant architectural heritage of our nation but the camera calibration, stereo triangulation, image metric rectification, and preservation of these buildings is threatened due their well established image template matching techniques. Applications of this method for a inadequacy to withstand earthquakes. Timber floor diaphragms are widely zero-strain test and an RC-wall experiment are presented in this paper. The recognized to significantly influence the seismic response of URM zero-strain test results showed that the measurement accuracy achieves structures and the accurate assessment of diaphragms is therefore crucial in 0.04 pixels. That is, the relative displacement accuracy achieves 0.005mm any seismic assessment and retrofit of URM buildings. As part of a wider and the strain accuracy achieves 0.001, in case of using eight-mega-pixel research program, a series of full-scale diaphragm tests were performed to digital cameras, measurement region sized 16cm by 23cm, and a 31-by-51 generate the much needed data to critique the current state-of-the-art measurement grid. In the application for the RC-wall experiment, concrete desktop procedures. In this contribution, the NZSEE and ASCE 41-06 cracks with 0.02mm width can be found by examining measured procedures are used to predict full-scale diaphragm performance and are displacement fields. Falling of surface concrete can be detected by compared against experimentally determined values. It was found that examining the measurement results of this method. inconsistency exists between the two assessment documents with considerable differences found in strength, stiffness and ductility predictions. The procedures published in NZSEE and ASCE 41-06 poorly predicted diaphragm response and require updated and representative values that include provisions to address the highly orthotropic nature of timber diaphragms. These documents should also be harmonized to ensure that transparency and consistency exists between international assessment procedures.

1 Department of Civil Engineering, National Taipei University of Technology, Taipei, Taiwan, ROC 2 Department of Civil Engineering, Chung Yuan Christian University, Chung Li, Taiwan, ROC 3 National Center for Research on Earthquake Engineering, Taipei, Taiwan, ROC 1 The University of Auckland, Auckland, New Zealand

Paper 159 Paper 214 Technical Session 1.3.6 Notes

The Role of Spandrels within Masonry Walls with Openings: An Experimental Investigation

F. Parisi1, N. Augenti1 & A. Prota1

ABSTRACT: Quasi-static lateral loading tests were carried out on a full- scale masonry wall with an opening to assess the contribution of spandrels to the in-plane nonlinear behaviour of masonry walls. The wall response was first assessed through a monotonic test up to the attainment of moderate cracking in the spandrel. Second, the pre-damaged wall was cyclically tested up to about the same lateral drift reached in the monotonic test. Finally, the wall was repaired and upgraded through inorganic matrix- grid (IMG) composites applied to the spandrel. A cyclic test was then performed up to a near-collapse state. In this paper the experimental results are discussed with special emphasis to parameters that quantify the in- plane nonlinear response. In all tests, the piers provided high displacement capacity through a rocking response. Both the load-carrying capacity and the post-peak strength degradation were affected by the nonlinear behaviour of the spandrel panel. The IMG strengthening system provided high energy dissipation capacity to the spandrel panel, restoring the load- carrying capacity of the as-built wall, and delaying strength degradation at larger drifts. Low residual displacements and full reversibility could make the IMG strengthening system attractive for historic buildings.

1 Department of Structural Engineering, University of Naples Federico II, Naples, Italy

Paper 232 Keynote Presentation Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Chile 27 F: Lessons and Future Challenges 14-16 April, 2011, Auckland, New Zealand

E. Ríos1

ABSTRACT: The earthquake and tsunami that affected the mid-south of Chile on 27 February 2010, along with the deep economical and social impact, left evidence of the fragility of the protection systems to face this kind of natural catastrophe and a series of imperfections in the functioning of the insurance market, that when summed up tend to position Chile at a relatively low level of development in this matter. This presentation reviews, in a brief manner, the principal lessons that this tragic event left us, the measures that, up to this date, this authority has taken to deal with some of the observed problems and the options that are being evaluated to strengthen the administration and protection system for this kind of catastrophic risk. Although the problems are faced from the experience and Keynote Presentation vision of the insurance regulator, focusing on the problems and improvements that this industry requires, it also lays out topics that go further beyond this sector and that we hope represent an agenda to be studied in Chile in the near future.

1 Superintendencia de Valores y Seguros, Chile

Paper 242 Technical Session 2.1.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Modelling of Rigid Rocking of Structures during 14-16 April, 2011, Auckland, New Zealand Earthquake using Linear Functions

P. Yu1, S. Gutschmidt1 & G.A. MacRae1

ABSTRACT: New generation seismic structures are likely to suffer no damage in a major earthquake. One of the means of protecting a structure from damage is to allow it to rock. This paper describes the rocking behaviour of a simple cantilever column on various foundation types. It is shown that what is often referred to as “rocking” is in fact a combination of two modes; (i) vibration and (ii) rocking. In vibration, the supports of the structure move vertically depending on the stiffness of the supporting

material and its own stiffness, but there is no lift-off. In rocking, there is no deformation in the foundation material or structure, and all lateral Session 2.1 - Self Centering Systems deformation is due to lift-off. Equations are developed to describe both of these deformation modes and while the displacement-time response for both modes can have some similarities, there are also major differences. The displacement-time response over one cycle looks similar in both modes; however the velocities and forces are significantly different. Also, if there is energy dissipation, the amplitudes of both modes decrease, but for rocking structures, the “period” of “vibration” also changes. An experimental study is also performed on different foundation types. It is shown that during free vibration from large displacements, rocking almost totally dominates, and then there is a time in which there is a relatively sudden change to the vibration mode.

1 University of Canterbury, Christchurch, New Zealand

Paper 076 Technical Session 2.1.2 Technical Session 2.1.3

Recentering Requirements for the Seismic Design of Development of the Self-Centering Sliding Hinge Self-Centering Systems Joint

R.S. Henry1, S. Sritharan2 & J.M. Ingham1 H.H. Khoo1, G.C. Clifton1, J.W. Butterworth1, C.D. Mathieson1 & G.A. MacRae2 ABSTRACT: To achieve the full benefits of a self-centering seismic resilient system, the designer must ensure that the entire structure does ABSTRACT: The Sliding Hinge Joint is a beam-column connection used indeed self-center following an earthquake. An idealised flag-shaped cyclic in low damage moment-resisting steel frames. It allows inelastic hysteresis response is typically used to define the residual drift behaviour deformation with small but significant losses of elastic strength and of a self-centering member. However, such an idealised cyclic hysteresis stiffness during a major earthquake, and does not always return the joint response seldom exists and the residual drift of a building subjected to an and overall building to the pre-earthquake position. It thus does not fulfil earthquake is dependent on the actual shape of the cyclic hysteresis the optimum requirement of no maintenance. This paper presents the response as well as the dynamic loading. To accurately capture the cyclic ongoing development of a damage free self-centering Sliding Hinge Joint hysteresis response, the design must consider the inelastic strain in the utilising friction Ring Springs. This work has commenced with tests to compression toe of the member and the resulting stiffness degradation of determine (1) the effects of steel shims of different hardness on the sliding the hysteresis loops. behaviour, (2) the adequacy of the bolt model previously developed for the SHJ, and (3) the residual joint strength of the post-earthquake joint. The This paper summarises the current methods that are used to ensure that a abrasion resistant Grade 400 plate, the hardest steel considered, generated self-centering response is achieved during the design of seismic resilient the largest sliding shear capacity, and the most stable sliding structures. A simple lumped plasticity model was used to demonstrate the characteristics. It is therefore recommended for use in future SHJ inaccuracies of these current procedures and highlight the need to construction. The bolt capacities and residual joint strengths are affected accurately capture the structures dynamic hysteresis response. by bolt size, length of bolt lever arm and presence of Belleville Springs. Additionally, the results were presented for time-history analysis that was These effects are not yet fully understood at the time of writing. More tests performed to investigate the expected residual drift of an example self- of various specimen sizes will be used to develop a more accurate model. centering concrete wall system during an earthquake. Time-history analyses indicated that due to dynamic shake-down the final residual drifts were less than 35% of the maximum possible residual drifts that were observed from the cyclic hysteresis response.

1 The University of Auckland, Auckland, New Zealand 1 2 Iowa State University, Ames, IA, USA The University of Auckland, Auckland, New Zealand 2 University of Canterbury, Christchurch, New Zealand Paper 104 Paper 106 Technical Session 2.1.4 Technical Session 2.1.5

NMIT Arts & Media Building - Damage Mitigation Design of UFP-coupled Post-Tensioned Timber using Post-Tensioned Timber Walls Shear Walls

C.P. Devereux1, T.J. Holden1, A.H. Buchanan2 & S. Pampanin2 M.P. Newcombe1, D. Marriott2, W.Y. Kam1, S. Pampanin1 & A.H. Buchanan1 ABSTRACT: The NMIT Arts & Media Building is the first in a new generation of multi-storey timber structures. It employs an advanced damage ABSTRACT: Recent advances in timber design at the University of avoidance earthquake design that is a world first for a timber building. Canterbury have led to new structural systems that are appropriate for a Aurecon structural engineers are the first to use this revolutionary Pres-Lam wide range of building types, including multi-storey commercial office technology developed at the University of Canterbury. structures. These buildings are competitive with more traditional Conventional seismic design of multi-storey structures typically depends on construction materials in terms of cost, sustainability and structural member ductility and the acceptance of a certain amount of damage to beams, performance. This paper provides seismic design recommendations and columns and walls. The NMIT seismic system relies on pairs of coupled LVL analytical modelling approaches, appropriate for the seismic design of shear walls that incorporate high strength steel tendons post-tensioned through post-tensioned coupled timber wall systems. The models are based on a central duct. The walls are centrally fixed allowing them to rock during a existing seismic design theory for precast post-tensioned concrete, seismic event. A series of U-shaped steel plates placed between the walls form modified to more accurately account for elastic deformation of the timber a coupling mechanism, and act as dissipators to absorb seismic energy. The wall systems and the influence of the floor system. Experimental test data design allows the primary structure to remain essentially undamaged while from a two storey post-tensioned timber building, designed, constructed readily replaceable connections act as plastic fuses. and tested at the University of Canterbury is used to validate the analytical This technology marks a fundamental change in design philosophy. Whilst models. being compliant for earthquake response currently means “a standard that ensures people can walk out alive” this damage avoidance technology ensures that the building “still functions” after an event. In this era where sustainability is becoming a key focus, the extensive use of timber and engineered-wood products such as LVL make use of a natural resource all grown and manufactured within a 100km radius of Nelson. This project demonstrates that there are now cost effective, sustainable and innovative solutions for multi-story timber buildings with potential applications for building owners in seismic areas around the world.

1 Aurecon New Zealand 1 2 Department of Civil and Natural Resources Engineering, University of Department of Civil and Natural Resources Engineering, University of Canterbury, Christchurch, New Zealand Canterbury, Christchurch, New Zealand 2 Holmes Consulting Group, Wellington, New Zealand

Paper 090 Paper 132 Technical Session 2.1.6 Notes

The Demountability, Relocation and Re-Use of a High Performance Timber Building

T. Smith1, R. Wong1, M.P. Newcombe1, D. Carradine1, S. Pampanin1, A.H. Buchanan1, R. Seville2 & E. McGregor2

ABSTRACT: This paper outlines the deconstruction, redesign and reconstruction of a 2 storey timber building at the University of Canterbury, in Christchurch, New Zealand The building consists of post tensioned timber frames and walls for lateral and gravity resistance and timber concrete composite flooring. Originally a test specimen was subject to extreme lateral displacements, in the University structural testing laboratory, and subsequently has been dismantled and reconstructed as offices for the Structural Timber Innovation Company (STIC). In doing this over 90% of the materials have been recycled which further enhances the sustainability of this construction system. The paper outlines the necessary steps to convert the structure from a test specimen into a functioning office building with minimal wastage and sufficient seismic resistance. The feasibility of recycling the structural system is examined using the key indicators of cost and time.

1 Department of Civil and Natural Resources Engineering, University of Canterbury, Christchurch, New Zealand 2 Holmes Consulting Group, Christchurch, New Zealand

Paper 187

Technical Session 2.2.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Hysteresis Behaviour of Reinforced Concrete Non- 14-16 April, 2011, Auckland, New Zealand Ductile Beam-Column Joints

Piyali Sengupta1 & Bing Li1

ABSTRACT: This paper demonstrates an analytical approach for predicting the hysteresis behaviour of nonseismically detailed reinforced concrete beam-column joints. Considering the versatility and mathematical tractability of Bouc-Wen-Baber-Noori model for single-degree-of-freedom system, this model has been adopted with suitable modification for the research. The model, in its analytical form of a set of differential equations, can capture the true characteristics of non-ductile reinforced concrete

beam-column joints, like stiffness and strength degradation, pinching, softening and hardening. Livermore Solver for Ordinary Differential Session 2.2 - Concrete Structures I Equations of double precision version has been used for solving the differential equations, involved in the model. As different parameters included in the differential equations take care of different characteristics, Genetic Algorithm has been selected as a parameter estimation tool to generate parameter magnitudes with reasonable accuracy. The analytical responses have been compared with the experimental results of six internal and six external non-ductile reinforced concrete beam-column joints from literature. Good correlation between the analytical and experimental results proves the effectiveness of the model and accuracy of the solver and algorithm.

1 School of Civil and Environmental Engineering, Nanyang Technological University, Singapore

Paper 109 Technical Session 2.2.2 Technical Session 2.2.3

Shake Table Tests of Non-Ductile As-Built and Seismic Behaviour of RC Columns with Light Repaired RC Frames Transverse Reinforcement under Different Loading Directions P.Quintana Gallo1, U. Akgüzel1, S. Pampanin1 & A.J. Carr1 Bing Li1 & Thanh Phuong Pham1 ABSTRACT: In order to provide information related to seismic vulnerability of non-ductile reinforced concrete (RC) frame buildings, and ABSTRACT: This paper presents an experimental investigation carried as a complementary investigation on innovative feasible retrofit solutions out on reinforced concrete (RC) columns with light transverse developed in the past six years at the University of Canterbury on pre- reinforcements. Seven half-scale RC columns are tested to the point of 19170 reinforced concrete buildings, a frame building representative of axial failure to study the seismic behaviour of such columns. Quasi-static older construction practice was tested on the shake table. The specimen, cyclic loading simulating earthquake actions are applied along with 1/2.5 scale, consists of two 3-storey 2-bay asymmetric frames in parallel, constant axial forces. The study emphasizes on how varying angles of one interior and one exterior, jointed together by transverse beams and seismic loads influence the seismic performance of the columns. The floor slabs. The as-built (benchmark) specimen was first tested under overall performance of each specimen is examined in terms of the cracking increasing ground motion amplitudes using records from Loma Prieta patterns, hysteretic response, shear strength and drift ratio at axial failure. Earthquake (California, 1989) and suffered significant damage at the upper The direction of seismic loads is found, as a major finding, to have floor, most of it due to lap splices failure. As a consequence, in a second significant effects on the drift capacities and failure modes for both stage, the specimen was repaired and modified by removing the concrete in rectangular columns and square columns. Besides, shear strength of the lap splice region, welding the column longitudinal bars, replacing the columns under seismic load with different angles can be analytically removed concrete with structural mortar, and injecting cracks with epoxy predicted. resin. The modified as-built specimen was then tested using data recorded during Darfield (New Zealand, 2010) and Maule (Chile, 2010) Earthquakes, with whom the specimen showed remarkably different responses attributed to the main variation in frequency content and duration. In this contribution, the seismic performance of the three series of experiments are presented and compared.

1 School of Civil and Environmental Engineering, Nanyang Technological 1 University of Canterbury, Christchurch, New Zealand University, Singapore

Paper 201 Paper 153 Technical Session 2.2.4 Technical Session 2.2.5

Application of Post-Installed Anchors for Seismic Effects of Bond Deterioration due to Corrosion in Retrofit of RC Beam-Column Joints: Design Method Reinforced Concrete

G. Genesio1, R. Eligehausen1 & S. Pampanin2 A. Palermo1 & A. Scott1

ABSTRACT: Many reinforced concrete (RC) structures, built in seismic- ABSTRACT: Reinforced concrete structures exposed to aggressive prone countries before the introduction of the modern seismic oriented environments throughout their design life often sustain high levels of codes and usually designed for gravity loads only, necessitate an upgrade deterioration due to corrosion of reinforcement. This causes large losses in in terms of strength and ductility against lateral loading. In this paper the cross-section and diminished bond performance resulting in reduced possibility of using post-installed anchors for seismic retrofit solutions is performance under seismic and everyday loading. This paper assesses the investigated. Post-installed anchors are usually fast and easy to install and monotonic and cyclic bond performance of corroded reinforcing through a they represent a valuable low-invasive solution to transfer high loads with series of 24 tests that focus on reductions in bar cross-section between 15- quite low costs. The retrofit of RC beam-column connections with a 25%. The effects of high levels of corrosion were substantial with over diagonal haunch element fastened to the existing structural element using 50% reduction in bond rupture stress resulting from only 15% reduction in post-installed anchors is proposed. The design method based on cross-sectional area due to corrosion. More importantly, when subjected to experimental and analytical investigations is presented. Particular focus is cyclic loading, the rate of bond degradation was much higher than would given to the requirements in terms of load displacement characteristics, i.e. be expected if the uncorroded result was simply scaled by the reduced stiffness on the post-installed anchors. rupture stress.

1 University of Stuttgart, Stuttgart, Germany 1 Department of Civil and Natural Resources Engineering, University of 2 University of Canterbury, Christchurch, New Zealand Canterbury, Christchurch, New Zealand

Paper 196 Paper 081 Technical Session 2.2.6 Notes

The Effect of Reinforcement Strength on the Overstrength Factor for Reinforced Concrete Beams

N.J. Brooke1 & J.M. Ingham2

ABSTRACT: The design of earthquake resistant structures in New Zealand is based around the philosophy known as capacity design. In order for this philosophy to be successfully applied, it is essential that the flexural overstrength factor is appropriately defined. Overstrength factors for reinforced concrete structures are defined in the New Zealand Concrete Structures Standard, NZS 3101:2006, which currently prescribes the flexural overstrength factor for beams as 1.25 if the beam contains Grade 300E longitudinal reinforcement and as 1.35 if the beam contains Grade 500E longitudinal reinforcement. However, review of existing literature and consideration of structural behaviour does not support the use of different overstrength factors for different types of reinforcement. Analysis of a database of approximately one hundred beam-column joint tests indicates that the same overstrength factor should be used for reinforced concrete beams irrespective of whether they contain Grade 300E or Grade 500E longitudinal reinforcement.

1 Compusoft Engineering Ltd, Auckland, New Zealand 2 Department of Civil & Environmental Engineering, The University of Auckland, Auckland, New Zealand

Paper 069

Technical Session 2.3.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society AIJ Level-1 Seismic Screening of some RC Buildings 14-16 April, 2011, Auckland, New Zealand Damaged by the Luzon 1990 Earthquake

A.W.C. Oreta1

ABSTRACT: Civil and structural engineers must address the need of assessing the seismic safety of existing buildings. Given the large number of buildings in the metropolis, a brief method of seismic screening of buildings must be done to prioritize buildings which requiring detailed seismic evaluation and possible retrofitting. The level-1 seismic screening of the Architectural Institute of Japan (AIJ) uses a basic structural performance index (BSPI) to rank low-rise to medium-rise reinforced

concrete buildings according to potential seismic hazards. How to use the index to judge which buildings are potentially hazardous need to be given Session 2.3 - Post Earthquake Awareness further study especially in the Philippine setting. This study focuses on the evaluation of the BSPI of RC buildings damaged at Baguio City during the July 16, 1990 Luzon Earthquake. Through the documented photos of the buildings, sketches of building plans and descriptions of the damages found in the literature, an estimate was made on the BSPI of the damaged buildings at the ground floor. By knowing the index at the ground floor of the damaged buildings, a critical or cut-off value was determined. Based on the study, index values between 0.2 and 0.8 were obtained for severely damaged and collapsed buildings.

1 De La Salle University, Manila, Philippines.

Paper 169 Technical Session 2.3.2 Technical Session 2.3.3

Post-Earthquake Physical Damage Assessment for The Dallington Cable and Foot Bridge: A Case Study Example Gas Networks of Successful Engineering Lifeline Mitigation

1 S. Esposito1, I. Iervolino1, L. Elefante1 & S. Giovinazzi2 J.R. Mackenzie

ABSTRACT: This paper describes the assessment of the damage that ABSTRACT: Orion’s participation in the Christchurch Engineering Lifelines Project resulted in the identification of the Dallington Bridge as potentially being a occurred to the local gas network following 6th April 2009 L’Aquila “weak link” in their network. The bridge, as well as being a footbridge, supports a earthquake. The analysis accounts for all the components of the system pair of 66 kV oil filled cables supplying the Dallington Zone Substation. The including: 1) Metering/Pressure reduction stations (M/R stations); 2) substation supplies electricity to approximately 13,000 dwellings, commercial medium-pressure distribution networks; 3) Reduction Groups; 4) low- premises and other customers. pressure distribution networks; 5) demand nodes; 6) gas meters. The The bridge was designed in 1967 and is a relatively slender cast insitu prestressed processing of the technical reports from Enel Rete GAS (the only gas arch structure bearing on piles. Such a design is very reliant on appropriate network operator in the affected region), describing the repairs and horizontal and vertical restraint at each abutment. A detailed seismic and replacements activities following L’Aquila earthquake, is presented in the geotechnical analysis was undertaken in 1997/8 and indicated that the immediate paper and the resulting damage scenario is discussed. area was potentially prone to liquefaction and lateral spreading and as a result the bridge was vulnerable to severe damage both transversely and longitudinally. The author presented a paper to the 1999 NZSEE Conference on the vulnerability of the bridge and the proposed mitigation work. The mitigation included additional heavy raking piles at each abutment, the encasement of the cables with heavily reinforced concrete and the creation of “cavities” to allow for lateral movement. Following the Darfield Earthquake on the 4th of September, the bridge was inspected and found to be relatively undamaged and supply to the Dallington Substation was restored on the day of the earthquake. This was in spite of the south approach bulging as a result of the significant lateral spreading that had occurred in the area. Subsequent investigation has confirmed that the cables have sustained some degree of damage even though they have remained in service. Their replacement will take place in a timely fashion as a part of Orion’s overall programme of risk management. It is considered that had the bridge not been strengthened 11 years ago, the bridge almost certainly would have failed and the cables be damaged beyond repair. It would also have resulted in electricity shortages and disruption for weeks following the earthquake

1 Università degli Studi di Napoli Federico II, Naples, Italy 1 2 University of Canterbury, Christchurch, New Zealand Elmac Consulting Ltd, Christchurch, New Zealand

Paper 034 Paper 035 Technical Session 2.3.4 Technical Session 2.3.5

Darfield Earthquake 2010 – Lateral Spreading Case Studies of Observed Pounding Damage during Actions on the Dallington Pedestrian Bridge the 2010 Darfield Earthquake

M. Le Heux1, A. Palermo2, M. Cubrinovski2 & J.R. Mackenzie3 G.L. Cole1, R.P. Dhakal1, A.J. Carr1 & D.K. Bull1

ABSTRACT: Lateral spreading was the main cause of damage to bridges ABSTRACT: Five days after the 2010 Darfield earthquake, an external during the Darfield earthquake of September 4 2010. A case study bridge photo survey of pounding damaged structures was performed in is chosen to explore in detail lateral spreading loads placed on a structure. Christchurch’s Central Business District (CBD). This paper presents three Different methods for analysing ‘long’ piles in laterally spreading soil are case studies with unique pounding damage characteristics identified during used to analyse the bridge. A parametric study is also undertaken assessing the survey. Typical building configurations where pounding was design assumptions made in predicting lateral spreading forces on pile anticipated but not observed are also described and reasons for the walls and pile caps. These methodologies and assumptions are validated apparent lack of damage are examined. This paper compliments a recent against the observed forces placed on the case study bridge. paper by the authors in the NZSEE bulletin, which examined the typical and extreme forms of pounding damage observed during the damage survey.

