Towards InTegraTed seIsmIc desIgndb.nzsee.org.nz/2014/2014Handbook.pdf · Page 5 Towards Integrated...

Towards

InTegraTed seIsmIc desIgn

new Zealand socIeTy for earThquake engIneerIng TechnIcal conference and agm

21 – 23 MARCH 2014 AOTEA CENTRE • AUCKLAND

conference handbook and book of absTracTs

Towards Integrated seismic design 21 – 23 March 2014 • Auckland

New Zealand Society for Earthquake Engineering Technical Conference and AGM

Conference Partners

Platinum Sponsor

Gold Sponsors

Silver Sponsors

Bronze Sponsors

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We are very grateful for the support of our conference Sponsors. Please support them in return!



WelcomeOn behalf of the organising committee, welcome to the 2014 New Zealand Society for Earthquake Engineering (NZSEE) Annual Technical Conference in Auckland.

The NZSEE Annual Technical Conference brings together representatives across the multi-disciplinary field of earthquake engineering. To this end, the theme of the 2014 conference is “Towards integrated seismic design”, and points to the need for more interaction and cooperation across these disciplines. The three keynote speakers will all present on cross-disciplinary aspects of earthquake engineering, and a number of oral presentations during the course of the conference also focus on this integration of disciplines. This conference provides an excellent forum for bringing together these ideas and individuals.

We have faced new earthquake engineering challenges since the last NZSEE conference, with the upper South Island and lower North Island subjected to the Cook Strait earthquake sequence. This has presented further challenges for the earthquake engineering community as we continue to move forward from the Canterbury earthquake sequence. A special session on the Cook Strait earthquake sequence on Saturday will provide an overview of some of the observations from these events.

The NZSEE gratefully acknowledges Auckland Council and the Earthquake Commission as conference partners, and BBR Contech as conference platinum sponsors. These and the other sponsors have made this conference possible through their generous support, helping to further advance earthquake engineering in New Zealand.

The three day conference programme from Friday to Sunday has been expanded compared to previous years to accommodate the large number of research and practice papers, with over 100 presentations to be given in total. There has been a rapid increase in the number of presentations at the conference in recent years, from approximately 40 in 2010, 65 in 2012, to 75 in 2013. This highlights the significant research efforts that are underway and the eagerness of practitioners to disseminate knowledge from their experiences.

In addition to the conference programme, Auckland Council is holding the Resilient Auckland Expo in public areas of the Aotea Centre on the Friday and Saturday. You are encouraged to visit the Expo, which aims to promote awareness of practical steps to reduce the impact of disasters on commercial properties, homes and yourselves.

We hope you come away from this conference with new knowledge, open minds, and enjoy fruitful interactions with your peers on the earthquake engineering issues that New Zealand currently faces.

We hope you enjoy the conference.

Liam Wotherspoon and Quincy Ma, Conference Convenors

ContentsWelcome ...................................... 3

Programme ............................. 4–11

Poster List ............................. 12–13

Keynote Speakers ....................... 14

Invited Speakers ......................... 15

Keynote Abstracts ................. 16–17

Invited Abstracts ................... 18–21

Oral Abstracts ....................... 22–65

Poster Abstracts.................... 66–88

General Info ............................... 89

Social Programme....................... 89

Sponsors ............................... 90–93

Resilient Auckland Expo ............. 94

Venue Floorplan ......................... 95

Auckland Map ............................ 96



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Friday 21 March 201408.00 – 18.00 Owen’s Foyer Registration

09.00 – 09.30 ASB Theatre NZSEE 2014 Conference OpeningOfficial Welcome and OpeningStefano Pampanin, President, NZSEEDean Kimpton, Chief Operating Officer, Auckland Council

09.30 – 10.20 ASB Theatre Keynote Address: Integrating the public into earthquake engineering Robert Reitherman, Executive Director, CUREE

Chair: Les Megget

10.20 – 10.50 Lower NZI Morning Tea

10.50 – 12.20 Session 1 1A: Reinforced ConcreteChair: David WoodRoom: ASB Theatre

1B: SteelChair: Charles CliftonRoom: Limelight 1

1C: Soil Structure Interaction and Soil VelocitiesChair: Brendon BradleyRoom: Limelight 2

12.20 – 13.40 Lower NZI Lunch and Poster Session 1 (odd numbers)

13.40 – 15.10 ASB Theatre Where are our URM buildings and what level of shaking is likely to initiate damage?Jason Ingham, Department of Civil and Environmental Engineering, University of Auckland

Volcanic and seismic hazard in Auckland: Just how shaky is our isthmus?Jan Lindsay, School of Environment, University of Auckland