1 Rose School Visiting Researcher to University of Canterbury, New Zealand 2 University of Canterbury, Christchurch, New Zealand 3 Elmac Consulting Ltd, Christchurch, New Zealand 1 University of Canterbury, Christchurch, New Zealand

Paper 176 Paper 173 Technical Session 2.3.6 Notes

Field Measurements of Lateral Spreading following the 2010 Darfield Earthquake

K. Robinson1, M. Cubrinovski1, P. Kailey1 & R.P. Orense2

ABSTRACT: A field investigation was launched following the 2010 Darfield Earthquake in order to measure permanent lateral ground displacements in areas significantly affected by liquefaction-induced lateral spreading. Ground surveying techniques were used to estimate total displacement along specific transects. Approximately 75 transects have been completed to date in the areas of Kaiapoi, Spencerville, and various suburbs within Christchurch City. Maximum lateral displacements measured in these areas ranged from about 0.5 m to up to 3.5 m, causing significant damage to nearby structures and lifelines. This paper presents the methods involved in our investigation, a summary of our results, and characteristics of the lateral spreading which occurred in South Kaiapoi.

1 University of Canterbury, Christchurch, New Zealand 2 The University of Auckland, Auckland, New Zealand

Paper 052

Poster 1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society NZS1170.5:2004 Site Subsoil Classification of 14-16 April, 2011, Auckland, New Zealand Lower Hutt

D. Boon1, N.D. Perrin2, G.D. Dellow2, R. Van Dissen2 & B. Lukovic2

ABSTRACT: A 3D engineering geological model of the Quaternary sediments of the Lower Hutt sedimentary basin was constructed using topographic, geological, geophysical, and geotechnical data. The geological and geotechnical data includes 846 borehole records. The shape and spatial distribution of basin units was mapped in 3-dimensions (3D) with seven units identified based on variations in strength and lithology. Shear-wave velocities measured using a range of geophysical techniques

were obtained and compared with the 3D model. Engineering geological boundaries in the 3D model corresponded well with observed changes in Poster Presentations shear-wave velocity. This allowed a range of shear-wave velocities to be assigned to each geological unit. The 3D engineering geology model was then used to calculate a shear-wave velocity profile on a 25 m2 grid to produce a site-period model for Lower Hutt. This model is used to derive a site subsoil class map in accordance with the preferred methods described in NZS 1170.5:2004. The site subsoil class C/D boundary was determined using the 0.6s contour from the site period model. The minimum and maximum shear-wave velocity values for each unit were used to determine the uncertainty in the location of the C/D boundary. Subsoil class E sites were determined using standard penetration test results and surface geology.

1 British Geological Survey, Nottingham, England 2 GNS Science, Lower Hutt, New Zealand

Poster Paper 013 Poster 2 Poster 3

Earthquake Information and Household Is It Time to Re-Define the Modified Mercalli Intensity Preparedness: Results of Interviews with Residents Scale? in Timaru, Wanganui and Napier R. Mendis1, Y. Kumar1, S. Govind1 & M. Cameron1 J.S. Becker1, D.M. Johnston2, D. Paton3 & K. Ronan4 ABSTRACT: Earthquake engineering is a relatively new science, which ABSTRACT: Forty-eight interviews were undertaken with residents in advanced greatly from 1920-1980 with the development of force-based Timaru, Wanganui and Napier in 2008 to explore how people understand design, however more recent findings in research are rarely implemented and use information about earthquake hazards and preparedness. Three in design codes or embraced by the engineering community. Following the main sources of information were identified during the interviews: passive magnitude Mw(7.1) earthquake that occurred at 4.36am on 4 September information (e.g. brochures, TV); interactive information (e.g. community 2010 in Canterbury, New Zealand, structural surveys of the building stock activities; school activities; workplace activities); and experiential indicate that generally the buildings performed extremely well. Structural information (e.g. experiencing a hazardous event, responding to an event, inspections were carried out by Beca on more than 1000 buildings in working in an organisation that deals with hazards). People tended to Christchurch. This includes 173 commercial buildings inspected within the contextualise hazard and preparedness information around any prevailing central business district of Christchurch and 110 buildings inspected in the experiences and beliefs they had. For example, if they thought safety was Lincoln area, which is located close to the Greendale fault. This paper an important part of life in general, they would interpret hazard and suggests that it may be time to make changes to the Modified Mercalli preparedness information in that context. A number of core beliefs were Intensity (MMI) scale in light of major advancement in the seismic design identified as crucial for helping people consider that preparing is important of building structures, as the scale no longer reflects the damage observed and motivating actual adjustment adoption. Society also has an influence in the Western world. Unfortunately the MMI scale still applies to on how people interpret information and form intentions to prepare. People developing countries. are often influenced by the opinions of others, and as preparing for disasters is not seen as a societal norm, this can cause people not to prepare. Feeling a responsibility for others (e.g. children) appears to be a big driver of preparedness. Other societal factors such as trust, leadership and sense of community also influence interpretation, dissemination and use of hazards and preparedness information.

1 GNS Science, Lower Hutt, New Zealand 2 GNS Science and Massey University, Lower Hutt, New Zealand 3 School of Psychology, University of Tasmania, Launceston, Tasmania 7250, Australia. 4 School of Psychology and Sociology, Central Queensland University, Rockhampton, Queensland 4702, Australia. 1 Beca, Christchurch, New Zealand

Poster Paper 021 Poster Paper 028 Poster 4 Poster 5

The 1948 (Ms 8.2) Lady Caycay Earthquake and Considering Cumulative Seismic Experience and Tsunami and its Possible Socio-Economic Impact to Ageing Effects in Liquefaction Analysis Western Visayan Communities in the Philippines Philip J. Clayton1, René Sonnenberg2 & Jitendra K. Bothara3 M.L.P. Bautista1, B.C. Bautista1, I.C. Narag1, R.A. Atando1 & E.P. Relota1 ABSTRACT: The comparatively greater liquefaction resistance of older ABSTRACT: The Magnitude 8.2 Lady Caycay Earthquake and Tsunami granular soils has been noted by many researchers. One mechanism by of January 25, 1948 in west-central Philippines is the second biggest which this liquefaction resistance may be gained is through repeated earthquake in the 500-year old Philippines earthquake history. According seismic events causing densification. to archives and catalog, 55 Spanish-era churches in Panay Island were Analytical methods are used to predict the changes in soil density under damaged, 17 of which totally collapsed. Two persons were said to have repeated seismic events of an initially loose deposit. Indicative changes in drowned along Iloilo Strait because of tsunami. Seismic instrumentation liquefaction resistance with repeated exposure to seismic events are then was also not as well-developed as compared to present. At that time provided for deposits in low and high seismicity areas within New when the earthquake occurred, World War II just ended and most Zealand. These results may be of value in the execution of liquefaction risk communities were just starting to recover from the disastrous effects of the assessments. war. Reports were quite sparse and oftentimes, damages due to war and earthquake were difficult to differentiate. Just using existing reports, there is a incompatibility between intensity distribution and epicenter location and magnitude. Recently, new archival documents have been unearthed that can be used to re-evaluate intensities and consequently re-estimate magnitude. If data is found sufficient, attempts will be done to re-estimate the earthquake's parameters. Then, ground shaking hazard will be modeled and population centers, key economic points and culturally important structures will be plotted to determine possible socio-economic impacts.

1 Beca Infrastructure, Auckland, New Zealand 1 Philippine Institute of Volcanology and Seismology – Department of Science and 2 Beca Infrastructure, Christchurch, New Zealand Technology (PHIVOLCS – DOST) 3 Beca Carter Hollings and Ferner, Wellington, New Zealand

Poster Paper 029 Poster Paper 046 Poster 6 Poster 7

NMIT Arts & Media Building - Damage Mitigation using Post- Response of Out-Of-Plumb Structures in Earthquake Tensioned Timber Walls T. Masuno1, G.A. MacRae1, V.K. Sadashiva1 & A. Wada2 C.P. Devereux1, T.J. Holden1, A.H. Buchanan2 & S. Pampanin2 ABSTRACT: No building is built perfectly plumb. The out-of-plumb may ABSTRACT: The NMIT Arts & Media Building is the first in a new not just result from construction influences, but it may also occur as a generation of multi-storey timber structures. It employs an advanced damage result of permanent displacements after an earthquake. While there are avoidance earthquake design that is a world first for a timber building. methods to account for out-of-plumb for non-seismic design, such methods Aurecon structural engineers are the first to use this revolutionary Pres-Lam do not exist for seismic design, as the effect of different levels of out-of- technology developed at the University of Canterbury. plumb has not been quantified. It is desirable to know how a new building Conventional seismic design of multi-storey structures typically depends on with a specified out-of-plumb is likely to behave in a earthquake, and how member ductility and the acceptance of a certain amount of damage to beams, one which is out-of-plumb as a result of a previous earthquake may columns and walls. The NMIT seismic system relies on pairs of coupled LVL perform in an aftershock. In this research, the effect of building out-of- shear walls that incorporate high strength steel tendons post-tensioned through plumb is quantified. Simple models of structures with different amounts of a central duct. The walls are centrally fixed allowing them to rock during a out-of-plumb are made. These are designed with different levels of seismic event. A series of U-shaped steel plates placed between the walls form ductility and with different distributions of strength/stiffness over their a coupling mechanism, and act as dissipators to absorb seismic energy. The height. Steel structures with elastic-perfectly plastic hysteresis loops are design allows the primary structure to remain essentially undamaged while considered as these are considered to be most susceptible to large readily replaceable connections act as plastic fuses. displacements. The structures are then subject to a suite of earthquake This technology marks a fundamental change in design philosophy. Whilst records using inelastic dynamic time history analysis to quantify the effect being compliant for earthquake response currently means “a standard that of out-of-plumb. Records from both directions are considered. ensures people can walk out alive” this damage avoidance technology ensures Relationships between out of displacement and increase in peak and that the building “still functions” after an event. permanent displacement response are developed, and recommendations are made for estimation of response due to different out-of-plumb limits. In this era where sustainability is becoming a key focus, the extensive use of timber and engineered-wood products such as LVL make use of a natural resource all grown and manufactured within a 100km radius of Nelson. This project demonstrates that there are now cost effective, sustainable and innovative solutions for multi-story timber buildings with potential applications for building owners in seismic areas around the world.

1 Department of Civil and Natural Resources Engineering, University of 1 Canterbury, Christchurch, New Zealand Aurecon New Zealand 2 2 Department of Civil and Natural Resources Engineering, University of Structural Engineering Research Centre, Tokyo Institute of Technology, Tokyo, Canterbury, Christchurch, New Zealand Japan

Poster Paper 060 Poster Paper 061 Poster 8 Poster 9

Design of Post-Installed Anchors for Seismic Actions Performance of Concrete Slabs with Different Reinforcing Gilbert Balbuena1, J. Gramaxo2 & J. Kunz2 A. Khanlou1, A. Scott1, M. Holden1, T.Z. Yeow1, M. Saleh1, ABSTRACT: The economic and social costs associated with the failure or G.A. MacRae1, S. Hicks2 & G.C. Clifton3 interruption of certain services and equipments such as water, energy or telecommunication supply systems and traffic lines are of comparable ABSTRACT: This paper describes a test programme at the University of magnitude to the costs associated with structural failures. Canterbury to evaluate the performance of elements of concrete slab As post-installed anchors are often used to fix these mentioned types of reinforced in different ways. The reinforcing includes steel fibre, brittle equipment, their adequate design is of crucial importance to guarantee mesh, ductile mesh and two grades of reinforcing bars. The percentage of safety and minimize costs associated with seismic events. This paper reinforcing varies. Shear and flexural tests are conducted. The work shows the working principles of different types of anchors, discusses their described is in the initial stages of testing, so this paper concentrates on the behaviour under seismic loads, and classifies them according to their methodology for selecting the test types and parameters. suitability for the typical situations occurring in earthquakes such as large cracks in the concrete or alternating directions of the load. The primary globally established design concept for anchors under seismic loads can be found in the US codes. This paper will describe the principles of the concept. Specific tests qualify anchors for seismic loads. ACI 318 gives a design method for qualified anchors. The final section of this paper will summarize examples of good detailing of anchorage applications leading to a cost-efficient enhancement of the overall safety of buildings and infrastructures in seismic events.

1 Department of Civil and Natural Resources Engineering, University of Canterbury, Christchurch, New Zealand 2 Heavy Engineering Research Association (HERA), Manukau City, Auckland, New Zealand 1 Hilti New Zealand 3 Department of Civil & Environmental Engineering, The University of Auckland, 2 Hilti Corporation, Liechtenstein. Auckland, New Zealand

Poster Paper 066 Poster Paper 072 Poster 10 Poster 11

Graphical Interface Toolbox for Modal Analysis Residual Stress Effects on the Seismic Performance of Low-Rise Steel Frames S. Beskhyroun1 C. Lu1 & G.A. MacRae1 ABSTRACT: This paper introduces a new toolbox of graphical user interface (GUI) software for modal parameters (eigenfrequencies, damping ABSTRACT: In non-seismic plastic design of steel structures, initial ratios and mode shapes) identification. The toolbox is a MATLAB residual stresses in members affect the frame tangent stiffness and the software which implements several state-of-the-art techniques for modal lateral strength. This effect can be simply considered by using the analysis. Three frequency domain based techniques: the peak picking (PP) Extended Direct Analysis (EDA) approach as part of design process. method, the frequency domain decomposition (FDD) method and the However, for the design of frames subject to earthquake, the effect of enhanced frequency domain decomposition (EFDD) method as well as two residual stresses is generally ignored, except in the final column design time domain based techniques: the Eigen realization algorithm (ERA) check. This paper looks at the effect of residual stresses on the seismic combined with t performance. Pushover and push-pull analyses were performed on a single cantilever column with nonlinear beam-column fibre sections under moderate compressive axial load. In addition, incremental dynamic analyses were performed with 20 SAC earthquake records to consider the dynamic behaviour. The results show that while the initial residual stresses do have some effect on structural behaviour at the first yielding, the post- yielding behaviour is not affected.

1 Department of Civil and Natural Resources Engineering, University of 1 The University of Auckland, Auckland, New Zealand Canterbury, Christchurch, New Zealand

Poster Paper 077 Poster Paper 079 Poster 12 Poster 13

Development of Pounding Model for Adjacent Experimental Study of Earthquake Sequence Effect Structures in Earthquakes on Structures

S. Khatiwada1, N. Chouw1 & J.W. Butterworth1 K.M. Twigden1, C.A. Oyarzo1 & N. Chouw1

ABSTRACT: Building pounding, a frequently recurrent problem in strong ABSTRACT: It is common that structures experience sequences of earthquakes, occurs when there is inadequate separation between adjacent earthquakes. A sequence can consist of a main shock followed by a series structures. Several models have been proposed for the calculation of the of aftershocks which may have a magnitude high enough to induce damage resultant impact force, and its effect on the participating structures. This in a structure. Another situation is the history of earthquakes that a study analyzes two impact models and proposes a new model. The structure may experience throughout its lifetime. This study focuses on the proposed viscous elastoplastic impact element considers the effect of effect of a sequence of earthquakes on a structure, especially on the yielding at the contact location of the structures and on the global cumulative damage. For this purpose, SDOF scaled models were tested structural response. A sample numerical investigation is presented for the using a shake table. Two specimens made of RC and two specimens of coir seismic pounding between two adjacent buildings due to the 1940 North fibre RC were considered. Two different sequences of real seismic records South El-Centro ground motions. The results show that the global response are investigated: the Chilean earthquakes representing a series of major of the participating structures is significantly altered due to the yielding at earthquakes a structure may experience throughout its lifetime and the the contact area. Kobe main shock followed by three aftershocks to simulate the effect of aftershocks. Damage assessment is undertaken using as indicators the change in the fundamental frequency obtained from an impact test and the energy dissipated throughout each earthquake sequence by evaluating the accumulated area of hysteresis cycles.

1 Department of Civil & Environmental Engineering, The University of Auckland, 1 Department of Civil & Environmental Engineering, University of Auckland, Auckland, New Zealand New Zealand

Poster Paper 080 Poster Paper 082 Poster 14 Poster 15

Consequence of Experimental Modelling for Seismic Modelling of In-Structure Damping: A Review of the Response of a Multi-Storey Structure State-Of-The-Art

Y. Chen1, X. Qin2, L. Yan1 & N. Chouw1 Arun M. Puthanpurayil1, Rajesh P. Dhakal1 & Athol J. Carr1

ABSTRACT: An equivalent single-degree-of-freedom (SDOF) model has ABSTRACT: System parameters in the mathematical model of a vibrating been applied in the study of multi-storey structures in earthquakes for structure include mass, damping and stiffness; out of which mass and several decades. In this experimental research, the consequence of SDOF stiffness could defined as a function of the system geometry, whereas and multi-degree-of-freedom (MDOF) modelling for seismic response of a damping involves more an observed phenomenon. A consolidated review multi-storey building was investigated. The SDOF model was generated by of the existing current damping models is presented. Earlier studies considering only the fundamental mode of the structure and the MDOF illustrate considerable issues associated with the use of the conventional model was a simplification of a prototype. Both models were scaled by Rayleigh model of damping. In this paper conceptual evaluations of the Buckingham π theorem and excited by different ground motions simulated existing formulations are presented and the issues associated with the use based on Japanese design spectra. After normalising the obtained results, or misuses of the models are documented. Despite the inherent complex they are displayed in Fourier domain for discussion. It was found that the uncertainties involved, scope for a more in-depth research is identified. A SDOF model was able to show the effect of interrelation between structure study on the dynamic response of a cantilever beam to a constant force is and ground motion, however, it would underestimate the effect of higher presented to illustrate the effect of using viscous and non-viscous damping frequency components of the ground excitation. models. Different damping models exhibit different peak responses highlighting the fact that viscous damping might not represent the realistic state of the structure during a dynamic excitation.

1 Department of Civil & Environmental Engineering, The University of Auckland, Auckland, New Zealand 2 Department of Engineering Science, The University of Auckland, Auckland, 1 Department of Civil and Natural Resources Engineering, University of New Zealand Canterbury, Christchurch, New Zealand

Poster Paper 084 Poster Paper 091 Poster 16 Poster 17

Violating Capacity Design in Structures with Viscous A Damage Mitigating Hold-Down Connector for Damping and Hysteretic Damping Earthquake Resistant Timber Shear Walls

C.C. Labise1, G.W. Rodgers1, G.A. MacRae1 & J.G. Chase1 W.Y. Loo1, P.J.H. Quenneville2 & N. Chouw2

ABSTRACT: Capacity design, while protecting a structure against ABSTRACT: The slip-friction connector is a type of semi-rigid joint. undesirable energy dissipations, has major implications on member sizes When implemented in timber shear walls in lieu of standard hold-downs, and overall cost. Furthermore, in some situations where protected elements the slip-friction connector holds the promise of being able to protect the possess some inelastic deformation capacity, it may be unwarranted. One walls from permanent damage during earthquake loading. Slip-friction of these situations is when the forces applied to the protected elements connectors, originally developed for use in steel framing, rely on the result from viscous dampers. This is because when viscous forces cause mobilisation of friction across steel plates to resist loading up to a pre- yielding in an element, the element deforms, so no deformation in the specified threshold. When this threshold is exceeded, sliding occurs viscous damper is required. If no deformation is requires, the velocity is between the plates, and the wall is allowed to displace vertically. In this zero, so there is no force. This implies that very little inelastic yielding is way the lateral forces on the wall are capped to a level in which sheathing, likely to occur in protected elements. framing, and nail connections are protected from damage. A slip-friction connector developed specifically for use with timber shear walls is In order to investigate whether or not this is so, a single storey structure proposed, some aspects of its design discussed, and results from numerical was designed and fitted with braces to reduce its response. Both hysteretic modelling presented. It is found that the connector can behave in a highly and viscous braces were used to obtain the same peak displacement elasto-plastic manner, with an excellent ability to attain a predefined target response. The column strength was decreased by a fixed percentage and slip force. The results from modelling indicate that it will behave fairly inelastic dynamic time history analysis was conducted. The amount of robustly when under external force. Experimental testing is in preparation energy dissipated in the columns was then compared to determine whether to confirm the proposed design concept. hysteretic braces or viscous braces caused more column yielding so that appropriate over strength values could be developed for different braces types. It was found that the amount of energy absorbed by the column depends on the period but also on the brace design ductility. However, irrespective of the period or design ductility, the column hysteretic energy dissipated by a viscous brace was lower than that dissipated by a hysteretic brace. It follows that column yielding may be significantly less critical for viscous, rather than for hysteresis, braces structures.

1 Department of Civil Engineering, Unitec Institute of Technology, Auckland, New Zealand 2 1 Deptments of Civil and Mechanical Engineering, University of Canterbury, Department of Civil & Environmental Engineering, The University of Auckland, Christchurch, New Zealand Auckland, New Zealand

Poster Paper 092 Poster Paper 101 Poster 18 Poster 19

Analysis of Asymmetric Reinforced Concrete Frame A Mechanics Based Approach to Quantify Diaphragm Flexibility Effects T. Mahdi1 & V.Soltan Gharaie2 V.K. Sadashiva1, G.A. MacRae1 & B.L. Deam1 ABSTRACT: In this paper, the seismic behaviour of three concrete intermediate moment-resisting space frames with unsymmetrical plan in ABSTRACT: A common assumption made while analysing a building five, seven and ten stories are evaluated. In each of these three cases, plan structure under lateral loading, which is not subject to torsion, is that in- configurations of the structure contain reentrant corners. Nonlinear static plane deformations along the diaphragm length are constant. While this and linear dynamic procedures have been used to analyse these structures. rigid diaphragm assumption may reduce the computational effort involved To measure the accuracy of these two methods, the non-linear dynamic in analysing a structure, the classifications included in seismic codes of analysis has been used. Although the differences between the results of whether or not a diaphragm is flexible is questionable. Past earthquakes these two methods with the nonlinear dynamic procedure are quite wide, and studies have shown that ignoring diaphragm flexibility effects can the linear dynamic analysis has shown slightly better results than nonlinear result in both uneconomical designs and unsafe structures during an static analysis. earthquake. This paper describes analysis methods to quantify the change in structural response due to different amounts of diaphragm flexibility. It is shown that one-storey structures are the most affected due to diaphragm flexibility. A mechanics based approach is shown to be in good agreement with the results from time-history analyses. A simple equation is proposed that can be used to estimate the fundamental natural period of one-storey structures with flexible diaphragms.

1 Building and Housing Research Centre, Tehran, Iran 1 Department of Civil and Natural Resources Engineering, University of 2 Building and Housing Facility, Tehran, Iran Canterbury, Christchurch, New Zealand

Poster Paper 112 Poster Paper 114 Poster 20 Poster 21

Development of Typical NZ Ceiling System Seismic Wall-Diaphragm Connection Assessment Guidelines Fragilities for URM Buildings

G. Paganotti1, G.A. MacRae2 & R.P. Dhakal2 A.R. Abdul1, P.J.H. Quenneville1, N.M. Sa’don1 & J.M. Ingham1

ABSTRACT: Seismic damage to ceilings can cause significant downtime ABSTRACT: The connections between walls and diaphragm in and economic loss in addition to life safety risk. In order to understand this unreinforced masonry (URM) buildings typically consist of two major risk and develop mitigation strategies a small project on non-structural parts. The first part is the wall anchorages and the second part is the damage was recently funded by the FRST Natural Hazards Platform at the diaphragm connections. From the NZNSEE (1995) and FEMA (2006) University of Canterbury. This particular project concentrates on two guidelines, the connection strength values given by both guidelines are ceiling systems which are commonly used, or applicable, in NZ. This apparently related only with the possible failures of the masonry wall paper addresses the development of fragility functions for the ceiling anchorages, and no procedures are currently available to identify the systems based on component fragilities which are obtained from strength values related to failure of the timber bolted connections. This experimental testing of Armstrong(TM) ceiling components. The ceiling latter failure mode is important to consider as the minimum strength value system fragility is obtained through Monte-Carlo analysis using in-plane that will govern the wall-diaphragm connection capacity can be acquired finite element analysis. Demand parameters include absolute acceleration from the diaphragm connections. To counter this limitation, this study and displacement. The effect of rigid and flexible sprinklers is also recommends a set of design equations to assess the strength of the timber investigated. The acceleration resistance is found to be dependent on the bolted connections. By using these equations, in addition to the default ceiling size. This information is being used directly to estimate both ceiling connection strength values provided by the guidelines, the expected damage and its contribution to overall building loss. strength level of wall-diaphragm connections can be accurately assessed.

1 Politecnico di Milano, Milano, Italy 1 Department of Civil & Environmental Engineering, The University of Auckland, 2 University of Canterbury, Christchurch, New Zealand Auckland, New Zealand

Poster Paper 116 Poster Paper 118 Poster 22 Poster 23

Damage Mitigation Strategies of ‘Non-Structural’ Infill Optimization for Performance-Based Seismic Retrofit Walls: Concept and Numerical-Experimental of Existing Steel Moment Frames using Connection Validation Program Upgrade

A.S. Tasligedik1, S. Pampanin1 & A. Palermo1 B.K. Oh1, S.W. Choi1, E.S. Lee1 & H.S. Park1

ABSTRACT: In the past design codes, infill panels/walls within frame ABSTRACT: The seismic retrofit research for the connection buildings have been considered as non-structural elements and thus have vulnerability of the steel moment frames constructed before the 1994 been typically neglected in the design process. However, the observations Northridge earthquake has been conducted. The seismic retrofit schemes made after major earthquakes even in recent times (e.g. Duzce 1999, such as connection upgrade, damper, and buckling restrained braces have L’Aquila 2009, Darfield 2010) have shown that although infill walls are been developed for the brittle connection of the steel moment frames and considered as non-structural elements, they can interact with the structural applied to the existing buildings. Although the retrofitted steel moment system during seismic actions and modify the behaviour of the structure frames satisfy the seismic performances, it cannot be said that these are significantly. More recent code design provisions (i.e.,NZS4230, Eurocode economically reasonable and efficient seismic retrofit schemes because of 8, Fema 273) do now recognize the complexity of such interactions and the absence of obvious retrofit criteria. Therefore, this paper proposed the require either a) consider these effects of frame-infill interaction during the performance-based optimal seismic retrofit of the existing steel moment design and modelling phase or b) assure no or low-interaction of the two resisting frames using the genetic algorithm based on retrofit costs. Among systems with proper detailing and arrangements in the construction phase. the seismic retrofit schemes, the connection upgrade which changes the However, considering the interaction in the design stage may not be a brittle behaviour of the existing connection to the ductile behaviour is practical approach due to the complexity itself and in most cases does not selected in this paper. While satisfying the specific performance objective solve the actual problem of brittle behaviour and thus damage to the infills. according to FEMA 356, the optimal seismic retrofit technique find the Therefore, the purpose of this particular research is to develop minimum numbers of the connection retrofit and their optimal locations technological solutions and design guidelines for the control or prevention using the optimization method is proposed. The nonlinear static analysis is of damage to infill walls for either newly designed or existing buildings. performed based on the procedure represented in FEMA 356. The optimal For that purpose, an extensive experimental and numerical research seismic retrofit scheme of an example 3story-4bay steel moment frame is programme has been planned. The concept, background on infill practice proposed using the proposed technique and studied the validity of that in New Zealand and the research programme will be briefly described in scheme. this paper.

1 University of Canterbury, Christchurch, New Zealand 1 Department of Architectural Engineering, University of Yonsei, Seoul, Republic of Korea Poster Paper 120 Poster Paper 121 Poster 24 Poster 25

Behaviour of Coconut Fibre and Rope Reinforced A Simple Approach to Real-Time Fault Detection and Concrete Members with Debonding Length Diagnosis in Base-Isolation Systems

M. Ali1, B. Nolot2 & N. Chouw1 Mostafa Nayyerloo1, Leonardo Acho2, José Rodellar2, J.Geoffrey Chase3 & Qi Chen3 ABSTRACT: To investigate the feasibility of coconut fibre and rope- reinforced concrete (CFRRC), the effect of bonding between rope and ABSTRACT: In recent years, base-isolation has become an increasingly concrete has been considered in this study. The behaviour of five CFRRC applied structural design technique in highly seismic areas. The state-of- column specimens with various rope debonding length configurations the-art practice is to use active or passive magneto-rheological (MR) under cyclic loading are investigated. For each column, one central dampers to limit the base displacement. The crucial effect of likely faults coconut fibre rope with a diameter of 4 cm is cast. A polyethylene sheet in the base-isolation system on the top superstructure requires that the with multiple wrapping is used along the specific length of rope for resulting nonlinear hysteretic system to be monitored in real-time for eliminating the bond between rope and concrete. Coconut fibre-reinforced possible changes in the two most important structural parameters: stiffness concrete is prepared with 5 cm long fibres and 1 % content by mass of and damping. concrete material. It is observed that the column with alternate debonding This paper develops a simple fault detection and diagnosis technique based and bonding length has a better behaviour. This study is one of the on comparing the internal dynamics of the base-isolation system with those research steps in finding a proper design of seismic resistant and low cost of a healthy baseline modelto detect faults. Three different cases of structure using CFRRC. It is not yet successful, but a workable invention is stiffness, damping, and combined stiffness and damping faults are studied, expected in near future. in silico, on a realistic base-isolated structure subjected to the Loma Prieta earthquake with a passive MR damper. The simulation results show that the proposed fault detection and diagnosis algorithm is well capable of detecting the existence, determining the type, and quantifying the severity of faults in the system in real-time as the faults occur.

1 Universitat Politècnica de Catalunya, Barcelona, Spain and University of 1 Department of Civil and Environmental Engineering, The University of Canterbury, Christchurch, New Zealand Auckland, Auckland, New Zealand 2 Universitat Politècnica de Catalunya, Barcelona, Spain 2 The University of Auckland, New Zealand and Department of Civil Engineering, 3 Department of Mechanical Engineering, University of Canterbury, Christchurch, Ecole des Mines de Douai, France New Zealand

Poster Paper 131 Poster Paper 137 Poster 26 Poster 27

Spectral Analysis and Assessment of a Net-Zero Determination of Very Small Strain Shear Modulus of Base-Shear Energy Dissipation Approach for Seismic Auckland Residual Soils using Bender Elements Energy Mitigation A. Ibrahim1, R.P. Orense1 & M.J. Pender1 T. Roland1, G.W. Rodgers1, J.G. Chase1 & G.A. MacRae1 ABSTRACT: Bender elements test is a convenient technique and ABSTRACT: Combining passive and semi-active damping has unique frequently employed for shear wave velocity measurement at small strain benefits that cannot be achieved through other damping techniques alone. due to its simplicity and reliability. This paper presents the details of the Passive high force to volume (HF2V) lead dampers offer high energy apparatus setup, preparation and installation of bender elements and soil dissipation, but have no ability to customise overall response. Semi-active specimen preparation procedures adopted throughout the experimental resettable devices offer adaptability and custom hysteresis loops that can processes. Preliminary experimental results on fully saturated undisturbed reduce both displacement and base shear, but are Ltd in overall energy Auckland residual soil demonstrated consistent shear wave velocities at dissipation capability. Together, these devices offer a new concept to different frequencies and good quality of triggered and received signals. maximised displacement response reduction, without increasing base shear Furthermore, small strain shear modulus (Gmax) of undisturbed Auckland – a net zero base-shear concept. This paper combines HF2V devices, with residual clays measured using bender elements satisfactorily agreed with design force levels up to 10% of weight, and a resettable device with the Gmax obtained from monotonic small strain triaxial tests. nominal stiffness of 100% of column stiffness. A spectral analysis is run to size the HF2V device iteratively at each period to achieve maximum reductions in displacement without increasing median base shear. The results show up to 50% reduction in base shear for the low suite, and up to a 40% reduction for the medium and high suites. Towards longer periods, base shear reduction factors tend to 1.0, indicating net-zero base- shear. This situation is never reached below a structural period of 2.5s, where median base-shear reduction factors are less than 1.0, indicating a reduction in base-shear as well as displacement and structural force. Overall, these results are independent of HF2V device scaling, as analyses using ground motion specific mean velocities and 1m/s mean velocity for sizing the device capacity yield closely similar results. Comparisons are also drawn between the performance of the combined damping system to that of the passive and semi-active systems alone.

1 Departments of Mechanical and Civil Engineering, University of Canterbury, Christchurch, New Zealand 1 The University of Auckland, Auckland, New Zealand

Poster Paper 143 Poster Paper 147 Poster 28 Poster 29

Field Dynamic Testing of a Large Scale Bridge using The “Rapid Earthquake Damage Assessment Shakers System (REDAS)” Software

S.E. Manson1, O.H. Woodhouse1, B. Li1, N. Chouw1 & J.W. Butterworth1 M.L.P. Bautista1, B.C. Bautista1, I.C. Narag1, A.S. Daag1, M.L.P. Melosantos1, A.G. Lanuza1, K. Papiona1, M.C. Enriquez1, J.C. Salcedo1, ABSTRACT: Pounding and unseating have been observed as common J.S. Perez1, J.T. Punongbayan1, E.L. Banganan1, R.N. Grutas1, E.A.B. causes of failure in multi-span bridges in the past major earthquakes. These Olavere1, V.H Hernandez1, R.B. Tiglao1, M. Figueroa1, modes of failure occur because traditional expansion joints cannot R.U. Solidum1 & R.S. Punongbayan1 accommodate large relative displacements that occur between adjacent bridge spans under earthquake loading. Most of current design practice ABSTRACT: The Philippine Institute of Volcanology and Seismology does not account for the effect of soil-structure interaction (SSI) on the (PHIVOLCS) of the Department of Science and Technology (DOST) relative response of adjacent spans. The purpose of this research was to developed a software called “Rapid Earthquake Damage Assessment System” create a scale model of a bridge span and perform a field test to incorporate (REDAS). The software aims to provide quick and near real-time simulated SSI effect. The results will be used for developing modular expansion earthquake hazard map information as a decision support tool for disaster joints (MEJs). This paper compares the response of the model with an managers during potentially damaging earthquakes. The second aim targets assumed fixed base and with foundation on beach sand under soft, medium policy makers and local chief exceutives to use it as a tool for mainstreaming and hard soil ground excitations. Spectral analysis of surface waves was disaster risk reduction into the local development planning process. performed to obtain the soil stiffness at the test site. It was found that the The software can model four seismic hazards (ground shaking, liquefaction, testing was unable to excite the model in such a way that SSI would occur. landslides and tsunami) and since it hosts exposure data, risk elements can Further work needs to be done to refine the model so that SSI will occur. also be plotted. Inputs required to produce hazard maps are basic earthquake and fault parameters. To make it multi-hazard in approach, static hazard maps such as volcanic and hydrometeorological are built-in in the software. Its potential to be a risk assessment tool is being enhanced by improving the exposure database, inclusion of a building inventory module, incorporation of vulnerability curves and enhancing its modeling capability to address other natural hazards. Training participants are taught how to build their own risk database using GPS and maps from Google Earth. The software is being continuously improved through feedbacks and inputs from users to make it more attuned to their needs. To date, a total of 14 Philippine provinces, 96 towns and various government institutions had been trained and PHIVOLCS- DOST is determined to disseminate widely the use of this software to local government units.

1 Department of Civil & Environmental Engineering, The University of Auckland, 1 Philippine Institute of Volcanology and Seismology – Department of Science and Auckland, New Zealand Technology (PHIVOLCS – DOST)

Poster Paper 154 Poster Paper 157 Poster 30 Poster 31

Development of an Inexpensive and User-Friendly Adjacent Building Hazard – How Poorly Performing System for Earthquake Exposure Database Building Buildings Endanger Neighbouring Buildings’ for the Philippines Occupants

B.C. Bautista1, M.L.P. Bautista1, I.C. Narag1, A.G. Lanuza1, G.L. Cole1, R.P. Dhakal1 & D.K. Bull1 J.B. Deocampo1, R.A. Atando1, K. Papiona1, R.U. Solidum1, Trevor Allen2, Matthew Jakab2, Krishna Nadimpalli2, ABSTRACT: The recent Darfield earthquake caused failure of numerous Mark Edwards2 & Mark Leonard2 parapets and unreinforced masonry (URM) buildings throughout the Canterbury region. While such collapses continue to be extensively ABSTRACT: A comprehensive earthquake impact assessment requires an studied, the effects these buildings have on their immediate surroundings exposure database with appropriate attributes and such detailed database are commonly overlooked. The threat local and global building failures will require years to develop. To hasten the database development, the pose to public streets and neighbouring buildings are presented in this strategy is to involve as many stakeholders/organizations as possible and paper. Examples from the Darfield earthquake are presented to identify a equip them with a standardized tool for data collection and management. new category of hazard termed ‘adjacent building hazard’. In many The most ideal organizations to tap would be the local government units instances, the safety of a building’s occupants was found to be primarily (LGUs) since they have better knowledge of their respective area of endangered by adjacent building hazards. Buildings likely to be at risk responsibilities and have a bigger stake on the use of the database. Such from neighbouring parapets or URM buildings are known to exist tool is being developed by PHIVOLCS-DOST and Geoscience Australia. throughout New Zealand and can be easily identified. The authors argue Since there are about 1,495 towns and cities in the country with varying that the severe consequences of this hazard, and the relative simplicity of financial capacities, this tool should involve the use of affordable hardware identifying susceptible buildings produce a moral imperative to inform the and software. It should work on ordinary hardware that can easily be public of adjacent building hazards. A process to inform all stakeholders of acquired by these LGUs such as an ordinary light laptop or a netbook. The the risks from adjacent building hazard is proposed. This process is laptop can be connected to a GPS and a digital camera with tethered- designed to provide all relevant parties with accurate information and to shooting features to capture images of structures and their location. The encourage retrofit of buildings that are likely to put neighbouring buildings system uses an open source database system such as MySQL and for at risk during earthquakes. Potential legal and insurance implications of the encoding the building attributes and parameters, a user-friendly GUI with a proposed process are also discussed. Finally, this paper highlights how simplified drop-down menu which contains building classification schema hazardous buildings greatly endanger people other than the building’s generated from a series of consultations with local engineers, is developed occupants. for this system. The resulting national database is integrated by PHIVOLCS-DOST and forms part of another software called Rapid Earthquake Damage Assessment System (REDAS), a hazard simulation tool that is also made available freely to partner local government units.

1 Philippine Institute of Volcanology and Seismology – Department of Science and 1 University of Canterbury, Christchurch, New Zealand Technology (PHIVOLCS – DOST) 2 Geoscience Australia (GA) Poster Paper 170 Poster Paper 160 Poster 32 Poster 33

Pukerua Bay Overbridge Seismic Retrofit Verifying of Different Nonlinear Static Analysis Used for Seismic Assessment of Existing Buildings by 1 2 3 E.P. Torvelainen , R. Presland & G. Gregg Nonlinear Dynamic Analysis ABSTRACT: The Pukerua Bay Overbridge crosses the North Island Main A. Moshref1 & M. Tehranizadeh1 Trunk railway line 33km north of Wellington on SH1. The bridge spans a cut forming the two abutment slopes on each side of the rail corridor. The 3-span bridge is 41.2m long and is supported by driven concrete piles. The ABSTRACT: The present study is focused on the verifying of non-linear static analysis (Pushover) which is used by two major guidance documents, bridge alignment is at a skew of 45 degrees to the railway and abutment slopes. A previous assessment determined a seismic retrofit of the bridge is the New Zealand guideline and the US ASCE 41-06, on the assessment of required to protect this lifeline route. existing buildings by nonlinear dynamic analysis. The main purpose of the study is to trace the differences in the results produced by these two A soil nailed slope was designed and constructed to bring the performance guidelines. For this, four different moment resisting concrete frames are of the structure up to an acceptable ultimate limit state design level. The assessed under these two guidelines to determine the PGA value that end design was 102, 10m long passive soil nails in the abutment slopes and causes their collapse. In the next step, these are compared by their similar strengthening of linkages in the bridge deck. values which are determined from the nonlinear dynamic analysis. This complex soil-structure interaction problem was critically assessed using a simplified procedure. It compared the relative stiffness of the slope and soil nail system to that of the bridge pier and pile system. The analysis indicated that the soil nail response was significantly stiffer. The effect of the soil nail response on the bridge was considered separately by applying displacements of the slope to the structural model. The retrofit design is a balance between cost and design level. The design was technically driven by the stiffness and length of the soil nails influencing the structures response. Feasibility wise the design was driven by the remaining design life and replacement cost of the bridge.

1 Tonkin & Taylor Ltd, Wellington, New Zealand 2 Holmes Consulting Group, Wellington, New Zealand 3 NZ Transport Agency, Wellington, New Zealand 1 Amirkabir University of Technology (Tehran Polytechnic)

Poster Paper 191 Poster Paper 199 Poster 34 Poster 35

Comparison of Different Global Optimization Experimental Investigation of Nonlinear Structure- Algorithms for Model Updating with an Application to Foundation-Soil Interaction a Full-Scale Bridge Structure X. Qin1, Y. Chen2 & N. Chouw2 F. Shabbir1 & P. Omenzetter1 ABSTRACT: In current design practice, structure and foundation are ABSTRACT: Due to inherent simplifying assumptions in the finite considered separately. Only plastic hinge development in structures is element (FE) models, the actual behaviour of full scale structures often accepted. Structural rotation resulting from possible excessive soil differs resulting in incorrect detection of the dynamic response under deformation is considered as a potential of structural collapse. To avoid seismic conditions. On site measurements may reveal important plastic deformation of supporting soil and temporary separation between differences between measured data and predictions from an FE model. In footing and ground, an oversized footing is often selected. Study of model updating, dynamic measurements such as natural frequencies, mode structure-foundation-soil interaction (SFSI) in the past revealed that shapes and damping ratios are correlated with their FE model counterparts nonlinearities in the soil and foundation-soil interface can be beneficial to to calibrate the FE model. In this paper, different optimization techniques the structural seismic performance. Hence, an oversize foundation is not for model updating have been investigated. Different global optimization required and the structural ductility demand can be reduced. In this work, algorithms (GOAs), including particle swarm optimization (PSO), genetic the possible beneficial effect of nonlinear SFSI was investigated. Plastic algorithms (GAs) and simulated annealing (SA), were used for model deformation in structure and soil as well as separation between footing and updating. The results are compared in terms of accuracy of the updated soil were considered simultaneously. The ground excitation was applied frequencies. The first part of the paper gives the details of the modal via shake table, and the soil was represented by a box of sand. Structure testing of a full scale cable stayed footbridge. The bridge is composed of and earthquake with different dynamic properties were considered. The two spans with composite steel concrete deck, a centrally located steel interrelation between earthquake dominant frequencies and structural pylon and six pairs of stays. The bridge was excited using three fundamental frequencies is discussed. dynamically synchronized shakers. A dense array of sensors was employed to measure the response. The second part describes model updating of the bridge FE model. The aforementioned GOAs were used to calibrate the FE model with the experimental results. The paper concludes with a discussion on the efficacy of using the different GOAs to obtain a representative FE model.

1 Department of Engineering Science, The University of Auckland, Auckland, New Zealand 2 1 Department of Civil & Environmental Engineering, The University of Auckland, Department of Civil & Environmental Engineering, The University of Auckland, Auckland, New Zealand Auckland, New Zealand

Poster Paper 215 Poster Paper 218 Poster 36 Poster 37

Nonlinear SSI Effect on Adjacent Bridge Structures Evaluation of Variation in Dynamic Response of Two with Pounding Instrumented Buildings under Seismic Excitations

E.M. Behrens1 & N. Chouw2 F. Butt1 & P. Omenzetter1

ABSTRACT: Past investigations of pounding responses of adjacent ABSTRACT: Natural frequencies and damping ratios are very important bridge decks are performed mainly under the assumption that the parameters characterizing the dynamic response of buildings. These considered bridge structures are fixed at their base. If the subsoil is dynamic characteristics of building structures are observed to vary during considered at all only linear soil is considered. In this work the nonlinear different earthquake excitations. To evaluate this variation, two interaction between adjacent bridge structures and subsoil is incorporated instrumented buildings were studied. One of the buildings is a three storey in the numerical analysis. The plastic deformation in the ground with the reinforced concrete (RC) frame building with a shear core, while the other structural footing is simulated by a macro element and the bridge structures is a three storey RC frame building without shear core. Both the buildings by a lumped mass model. Spatially uniform ground excitation is assumed. are part of the same large complex but are seismically separated. One of The results show that nonlinear structure-foundation-soil interaction can them is instrumented with five and the other with four tri-axial significantly alter the relative response of adjacent structures and accelerometers. The dynamic properties of the buildings were ascertained consequently the pounding response of bridge girders. using a time domain state-space subspace system identification technique considering 50 recorded earthquake responses. Relationships between identified natural frequencies and damping ratios, and the peak ground acceleration (PGA) at the base level and peak response acceleration (PRA) at the roof level were developed. It was found that response of the buildings strongly depended on the excitation level of the earthquakes. A general trend of decreasing fundamental frequencies and increasing damping ratios was observed with increased level of shaking and response. It is concluded from the investigation that knowledge of variation of dynamic characteristics of buildings is necessary to better understand their response during earthquakes.

1 Facultad de Ingeniería, Universidad Católica de la Santísima, Concepción, Chile 2 Department of Civil & Environmental Engineering, The University of Auckland, 1 Department of Civil & Environmental Engineering, The University of Auckland, Auckland, New Zealand Auckland, New Zealand

Poster Paper 219 Poster Paper 220 Poster 38 Poster 39

Seismic Behaviour of Column-To-Foundation Predicting Structural Response with On-Site Connections with Cast-In and Post-Installed Rebars. Earthquake Early Warning System using Neural Phase I: Deterioration of Bond between Reinforcing Networks Bars and Concrete Subject to Cyclic Loads and 1 1 1 Cyclic Cracks Chu-Chieh Jay , Zhe-Ping Shen & Shieh-Kung Huang ABSTRACT: The on-site earthquake early warning system is under C. Mahrenholtz1, R. Eligehausen1 & S. Pampanin2 development for the area near the earthquake epicenter to provide information such as earthquake magnitude, the arrival time and the ABSTRACT: The load transfer in connections between concrete structural intensity of the strong shaking for free field as well as the structural members often strongly relies on the bond along the anchorage of the response, etc. The real-time strong motion signals recorded from Taiwan reinforcement. Therefore, the bond characteristic between reinforcing bars Strong Motion Instrumentation Program (TSMIP) were used to train neural and concrete can have a significant influence on the specific deflection and networks and the characteristics of the sensed earthquake accelerograms cracking of the entire structure. were learned. The neural networks provide a seismic profile of the arrival In case of a seismic event, the structure and thus the main reinforcement is ground motion instantaneously after the shaking is felt at the sensors by cyclically loaded. At the same time, cracks along the reinforcement analyzing the three components of the earthquake signals. Each data anchorage open and close due to the cyclic response of the structure. Both, sample, consist of the first 1~10 second envelope of the complete cyclic loads and cyclic cracks progressively damage the bond strength. earthquake accelerogram, was used as the input of the neural networks. The output of the neural networks provides estimates of the structural As first part of a more comprehensive research program on seismic response and the time for emergency action. The neural network based behaviour of column-to-foundation connections with post-installed algorithm is trained with 50149 accelerograms from 2505 earthquakes reinforcing bars, the effect of simultaneous load and crack cycling was recorded in Taiwan. By producing informative warnings, the neural experimentally investigated in simulated seismic tests, at the Laboratory of network based methodology has shown its potential to increase the University of Stuttgart, to determine a bond stress-displacement model. significantly the application of earthquake early warning system (EEWS) on hazard mitigation.

1 University of Stuttgart, Germany 2 University of Canterbury, Christchurch, New Zealand 1 National Center for Research on Earthquake Engineering, Taipei, Taiwan, ROC

Poster Paper 222 Poster Paper 226 Poster 40 Poster 41

Evolutionary Strength Domains of Unreinforced Results of Pseudo-Static Tests with Cyclic Horizontal Masonry Spandrel Panels Including Strain Softening Load on Cast in Situ Sandwich Squat Concrete Walls

F. Parisi1 & N. Augenti1 T. Trombetti1, G. Gasparini1, S. Silvestri1 & I. Ricci1

ABSTRACT: Post-earthquake reconnaissance reports and experimental ABSTRACT: In recent years, the seismic behaviour of structural systems programs have shown that spandrel panels, i.e. the horizontal structural composed of squat concrete walls has been the object of a renovate components between consecutive piers, play a key role in the in-plane interest. This paper presents the results obtained in a wide experimental nonlinear response of unreinforced masonry (URM) walls with openings to campaign carried out as a joint effort between the University of Bologna lateral seismic actions. This paper investigates the bending moment and the Eucentre labs in Pavia. This effort was devoted at the assessment capacity of URM cross-sections through the development of simplified of the seismic performances of cellular structures composed cast in situ moment - axial force interaction equations including the strain ductility of sandwich squat concrete walls. In order to obtain a full characterization of masonry to capture strain softening effects. A constitutive model for seismic behaviour (stiffness, strength, ductility, energy-dissipation) of such masonry subjected to uniaxial compression parallel to mortar bed joints structures, a number of tests were performed upon two dimensional (3.0 m was processed to get flexural strength domains at both elastic and ultimate by 3.0 m) cast in situ sandwich squat concrete walls (with and without limit states. Evolutionary strength domains were also developed to be used openings). In the experimental tests a number of horizontal in-plane in seismic assessment of masonry buildings based on static pushover loading cycles were imposed to the specimens, while the vertical load was analysis. They allow to account for moment capacity increase/degradation kept constant. The results obtained have shown that the tested elements are under increasing strain ductility demand on the URM cross-section. The characterized by: (i) absence of a real failure; (ii) high values of the proposed limit strength domains are compared to those corresponding to maximum horizontal load applied to the structural systems (higher than the other constitutive models typically used for masonry structures. Ultimate applied vertical load); (iii) residual bearing capacity w.r.t. the vertical strength domains are compared to experimental data available in the loads, also when large lateral deformations were developed; (iv) a good literature. It is shown that more conservative estimations of ultimate degree of kinematic ductility. moment capacity are obtained if the proposed equations and those corresponding to elastic-perfectly brittle constitutive model are used.