Natural hazard risk management and planning in a growing AucklandMark Tamura, Team Leader, Unitary Plan, Auckland Council

Chair: Patrick Cummuskey, Auckland Council

15.10 – 15.40 Lower NZI Afternoon Tea

15.40 – 17.10 Session 2 2A: Walls and FloorsChair: Rick HenryRoom: ASB Theatre

2B: BridgesChair: Misko CubrinovskiRoom: Limelight 1

2C: InterdisciplinaryChair: Luke AllenRoom: Limelight 2

17.15 – 18.00 ASB Theatre NZSEE AGM

18.00 – 20.00 Lower NZI Cocktail Function (Icebreaker)

Conference Programme NOTE: Presentation times, including questions: Keynotes 50 min; Invited 30 min; Orals 15 min.The Society gratefully acknowledges the conference partners the Earthquake Commission and Auckland Council.

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Saturday 22 March 201408.00 – 17.10 Owen’s Foyer Registration

08.30 – 09.20 ASB Theatre Keynote Address: Challenges in estimating real-time earthquake shaking and impactDavid Wald, US Geological Survey

Chair: Matt Gerstenberger, GNS Science

09.20 – 10.20 ASB Theatre Insurance after Canterbury EarthquakesJimmy Higgins, Executive General Manager, VERO Earthquake Programme

Section 112 - Alterations to existing buildingsDave Gittings, Ministry of Business, Innovation and Employment

Chair: Quincy Ma, University of Auckland


10.50 – 12.20 Session 3 3A: Policy, Research and PracticeChair: Peter SmithRoom ASB Theatre

3B: Structural devicesChair: David WhittakerRoom: Limelight 1

3C: SeismologyChair: Matt GerstenbergerRoom: Limelight 2

12.20 – 13.40 Lower NZI Lunch and Poster Session 2 (even numbers)

13.40 – 15.10 ASB Theatre Cook Strait Earthquake Sequence SessionChair: Caroline Holden, GNS Science

SOURCES ANd GROUNd MOTION ChARACTERISTICS IN ThE 2013 COOK STRAIT EARThQUAKESC Holden

GEOTEChNICAL ANd LANdSCAPE dAMAGES Dellow

UPPER SOUTh ISLANd RESIdENTIAL ANd COMMERCIAL BUILdING dAMAGEG Morris

OBSERvATIONS OF dAMAGE TO WINERy FACILITIESR Jury

BRIdGE ANd ROAd NETWORK dAMAGEP Brabhaharan

WELLINGTON EMERGENCy RESPONSED Brunsdon & P Wood

WELLINGTON BUILdING INSPECTIONS ANd dAMAGEA Thornton

15.10 – 15.40 Lower NZI Afternoon Tea

15.40 – 17.10 Session 4 4A : Case StudiesChair: Robert DaveyRoom: ASB Theatre

4B: TimberChair: Alessandro PalermoRoom: Limelight 1

4C: Non-structural elements, tanks and poundingChair: Rajesh DhakalRoom: Limelight 2

19.00 – 23.00 Auckland Town hall

Conference dinner


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Sunday 23rd March08.00 – 14.00 Owen’s

FoyerRegistration

08.30 – 09.20 ASB Theatre

Keynote Address: Integrated design of structure - foundation systems: the current situation and emerging challenges Michael Pender, Department of Civil and Environmental Engineering, University of Auckland

Chair: John Wood. John Wood Consulting


Seismic risk reduction for soft-story woodframe buildings in the United StatesJohn Van De Lindt, Civil and Environmental Engineering, Colorado State University

Liquefaction effects on structuresJonathan Bray, Civil and Environmental Engineering, University of California, Berkeley

Chair: Liam Wotherspoon, NZSEE 2014 Conference Convenor


IPENZ; Past, Present, FutureNicki Crauford, Deputy Chief Executive, IPENZ


11.00 – 12.15 Session 5 5A: MonitoringChair: Peter WoodRoom: ASB Theatre

5B: LiquefactionChair: Rolando OrenseRoom: Limelight 1

5C: Steel and Masonry Chair: Clark HylandRoom: Limelight 2

12.20– 12.30 ASB Theatre

Updating the NZSEE guidelines for assessing and improving the seismic performance of buildings in earthquakes: progress reportDave Brunsdon, Kestrel Group

Chair: Liam Wotherspoon, NZSEE 2014 Conference Convenor


Conference Awards and ClosureChair: Liam Wotherspoon, NZSEE 2014 Conference Convenor

12.50 – 13.40 Lower NZI Lunch


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Streamed Technical Session

Session 110.50 – 12.20 1A: Reinforced Concrete

Chair: David WoodRoom: ASB Theatre

1B: SteelChair: Charles CliftonRoom: Limelight 1

1C: Soil Structure Interaction and Soil VelocitiesChair: Brendon BradleyRoom: Limelight 2