1 Department of Structural Engineering, University of Naples Federico II, Naples, Italy 1 Department DICAM, University of Bologna, Italy

Poster Paper 233 Poster Paper 238 Keynote Presentation Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Performance-Based Seismic Design in the United 14-16 April, 2011, Auckland, New Zealand States

Robin K. McGuire1

ABSTRACT: Performance-based seismic design is being used in the United States as a way to determine and justify seismic ground motion levels for design. Applications for the seismic design of nuclear power plants indicate that current design requirements lead to seismic core damage frequencies that are lower (safer) than those of existing plants by a substantial margin. Applications for the seismic design of commercial buildings indicate that a target collapse probability of 1% in 50 years is met. However, probabilities of lower levels of seismic damage to commercial buildings may be relatively high and would benefit from Keynote Presentation explicit evaluation and management in the design process.

1 Fugro Consultants, Inc., Boulder, Colorado, USA

Paper 240 Technical Session 3.1.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society A Full-Scale Experimental Study on Seismic 14-16 April, 2011, Auckland, New Zealand Behaviour of Vibration Isolated Mechanical/Electrical Equipment

Fan-Ru Lin1, Ching-Wen Cheng2, Min-Fu Chen1, Shiang-Jung Wang1, J.S. Hwang3 & K.C. Chang3

ABSTRACT: In resent major earthquake events in Taiwan, several damaged spring isolated equipment cases were observed and showed high vulnerability of spring isolators. Recognizing the particular significance of the spring isolators in affecting the earthquake resistant capacity of critical mechanical/electrical systems, such as emergency power supply, water supply and air conditioning system, the purpose of this research is to study the seismic behaviour of the spring isolators in comparison with the Session 3.1 - Advanced Control Systems for Seismic Isolation/Restraint system which is composed of spring isolators and Protection snubbers. A diesel generator was used as test specimen to observe realistic seismic responses of spring isolated equipment. Quasi-static cyclic loading tests and shake table tests were conducted to study elastic and inelastic behaviour of spring isolators. Testing results were preliminary analyzed to investigate damage states and dynamic characteristics of spring isolators, and the appropriateness of the dynamic amplification factor for spring isolated equipment was discussed as well.

1 National Center for Research on Earthquake Engineering, Taipei, Taiwan, ROC 2 Department of Construction Engineering, National Taiwan University of Science and Technology, Taipei, Taiwan, ROC 3 Department of Construction Engineering, National Taiwan University (NTU); Taipei, Taiwan, ROC.

Paper 099 Technical Session 3.1.2 Technical Session 3.1.3

Upgrading the Seismic Performance of Soft First Adaptive Control of Tall Buildings under Seismic Story Frame Structures by Isolators with Multiple Excitation Sliding Surfaces Maryam Bitaraf1 & Stefan Hurlebaus1 M.Y. Fakhouri1 & A. Igarashi2 ABSTRACT: The effectiveness of an adaptive control strategy to control ABSTRACT: Soft story failure was one of the most observed failures through the performance of tall buildings under seismic loads is investigated in this many earthquakes in the past. In this study, the seismic performance of soft study. The adaptive controller used in this research is based on the simple first story frame structures is upgraded by installing a recently developed adaptive control method (SACM), which is a type of direct adaptive multiple-slider bearing on the top of the middle columns and rubber bearing at control approach. This method is applicable to multi-input multi-output the top of edge columns. The multiple-slider bearing is a simple sliding device systems. Also, it does not depend on plant parameter estimates. The consisting of one horizontal and two inclined plane sliding surfaces at both SACM requires less prior knowledge of controlled structural systems. In ends set in series. These three surfaces based on PTFE and highly polished addition, it is practical for online control of large-scale structures. These stainless steel interface. The main purpose to develop such a device was the characteristics show that the SACM can be an appropriate method to need for a seismic bearing that is simple, and effective in reducing the control tall buildings with many degrees of freedom. The objective of the horizontal displacement with a low cost in order to be implemented in multi- SACM is to make the plant, the controlled system, track the behavior of span continuous bridges. The idea and concept are extended to be applied in the structure with the optimum performance. In this study, the response of frame structures, specifically in upgrading the seismic performance of soft- a 20-story building is controlled by a direct adaptive control strategy using first-story frame structures. The proposed system also offers a feasible ideal active devices. The SACM is employed to obtain the required force solution for seismic retrofit of existing buildings with soft stories. A five-story which results in the optimum performance of the structure. Time-history reinforced concrete shear frame with a soft first story is considered to analyses of the 20-story building are performed to evaluate the demonstrate the efficiency of the proposed isolation system in reducing the performance of the adaptive controller. The SACM performance is ductility demand and damage in the structure while maintaining at the same compared to the performance of LQR. Results show that SACM can time the superstructure above the bearings to behave nearly in the elastic successfully improve the seismic response of controlled buildings against range. Comparative study with the conventional system is also performed. The results show the effectiveness of the multiple-slider bearing in minimizing the external loadings. damage from earthquake and preserving the soft first story from excessive large ductility demand due to its unique geometry.

1 Department of Urban Management, Kyoto University, Japan 1 Zachry Department of Civil Engineering, Texas A&M University, College 2 Department of Civil and Earth Resources Engineering, Kyoto University, Japan Station, TX, USA

Paper 134 Paper 140 Technical Session 3.1.4 Technical Session 3.1.5

Development and Spectral Analysis of an Advanced Active Valve Control for Controlled Energy Release Control Law for Semi-Active Resetable Devices in Non-Linear Semi-Active Devices

J.Geoffrey Chase1, Geoffrey W. Rodgers1, Sylvain Corman1, J.Geoffrey Chase1, Sylvain Corman1 & Gregory A. MacRae1 Gregory A. MacRae1 & Geoffrey W. Rodgers1

ABSTRACT: Passive energy dissipation has advantages such as low cost, ABSTRACT: Semi-active devices are strictly dissipative, low power easily predictable response, and ease of implementation, which are offset control devices designed to reduce seismic structural response damage in by difficulty tuning or designing devices for optimum behaviour over a buildings using the building’s own motion to produce resistive forces. New range of inputs and responses. Semi-active systems offer customised semi-active resettable devices with independently controlled valves and response and provide a control input that adapts to structural response chambers can sculpt the device and structural hysteresis loops for specific without excessive energy input. Specific control laws can simultaneously applications. However, some of the most advantageous hysteresis loops reduce displacement and total base-shear transmitted to the foundation – a and applications are not possible without active valve control to control the unique semi-active capability. These significant advantages can be offset release of stored energy, in contrast to current resettable device control by the Ltd energy dissipation that can arise as a result. laws that rely on a maximum, fixed rate of stored energy release. This research focuses on a more effective resetable device control law This study uses proportional/derivative feedback control to closely track a called the “diamond control law,” for its unique semi-actively enabled desired, ideal reference force-displacement response curve. It is validated device hysteresis loop, which maximises energy dissipation while with a unique diamond-shaped control law under sinusoidal and simultaneously minimising the impact on base shear forces. It achieves this seismically induced, random input motions. A spectral analysis is also affect by controlling the release of stored energy in the resetable device - done to compare the non-linear, actively controlled results to those smart dissipation in place of maximum or instantaneous uncontrolled obtained with an ideal, linear model. The results show tracking to within 3- release typically used in such devices. A spectral analysis shows that this 5% of the desired force-displacement curve, with mean errors below 1%. new an approach enables a decrease of 30-40% for both displacement and Valve delay is the main limitation, where the ratio of valve delay to structural force, which is equivalent to 15-20% critical viscous damping structural period must be 1/10 or smaller to ensure adequate tracking, thus for an uncontrolled base structure. The total base shear is also decreased by prescribing valve performance as a function of the structural period of the 40%, which has significant potential benefits for retrofit applications. This application. The overall results show that active feedback control of energy level of displacement and base shear reductions was not available (in release, via active control of the valves, can dramatically increase the combination) from prior resetable device control approaches, nor from any design space of possible resettable device hysteresis loops that can be passive device or system, and thus represents a significant expansion of the obtained, and thus significantly increase their performance envelope and design space and capability for seismic energy dissipation. application potential. The results and approach are fully generalisable to a wide range of energy dissipation devices. 1 University of Canterbury, Christchurch, New Zealand 1 University of Canterbury, Christchurch, New Zealand

Paper 135 Paper 142 Technical Session 3.1.6 Notes

Seismic Control of Nonlinear Benchmark Building with a Novel Re-Centering Variable Friction Device

Osman E. Ozbulut1 & Stefan Hurlebaus1

ABSTRACT: This paper investigates the seismic response control of a nonlinear benchmark building with a new re-centering variable friction device (RVFD). The RVFD consists of three parts: (i) a friction generation unit, (ii) a piezoelectric actuator, and (iii) shape memory alloy wires. The friction unit and piezoelectric actuator compose the first subcomponent of the hybrid device that is a variable friction damper (VFD). The clamping force of the VFD can be adjusted according to the current level of ground motion by adjusting the voltage level of piezoelectric actuators. The second subcomponent of this hybrid device consists of shape memory alloy (SMA) wires that exhibit a unique hysteretic behaviour and full recovery following post-yielding deformations. In general, installed SMA devices have the ability to re-center structures upon end of the motion and VFDs can increase the energy dissipation capacity of structures. The full realization of these devices into a singular, hybrid form which complements the performance of each device is investigated. A neuro- fuzzy model is used to capture rate- and temperature-dependent nonlinear behaviour of the SMA components of the hybrid device. A fuzzy logic controller is developed to adjust voltage level of VFDs for favourable performance in a RVFD hybrid application. Numerical simulations of seismically excited nonlinear benchmark building are conducted to evaluate the performance of the hybrid device. Results show that the RVFD modulated with a fuzzy logic control strategy can effectively reduce interstory drifts without increasing acceleration response of the benchmark building for most cases.

1 Zachry Department of Civil Engineering, Texas A&M University, College Station, TX, USA

Paper 145 Technical Session 3.2.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Integrated Modelling of the Seismic Response of a 14-16 April, 2011, Auckland, New Zealand Multi-Storey Framed Structure Supported on Pile Foundations

L.M. Wotherspoon1 & M.J. Pender1

ABSTRACT: For some time we have been espousing the integrated design of structure-foundation systems. The purpose of this paper is to demonstrate the practical implementation of this in evaluating the response of a multi-storey framed structure supported on pile foundations. We use the features available in SAP 2000 and Ruaumoko to model the nonlinear soil-pile response and also the opening and closing of gaps between the pile shaft and the soil when the piles are embedded in cohesive soils. Our objective in using SAP2000 is to demonstrate how the features in a Session 3.2 - Structural Engineering Innovations commercially available software suite are capable of contributing to realistic modelling of both the above ground structure and the pile foundation beneath the ground. Selected results from analysis presented in this paper indicate the importance of looking at the structure and foundation together as a single entity. If the results from fixed base analysis are used in design, the distribution of actions throughout the structure could be significantly different to the actions developed using integrated models.

1 The University of Auckland, Auckland, New Zealand

Paper 088 Technical Session 3.2.2 Technical Session 3.2.3

Effect of Construction Quality Variability on Seismic The Continuous Column Concept - Development and Fragility of Reinforced Concrete Building Use

P. Rajeev1 & S. Tesfamariam2 Gregory A. MacRae1

ABSTRACT: This paper highlights developing a probabilistic seismic ABSTRACT: This paper describes the continuous column concept. This demand model (PSDM) for reinforced concrete (RC) frames. A six-story concept recognizes that all continuous columns and walls in a multi-storey three-bay moment resisting RC frame is designed to a 1984 Canadian building provide stiffness. This stiffness discourages the formation of a building design code. The RC frame is further modified to investigate soft-storey mechanism. The concept is more powerful, and it is more variability of construction quality (CQ) on the PSDM. Three levels of CQ general, than the “capacity design” approaches that have been advocated in are considered, poor, average, and good. Forty five ground motion records the past. This paper describes the background to the development of this were used to study the ground motion variability. The numerical model of methodology, quantification of the amount of drift concentration for the frame was developed in OpenSees and nonlinear dynamic analyses specified column stiffness, and the importance of the continuous column were performed, and the maximum interstorey drift is obtained as a concept in reducing the tendency of the structure to develop significant response parameter for all simulations. The PSDM parameters are drifts in one direction due to P-delta effects. Finally, some applications of calculated using cloud analysis for all combination of construction quality. the concept are described. The variation in the PSDM parameters is studied. Finally, the effects of CQ on the seismic fragilities are discussed.

1 Monash University, Melbourne, VIC, Australia. 2 The University of British Columbia, Kelowna, BC, Canada. 1 University of Canterbury, Christchurch, New Zealand

Paper 071 Paper 083 Technical Session 3.2.4 Technical Session 3.2.5

Low Cost Lightweight Buckling Restrained Braces for Lateral-Resisting Systems Capable of Multiple Low Rise Buildings Seismic Performances

A.S. Jones1 T. Trombetti1, S. Silvestri1, G. Gasparini1 & I. Ricci1

ABSTRACT: Buckling restrained braces are becoming an increasing ABSTRACT: This paper aims at presenting an innovative approach for an attractive alternative to conventional concentric bracing in seismic loading, optimised/full-controlled seismic design of structures which combines due to their ability to have equal compression and tension capacities in the recent contributions in the field of earthquake engineering and overcomes inelastic range. This paper investigates a lightweight, low cost buckling the traditional design approach leading to the identification of the restrained brace for low rise building in developed and developing characteristics of the lateral-resisting system capable of satisfying multiple countries. The brace composes of a round steel bar core as the primary seismic performance objectives. In this respect, it is fundamental the total yielding element surrounded by low density expandable polyurethane conceptual separation between the structural systems resisting to vertical foam, providing full lateral restraint against buckling in compression, thus and horizontal loads. With reference to both (1) a braced pendular frame allowing the inelastic action in compression. These are encased in a structure and (2) a shear-type frame system coupled with a lateral-resisting bamboo culm which acts elastically to develop the required lateral element (such as a reinforced concrete core or a bracing system), the restraint. The ends of the bars in these tests were rotationally fixed at both approach here presented identifies the characteristics (strength, stiffness, ends to reduce induced moment and were loaded axially. The brace ductility, energy-absorption) of the system resisting to horizontal loads successfully sustained tension forces above yield capacity, deforming only which enables to satisfy prescribed seismic performance objectives. This is 20% of that expected. The compression capacity was significantly lower achieved through the identification of an objectives curve, in the Force- than calculated with no test brace reaching the steel member compression Displacement diagram, of the mechanical characteristics of the structure. capacity. Failure in compression was by splitting of the bamboo laterally The lateral-resisting system is obtained by means of (1) special braces in through localised holes; however the bamboo retained previous shape and the case of the braced pendular frame structure and (2) special connection position after failure successfully self-centring the brace. The test was elements in the case of the shear-type system coupled with a lateral- therefore partially successful, however further planned tests on smaller resisting element. bars and larger diameter bamboo may yet develop the required compression restraint.

1 The University of Auckland, Auckland, New Zealand 1 Department DICAM, University of Bologna, Italy

Paper 130 Paper 237 Technical Session 3.2.6 Notes

Experimental Investigation on the In-Plane Behaviour of Non-Ductile RC Walls

A.S. Gebreyohaness1, G.C. Clifton1 & J.W. Butterworth1

ABSTRACT: Past earthquakes have demonstrated that buildings with non-ductile RC components as their primary lateral load resisting system pose a significant seismic risk. Assessment and retrofit of such buildings entails a careful evaluation of the as-built performance of the lateral load resisting components. A series of quasi-static cyclic tests on reconstructed RC wall specimens of an existing building are being undertaken at the University of Auckland, to determine the seismic performance of non- ductile walls in the framework of a research project addressing the seismic assessment and retrofit of existing buildings in New Zealand Wall thickness, aspect ratio, level of axial load, and the effects of splices and boundary reinforcement are amongst the important parameters being investigated. The test setup and loading regime and details of the first two experimental tests are presented herein. The lateral load capacity of the lightly reinforced non-ductile RC walls investigated is found to be dictated by the flexural strength at their base. However, due to the plain round bars used, the walls didn’t develop distributed flexural cracks but rather exhibited a predominantly rocking response about a single crack located at the foundation-wall interface. In addition, they had Ltd ductility capacity, which was dependent on the level of axial load. The current NZSEE guideline underestimated the contribution of concrete to the shear strength of the walls and predicted the wrong mode of failure for one of the walls.

1 Department of Civil & Environmental Engineering, The University of Auckland, Auckland, New Zealand

Paper 062 Technical Session 3.3.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society The Canterbury Accelerograph Network (CanNet) 14-16 April, 2011, Auckland, New Zealand and some Results from the September 2010, M7.1 Darfield Earthquake

John Berrill1, Hamish Avery1, Michael Dewe1, Andrew Chanerley2, N.N. Alexander3, Colin Dyer4, Caroline Holden4 & Bill Fry4

ABSTRACT: The majority of the close-in accelerograms from the Mw7.1 September 4th, 2010 Darfield Earthquake were recorded by the local Canterbury Network (CanNet), which was being installed in the central South Island of New Zealand in anticipation of both a great earthquake on the Alpine Fault and moderate events on the Marlborough fault system. At the time of the earthquake, 36 of the planned 60 free field instruments were in place on the Canterbury Plains, in and surrounding the epicentral region, Session 3.3 - Observations from the Canterbury and across the nearby City of Christchurch. This paper presents a brief Earthquakes I history of the network, and examines some results. The underlying policy of having a dense network of lower-resolution instruments rather than fewer high dynamic-range ones is clearly vindicated.

1 Canterbury Seismic Instruments Ltd and University of Canterbury, Christchurch, New Zealand. 2 School of Computing & Technology, University of East London, England. 3 Department of Civil Engineering, University of Bristol, England. 4 GNS Science, Lower Hutt, New Zealand

Paper 181 Technical Session 3.3.2 Technical Session 3.3.3

Preliminary Source Model of the Mw 7.1 Darfield Surface Rupture Displacement on the Greendale Fault during Earthquake from Geological, Geodetic and Seismic the Mw 7.1 Darfield (Canterbury) Earthquake, New Zealand, Data and its Impact on Man-Made Structures

1 1 1 1 2 1 1 1 1 1 1 1 R. Van Dissen , D. Barrell , N. Litchfield , P. Villamo , M. Quigley , A.B. King , C. Holden , J. Beavan , B. Fry , M. Reyners , J. Ristau , R. Van Dissen , P. K. Furlong3, J. Begg1, D. Townsend1, H. Mackenzie2, T. Stahl2, D. Noble2, 1 2 Villamor & M. Quigley B. Duffy2, E. Bilderback2, J. Claridge2, A. Klahn2, R. Jongens1, S. Cox1, R.M. Langridge1, W. Ries1, R.P. Dhakal2, A. Smith2, S. Hornblow2, R. Nicol2, 2 2 2 1 4 ABSTRACT: The Mw 7.1 Darfield earthquake has provided geologists, K. Pedley , H. Henham , R. Hunter , A. Zajac & T. Mote geodesists and seismologists with well constrained surface fault rupture extent and displacements, densely spaced GPS coseismic displacements, ABSTRACT: Surface rupture of the previously unrecognised Greendale Fault striking InSAR images, and a globally unprecedented set of near-source extended west-east for ~30 km across alluvial plains west of Christchurch, strong motion data. Collectively, these datasets indicate that the Darfield New Zealand, during the Mw 7.1 Darfield (Canterbury) earthquake of earthquake was a complex event, involving rupture of multiple fault planes September 2010. Surface rupture displacement was predominantly dextral with most of the earthquake’s moment release resulting from dextral strike-slip, averaging ~2.5 m, with maxima of ~5 m. Vertical displacement strike-slip movement on the previously unknown, east-west striking, was generally less than 0.75 m. The surface rupture deformation zone ranged Greendale Fault. They also point to important secondary sources such as a in width from ~30 to 300 m, and comprised discrete shears, localised bulges southeast-dipping blind reverse fault near Charing Cross that initiated the and, primarily, horizontal dextral flexure. About a dozen buildings, mainly rupture sequence, and a northwest-dipping reverse fault near Hororata that single-storey houses and farm sheds, were affected by surface rupture, but increased rupture duration and spatial extent. Although the models are none collapsed, largely because most of the buildings were relatively flexible and resilient timber-framed structures and also because deformation was consistent and support each other, this analysis is still preliminary and distributed over a relatively wide zone. There were, however, notable ongoing research is focused on further integrating these data sets to better differences in the respective performances of the buildings. Houses with only understand the nature, extent, depth and timing of sub-events of the lightly-reinforced concrete slab foundations suffered moderate to severe Darfield earthquake. structural and non-structural damage. Three other buildings performed more favourably: one had a robust concrete slab foundation, another had a shallow- seated pile foundation that isolated ground deformation from the superstructure, and the third had a structural system that enabled the house to tilt and rotate as a rigid body. Roads, power lines, underground pipes, and fences were also deformed by surface fault rupture and suffered damage commensurate with the type of feature, its orientation to the fault, and the amount, sense and width of surface rupture deformation.

1 GNS Science, Lower Hutt, New Zealand 1 GNS Science, Lower Hutt, New Zealand 2 University of Canterbury, Christchurch, New Zealand 2 Department of Geology, University of Canterbury, Christchurch, New Zealand 3 Penn State University, USA 4 Arup, Australia

Paper 164 Paper 186 Technical Session 3.3.4 Technical Session 3.3.5

Geological Engineering Study of Liquefaction After Preliminary Assessment of Liquefaction in Urban the 2010 Darfield Earthquake in an Area of Complex Areas following the 2010 Darfield Earthquake Fluvial Geology M.L. Taylor1 & M. Cubrinovski1 S.D. Ward1, M.K.H. Brown1, I.R. Brown1 & T.J. Larkin2 ABSTRACT: In the weeks immediately following the 4 September 2010 ABSTRACT: The liquefaction potential of an area of southwest Darfield Earthquake, some 80 Swedish Sounding (SWS) tests were carried Christchurch was assessed following the September 4 2010 Darfield out in Christchurch and the nearby township of Kaiapoi that were affected earthquake. Site investigations were carried out where sand boils were by extensive liquefaction related ground damage. SWS is a simple observed, and on adjacent areas where no indication of liquefaction was manually operated penetration test under a dead-load of 100 kg in which found. At the site with sand boils, the path of ejected material was the number of half-rotations required for a 25 cm penetration of a rod followed downwards to the source along thin ( (screw point) is recorded. One of the advantages of the SWS test which was heavily utilised in this investigation is the ability to perform the test within a confined space in backyards of residential properties. Other advantages include the fact that SWS has been successfully utilised in liquefaction studies and that SWS penetration resistance NSW can be expressed in terms of conventional SPT blow count using established N-NSW empirical correlation. Even though manually operated, the test setup used in the reconnaissance could probe soils up to 9 m depth. This paper presents an initial appraisal of the results of this data in terms of liquefaction triggering evaluation using semi-empirical methods. The evaluation methods have been applied to and scrutinised in areas including very severe, moderate- to-low or no liquefaction manifestation during the Darfield earthquake.

1 IRBA Geosciences, Wellington, New Zealand 2 Department of Civil & Environmental Engineering, University of Auckland, Auckland, New Zealand 1 University of Canterbury, Christchurch, New Zealand

Paper 053 Paper 056 Technical Session 3.3.6 Notes

Observation and Characterisation of Land Damage due to Liquefaction and Lateral Spreading

M.E. Jacka1 & K.M. Murahidy1

ABSTRACT: The September 2010, 7.1-magnitude Darfield earthquake caused significant land damage in Christchurch and outlying towns. This paper summarises the approach taken to compile land damage observations and a characterisation system which was established to map the effects of liquefaction and lateral spreading in affected residential areas. This information was used to guide the recovery, land remediation and public information efforts of the Earthquake Commission (EQC) and New Zealand Government. Mapping of the affected areas by the authors commenced within hours of the main shock, giving opportunity for very early observation. More detailed work continued on behalf of the EQC, with overview mapping teams and detailed geotechnical assessment teams operating over the course of several months after the earthquake. This gave an overall picture of the ground movement patterns, severity in terms of magnitude and extent, types of land damage and effects on buildings and infrastructure.

1 Tonkin & Taylor Ltd, Christchurch, New Zealand

Paper 041 Technical Session 4.1.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Precis of the New National Seismic Hazard Model for 14-16 April, 2011, Auckland, New Zealand New Zealand

M.W. Stirling1, G.H. McVerry1, M.C. Gerstenberger1, N. Litchfield1, R. Van Dissen1, K. Berryman1, L. Wallace1, P. Villamor1, R.M. Langridge1, A. Nicol1, M. Reyners1, D.A. Rhoades1, W. Smith1, K. Clark1, P. Barnes2, G. Lamarche2, S. Nodder2, B. Bradley3, 4 5 J. Pettinga & K. Jacobs

ABSTRACT: A team of earthquake geologists, seismologists and engineering seismologists from GNS Science, NIWA, University of Canterbury, and Victoria University of Wellington have collectively

produced an update of the 2002 national probabilistic seismic hazard (PSH) model for New Zealand The new model incorporates over 200 new Session 4.1 - Special Session: New Perspectives in onshore and offshore fault sources, and utilises newly developed New Seismic Hazard Zealand-based scaling relationships and methods for the parameterisation of the fault and subduction interface sources. The background seismicity model has also been updated to include new seismicity data, a new seismicity regionalisation, and improved methodology for calculation of the seismicity parameters. Future efforts to improve the model will focus on time-dependent hazard estimation, testing and evaluation of the model, and greater use of GPS data to model potential earthquakes unaccounted for by the fault and background seismicity models.

1 GNS Science, Lower Hutt, New Zealand 2 Private Bag 14901, Wellington, New Zealand 3 Department of Civil and Natural Resources Engineering, University of Canterbury, Christchurch, New Zealand 4 Department of Geology, University of Canterbury, Christchurch, New Zealand 5 School of Geography, Environment and Earth Sciences, Victoria University of Wellington, Box 600, Wellington

Paper 205 Technical Session 4.1.2 Technical Session 4.1.3

Development of Ground Motion Time Histories for Designing and Implementing a Fault Avoidance Zone Seismic Design Strategy for the Alpine Fault in the West Coast Region P.G. Somerville1 & H.K. Thio1 R.M. Langridge1, M. Trayes2 & W. Ries3 ABSTRACT: Structural engineers need ground motion time histories for the analysis of the response of structures to earthquake ground shaking. In ABSTRACT: GNS Science has been working closely with West Coast current practice, these time histories are usually spectrally matched to a Regional Council to develop a Fault Avoidance Zone (FAZ) for the Alpine uniform hazard response spectrum. At low probabilities, this spectrum is Fault in its region. The Alpine Fault is a Class I fault with a recurrence too “broadband” (i.e. large over an unrealistically broad range of periods), interval of 300-500 yr. Expected single-event displacements range from 6- and envelopes a set of more appropriate design response spectra, termed 9 m horizontal and 1-2 m vertical. In terms of likelihood, the Alpine Fault conditional mean spectra. These concepts are illustrated using a site- is the most likely fault in New Zealand to cause surface rupture within the specific probabilistic seismic hazard analysis of ground shaking in which design lifetime of built structures. Therefore, it is imperative to develop a ground motion time histories are spectrally matched to conditional mean strategy to mitigate against the next surface rupture on the fault. An initial spectra that were derived from the uniform hazard spectrum. FAZ of width 100-340 m has been presented to WCRC and has been disseminated down to District Council level where planning and building consent decisions are made. With respect to engineering outcomes, at least 5 priority areas were recognised where communities may be affected by their proximity to the zone of deformation along the fault. These include: Maruia River; Haupiri River; Inchbonnie; Toaroha River; and Franz Josef. The impacts to the town of Franz Josef particularly, have been recognised as the most serious in terms of life safety, hazard mitigation and post-event recovery. The FAZ there is currently defined to a width of 190 m and encompasses structures in the town that include hotels, houses, petrol and police stations. Franz Josef has been earmarked for further detailed mapping using LiDAR imagery, which will lead to a revised FAZ and a strategy for future town planning.

1 GNS Science, Lower Hutt, New Zealand 2 West Coast Regional Council, 388 Main South Road, Greymouth. 3 School of Earth Sciences, Victoria University of Wellington, P.O Box 600, 1 URS Corporation, Los Angeles, CA, U.S.A. Wellington

Paper 208 Paper 202 Technical Session 4.1.4 Technical Session 4.1.5

Ground-Motion Based Tests of the New Zealand Quantifying the Effect of Declustering on Probabilistic National Seismic Hazard Model Seismic Hazard

M.C. Gerstenberger1 & M.W. Stirling1 A. Christophersen1, M.C. Gerstenberger1, D.A. Rhoades1 & M.W. Stirling1

ABSTRACT: We present the results of a test of the New Zealand National ABSTRACT: Probabilistic seismic hazard (PSH) models have three key Seismic Hazard model (NSHM). Our approach is to test the complete inputs: seismicity data, fault data and attenuation relationships. The NSHM which predicts ground motion exceedances for a given return seismicity data is generally ‘declustered’, i.e. smaller earthquakes within period, based on a fault source model and a distributed seismicity source clusters (such as aftershock sequences and swarms) are removed from the model. Using up to four decades of observed ground motion data, we have earthquake catalogue before it is processed in the PSH model. We apply tested the number of expected exceedances for specific peak ground different declustering methods to the New Zealand earthquake catalogue to accelerations (PGA) for 24 sites against the number observed. When prepare a range of seismicity data for PSH modelling. We calculate hazard testing the 2002 NSHM, the model is rejected as under-predicting the consistent with the 2010 National Seismic Hazard model (NSHM) and expected number of exceedances; however, when aftershock data are compare the annual frequency of exceedance of peak ground acceleration removed from the observations, the model is not rejected. This highlights a (PGA) for Auckland, Taupo, Wellington and Dunedin. The different problem with existing probabilistic seismic hazard models, where declustering methods cause differences in the annual rate of magnitude 4 earthquake catalogues must typically be declustered, i.e., aftershocks are and larger earthquakes and in the b-value of the magnitude-frequency removed, before the non-fault based gridded seismicity model is relation, resulting in changes to the hazard. Differences in hazard values calculated. This problem is present not only for low levels of shaking but for PGAs above 0.4g were only a few percent compared to the method that also for potentially damaging shaking levels of PGA ≥ 0.1g. Finally, we is used in the 2010 NSHM. For smaller PGAs, the differences varied from also present a comparison of the test results for the 2002 and 2010 NSHM. -16% to 36% compared to the 2010 NSHM. The differences can be linked to the average rate of magnitude 4 and larger earthquakes and to the b- value.

1 GNS Science, Lower Hutt, New Zealand 1 GNS Science, Lower Hutt, New Zealand

Paper 204 Paper 206 Technical Session 4.1.6 Technical Session 4.1.7

Development of the Next Generation Australian National A Methodology for Probabilistic Post-Earthquake Earthquake Hazard Map Risk Assessment That Accounts for Aftershocks

1 1 1 1 T.I. Allen , D.R. Burbidge , D. Clark , A.A. McPherson , 1 2 2 3 1 1 N. Luco , M.C. Gerstenberger , S.R. Uma , H. Ryu , C.D.N. Collins & M. Leonard A.B. Liel3 & M. Raghunandan3

ABSTRACT: Geoscience Australia (GA) is currently undertaking a process of ABSTRACT: More and more probabilistic seismic risk assessment is revising the Australian National Earthquake Hazard Map using modern methods an an updated catalogue of Australian earthquakes. This map is a key component of becoming the basis for longer-term or “pre-earthquake” mitigation Australia’s earthquake loading standard, AS1170.4. Here we present an overview o approaches for buildings and other structures. Such probabilistic work being undertaken within the GA Earthquake Hazard Project towards delivery assessments have also been proposed as bases for making shorter-term or of the next generation earthquake hazard map. “post-earthquake” mitigation decisions just after a mainshock occurs. This Knowledge of the recurrence and magnitude (including maximum magnitude) of paper presents the methodology for post-earthquake probabilistic risk historic and pre-historic earthquakes is fundamental to any Probabilistic Seismic assessment that we propose in order to develop a computational tool for Hazard Assessment (PSHA). Palaeoseismological investigation of neotectonic automatic (or semi-automatic) assessment. The methodology utilizes the features observed in the Australian landscape has contributed to the development of same so-called risk integral that can be used for pre-earthquake a Neotectonic Domains model which describes the variation in large intraplate probabilistic assessment. The risk integral couples i) ground motion hazard earthquake recurrence behaviour across the country. Analysis of fault data from eac information for the location of a structure of interest with ii) knowledge of domain suggests that maximum magnitude earthquakes of MW 7.0–7.5±0.2 can the fragility of the structure with respect to potential ground motion occur anywhere across the continent. In addition to gathering information on the pre intensities. In the proposed post-mainshock methodology, the ground historic record, more rigorous statistical analyses of the spatial distribution of the motion hazard component of the risk integral is adapted to account for historic catalogue are also being undertaken. aftershocks, which are deliberately excluded from typical pre-earthquake Earthquake magnitudes in Australian catalogues were determined using disparate hazard assessments. Correspondingly, the structural fragility component is magnitude formulae, with many local magnitudes determined using Richter adapted to account for any damage caused by the mainshock, as well as attenuation coefficients prior to about 1990. Consequently, efforts are underway to uncertainty in the extent of this damage. The result of the adapted risk standardise magnitudes for specific regions and temporal periods, and to convert all earthquakes in the catalogue to moment magnitude. integral is a fully-probabilistic quantification of post-mainshock seismic risk that can inform emergency response mobilization, inspection Finally, we will review the general procedure for updating the national earthquake prioritization, and re-occupancy decisions. hazard map, including consideration of Australian-specific ground-motion prediction equations. We will also examine the sensitivity of hazard estimates to the assumptions of certain model components in the hazard assessment.

1 Geologic Hazards Science Center, US Geological Survey (USGS), Golden, CO, USA 2 1 GNS Science, Lower Hutt, New Zealand Earthquake Hazard Project, Geoscience Australia, Symonston ACT, Australia 3 Department of Civil Engineering, University of Colorado at Boulder, CO, USA

Paper 207 Paper 210 Technical Session 4.2.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Effects of Dynamic Soil-Structure Interaction on 14-16 April, 2011, Auckland, New Zealand Performance Level of Moment Resisting Buildings Resting on Different Types of Soil

Hamid Reza Tabatabaiefar1, Behzad Fatahi2 & Bijan Samali2

ABSTRACT: In this study, two structural models comprising five and fifteen storey moment resisting building frames are selected in conjunction with three different soil deposits with shear wave velocity less than 600m/s. The design sections are defined after applying dynamic nonlinear time history analysis based on inelastic design procedure using elastic- perfectly plastic behaviour of structural elements. These frames are modelled and analysed employing Finite Difference approach using FLAC 2D software under two different boundary conditions namely fixed-base Session 4.2 - Geotechnical Earthquake Engineering (no soil-structure interaction), and considering soil-structure interaction. Fully nonlinear dynamic analyses under the influence of different earthquake records are conducted and the results of inelastic behaviour of the structural models are compared. The results indicate that the inter- storey drifts of the structural models resting on soil types De and Ee (according to the Australian standard) substantially increase when soil- structure interaction is considered for the above mentioned soil types. Performance levels of the structures change from life safe to near collapse when dynamic soil-structure interaction is incorporated. Therefore, the conventional inelastic design procedure excluding SSI is no longer adequate to guarantee the structural safety for the building frames resting on soft soil deposits.

1 University of Technology Sydney (UTS) and SMEC Australia Pty Ltd, Sydney, NSW, Australia 2 Centre for Built Infrastructure Research, University of Technology Sydney (UTS) Sydney, NSW, Australia

Paper 107 Technical Session 4.2.2 Technical Session 4.2.3

Lateral Loading Test on Spread Foundation in an Undrained Cyclic Shear Behaviour of Partially Existing Reinforced Concrete School Building Saturated Decomposed Granite Soil

Toshikazu Kabeyasawa1 & Toshimi Kabeyasawa2 R.P. Orense1, M. Hyodo2 & N. Yoshimoto2

ABSTRACT: Lateral loading test on the spread foundation of an existing ABSTRACT: Past large-scale earthquakes have shown that even school building was conducted in April 2010 to identify the lateral stiffness unsaturated soils can undergo flow-type deformation similar to that of the foundation. A part of the building was separated through the observed in liquefied fully-saturated ground. Therefore, it is necessary to foundation to the roof level, to which static or impact load was applied understand the shear behaviour of partially saturated soils when subjected horizontally at the base foundation level. The objective, plan, testing to cyclic loading. For this purpose, undrained cyclic triaxial tests were method and the detailed test results are reported in this paper. The test performed on decomposed granite soil under different saturation ratios and results were compared with analytical model based on boring investigation confining pressures to examine its cyclic shear characteristics. Since the into the soil. apparatus used could not measure suction directly, we estimated the magnitude of suction using the pore air pressure determined from the volume change of the specimen based on Boyle-Charles law. From the test results, the mechanism of liquefaction in partially saturated soil was explained.

1 Department of Civil & Environmental Engineering, The University of Auckland, 1 Building Research Institute, Tsukuba, Ibaraki, Japan Auckland, New Zealand 2 Earthquake Research Institute, University of Tokyo, Tokyo, Japan 2 Yamaguchi University, Ube, Japan

Paper 058 Paper 047 Technical Session 4.2.4 Technical Session 4.2.5

Estimation of Steady State of Sands Containing Snap-Back Testing for Estimation of Nonlinear Crushable Materials Behaviour of Shallow and Pile Foundations

Yasuyo Hosono1 & Mitsutoshi Yoshimine2 M.J. Pender1, T.B. Algie1, R.P. Orense1, L.M. Wotherspoon1 & N.M. Sa’Don2 ABSTRACT: Mica is known to have thin plate shape and have high crushability and contractiveness. The authors performed undrained triaxial ABSTRACT: We are working on the development of methods for shear tests and examined the steady state line (SSL) of sands containing analysing the earthquake response of foundations that make use of Soil- mica. At first, we plotted void ratio versus effective mean stress to Foundation-Structure-Interaction (SFSI) as a means of incorporating examine the SSL of sands with varying mica contents. When the mica nonlinear soil deformation effects and nonlinear geometrical effects into content was increased, the SSL shifted to an upper location in the plot. At the earthquake resistant design of foundations. There are three challenges the same void ratio, the degree of compression is different for each mica in this work. First, to incorporate adequately the nonlinear response of the contents, and it was inadequate to estimate the SSL using void ratio only. soil during the earthquake. Second, to account for geometrical nonlinearity Secondly we tried to arrange by the SSL using relative density, but the during the earthquake - that is loss of contact between various parts of the maximum and minimum void ratios including the effects of confining foundation and the underlying and/or adjacent soil. Third, to obtain stress, so it was also difficult also to estimate the SSL using relative appropriate values for the soil parameters which describe the nonlinear density. In this paper, we performed compaction tests on the material, and response of the foundations. The main thrust of this paper is to show how then we found that the steady states were more or less uniquely related to snap-back testing is a most effective means of evaluating nonlinear soil the degree of compaction irrespective of mica contents, expect 0% of mica behaviour. We consider that snap-back testing is more convenient than content. using a shaking machine which applies sinusoidal excitation. The results from rocking of a shallow foundation and cyclic lateral loading of a single pile enable damping and stiffness to be estimated at increasing levels of lateral loading.

1 Department of Architecture & Civil Engineering, Toyohashi University of Technology, Aichi, Japan 1 Department of Civil & Environmental Engineering, The University of Auckland, 2 Department of Civil and Environmental Engineering, Tokyo Metropolitan Auckland, New Zealand University, Tokyo, Japan 2 Department of Civil Engineering, University of Malaysia, Sarawak.

Paper 054 Paper 200 Technical Session 4.2.6 Technical Session 4.2.7

Implications of Soil Variability for Performance Based Recommendations for the Calibration of Nonlinear Shallow Foundation Design and Equivalent Linear Ground Response Analyses for Soft and Liquefiable Sites. J.C.W. Toh1, M.J. Pender2 & R. McCully3 Eng Sew Aw1, Marc Ryan1, Kevin Burlingham1, Zhi-Liang Wang1, ABSTRACT: This paper considers the earthquake response of shallow John Egan1 & Annmarie Behan1 foundations supported on saturated clay. It examines the implications of natural variability in the undrained shear strength and stiffness of a ABSTRACT: Seismic site response analyses are frequently performed to cohesive soil for the earthquake response of a shallow foundation. help characterize site-specific amplification effects of soil profiles when Calculating the response of a simple structure-foundation system to seven subjected to earthquake loading for critical structures such as nuclear different earthquake records, all scaled to the hazard spectrum given in power plants and lifeline infrastructure. Equivalent-linear models (EQL), NZS1170, the paper shows the implications of soil variability for the as implemented in SHAKE, are commonly used in practice due to their maximum actions imposed on a shallow foundation, the natural period of simplicity, but cannot capture nonlinearity (NL) due to large strains or the system, and permanent foundation displacements. The paper concludes excess pore pressure development leading to liquefaction within the soil that, despite the level of soil variability considered covering the range deposits. More sophisticated NL models such as the bounding surface expected in natural soil, variations in the scaled earthquake records have a hypoplasticity model, as implemented in SUMDES, can capture nonlinear much larger effect on calculated permanent foundation displacements. effects and liquefaction behaviour of soils, but require significantly more calibration with field and laboratory tests. This paper discusses the advantages and limitations of the EQL and NL models for soft and liquefiable soils using lessons learned from case studies. EQL analyses may significantly overestimate design accelerations and underestimate the soil displacement as compared to the NL model; these deviations may affect the structure and foundation design. Recommendations are provided on how to perform the NL and EQL analyses. Both models are sensitive to the selection of soil properties, material damping, and low strain viscous damping. These recommendations should provide the user with the knowledge and confidence in evaluating the application of NL and EQL models.

1 Pells Sullivan Meynink, Sydney, Australia 2 Department of Civil & Environmental Engineering, The University of Auckland, Auckland, New Zealand 3 Brian Perry Civil, Auckland, New Zealand 1 AMEC, Oakland, California, USA

Paper 055 Paper 044 Technical Session 4.3.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society The Canterbury Earthquake: A Consultant’s 14-16 April, 2011, Auckland, New Zealand Response

S. Robertson1, W. Parker1 & S. Keenan1

ABSTRACT: In the initial hours, days and weeks following the Canterbury Earthquake, Opus staff worked long hours to establish the safety of buildings and other infrastructure for clients, staff and the general public including key support for Civil Defence and Urban Search and Rescue. Within a short period, Opus Engineers were mobilised globally to support local capability and the overall recovery effort. While many of the actions taken during this time broadly followed existing emergency response procedures and business continuity plans, new Session 4.3 - Observations from the systems had to be rapidly developed and existing communication and business continuity plans revised. Canterbury Earthquakes II This was a true test of preparedness and the need for empowered decisions to be made in the rapidly changing and challenging environment. The response presented a number of key challenges and many valuable lessons were learnt throughout the response period, particularly in the areas of staff care, resource preparedness and response delivery. This paper focuses on the lessons learnt, that can be drawn from this experience, which will greatly assist both Opus and other organisations in the improvement of the preparedness for future events and subsequent response.

1 Opus International Consultants Ltd, Christchurch, New Zealand

Paper 175 Technical Session 4.3.2 Technical Session 4.3.3

Lessons Learnt from the Darfield Earthquake – A Performance of Masonry Buildings in the Bridge Consultants Perspective Christchurch Earthquakes

A.G. Rooke1 & M.J. Cowan1 Jason Ingham1, Lisa Moon1 & Jocelyn Dickie1

ABSTRACT: As the New Zealand Transport Agency’s (NZTA) Regional ABSTRACT: Christchurch has a large stock of masonry buildings, Bridge Consultant in Canterbury and the West Coast, Opus International including natural stone unreinforced masonry (URM), clay brick Consultants Ltd were required to respond to the MW7.1 earthquake that unreinforced masonry, and reinforced concrete masonry buildings. All of struck 40km west of Christchurch on September 4th. This involved the these buildings types have been subjected to extensive damage during the coordination and execution of inspections to confirm the serviceability of recent earthquakes. It is unfortunate to see such widespread damage to the bridges in the immediate aftermath of the earthquake along with follow up clay brick unreinforced masonry buildings in the heritage precinct of inspections to record the extent and severity of damage suffered during the Christchurch’s CBD as the poor seismic performance of this class of event. In addition, Opus also undertook the inspection of some 500 local building has been known for decades. However, two principal lessons authority bridges in Christchurch and the Banks Peninsula. All NZTA pertaining to URM buildings can be taken from this event: (1) that all of inspections were completed and a report on damage sustained issued New Zealand must be reminded of the vulnerability of this class of within five days. Christchurch City Council inspections were completed building and act accordingly to strengthen or demolish dangerous buildings and reported within two weeks of the event. to remove such a hazard, and (2) that we now have unique data on seismic retrofit details that have succeeded (and that have also failed) for different This paper explores Opus’ response to the earthquake as bridge consultant levels of peak ground acceleration associated with the different events. for two different clients. It reviews the procedures implemented by Opus in This information will be extremely useful when making recommendations responding to the earthquake and identifies some of the lessons learnt both for recovery in Christchurch and for seismic improvement to URM during the immediate response and subsequent inspections in the following buildings nationwide. days and weeks. Although less seismically vulnerable, reinforced concrete masonry Damage observed from a range of bridge sites is presented and the benefits buildings have also been damaged in the earthquake. These damage of having a comprehensive well maintained bridge information system to observations can be used to indicate deficiencies in design, detailing and assist in the response to emergency events is highlighted. construction of reinforced concrete masonry buildings, and will be important for future masonry design standards. The presentation will review the primary damage modes for masonry buildings, and the implications for future retrofit and design of masonry buildings.

1 Department of Civil and Environmental Engineering, The University of 1 Opus International Consultants Ltd, Christchurch, New Zealand Auckland, Auckland, New Zealand

Paper 166 Paper 163 Technical Session 4.3.4 Technical Session 4.3.5

Response of Multi-Storey Buildings to the Darfield Considerations on the Seismic Performance of Pre-1970S RC th Earthquake Buildings in the Christchurch CBD during the 4 Sept 2010 Canterbury Earthquake: Was That Really a Big One? B.D. Galloway1, H.J. Hare1 & D.K. Bull2 S. Pampanin1, W.Y. Kam1, A.S. Tasligedik1, 1 1 ABSTRACT: The recent Darfield Earthquake produced particularly P.Quintana Gallo & U. Akgüzel strong ground motions in the long period range, inducing strong responses th from the multi-storey buildings in the Christchurch CBD. ABSTRACT: The 4 of September 2010 Mw 7.1 Darfield (Canterbury) earthquake had generated significant ground shaking within the Christchurch Christchurch’s taller buildings are likely to have experienced shaking Central Business District (CBD). Despite the apparently significant shaking, intensities in excess of their design spectra, although of a shorter duration the observed structural damage for pre-1970s reinforced concrete (RC) than might be expected of a full code level earthquake. This paper focuses buildings was indeed Ltd and lower than what was expected for such typology on the majority of these buildings which were of reinforced concrete of buildings. This paper explores analytically and qualitatively the different construction, designed to the relatively modern seismic design codes of the aspects of the ‘apparent’ good seismic performance of the pre-1970s RC 1980’s and incorporated the principles of capacity design. buildings in the Christchurch CBD, following the earthquake reconnaissance survey by the authors. Damage and building parameters survey result, based Plastic hinge formation of ductile concrete moment resisting frame on a previously established inventory of building stock of these non-ductile structures was observed, with frame elongation effects causing tearing of RC buildings, is briefly reported. From an inventory of 75 buildings, one precast floor diaphragms reinforced with cold drawn wire mesh. Concrete building was selected as a numerical case-study to correlate the observed wall structures were generally found to perform adequately, with minor damage with the non-linear analyses. The result shows that the pre-1970s RC shear and flexural cracking observed. Deformation compatibility issues frame buildings performed as expected given the intensity of the ground were observed between the primary seismic and secondary gravity motion shaking during the Canterbury earthquake. Given the brittle nature of structures. this type of structure, it was demonstrated that more significant structural This paper seeks to contrast some of the observed performance of these damage and higher probability of collapse could occur when the buildings were subjected to alternative input signals with different frequency content buildings with what might be expected from current analysis and design and duration characteristics and still compatible to the seismicity hazard for practices, as well as to consider the implications of significantly higher Christchurch CBD. long-period response that has been observed for much of central nd Christchurch. Implications for future design practice and research needs At the time of review/writing of this paper, the 22 February 2011 Mw 6.2 are also discussed. Christchurch earthquake occurred 10km from the Christchurch CBD. A very brief preliminary observation is included herein as it is very relevant to the discussion of this paper.