10.50 – 11.05 Paper No. 1: SEISMIC PERFORMANCE ASSESSMENT OF NON-DUCTILE COLUMNSA Stirrat, A Gebreyohaness, R Jury & W Kam

Paper No. 7: ThROUGh BEAM WITh BOLTEd BRACKET CONNECTIONS FOR CFT COLUMN WITh STEEL BEAMI Sheet & U Gunasekaran

Paper No. 13: COMPARISON OF EXISTING CPT-Vs CORRELATIONS WITH CANTERBURY-SPECIFIC SEISMIC CPT dATAC McGann, B Bradley, M Cubrinovski, M Taylor & L Wotherspoon

11.05 – 11.20 Paper No. 2: REvIEWING ThE UNCERTAINTIES IN SEISMIC EXPERIMENTATION FOLLOWING ThE UNEXPECTEd PERFORMANCE OF RC STRUCTURES IN THE 2010-2011 CANTERBURY EARThQUAKESG Morris, D Bull & B Bradley

Paper No. 8: LOW dAMAGE BRACES USING ASyMMETRICAL FRICTION CONNECTIONS (AFC)J Chanchi Golondrino, R Xie, G MacRae, G Chase, G Rodgers & C Clifton

Paper No. 14: ONGOING dEvELOPMENT OF A 3d SEISMIC vELOCITy MOdEL OF CANTERBURY, NEW ZEALAND FOR BROAdBANd GROUNd MOTION SIMULATIONR Lee, B Bradley, J Pettinga, M Hughes & R Graves

11.20 – 11.35 Paper No. 3: ACCOUNTING FOR RESIdUAL CAPACITy OF REINFORCEd CONCRETE PLASTIC hINGES: CURRENT PRACTICE ANd PROPOSEd FRAMEWORKA Cuevas & S Pampanin

Paper No. 9: ROCKING STEEL ShEAR WALLS WITh ENERGy dISSIPATION dEvICESG djojo, C Clifton & R Henry

Paper No. 15: SEISMIC RESPONSE OF A TyPICAL NEW ZEALAND PILE-SUPPORTED WhARF CONFIGURATIONB Ragued, L Wotherspoon & J Ingham

11.35 – 11.50 Paper No. 4: REhABILITATION OF EARThQUAKE DAMAGED EXTERNAL RC BEAM-COLUMN JOINTSJ Shafaei, A Hosseini, M Marefat & J Ingham

Paper No. 10: dEvELOPMENT ANd RESEARCh OF ECCENTRICALLy BRACEd FRAMES WITh REPLACEABLE ACTIvE LINKSA Fussell, K Cowie, C Clifton & N Mago

Paper No. 16: TOWARDS PERFORMANCE-BASED SEISMIC dESIGN OF INTEGRATEd FOUNDATION-STRUCTURE SYSTEMS CONSIDERING SOIL-FOUNdATION INTERFACE NONLINEARITyS Giorgini, S Pampanin & M Cubrinovski

11.50 – 12.05 Paper No. 5: CONTROLLEd dAMAGE PRECAST CONNECTIONS FOR ACCELERATEd BRIdGE CONSTRUCTION IN REGIONS OF hIGh SEISMICITyS White & A Palermo

Paper No. 11: AdvANCES IN dESIGN REQUIREMENTS FOR BUCKLING RESTRAINEd BRACEd FRAMESK Robinson

Paper No. 17: INTEGRATING SOIL-STRUCTURE INTERACTION WIThIN PERFORMANCE-BASED DESIGNM Millen, S Pampanin, M Cubrinovski & A Carr

12.05 – 12.20 Paper No. 6:COMPOSITE SLAB EFFECTS ON BEAM-COLUMN SUBASSEMBLIES: FURThER dEvELOPMENTT Chaudhari, G MacRae, D Bull, G Chase, M Hobbs, C Clifton & S Hicks

Paper No. 12:EXPERIMENTAL STUdIES ON CyCLIC BEhAvIOUR OF STEEL BASE CONNECTIONS CONSIdERING ANChOR BOLTS POST TENSIONINGJ Borzouie, G Macrae, J Chase & C Clifton

Paper No. 18:ASSESSMENT OF SOIL-STRUCTURE INTERACTION METhOdS USING FULL SCALE dyNAMIC TESTINGL hogan & L Wotherspoon

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Session 215.40 – 17.10 2A: Walls and Floors