1 Holmes Consulting Group, Christchurch, New Zealand 2 Holmes Consulting Group & University of Canterbury, Christchurch, New 1 Zealand University of Canterbury, Christchurch, New Zealand

Paper 168 Paper 179 Technical Session 4.3.6 Technical Session 4.3.7

The Performance of Residential Houses in the The Performance of the Telecommunication Network Darfield Earthquake of 4 September 2010 in the Darfield Earthquake: A Success Story

G.J. Beattie1, R.H. Shelton1, S.J. Thurston1 & A.Z. Liu1 Colin Foster1, Robert Davey1, Jamie Lester1 & Will Parker1

ABSTRACT: The housing stock in the Christchurch area covers an age ABSTRACT: Telecom New Zealand has an ongoing programme to range from the late 19th century until the present day. A database of improve the resilience of its telecommunications network to natural randomly sampled houses has been established and surveyed, in disaster. The investment made in this programme paid-off in the Mw 7.1 conjunction with the EQC inspection process. The paper describes the earthquake that struck 40 km west of Christchurch on 4 September 2010, findings of the survey and comments on the effectiveness of the past and where the network suffered no outages despite being exposed to severe current design standards for such structures with regard to earthquake ground shaking, loss of mains power supply and an abnormally high level resistance. The need for modifications to the current standards are of demand. discussed. In this paper we discuss the main features of Telecom’s seismic protection programme, its post-earthquake emergency response system which was activated within hours of the event, the demand on the network immediately following the event and how this was managed, and the damage that was sustained by the network. We draw some conclusions about the vulnerability of telecommunications networks to earthquake, and how to prepare for and manage the response to major disasters.

1 BRANZ Ltd, Porirua, New Zealand 1 Chorus and Opus International Consultants Ltd, Christchurch, New Zealand

Paper 165 Paper 174 Keynote Presentation Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Human Casualties in Earthquakes: Modelling and 14-16 April, 2011, Auckland, New Zealand Mitigation

R.J.S. Spence1 & E.K.M. So2

ABSTRACT: Earthquake risk modelling is needed for the planning of post-event emergency operations, for the development of insurance schemes, for the planning of mitigation measures in the existing building stock and for the development of appropriate building regulations; in all these applications estimates of casualty numbers are essential. But there are many questions about casualty estimation which are still poorly understood. These questions relate to the causes and nature of the injuries and deaths, and the extent to which they can be quantified. This paper looks at the evidence on these questions from recent studies. It then Keynote Presentation reviews casualty estimation models available, and finally compares the performance of some casualty models in making rapid post-event casualty estimates in recent earthquakes.

1 Cambridge University, and Cambridge Architectural Research Ltd, UK. 2 US Geological Survey, Golden, CO, USA

Paper 224 Technical Session 5.1.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Disaster Funding Mechanisms following the 2010 14-16 April, 2011, Auckland, New Zealand Canterbury Earthquake: A Demolition and Debris Management Perspective

C.O. Brown1, M. Milke1 & E Seville1

ABSTRACT: Disaster recovery is significantly affected by funding availability. The timeliness and quality of recovery activities are not only impacted by the extent of the funding but also the mechanisms with which funding is prioritised, allocated and delivered. This research addresses the impact of funding mechanisms on the effectiveness and efficiency of post- disaster demolition and debris management programmes. A qualitative assessment of the impacts on recovery of different funding Session 5.1 - Social Scientific Perspectives sources and mechanisms was carried out, using the 2010 Canterbury Earthquake as well as other recent international events as case studies. The impacts assessed include: timeliness, completeness, environmental, economic and social impacts. Of the case studies investigated, the Canterbury Earthquake was the only disaster response to rely solely on a privatised approach to insurance for debris management. Due to the low level of resident displacement and low level of hazard in the waste, this was a satisfactory approach, though not ideal. This approach has led to greater organisational complexity and delays. For many other events, the potential community wide impacts caused by the prolonged presence of disaster debris means that publicly funded and centrally facilitated programmes appear to be the most common and effective method of managing disaster waste.

1 University of Canterbury, Christchurch, New Zealand

Paper 031 Technical Session 5.1.2 Technical Session 5.1.3

Exploring Elements of an Effective Recovery Process Community Resilience, Latent Resources and Resource Scarcity After an Earthquake: Is Society 1 1 1 1 1 1 D.M. Johnston , J. Becker , M. Coomer , S. Cronin , M. Daly , E. Doyle , Really Three Meals Away from Anarchy? S. Glassey1, B. Glavovic1, R. Houghton1, M. Hughes1, S. Johal1, S. Jolly1, 1 1 1 1 1 G. Leonard , L. Patterson , R. Peace , W. Saunders , K. Stuart , 1 1 1 1 1 R. Tarrant1, H. Taylor1, I. de Terte1, L. Timar1, R. Tuohy1, K. Wright1, J. Thomas , K. Mora , S. Murray , D. Walton & V. Dravitzki D. Paton2, S. Reese3, K. Ronan4 & T. Wilson5 ABSTRACT: Immediately after an earthquake event a detailed baseline level of the resources in peoples’ homes is relatively unknown, as is the ABSTRACT: Effective recovery from disasters depends not just on the physical impacts of the event but also on how the societal environment behavioural response to resource scarcity. Computer-aided personal supports the complex and protracted processes of recovery. Research interviews were conducted with 172 householders to examine how many days people believed they were able to shelter in place, taking into account highlights the importance of not only strong local government capacity, but not only the water, food and medicine they had stockpiled, but also the also of a cohesive system of public, private and volunteer groups availability of less obvious sources (such as water in the hot water cylinder integrated into the community. Our research explores a range issues in the context of recent recovery efforts in New Zealand The research has or food from gardens). Peoples’ perceived willingness to 1) help others, 2) ask for assistance from neighbours, 3) commit less socially acceptable acts highlighted that effective recovery planning must consider in advance (such as breaking into an empty house to take food and water), and 4) issues around 1) psychosocial support and community involvement in the recovery process 2) the needs of vulnerable populations and 3) policy and commit unsafe acts (such as drinking unpurified water) was also examined, both after a three day period and then a seven day period without official economic issues. The 4 September 2010 Canterbury earthquake provides a aid. The results are discussed with regard to particular post-disaster pro- rare opportunity to improve and enhance existing knowledge of the recovery process. social behaviours and how social norms shift as people adapt to survive.

1 Joint Centre for Disaster Research – Massey University/GNS Science, Wellington, New Zealand 2 University of Tasmania, Australia. 3 NIWA, New Zealand 4 Central Queensland University, Australia. 5 Department of Geology, University of Canterbury, Christchurch, New Zealand 1 Opus Central Laboratories, Wellington, New Zealand

Paper 027 Paper 026 Technical Session 5.1.4 Technical Session 5.1.5

Pedestrian Traffic as an Indicator of Business Impacts of the Property Investment Market on Recovery Seismic Retrofit Decisions

A.J.M. Harding1 & F.I. Powell1 T.K Egbelakin1, S. Wilkinson1 & P.B. Nahkies2

ABSTRACT: There is a need for time- and cost-effective ways to track ABSTRACT: Recent damaging earthquakes have shown that strengthening the recovery of business areas in the aftermath of natural disasters and of buildings susceptible to seismic risks is one of the key issues in hazard other shock events. The purpose of this ongoing study is to test the and disaster management field. Using the property market to create value reliability of regular pedestrian counting as an indicator for business for seismic safety has been suggested in literature as a motivator to recovery, using the Christchurch CBD as a case study. For this study, 12 improve the implementation of adequate seismic mitigation measures. The sites were selected in the CBD for regular pedestrian traffic monitoring purpose of research in this paper is to investigate how property investment over a twelve month period following the 4th September 2010 earthquake. can be used to create value for earthquake risks, in order to encourage These sites were selected from those used in an assessment of urban seismic retrofit implementation of EPBs. A case study methodology was vitality in 2008 undertaken for the Christchurch City Council (Gehl used to understand the impacts of the property market stakeholders’ Architects, 2009) so that comparative data were available. The sites were practices on seismic retrofit decisions. Findings provide important new selected to represent varying earthquake damage throughout the CBD, and insights on how property market-based incentives and investment practices for their suitability for installing automatic thermal pedestrian counters. In can be used to promote the adoption of adequate risk mitigation measures. this paper we discuss the results of the study to-date and our findings that The findings suggest the need for stakeholders involved in property trend data for pedestrian counts clearly indicate the parts of the CBD investment and retrofit decisions to work together to foster seismic where businesses are struggling. We conclude that pedestrian footfalls rehabilitation of EPBs. Market-based incentives such as mandatory perform as a reliable and cost-effective indicator of business recovery disclosure of seismic risks and insurance premium discounts for retrofitted when contextual information about factors such as the location of road, EPBs can offer compelling reasons for the different property market footpath, and shop closures is also known. stakeholders and the public at large to retain, care, invest, and act responsibly to rehabilitate EPBs.

1 Department of Civil & Environmental Engineering, The University of Auckland, Auckland, New Zealand 1 Opus International Consultants, Central Laboratories, Lower Hutt, New Zealand 2 Commerce Faculty, Lincoln University, New Zealand

Paper 020 Paper 017 Technical Session 5.2.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Feasibility of High-Rise Buildings with PRESSS- 14-16 April, 2011, Auckland, New Zealand technology

M. Palmieri1 & S. Pampanin2

ABSTRACT: This paper presents a first investigation on the feasibility of high-rise buildings using PRESSS-Technology and its seismic performance capabilities. This solution, in fact, can develop a very stable inelastic behaviour without leading to structural damage in the plastic hinge regions and while guaranteeing residual displacements within the operational limits due to its self-centring behaviour. On the base of an existing reference building, composed by the interaction of different

resisting systems strategies, two different systems, namely wall systems and frame systems will be afterwards analysed in details. While looking at Session 5.2 - Concrete Structures II the responses of these two different resisting systems, the seismic response when implementing a monolithic type of connection is then compared to that of a PRESSS-technology alternative for both wall and frame systems. The Hybrid solution, proposed and analyzed on four different heights of Tall Buildings, from 15 to 45 stories, appear to be a valid alternative to the monolithic connection, having comparable response in terms of interstory drifts and shear-moment demand, but considerably advantages when looking at the overall performance in terms of low-damage, negligible residual-permanent displacements as well as when including possible benefits in the constructability of the whole system. On the contrary the displacement design approach, although it has shown great potentials and flexibility, in its actual formulation is still lacking of a reliable accuracy on the peculiar response of taller structures.

1 Rose School, IUSS, Pavia, Italy 2 University of Canterbury, Christchurch, New Zealand

Paper 093 Technical Session 5.2.2 Technical Session 5.2.3

Tests and Analysis on Flexural Deformability of Drift Capacity of Lightly Reinforced Soft Storey Structures Reinforced Concrete Columns with Wing Walls A. Wibowo1, J.L. Wilson1, E.F. Gad1 & N.T.K. Lam2 Toshimi Kabeyasawa1, Yousok Kim1, Mitsuharu Sato1, Hwang Hyunseong1 & Yoji Hosokawa1 ABSTRACT: Lightly reinforced concrete columns and soft storey configurations are prevalent in many old buildings in regions of lower seismicity. This type of structure is believed to have a very low lateral load and drift capacity from a ABSTRACT: A series of tests on reinforced columns with wing walls conventional design perspective. Furthermore, the application of design standards have been conducted from 2007 to 2010. Following the shear tests in the in low and moderate seismic regions such as Australia, results in most of the first three years, flexural tests were conducted for six specimens in 2010, lightly reinforced structures being deemed unsafe in an earthquake. Therefore, an to investigate the effects of the moment-to-shear ratios of loading, the earthquake damage reconnaissance, experimental field test, and laboratory study reinforcement details and the width and length of the wing walls on the of non ductile columns has been undertaken to examine the drift capacity and flexural deformability. The specimens with thin wing walls showed failure mechanism of such columns. strength decay after the ultimate strength in flexure, due to the Firstly, a field reconnaissance was conducted in China after the Wenchuan compression failure of concrete and buckling of the re-bars at the wall ends Earthquake in 2008, particularly in regions with similar design intensity MMI VI under the larger deformation amplitudes. As for the specimens with thick to VIII experienced in Australia. A comparison between the Wenchuan wing walls, the strength decay was much less generally, and was very Earthquake and the characteristics of design earthquakes in Australia was made to slight in case of the well-confined detail at the wall edges. Although the provide insight for the development of future design standards and for the strength decay was different, all specimens showed ductile and stable assessment of existing buildings in Australia. behaviour in flexural failure mode up to the maximum loading drift level, A unique experimental field testing of a precast soft storey building in Carlton owing to the inelastic energy dissipation by the wing walls, by which the Melbourne was then undertaken. Four tests were conducted to measure the drift damage to the column is relatively relieved. The observed ultimate capacity and load-deflection behaviour of such buildings. The experimental results strengths and deformations are compared with calculation in proposed together with a comparison with theoretical predictions showed that the precast columns with weak connection had significant displacement capacity controlled design form for practice, by which fair correlations are obtained for both. by the column rocking irrespective of strength degradation. Lastly, a laboratory research project has been undertaken to investigate the collapse behaviour of insitu lightly reinforced concrete columns. The effect of variation of axial load ratio and longitudinal reinforcement ratio on flexural, yield penetration, and shear displacement as components of the drift capacity were observed. Interesting outcomes showed that lightly reinforced concrete columns were able to sustain lateral drift considerably greater than the code recommendations, whilst the present shear capacity predictions tended to overestimate the nominal shear strength of the column. 1 Centre for Sustainable Infrastructure, Swinburne University of Technology, Victoria, 3122, Australia 1 Earthquake Research Institute, University of Tokyo, Tokyo, Japan 2 Department of Infrastructure Engineering, University of Melbourne, Victoria, 3010, Australia. Paper 102 Paper 148 Technical Session 5.2.4 Technical Session 5.2.5

Seismic Retrofit of Masonry Buildings with Polymer Shake Table Test of a Three-Span Bridge Model Grid H. Sun1, B. Li1, K. Bi2, N. Chouw1, J.W. Butterworth1 & H. Hao2 A. Dusi1, E. Manzoni1, M. Mezzi2 & G. Stevens3 ABSTRACT: Damage due to pounding and unseating between bridge ABSTRACT: The performance of masonry walls reinforced using girders is a common occurrence in almost all major earthquakes. It results innovative polymer grids embedded into thin plaster layers as a tools for from opening or closing relative displacements in excess of the seating the seismic enhancement of brick masonry buildings have been length or gaps provided at the expansion joints. In the design of bridge investigated by experimental tests. A number of diagonal compression, girders, the only measure usually suggested in current design manuals to shear compression and out-of-plane tests were executed on sample panels; avoid out-of-phase movement is to ensure that neighbouring girders have experimental activities included pseudo-dynamic and shaking table tests on similar fundamental frequencies, ignoring effects such as those due to non- infills and reduced scaled buildings mock-ups, respectively. The results of uniform ground motions at adjacent supports. To understand bridge girder the experimental activities are presented and discussed. Experimental response including pounding effect, this paper reports the shake table campaigns have been supported by theoretical and numerical testing results of a scaled bridge model with three identical spans investigations; based on the experimental data and on the results of constructed using polyvinylchloride (PVC). Ground motions considering detailed numerical simulations, simplified models to be used as tools for non-uniformity, time delay, coherency loss and different stiffness of site the design of the retrofitting intervention are hereinafter proposed. The soil were executed by three separately controllable shake tables. Results models, calibrated on the experimental evidence, properly consider the showed that in the presence of non-uniform ground motions relative collapse mechanisms as well as the grid effect in the evolution of the above displacement between girders and thus pounding force increases. Column mentioned mechanisms. bending moment generally decreases with pounding. Opening and closing relative displacement increase as soil stiffness decreases.

1 Numeria Consulting Srl, Cremona, Italy 1 Department of Civil & Environmental Engineering, The University of Auckland, 2 Department of Civil and Environmental Engineering, University of Perugia, Auckland, New Zealand Perugia, Italy 2 Department of Civil and Resource Engineering, University of Western Australia, 3 Maccaferri NZ Ltd, Penrose, Auckland, New Zealand Crawley WA, Australia

Paper 124 Paper 149 Technical Session 5.3.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society The Performance of Lifeline Utilities following the 27th 14-16 April, 2011, Auckland, New Zealand February 2010 Maule Earthquake Chile

N.L. Evans1 & C. McGhie2

ABSTRACT: In May 2010 the New Zealand Society for Earthquake Engineering sent a group of professionals to Chile following the catastrophic February 27 Maule Earthquake to identify lessons that could be learnt by New Zealand. Included in these studies was the performance of lifeline utilities following the earthquake and tsunami and how they responded to the devastation.

Session 5.3 - Lessons from Recent Earthquakes

1 Opus International Consultants Ltd, Napier, New Zealand 2 Transpower, Wellington, New Zealand

Paper 036 Technical Session 5.3.2 Technical Session 5.3.3

Modern and Historic Earth Buildings: Observations of Seismic Assessment of the R/C Buildings: The Case the 4th September 2010 Darfield Earthquake Study of Di.Coma.C Centre After the L’Aquila (Italy) 2009 Seismic Sequence H.W. Morris1, R. Walker2 & T. Drupsteen3 F.C. Ponzo1, A. Mossucca1, A. Di Cesare1, D. Nigro1, ABSTRACT: The New Zealand Earth Building Standards published in M. Dolce2 & C. Moroni2 1998 are very comprehensive and gain considerable attention internationally. The Darfield earthquake is the first time that the NZ th ABSTRACT: On the 6 of April 2009 a Mw = 6.3 earthquake occurred in the reinforcing approach has been tested in the field. Ten modern style houses region of Abruzzo situated in central Italy having an epicenter very close to using rammed earth, adobe, pressed earth brick, and poured earth the centre of the city of L’Aquila. The event produced casualties and damage technologies were surveyed. Where good reinforcement and design was to buildings, lifelines and other infrastructures. The headquarters of the post- applied the minor damage was due to differential ground movement, very earthquake emergency management, directed by the command and control high walls, or inadequate detailing. Four unreinforced historic, or (Di.Coma.C) task force, was established temporarily in the training academy reconstructed, cob and sod cottages were investigated including some of the Guardia di Finanza (Finance Police). This complex of structures is major damage. Two cottages include earth walls from the 1860’s, for the located 3km from the epicenter of the earthquake in the suburb of Coppito. most severely damaged it is important to preserve the original material During the first two months following the event, all the buildings in the components. complex were subjected to an extensive Seismic Vulnerability evaluation. The academy complex is principally composed of r/c structural buildings with the addition of some steel and precast r/c structures .This fast seismic evaluation was performed in order to assess the structural safety level of all buildings and their suitability for hosting the emergency response coordination as well as special events such as the G8 summit which took place on the 8th of July 2009. All activities were carried out in coordination with the Italian civil defense department and RELUIS (a Network of Seismic Engineering Laboratories). Several operation units (UO) coming from different Italian universities participated in the structural assessment and the general outcomes of the vulnerability assessment performed by the University of Basilicata (UNIBAS) are reported in this paper. In particular, the results of: (i) the building damage assessment, (ii) in-situ diagnostic investigations on constitutive materials, (iii) dynamic identification tests and (iv) the evaluation of the residual resistance of the structure through a simplified procedure are detailed.

1 Department of Civil & Environmental Engineering, The University of Auckland,

Auckland, New Zealand 2 Consulting Engineer, Takaka, New Zealand 1 Di.S.G.G., University of Basilicata, Potenza, Italy 3 Consulting Engineer, Northland, New Zealand 2 National Seismic Survey, Rome, Italy

Paper 133 Paper 139 Technical Session 5.3.4 Technical Session 5.3.5

Post-Earthquake Field Mission to Haiti Soil Liquefaction during the 2010 Darfield and 1990 Luzon Earthquakes: A Comparative Study S.P.G. Madabhushi1, K. Saito1 & E. Booth2 R.P. Orense1 ABSTRACT: The Haiti earthquake of 12th January 2010 caused extensive damage in the epicentral region in and around Port-au-Prince. The moment ABSTRACT: Soil liquefaction and associated ground deformations magnitude of this earthquake was about Mw = 7.2 and the damage caused caused extensive damage to residential buildings and lifeline facilities in by the earthquake was wide spread. The Earthquake Engineering Field many areas in Christchurch City (New Zealand) during the 2010 Darfield Investigation Team (EEFIT) in the UK organised a field mission to Earthquake. Twenty years earlier, the 1990 Luzon (Philippines) earthquake earthquake-hit Haiti with the authors as the team members. In this paper also caused widespread damage in Dagupan City due to liquefaction. This the preliminary observations made during the field visit will be made. paper compares the liquefaction phenomenon observed in both These observations will emphasise on the geotechnical aspects including earthquakes, with emphasis on the characteristics of the sites affected by soil liquefaction and lateral spreading that were observed in Haiti. Also, liquefaction, the extent of ground deformations observed and the influence damage assessment of the port and harbour structures in the Port-Au- of liquefaction-induced settlement and lateral spreading on the built Prince area will be carried out to validate the information obtained from environment. In addition, the reconstruction works done in Dagupan City pre and post-earthquake satellite imagery. In addition attempts to validate in the aftermath of the disaster are discussed, with emphasis on repair of the new technique of aerial pictometric images that were available for the tilted buildings. Port-au-Prince area will be discussed. The paper discusses disaster preparedness and the importance of certain key infrastructure such as ports and harbours in the immediate post-earthquake period with regards to relief measures flowing into the earthquake-hit zones.

1 University of Cambridge, Cambridge, UK 2 Edmund Booth Consulting Engineer, Tring, UK 1 The University of Auckland, Auckland, New Zealand

Paper 183 Paper 043 Technical Session 5.3.6 Notes

Building Evaluation Processes following the Darfield Earthquake

H.J. Hare1 & B.D. Galloway1

ABSTRACT: Following the Darfield Earthquake, a series of building evaluations were carried out of increasing depth and detail. Rapid structural assessments, following the guidelines produced by the NZSEE, were initially carried out during the State of Emergency to identify hazards to the immediate occupation of the buildings. Following the lifting of the State of Emergency, buildings with yellow or red placards were declared dangerous and will ultimately be required to be demolished or repaired. In response to a lack of any central policy in the Building Act in this regard, the Christchurch City Council amended their Earthquake Prone Building Policy to include provisions for the repair of earthquake damaged structures to 67% of code loading. Initial structural assessments were by necessity visual only. Detailed structural assessments involved review of the original drawings as well as intrusive investigations, with the intention of detecting underlying damage that might otherwise remain hidden. The need for such investigation has been demonstrated by some of the findings of the investigations undertaken and learnings from previous earthquakes overseas, but there is no specific policy mandating detailed assessment. This paper addresses the different stages of structural evaluations performed following the Darfield Earthquake and provides comment on the effectiveness of policies in relation to resumption of occupancy. Recommendations for efficiencies in both the initial and detailed evaluation processes are discussed, along with recommendations for legislative and policy changes to facilitate the recovery process. 1 Holmes Consulting Group, Christchurch, New Zealand

Paper 162 Technical Session 6.1.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Bridge Structure Impact Modelling 14-16 April, 2011, Auckland, New Zealand

Gregoire Labrosse1, Andrej Kujikis1, J.Geoff Chase1, Gregory Cole1, Gregory A. MacRae1 & Geoff W. Rodgers1

ABSTRACT: The response of single storey structures subject to earthquake loading in which impact may occur between the structures is investigated. These structures represent bents of a bridge which may have different masses strengths and stiffness and an expansion joint where deformation may occur. The likelihood of increase in response due to impact was quantified in a probabilistic sense for different normalized distances between the structures. The increase of displacement relative to the damage on the structure is computed for ranges of periods. The effect of including a high-force-to-volume (HF2V) lead dissipater between the Session 6.1 - Bridge Engineering parts of the bridge is then considered and it is shown that the device does not significantly affect the response in this case.

1 University of Canterbury, Christchurch, New Zealand

Paper 073 Technical Session 6.1.2 Technical Session 6.1.3

Seismic Pounding of Bridge Superstructures at Dynamic Stability and Design of Cantilever Bridge Expansion Joints Columns

B. Lindsay1, B. Li1, N. Chouw1 & J.W. Butterworth1 T.Z. Yeow1, G.A. MacRae1, V.K. Sadashiva1 & K. Kawashima2

ABSTRACT: Pounding at bridge expansion joints has been considered as ABSTRACT: In congested metropolitan areas it is often difficult to build one of the major causes of damage during earthquakes in past decades. bridge columns directly and concentrically below the bridge due to space Considering the importance of bridges as a lifeline for evacuation and post- limitations. Columns with a horizontal cantilever in one direction, forming disaster rescue works and reconstruction, it is vital to keep bridges intact an inverted "L", are sometimes used. Due to the presence of eccentric after an earthquake. The objective of this research was to look at impact loads with this setup, some codes, such as the Japanese Road Association models capable of calculating the expected pounding force at bridge code, require the flexural strength in the direction of eccentricity to be expansion joints. The pounding force data recorded was based on a scale larger than that in the opposite direction by the size of the eccentric model, hence relevant for prediction of damage to real structures. It was moment. However, application of the Hysteresis Centre Curve concept found that the Hertz contact model with a non-linear damper has the ability indicates that the strength difference should be doubled for structures with to predict the expected pounding force to a reasonable degree of accuracy. bilinear hysteresis loops. To evaluate the strength difference required, The use of a verified impact model has the potential to provide bridge inelastic dynamic time history analyses were conducted using a suite of engineers with useful information about mitigation of pounding damage. ground motion records. The columns had different strength differences, periods and capacity reduction factors. The columns were modelled using Takeda and elastoplastic hysteresis loops to observe hysteretic shape effects. From analyses, the optimum strength difference that causes the smallest average residual displacements and the smallest average maximum displacement was found to be 2.5 and 2.3 times the eccentric moment respectively. It is recommended to use 2.5 times the eccentric moment as the strength difference in design.

1 Department of Civil and Natural Resources Engineering, University of 1 Department of Civil & Environmental Engineering, The University of Auckland, Canterbury, Christchurch, New Zealand Auckland, New Zealand 2 Department of Civil Engineering, Tokyo Institute of Technology, Tokyo, Japan

Paper 155 Paper 097 Technical Session 6.1.4 Technical Session 6.1.5

Design of Linkage Bolts for Restraining Bridge Spans Retrofit to Improve Earthquake Performance of in Earthquakes Bridge Abutment Slopes

J.H. Wood1 & H.E. Chapman1 P. Brabhaharan1, J. Duxfield1, S. Arumugam1 & G. Gregg2

ABSTRACT: Many New Zealand bridge superstructures consist of simply ABSTRACT: A variety of retrofit techniques have been developed, supported spans, which are interconnected with steel linkage bolts. The designed and constructed to mitigate abutment slopes at a number of main purpose of the bolts is to restrain and prevent the bridge spans falling bridges around New Zealand. These cost effective techniques have relied in an earthquake. The prediction of the forces imposed on the linkages is on a performance based assessment and retrofit design that was adopted for quite indeterminate because of the many variables that affect the response these bridge abutments. Retrofit techniques included ground improvement of adjacent bridge spans during strong earthquake motions. Linkage bolts using drilled stone columns, strengthening using soil nailing and rock bolts are therefore designed for a reasonable and practical strength, and are then and simple buttressing using earth or concrete blocks. These were chosen detailed to yield and have large plastic extensions before failing in tension. and tailored to suit the ground conditions and provide the performance The paper presents the results of recent laboratory tensile testing of a range appropriate for each bridge. Examples of their application to practical of linkage bar types and conclusions are made regarding the most suitable retrofit are illustrated through case studies of their application in New bar systems taking into account cost, tensile ductility and cold temperature Zealand. Such retrofit contributes to more resilient lifelines, and thus the fracture toughness. building of a more earthquake resilient society.

1 Opus International Consultants, New Zealand 1 Life Members NZSEE 2 New Zealand Transport Agency, New Zealand

Paper 190 Paper 193 Technical Session 6.1.6 Notes

Forced Vibration Testing of in Situ Bridge Span to Determine Effects of Soil-Structure Interaction

L.S. Hogan1, L.M. Wotherspoon1, S. Beskhyroun1 & J.M. Ingham1

ABSTRACT: Forced vibration testing of an isolated span of the decommissioned SH 20 Puhinui Stream Bridge in Manakau, New Zealand was carried out to capture the response of the span and to determine the effects of soil-structure interaction on the response. The bridge span was four traffic lanes wide, with seven precast concrete columns per pier and supported on precast concrete pile foundations. The span was subjected to shaking along one axis using a large eccentric mass shaker and a benchmark system identification of the unaltered state was carried out. Soil was then removed from around the base of selected columns with a new system identification performed after the alteration to capture the change in mode shapes and natural periods. Forced vibration testing of the bridge was able to capture a 5% increase in natural period for both modes as well as a noticeable reduction in the torsional component of both mode shapes.

1 Department of Civil & Environmental Engineering, The University of Auckland, Auckland, New Zealand

Paper 228 Technical Session 6.2.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Performance Based Retrofit Strategies and Solutions 14-16 April, 2011, Auckland, New Zealand for Pre-1970'S Reinforced Concrete Buildings: An Overview of Latest Developments

S. Pampanin1, W.Y. Kam1 & U. Akgüzel1

ABSTRACT: The need for simple and cost-effective retrofit solutions for existing reinforced concrete buildings, particularly those designed before the 1970s, thus prior to the introduction of modern seismic code provisions and capacity design principles, is no longer “just” an academic or scientific research statement, but it is eventually being recognized as a critical socio- political priority at international level. Similarly to what pursued for the design of new structures, a performance- Special Session 6.2 - Advances in Seismic Retrofit of based approach should be adopted when assessing the vulnerability and Reinforced Concrete Buildings defining the retrofit strategy for existing buildings. In this latter case, the target limit states or performance levels have to be more realistically adjusted to account for the difficulties encountered in the assessment phase, as well as for the several issues associated to costs, feasibility and invasiveness of the proposed strengthening/retrofit solution. This paper provides an overview of alternative performance-based retrofit strategies and technical solutions for RC buildings developed and/or further refined in the past few years as part of a multi-year research project carried out at the University of Canterbury, with the final aim to prepare a Retrofit Handbook for daily use of practicing engineers. The feasibility and efficiency, in the contest of a performance-based retrofit approach, of adopting and/or combining different solutions such as a) Fiber Reinforced Polymers applied to exterior corner joints to limit the invasiveness of the intervention, b) low-invasive low-cost metallic diagonal haunches, c) post- tensioning concrete or timber frames or walls or d) selective weakening techniques, will be discussed, based on numerical and experimental evidences.

1 Department of Civil and Natural Resources Engineering, University of Canterbury, Christchurch, New Zealand

Paper 198 Technical Session 6.2.2 Technical Session 6.2.3

Recent Tests on Seismically Damaged Reinforced Displacement-Based Seismic Retrofit Design for Concrete Beam-Column Joints Repaired using Fiber- Non-Ductile RC Frame Structures using Local Reinforced Polymers Retrofit Interventions at Beam-Column Joints

Bing LI1 & Tso-Chien Pan1 W.Y. Kam1 & S. Pampanin1

SUMMARY: To prevent the casualties which can result from the potential ABSTRACT: Seismic retrofit design using local retrofit interventions is collapse of earthquake damaged structures, it is important that structure often done using piece-meal iterative approach, in which the local retrofit can be rehabilitated as soon as possible. This paper proposes a rapid design and global structural response are derived from iterative numerical rehabilitation scheme for repairing moderately damaged reinforced models. Adopting a displacement-based seismic retrofit approach and concrete (RC) beam-wide column joints. Four non-seismically detailed following the capacity-design principles, local retrofit interventions’ interior beam-wide column joints were used as control specimens. All of effects can be correlated to the expected global deformation responses. these four sub-assemblages were subjected to similar cyclic lateral Clearly acknowledging that displacement (or drift) is a better response displacement so as to provide the equivalent of severe earthquake damage. parameter for structural and non-structural damages, a displacement-based The damaged control specimens were then repaired by filling their cracks methodology gives a more direct and rational seismic retrofit design. This with epoxy and externally bonding them with Carbon fiber reinforced paper will first introduce the concepts of displacement-based seismic polymer (CFRP) sheets and Glass fiber reinforced polymer (GFRP) sheets. retrofit. Then, the design procedure is illustrated for two local retrofit These repaired specimens were then re-tested and their performance interventions for RC frames: a) selective beam-weakening retrofit, and b) compared to that of the control specimens. This paper demonstrates that post-tensioning retrofit and fibre-reinforced polymer jacketing. The design repair of damaged RC beam-wide column joints using FRP is able to procedure is then verified using non-linear time-history analysis on a case restore the performance of damaged RC joints with relative ease, study building retrofitted using the two local interventions. suggesting that the repair of beam-column joints is a cost effective alternative to complete demolition and replacement.

1 School of Civil and Environmental Engineering, Nanyang Technological 1 Department of Civil and Natural Resources Engineering, University of University, Singapore Canterbury, Christchurch, New Zealand

Paper 119 Paper 192 Technical Session 6.2.4 Technical Session 6.2.5

An Update of Innovative Retrofitting Techniques for Seismic Strengthening of a Non-Ductile RC Frame R/C and Masonry Building: From Experimental Structure using GFRP Sheets Investigations to Practical Applications U. Akgüzel1, P.Quintana Gallo1 & S. Pampanin1 F.C. Ponzo1, A. Di Cesare1, D. Nigro1 & M. Dolce2 ABSTRACT: An as-built reinforced concrete (RC) frame building ABSTRACT: Traditional approaches for the seismic retrofit of existing designed and constructed according to pre-1970s code design construction buildings consider the following assumptions: (a) the building is not practice has been recently tested on the shake table at the University of damaged after a minor earthquake, (b) the building is reparable after a Canterbury. The specimen, 1/2.5 scaled version of the original prototype, moderate earthquake, and (c) the building will not have collapsed after a consists of two 3-storey 2-bay asymmetric frames in parallel, one interior severe earthquake. In recent times, following several destructive and one exterior, jointed together by transverse beams and floor slabs. earthquakes which have occurred in past decades, the general public or Following the benchmark test, a retrofit intervention has been proposed to building owner are no longer satisfied with the above performance rehabilitate the tested specimen. In this paper, detailed information on the objectives. In the last twenty years, several experimental investigations assessment and design of the seismic retrofit procedure using GFRP (glass have been carried out by a research unit based at the University of fibre reinforced polymer) materials is given for the whole frame. Hierarchy Basilicata (UNIBAS), Potenza, Italy, in order to test the effectiveness of of strength and sequence of events (damage mechanisms) in the panel zone several innovative retrofitting techniques such as: (i) seismic isolation, (ii) region are evaluated using a moment-axial load (M-N) interaction energy dissipation bracing systems, (iiia) a Active Confinement of performance domain, according to a performance-based retrofit Manufactured materials (CAM) strengthening system consisting of a three- philosophy. Specific limit states or design objectives are targeted with dimensional tie system for the upgrading of existing structures and (iiib) attention given to both strength and deformation limits. In addition, an Dis-CAM based on the CAM system with added energy dissipation. innovative retrofit solution using FRP anchor dowels for the corner beam- Different anti-seismic devices, based on currently available technologies or column joints with slabs is proposed. Finally, in order to provide a innovative systems also have been considered. In this paper an overview of practical tool for engineering practice, the retrofit procedure is provided in recent developments, from the numerical simulations and experimental a step-by step flowchart fashion. investigations obtained by UNIBAS within several research projects, to their practical applications is reported.

1 Department of Structures, Geotechnics and applied Geology, University of Basilicata, Potenza, Italy 2 Department of Civil Protection, National Seismic Survey, Rome, Italy 1 University of Canterbury, Christchurch, New Zealand

Paper 194 Paper 197 Technical Session 6.2.6 Notes

Seismic Retrofit of St. Joseph Hospital using Advanced Composite Materials for the Enhancement of Column, Slab, Wall and Beam Elements

S.F. Arnold1, M. Chiewanichakorn2 & L. Toranzo2

ABSTRACT: St. Joseph Hospital, in Orange, California, is one of hundreds of hospitals in the state with buildings built before 1973, that have been classified as Structural Performance Category 1 (SPC-1) as defined by Senate Bill 1953 (SB 1953). SPC-1 buildings are those that are considered hazardous and at risk of collapse or significant loss of life in the event of an earthquake. Two buildings at the facility will receive a SPC-2 upgrade based on a nonlinear analysis and specific design criteria for the use of fibre reinforced polymers (FRPs). The advanced composite materials were used for a variety of structural deficiencies, including, column shear, diaphragm shear, wall shear, diaphragm chords, collectors, shrinkage joint shear transfer and life safety catch mechanisms. The FRPs were selected in order to minimize disruption to the operating facilities and provide the most cost effective design solution. In order to be accepted by the Office of State-wide Health, Planning and Development (OSHPD), a strict specification and design criteria had to be reviewed and accepted. This paper will review the analysis of the buildings, the submittal requirements and the construction details implemented to complete the SPC-2 retrofit in accordance with State law.

1 Fyfe Company LLC, San Diego, CA. 2 KPFF Consulting Engineers, Los Angeles, CA.

Paper 239 Keynote Presentation Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society The AISC 2010 Seismic Provisions for Composite 14-16 April, 2011, Auckland, New Zealand Structures: Towards an Application of PBD Principles for Connection Design

R.T. Leon1 & J.W. Hu2

ABSTRACT: The 2010 AISC Seismic Design provisions represent a major change for composite structures for at least two reasons. First, the provisions for composite structures have been folded into a single document with those for steel; the net result, at least superficially, is that composite construction is considered equivalent to steel in quality and performance. Second, the provisions for composite members and structural systems have become more prescriptive in an attempt to ensure a minimum level of performance. An unintended consequence of this latter item is that Keynote Presentation some freedom in the introduction of innovative composite connections has been removed. In this paper, a short review of the AISC composite provisions will be given, and a case study on the development of an innovative connection will be described. A refined finite element model was developed to conduct numerical experiments on the proposed joints to obtain the global behaviour of the connection and develop simplified models. Very good agreement was found between the simple and sophisticated models for strength, stiffness and energy dissipation capacity, verifying the robustness of the approach. The paper argues that careful analytical studies can replace the requirement for physical testing present in current steel codes.

1 School of Civil and Environmental Engineering, Georgia Tech, Atlanta, USA 2 Korea Institute of Science & Techonology Evaluation and Planning, Seoul, Korea

Paper 241 Technical Session 7.1.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Timber Piles to Mitigate Liquefaction and Lateral 14-16 April, 2011, Auckland, New Zealand Spreading, Aotea Quay Wellington

R.G. Cole1

ABSTRACT: The Aotea Quay reclamation was constructed in the north west corner of the Wellington Harbour in the 1920’s and 1930’s. A 10m high mass concrete seawall was constructed 300m from the foreshore. The 300m wide lagoon formed was filled by pumping in silt and sand dredged from the harbour seaward of the seawall. Under the ultimate limit state design earthquake (rupture of the Wellington fault or similar) extensive ground damage of this reclamation could be expected, including toppling of the seawall, widespread liquefaction of the Session 7.1 - Recent Projects hydraulic fill, and lateral spreading of the reclamation toward the sea by a number of metres. The reclamation is currently occupied by port facilities, a road (Aotea Quay) and railway yards. Mainfreight proposes to construct a 150m x 80m freight handling building on the landward side of the reclamation. This paper discusses the assessment of potential ground deformation under serviceability and ultimate limit state design earthquakes and how these effects can be mitigated. Options considered included base reinforcement to limit differential lateral displacement of the building platform, and ground improvement of the reclamation to reduce the potential for liquefaction. The selected option comprises ground improvement of an 8m wide strip along the seaward side of the building by driving 300mm diameter timber piles on a 1.2m x 1.2m grid. These timber piles stiffen the ground reducing the potential for liquefaction, and penetrate the dense old seabed providing restraint against lateral spreading. The design of the ground improvement and its expected performance are discussed.

1 Tonkin & Taylor Ltd, Wellington, New Zealand

Paper 038 Technical Session 7.1.2 Technical Session 7.1.3

Auckland Art Gallery: A Celebration of the New and Studies on the Material Properties of the Aurora Old Tavern, Auckland

S.J. Oliver1 & C.S.M. Mackenzie1 R. Lumantarna1, D. Dizhur1, P. Liu2 & J.M. Ingham1

ABSTRACT: The performance based assessment and design of aspects of ABSTRACT: The Aurora Tavern was one example of many heritage the Auckland Art Gallery Development project are presented. Detailed unreinforced masonry (URM) buildings in New Zealand, and therefore like nonlinear dynamic time history analyses in conjunction with NZSEE other existing URM buildings, this hotel was vulnerable to damage should Assessment Guidelines and FEMA-356 were used to assess the a moderate magnitude earthquake occur. Refurbishment and strengthening performance of existing heritage wings. Strengthening of existing heritage work was being implemented on the building, during which in-situ testing building diaphragms with new sheet metal blocked plywood diaphragms is was performed to investigate the building’s material properties. The URM detailed. materials in the Aurora Tavern were generally in poor condition, and water ingress was observed at various locations in the building. In-situ Analysis and design of a large glazed atrium tension façade system is deformability tests and bed joint shear tests were conducted on-site to summarised. Key design considerations including façade performance determine the masonry stiffness and the mortar bed joint shear strength requirements under serviceability limit state loads and pre-stressing respectively. In addition, individual brick units and irregular mortar methodologies are presented. Some aspects of the basement retention samples were extracted for compression testing in the laboratory. design including the influence of the adjacent heritage buildings are Laboratory mortar compression tests and in-situ deformability tests discussed. showed that the mortar compressive strength and masonry Modulus of Elasticity were low. However, the brick compressive and mortar bed joint shear strengths were comparable to those of other buildings that were previously investigated by the research team. The Aurora Tavern was demolished on the 18th of November 2010 due to a sudden foundation failure.

1 Department of Civil & Environmental Engineering, The University of Auckland, Auckland, New Zealand 1 Holmes Consulting Group, Auckland, New Zealand 2 EQStruc Ltd, Auckland, New Zealand

Paper 075 Paper 235 Technical Session 7.1.4 Technical Session 7.1.5

Modelling of In-Structure Damping: A Review of the SH2 Westshore Bridge Seismic Retrofit State-Of-The-Art P.S. McCarten1, A.S. Chew1 & N. Lloyd2 K. Grinlinton1, D. Wood1, F. Ayan1 & P.J. Clayton1 ABSTRACT: The Westshore Bridge is a typical short to medium span ABSTRACT: As part of its HVDC Pole 3 project, Transpower structure located on SH2 within Napier City and was built in 1960. It commissioned Beca to provide the detailed assessment and strengthening comprises 3 spans of 20m prestressed concrete T-beam superstructure design for the existing Haywards Synchronous Condenser Transformer supported on cap beams that are founded on 406mm octagonal prestressed building. Earthquake effects up to a 2500 year return period event were concrete piles. Critical city utilities including power, telecommunications, considered. Existing schematic studies had concluded that a significant gas, sewer and water services are carried on the bridge. Detailed downslope sliding displacement of the whole building was likely, resulting geotechnical assessments identified liquefaction and embankment in a preliminary strengthening scheme that included significant anchoring instability hazards and pushover analyses identified structural into the slope. Geotechnical investigation and subsequent time history vulnerabilities in the pier caps and piles. analysis suggested a much more limited extent of sliding. It was also The most cost effective option to secure the bridge to the 500 year event necessary to derive response spectra at the mounting levels of the existing level and to prevent catastrophic bridge failure in the 2500 year event was synchronous condensers and the proposed new transformers to limit to convert the simply supported superstructure to a rigid diaphragm and damage to plant and connections in a severe earthquake. A range of enhance abutment stability. The retrofit included installing 12m long sheet damping levels was considered to estimate the effect of both building and pile walls at the abutments with return walls and new capping beam, and, plant damping on seismic acceleration response. installing 710kN and 590kN yield strength linkage rods in tight working A strengthening solution evolved which balanced the needs of the spaces between the outer beams above water at both piers. transformer manufacturer (seismic accelerations limited to achievable Construction challenges included work around the existing sewer and gas levels) with a preference to avoid significant work in confined spaces services and limiting adverse effects to the bridge structural integrity as a and/or ground anchoring. The paper describes the time history analysis consequence of the seismic retrofit work. undertaken and the advantages derived in relation to the building strengthening decision making and the resulting scheme.

1 Opus International Consultants Ltd, Napier, New Zealand 1 Beca, Wellington, New Zealand 2 New Zealand Transport Agency. Wellington, New Zealand

Paper 188 Paper 123 Technical Session 7.1.6 Notes

Retrofit Options for Residential House Foundations to Resist Earthquakes

G.C. Thomas1 & K. McGowan1

ABSTRACT: Previous work by Irvine and Thomas has shown that seismic performance of timber framed houses in Wellington is often compromised by poor, no or degraded connections between piles and bearers or foundation walls and joists. The same problems were evident in a number of houses visited in Christchurch after the recent Canterbury earthquake, resulting in avoidable damage. Retro-fit hardware that is cheap simple, easy to install using nail guns or self drilling timber screws has been developed and tested at BRANZ. This hardware is easy to fit, even where space is Ltd restricting the use of hammers, but is ductile in both tension and compression. It is strong enough to develop the maximum passive earth pressure that can readily be achieved under lateral loads for ordinary piles resulting in significant improvement in seismic performance for poorly braced foundations at low cost.

1 School of Architecture, Victoria University of Wellington, Wellington, New Zealand

Paper 125 Technical Session 7.2.1 Ninth Pacific Conference on Earthquake Engineering Building an Earthquake-Resilient Society Comparison of Attenuation Characteristics between 14-16 April, 2011, Auckland, New Zealand the Data from Two Distant Regions: New Zealand and Japan

John X. Zhao1 & Matt C. Gerstenberger1

ABSTRACT: Empirical prediction equations for response spectra are critical for seismic hazard analysis and models have been developed for many regions. However, the number of high-quality strong-motion records varies enormously based on the region. For example, as many as 90% of the globally-available high quality strong-motion records from subduction earthquakes are from Japan and New Zealand. Even with over 3000 strong-motion records, the distribution with respect to magnitude, source distance and focal depth of the New Zealand data is poorer than that of the Session 7.2 - Engineering Seismology dataset from Japan. For shallow earthquakes, the effect of possible Moho reflections, which were observed in the dataset from Japan, are also prominent in the New Zealand data. For deep New Zealand earthquakes, the variation of geometric attenuation with depth and source distance, which was found in the Japanese data, was not recognized because of the narrow distance range of the records for each deep earthquake. A careful re-examination revealed that the effect of wave-propagation paths was prominent in the New Zealand data set, but that the ‘error’ migrated into the inter-event error and an upwardly estimated depth term from deep New Zealand earthquakes. Our results suggest that the attenuation characteristics between New Zealand and Japan are remarkably similar but differ in anelastic attenuation rates.

1 GNS Science, Lower Hutt, New Zealand

Paper 008 Technical Session 7.2.2 Technical Session 7.2.3

A Procedure for Interactively Processing Digital Site-Effect Terms as Continuous Functions of Site Acceleration Records to Extract Permanent Period and Vs30 Displacement and a Comparison with GPS Data from 1 the 2010 Darfield Earthquake G.H. McVerry ABSTRACT: New site-effect terms that are a continuous function of site John X. Zhao1, John Beavan1, X.W. An2, X.D. Yang2 & T.S. Song2 period Tsite are proposed to replace the spectral shape factors of the New Zealand structural design standard NZS1170.5. The new terms eliminate ABSTRACT: A valuable set of digital strong-motion records was the 63% jump in shape factor between Class C Shallow Soil and Class D obtained from the 2010 Darfield, New Zealand, Mw=7.1 earthquake. We Deep or Soft Soil for spectral periods T beyond the peak of the Class D have derived permanent displacements from some of the near-source spectrum at about 0.6s. The proposed changes involve a gradual transition records using an interactive processing method. Most such methods from the current shallow soil to deep soil factors over the site-period range involve subjective selection of processing parameters and the results can 0.25s to 1.5s. vary significantly if different but all seemingly reasonable values for the processing parameters are used. We have developed a set of rules for the The new model represents the site-effects with respect to rock of the 5% interactive processing using Microsoft Excel. This procedure is easy to use damped spectrum by the simple form lnSiteEffect(T)= a(T) + b(T)*Tsite, and the rules can narrow the range of values for the processing parameters. where a(T) and b(T) are period-dependent fitted coefficients. NGA-type The processing procedure does not alter the acceleration time histories site-effect terms based on Vs30, the average shear-wave velocity to 30m unreasonably and does not produce sharp acceleration spikes. We depth, were also considered. processed a number of strong-motion records from the 2010 Darfield, New This site-period model fits the New Zealand attenuation model dataset Zealand, earthquake “blindly”, i.e. without any other references, and the better for spectral periods of 0.5s and longer than the original site-class permanent displacements presented were generally very similar to the model and the Vs30 model. For New Zealand earthquake records, Vs30 is a displacements obtained from GPS data. poor site-effects parameter at long spectral periods because long-period sites of the New Zealand strong-motion network are often associated with considerable depths of stiff gravels, rather than low Vs30 materials.

1 GNS Science, Lower Hutt, New Zealand 2 Yunnan Earthquake Engineering Research Institute, China Earthquake Administration, Kunming, Yuanan, China 1 GNS Science, Lower Hutt, New Zealand

Paper 006 Paper 010 Technical Session 7.2.4 Technical Session 7.2.5

NZS 1170.5:2004 Site Subsoil Classification of Modelling Strong Ground Motions for Subduction Wellington City Events in the Wellington Region, New Zealand

S. Semmens1, N.D. Perrin2, G.D. Dellow2 & R. Van Dissen2 C. Holden1 & J.X. Zhao1

ABSTRACT: Wellington has an appreciable seismic risk due to the ABSTRACT: The work presented here is focused on simulating ground proximity of its concentrated population and infrastructure to several major motions from potential large plate boundary subduction thrust earthquakes earthquake sources. Geotechnical data mainly from 1025 drill holes, along at specified locations in the Wellington region in terms of response spectra with shear-wave velocity (Vs) determinations specific to this project were and acceleration time histories. We employ the methodology of Irikura et used to construct a 3D engineering geological model for Wellington City al. (2004) and validate their code and procedures using the strong motion centre. From this model, the following maps were derived, and are dataset from the 2003 Mw 7.2 Fiordland earthquake applying both presented in this paper: surficial geology, depth to bedrock, low amplitude empirical and stochastic Green’s functions. The method was satisfactorily site period, and NZS 1170.5:2004 site subsoil classes. The results show tested using an intraslab rupture and a record from a nearby aftershock as that a significant ground shaking amplification hazard is posed to the city, the empirical Green’s function (EGF). For the stochastic Green’s functions with the waterfront, Te Aro and Thorndon areas having a poorer site (SGF) approach, we adopt the work of Motazedian & Atkinson (2005) subsoil class in terms of NZS 1170.5:2004 than previous studies had because we consider their assumption of a finite fault source model estimated. (instead of a point source) is more appropriate in the Wellington case where events have magnitudes > 5, and distances < 200 km. We are currently applying these techniques to a number of source scenarios that sample a range of plausible subduction interface ruptures underneath Wellington. Key parameters that we vary are hypocentre location, stress drop, and overall rupture area. In addition, recent advances in detailed modelling of the Wellington basin geology will allow us to include site effects in our simulated ground mo

1 AECOM, Auckland, New Zealand 2 GNS Science, Lower Hutt, New Zealand 1 GNS Science, Lower Hutt, New Zealand

Paper 007 Paper 229

Alphabetical List of Authors

Session Paper Session Paper Abdul A.R. Poster 118 Brooke N.J. 2.2 069 Acho L. Poster 137 Brown C.O. 5.1 031 Akgüzel U. 4.3 179 Brown I.R. 3.3 053 Akgüzel U. 6.2 197 Brown M.K.H. 3.3 053 Akgüzel U. 6.2 198 Buchanan A.H. Poster 060 Akgüzel U. 2.2 201 Buchanan A.H. 2.1 090 Alexander N.N. 3.3 181 Buchanan A.H. 2.1 132 Algie T.B. 4.2 200 Buchanan A.H. 2.1 187 Ali M. Poster 131 Bull D.K. 4.3 168 Allen T.I. 4.1 207 Bull D.K. Poster 170 Allen T. Poster 160 Bull D.K. 2.3 173 An X.W. 7.2 006 Burbidge D.R. 4.1 207 Arnold S.F. 6.2 239 Burlingham K. 4.2 044 Arumugam S. 6.1 193 Butt F. Poster 220 Aslan Z. 1.1 016 Butterworth J.W. 3.2 062 Atando R.A. Poster 029 Butterworth J.W. Poster 080 Atando R.A. Poster 160 Butterworth J.W. 2.1 106 Augenti N. 1.3 232 Butterworth J.W. 5.2 149 Augenti N. Poster 233 Butterworth J.W. Poster 154 Avery H. 3.3 181 Butterworth J.W. 6.1 155 Aw E.S. 4.2 044 Ayan F. 7.1 188 Session Paper Cameron M. Poster 028 Session Paper Carr A.J. 2.3 173 Balbuena G. Poster 066 Carr A.J. 2.2 201 Banganan E.L. Poster 157 Carr A.J. Poster 091 Barnes P. 4.1 205 Carradine D. 2.1 187 Barrell D. 3.3 186 Chai J-F. 1.2 126 Bautista B.C. Poster 029 Chanerley A. 3.3 181 Bautista B.C. Poster 157 Chang K.C. 3.1 099 Bautista B.C. Poster 160 Chapman H.E. 6.1 190 Bautista M.L.P. Poster 029 Chase J.G. Poster 092 Bautista M.L.P. Poster 157 Chase J.G. Poster 143 Bautista M.L.P. Poster 160 Chase J.G. 6.1 073 Beattie G.J. 1.2 178 Chase J.G. 3.1 135 Beattie G.J. 4.3 165 Chase J.G. Poster 137 Beavan J. 3.3 164 Chase J.G. 3.1 142 Beavan J. 7.2 006 Chen M-F. 3.1 099 Becker J. 5.1 027 Chen Q. Poster 137 Becker J.S. Poster 021 Chen Y. Poster 084 Begg J. 3.3 186 Chen Y. Poster 218 Behan A. 4.2 044 Cheng C. 1.3 152 Behrens E.M. Poster 219 Cheng C-W. 3.1 099 Berrill J. 3.3 181 Chew A.S. 7.1 123 Berryman K. 4.1 205 Chiewanichakorn M. 6.2 239 Beskhyroun S. Poster 077 Choi S.W. Poster 121 Beskhyroun S. 6.1 228 Chouw N. Poster 080 Bi K. 5.2 149 Chouw N. Poster 082 Bilderback E. 3.3 186 Chouw N. Poster 084 Bitaraf M. 3.1 140 Chouw N. Poster 101 Boon D. Poster 013 Chouw N. Poster 131 Booth E. 5.3 183 Chouw N. 5.2 149 Bothara J.K. Poster 046 Chouw N. Poster 154 Brabhaharan P. 6.1 193 Chouw N. 6.1 155 Bradley B. 4.1 205 Chouw N. Poster 218 Session Paper Session Paper Chouw N. Poster 219 Duxfield J. 6.1 193 Christophersen A. 4.1 206 Dyer C. 3.3 181 Claridge J. 3.3 186 Clark D. 4.1 207 Session Paper Clark K. 4.1 205 Edwards M. Poster 160 Clayton P.J. 7.1 188 Egan J. 4.2 044 Clayton P.J. Poster 046 Egbelakin T.K. 5.1 017 Clifton G.C. 3.2 062 Elefante L. 2.3 034 Clifton G.C. Poster 072 Eligehausen R. 2.2 196 Clifton G.C. 2.1 106 Eligehausen R. Poster 222 Cole G.L. Poster 170 Enriquez M.C. Poster 157 Cole G.L. 2.3 173 Esposito S. 2.3 034 Cole G. 6.1 073 Evans N.L. 5.3 036 Cole R.G. 7.1 038 Collins C.D.N. 4.1 207 Session Paper Coomer M. 5.1 027 Fakhouri M.Y. 3.1 134 Corman S. 3.1 135 Fatahi B. 4.2 107 Corman S. 3.1 142 Figueroa M. Poster 157 Cowan M.J. 4.3 166 Foster C. 4.3 174 Cox S. 3.3 186 Fry B. 3.3 164 Cronin S. 5.1 027 Fry B. 3.3 181 Cubrinovski M. 2.3 052 Furlong K. 3.3 186 Cubrinovski M. 3.3 056 Cubrinovski M. 2.3 176 Session Paper Gad E.F. 5.2 148 Session Paper Gallo P.Q. 4.3 179 Daag A.S. Poster 157 Gallo P.Q. 6.2 197 Daly M. 5.1 027 Gallo P.Q. 2.2 201 Damnjanovic I. 1.1 016 Galloway B.D. 5.3 162 Damnjanovic I.D. 1.1 209 Galloway B.D. 4.3 168 Davey R. 4.3 174 Gasparini G. 3.2 237 Davidson B.J. 1.2 065 Gasparini G. Poster 238 Deam B.L. Poster 114 Gebreyohaness A.S. 3.2 062 Dellow G.D. 7.2 007 Genesio G. 2.2 196 Dellow G.D. Poster 013 Gerstenberger M.C. 4.1 204 Deocampo J.B. Poster 160 Gerstenberger M.C. 4.1 205 de Terte I. 5.1 027 Gerstenberger M.C. 4.1 206 Devereux C.P. Poster 060 Gerstenberger M.C. 4.1 210 Devereux C.P. 2.1 090 Gerstenberger M.C. 7.2 008 Dewe M. 3.3 181 Gharaie V.S. Poster 112 Dhakal R.P. 1.2 063 Ghorawat S. 1.1 209 Dhakal R.P. 1.2 086 Giovinazzi S. 2.3 034 Dhakal R.P. Poster 116 Glassey S. 5.1 027 Dhakal R.P. Poster 170 Glavovic B. 5.1 027 Dhakal R.P. 2.3 173 Govind S. Poster 028 Dhakal R.P. 3.3 186 Gramaxo J. Poster 066 Dhakal R.P. Poster 091 Gregg G. Poster 191 Di Cesare A. 5.3 139 Gregg G. 6.1 193 Di Cesare A. 6.2 194 Grinlinton K. 7.1 188 Dickie J. 4.3 163 Grutas R.N. Poster 157 Dizhur D. 7.1 235 Gutschmidt S. 2.1 076 Dolce M. 5.3 139 Dolce M. 6.2 194 Session Paper Doyle E. 5.1 027 Hao H. 5.2 149 Dravitzki V. 5.1 026 Harding A.J.M. 5.1 020 Drupsteen T. 5.3 133 Hare H.J. 5.3 162 Duffy B. 3.3 186 Hare H.J. 4.3 168 Dusi A. 5.2 124 Henham H. 3.3 186 Session Paper Session Paper Henry R.S. 2.1 104 Kam W.Y. 6.2 198 Hernandez V.H. Poster 157 Kawashima K. 6.1 097 Hicks S. Poster 072 Keenan S. 4.3 175 Hogan L.S. 6.1 228 Khanlou A. Poster 072 Holden C. 3.3 164 Khatiwada S. Poster 080 Holden C. 7.2 229 Khoo H.H. 2.1 106 Holden C. 3.3 181 Kim Y. 5.2 102 Holden M. Poster 072 King A.B. 3.3 186 Holden T.J. Poster 060 Klahn A. 3.3 186 Holden T.J. 2.1 090 Kujikis A. 6.1 073 Hornblow S. 3.3 186 Kumar Y. Poster 028 Hosokawa Y. 5.2 102 Kunz J. Poster 066 Hosono Y. 4.2 054 Houghton R. 5.1 027 Session Paper Hsieh K.S. 1.3 059 LI B. 6.2 119 Hu J.W. Keynote 241 Labise C.C. Poster 092 Huang C.W. 1.3 159 Labrosse G. 6.1 073 Huang S-K. Poster 226 Lam N.T.K. 5.2 148 Hughes M. 5.1 027 Lamarche G. 4.1 205 Hunter R. 3.3 186 Langridge R.M. 3.3 186 Hurlebaus S. 3.1 140 Langridge R.M. 4.1 202 Hurlebaus S. 3.1 145 Langridge R.M. 4.1 205 Hwang J.S. 3.1 099 Lanuza A.G. Poster 157 Hyodo M. 4.2 047 Lanuza A.G. Poster 160 Hyunseong H. 5.2 102 Larkin T.J. 3.3 053 Le Heux M. 2.3 176 Session Paper Lee E.S. Poster 121 Ibrahim A. Poster 147 Leon R.T. Keynote 241 Iervolino I. 2.3 034 Leonard G. 5.1 027 Igarashi A. 3.1 134 Leonard M. 4.1 207 Ingham J.M. 2.2 069 Leonard M. Poster 160 Ingham J.M. 2.1 104 Lester J. 4.3 174 Ingham J.M. Poster 118 Li B. 5.2 149 Ingham J.M. 1.3 214 Li B. Poster 154 Ingham J.M. 6.1 228 Li B. 6.1 155 Ingham J.M. 7.1 235 Li B. 2.2 109 Ingham J.M. 4.3 163 Li B. 2.2 153 Liel A.B. 4.1 210 Session Paper Liel A.B. 1.1 225 Jacka M.E. 3.3 041 Liel A.B. 1.1 227 Jacobs K. 4.1 205 Lin C.C. 1.3 059 Jakab M. Poster 160 Lin F-R. 1.2 126 Jay C-C. Poster 226 Lin F-R. 3.1 099 Johal S. 5.1 027 Lin G.L. 1.3 059 Johnston D.M. Poster 021 Lindsay B. 6.1 155 Johnston D.M. 5.1 027 Litchfield N. 3.3 186 Jolly S. 5.1 027 Litchfield N. 4.1 205 Jones A.S. 3.2 130 Liu A.Z. 4.3 165 Jongens R. 3.3 186 Liu P. 7.1 235 Lloyd N. 7.1 123 Session Paper Loo W.Y. Poster 101 Kabeyasawa T. 4.2 058 Lu C. Poster 079 Kabeyasawa T. 4.2 058 Luco N. 4.1 210 Kabeyasawa T. 5.2 102 Luco N. 1.1 225 Kailey P. 2.3 052 Luco N. 1.1 227 Kam W.Y. 2.1 132 Lukovic B. Poster 013 Kam W.Y. 4.3 179 Lumantarna R. 7.1 235 Kam W.Y. 6.2 192 Session Paper Session Paper Ma Q.T. 1.3 150 Nadimpalli K. Poster 160 MacRae G.A. Poster 061 Nahkies P.B. 5.1 017 MacRae G.A. 1.2 063 Narag I.C. Poster 029 MacRae G.A. Poster 072 Narag I.C. Poster 157 MacRae G.A. 2.1 076 Narag I.C. Poster 160 MacRae G.A. Poster 079 Nayyerloo M. Poster 137 MacRae G.A. 1.2 086 Newcombe M.P. 2.1 132 MacRae G.A. Poster 092 Newcombe M.P. 2.1 187 MacRae G.A. 6.1 097 Nicol A. 4.1 205 MacRae G.A. 2.1 106 Nicol R. 3.3 186 MacRae G.A. Poster 114 Nigro D. 5.3 139 MacRae G.A. Poster 116 Nigro D. 6.2 194 MacRae G.A. Poster 143 Noble D. 3.3 186 MacRae G.A. 6.1 073 Nodder S. 4.1 205 MacRae G.A. 3.2 083 Nolot B. Poster 131 MacRae G.A. 3.1 135 MacRae G.A. 3.1 142 Session Paper Mackenzie C.S.M. 7.1 075 Oh B.K. Poster 121 Mackenzie H. 3.3 186 Olavere E.A.B. Poster 157 Mackenzie J.R. 2.3 035 Oliver S.J. 7.1 075 Mackenzie J.R. 2.3 176 Omenzetter P. Poster 215 Madabhushi S.P.G. 5.3 183 Omenzetter P. Poster 220 Mahdi T. Poster 112 Orense R.P. 5.3 043 Mahrenholtz C. Poster 222 Orense R.P. 4.2 047 Mander J.B. 1.1 016 Orense R.P. 2.3 052 Mander J.B. 1.1 209 Orense R.P. Poster 147 Manson S.E. Poster 154 Orense R.P. 4.2 200 Manzoni E. 5.2 124 Oreta A.W.C. 2.3 169 Marriott D. 2.1 132 Oyarzo C.A. Poster 082 Masuno T. Poster 061 Ozbulut O.E. 3.1 145 Mathieson C.D. 2.1 106 O’Hagan J.T. 1.3 150 McBride A.P. 1.2 065 McCarten P.S. 7.1 123 Session Paper McCully R. 4.2 055 Paganotti G. Poster 116 McGhie C. 5.3 036 Palermo A. 2.2 081 McGowan K. 7.1 125 Palermo A. Poster 120 McGregor E. 2.1 187 Palermo A. 2.3 176 McGuire R.K. Keynote 240 Palmieri M. 5.2 093 McPherson A.A. 4.1 207 Pampanin S. Poster 060 McVerry G.H. 7.2 010 Pampanin S. 1.2 063 McVerry G.H. 4.1 205 Pampanin S. 2.1 090 Melosantos M.L.P. Poster 157 Pampanin S. 5.2 093 Mendis R. Poster 028 Pampanin S. Poster 120 Mezzi M. 5.2 124 Pampanin S. 2.1 132 Milke M. 5.1 031 Pampanin S. 4.3 179 Moon L. 4.3 163 Pampanin S. 2.1 187 Mora K. 5.1 026 Pampanin S. 6.2 192 Moroni C. 5.3 139 Pampanin S. 2.2 196 Morris H.W. 5.3 133 Pampanin S. 6.2 197 Moshref A. Poster 199 Pampanin S. 6.2 198 Mossucca A. 5.3 139 Pampanin S. 2.2 201 Mote T. 3.3 186 Pampanin S. Poster 222 Motoyui S. 1.2 086 Pan T-C. 6.2 119 Murahidy K.M. 3.3 041 Papiona K. Poster 157 Murray S. 5.1 026 Papiona K. Poster 160 Musulin R. 1.1 024 Parisi F. 1.3 232 Parisi F. Poster 233 Park H.S. Poster 121 Session Paper Session Paper Parker W. 4.3 175 Roland T. Poster 143 Parker W. 4.3 174 Ronan K. Poster 021 Paton D. Poster 021 Ronan K. 5.1 027 Paton D. 5.1 027 Rooke A.G. 4.3 166 Patterson L. 5.1 027 Ryan M. 4.2 044 Peace R. 5.1 027 Ryu H. 4.1 210 Pedley K. 3.3 186 Ryu H. 1.1 225 Pender M.J. 4.2 055 Ryu H. 1.1 227 Pender M.J. 3.2 088 Ríos E. Keynote 242 Pender M.J. Poster 147 Pender M.J. 4.2 200 Session Paper Perez J.S. Poster 157 Sadashiva V.K. Poster 061 Perrin N.D. 7.2 007 Sadashiva V.K. 6.1 097 Perrin N.D. Poster 013 Sadashiva V.K. Poster 114 Pettinga J. 4.1 205 Saito K. 5.3 183 Pham T.P. 2.2 153 Salcedo J.C. Poster 157 Ponzo F.C. 5.3 139 Saleh M. Poster 072 Ponzo F.C. 6.2 194 Samali B. 4.2 107 Powell F.I. 5.1 020 Sato M. 5.2 102 Presland R. Poster 191 Sato Y. 1.2 086 Priestley M.J.N. Keynote 243 Saunders W. 5.1 027 Prota A. 1.3 232 Sa’on N.M. 4.2 200 Punongbayan J.T. Poster 157 Sa’don N.M. Poster 118 Punongbayan R.S. Poster 157 Scott A. Poster 072 Puthanpurayil A.M. Poster 091 Scott A. 2.2 081 Semmens S. 7.2 007 Session Paper Sengupta P. 2.2 109 Qin X. Poster 084 Seville E. 5.1 031 Qin X. Poster 218 Seville R. 2.1 187 Quenneville P.J.H. Poster 101 Shabbir F. Poster 215 Quenneville P.J.H. Poster 118 Shelton R.H. 4.3 165 Quenneville P.J.H. 1.3 214 Shen Z-P. Poster 226 Quigley M. 3.3 164 Silvestri S. 3.2 237 Quigley M. 3.3 186 Silvestri S. Poster 238 Singh J. 1.2 063 Session Paper Smith A. 3.3 186 Raghunandan M. 4.1 210 Smith T. 2.1 187 Raghunandan M. 1.1 227 Smith W. 4.1 205 Rajeev P. 3.2 071 So E.K.M. Keynote 224 Reese S. 5.1 027 Solidum R.U. Poster 157 Relota E.P. Poster 029 Solidum R.U. Poster 160 Reyners M. 3.3 164 Somerville P.G. 4.1 208 Reyners M. 4.1 205 Song T.S. 7.2 006 Rhoades D.A. 4.1 205 Sonnenberg R. Poster 046 Rhoades D.A. 4.1 206 Spence R.J.S. Keynote 224 Ricci I. 3.2 237 Sritharan S. 2.1 104 Ricci I. Poster 238 Stahl T. 3.3 186 Ries W. 3.3 186 Stevens G. 5.2 124 Ries W. 4.1 202 Stirling M.W. 4.1 204 Ristau J. 3.3 164 Stirling M.W. 4.1 205 Robertson S. 4.3 175 Stirling M.W. 4.1 206 Robinson K. 2.3 052 Stuart K. 5.1 027 Rodellar J. Poster 137 Sun H. 5.2 149 Rodgers G.W. Poster 092 Rodgers G.W. Poster 143 Session Paper Rodgers G.W. 6.1 073 Tabatabaiefar H.R. 4.2 107 Rodgers G.W. 3.1 135 Tarrant R. 5.1 027 Rodgers G.W. 3.1 142 Tasligedik A.S. Poster 120 Session Paper Session Paper Tasligedik A.S. 4.3 179 Wotherspoon L.M. 6.1 228 Taylor H. 5.1 027 Wright K. 5.1 027 Taylor M.L. 3.3 056 Wu C.L. 1.3 159 Tehranizadeh M. Poster 199 Tesfamariam S. 3.2 071 Session Paper Thio H.K. 4.1 208 Yan L. Poster 084 Thomas G.C. 7.1 125 Yang X.D. 7.2 006 Thomas J. 5.1 026 Yang Y.S. 1.3 159 Thurston S.J. 4.3 165 Yeow T.Z. Poster 072 Tiglao R.B. Poster 157 Yeow T.Z. 6.1 097 Timar L. 5.1 027 Yoshimine M. 4.2 054 Toh J.C.W. 4.2 055 Yoshimoto N. 4.2 047 Toranzo L. 6.2 239 Yu P. 2.1 076 Torvelainen E.P. Poster 191 Townsend D. 3.3 186 Session Paper Trayes M. 4.1 202 Zajac A. 3.3 186 Trombetti T. 3.2 237 Zhao J.X. 7.2 229 Trombetti T. Poster 238 Zhao J.X. 7.2 006 Tuohy R. 5.1 027 Zhao J.X. 7.2 008 Twigden K.M. Poster 082

Session Paper Uma S.R. 1.2 178 Uma S.R. 1.1 227 Uma S.R. 4.1 210 Uma S.R. 1.1 225

Session Paper Van Dissen R. 7.2 007 Van Dissen R. Poster 013 Van Dissen R. 3.3 164 Van Dissen R. 3.3 186 Van Dissen R. 4.1 205 Villamo P. 3.3 186 Villamor P. 3.3 164 Villamor P. 4.1 205

Session Paper Wada A. Poster 061 Walker G.R. 1.1 024 Walker R. 5.3 133 Wallace L. 4.1 205 Walton D. 5.1 026 Wang S-J. 3.1 099 Wang T. 1.3 152 Wang Z-L. 4.2 044 Ward S.D. 3.3 053 Wibowo A. 5.2 148 Wilkinson S. 5.1 017 Wilson A.W. 1.3 214 Wilson J.L. 5.2 148 Wilson T. 5.1 027 Wong R. 2.1 187 Wood D. 7.1 188 Wood J.H. 6.1 190 Woodhouse O.H. Poster 154 Wotherspoon L.M. 3.2 088 Wotherspoon L.M. 4.2 200