Chair: Rick HenryRoom: ASB Theatre

2B: BridgesChair: Misko CubrinovskiRoom: Limelight 1

2C: InterdisciplinaryChair: Luke AllenRoom: Limelight 2

15.40 – 15.55 Paper No. 19: FLOOR DIAPHRAGMS - SEISMIC BULWARK OR AChILLES' hEELJ Scarry

Paper No. 25: SEISMIC ASSESSMENT OF STATE hIGhWAy 16 WhAU RIvER BRIdGED Pino & P Corbett

Paper No. 31: WHAT BECOMES OF RESEARCH? IMPROvING TRANSLATION OF EARThQUAKE ENGINEERING RESEARCh TO PRACTICE ANd POLICyd Mieler & S Uma

15.55 – 16.10 Paper No. 20: SEISMIC dESIGN OF COMPOSITE METAL DECK AND CONCRETE-FILLEd dIAPhRAGMS – A dISCUSSION PAPERK Cowie, A Fussell, C Clifton, G Macrae & S Hicks

Paper No. 26: SOUTh BRIGhTON BRIdGE: LATERAL SPREAd MITIGATION USING JET GROUT LATTICE STRUCTURESC Keepa, G Saul, A Murashev & J McMillan

Paper No. 32: A COMMUNITY-CENTRIC APPROACh FOR dEvELOPING SEISMIC PERFORMANCE TARGETS FOR BUILdINGS ANd LIFELINESM Mieler & S Uma

16.10 – 16.25 Paper No. 21: EFFECT OF REINFORCING STEEL BONd ON ThE SEISMIC PERFORMANCE OF REINFORCEd CONCRETE WALLSv Patel, B Van & R Henry

Paper No. 27: ThE ASSESSMENT OF LIQUEFACTION ANd LATERAL SPREAdING EFFECTS ON BRIdGESA Murashev, D Kirkcaldie, C Keepa, M Cubrinovski, R Orense & J Lloyd

Paper No. 33: ThE RELATIONShIP BETWEEN SEISMIC RETROFITTING ANd ARChITECTURAL QUALITIESN Allaf & A Charleson

16.25 – 16.40 Paper No. 22: NUMERICAL SIMULATION OF ShEAR WALL FAILURE MEChANISMSF Dashti, R Dhakal & S Pampanin

Paper No. 28: INvESTIGATION OF ThE BEhAvIOR OF SMALL-SCALE BRIDGE MODELS USING ShAKE TABLE TESTSZ Chegini & A Palermo

Paper No. 34: COSTS ANd EFFECTS: ThE hEALTh COSTS OF ThE 22 FEBRUARy 2011 EARThQUAKEA Brower & D Johnston

16.40 – 16.55 Paper No. 23: NUMERICAL MOdELLING ANd TESTING OF CONCRETE WALLS WITh MINIMUM vERTICAL REINFORCEMENTy Lu, R Henry & Q Ma

Paper No. 29: QUASI-STATIC CYCLIC TESTING OF HALF-SCALE FULLY PRECAST BRIdGE SUBSTRUCTURE SySTEM IN hIGh SEISMICITyM Mashal & A Palermo

Paper No. 35: ThE GEM EARThQUAKE CONSEQUENCES dATABASE ANd NEW ZEALANd'S CONTRIBUTIONSG Bocchini, A Pomonis, E So, A King & S Giovinazzi

16.55 – 17.10 Paper No. 24:LATERAL-FORCE RESISTING MECHANISMS OF FLEXURE-DOMINANT MULTI-STORY STRUCTURAL WALLS SUSTAINEd ON SOFT-FIRST-STORYM Sakashita, Y Idosako, X Feng & M Nishiyama

Paper No. 30:LESSONS FROM LIQUEFACTION dAMAGE TO BRIdGES IN ChRISTChURCh ANd STRATEGIES FOR FUTURE dESIGNP Brabhaharan

Paper No. 36:EXPOSURE dATA dEvELOPMENT FRAMEWORK: REAL-TIME INdIvIdUAL ASSET COLLECTION TOOL (RIACT), INVENTORY REPOSITORy & ASSET REPOSITORy WEB PORTALS Lin, A King & I Matcham

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Session 310.50 – 12.20 3A: Policy, Research and Practice

Chair: Peter SmithRoom ASB Theatre

3B: Structural devicesChair: David WhittakerRoom: Limelight 1

3C: SeismologyChair: Matt GerstenbergerRoom: Limelight 2

10.50 – 11.05 Paper No. 37:REvIEW OF ThE BUILdING COdE STRUCTURAL PROvISIONSG Lawrance, D Hopkins, D Cheong & M Stannard

Paper No. 43:ShAKING TABLE TESTS OF A BASE ISOLATEd STRUCTURE WITh dOUBLE CONCAvE FRICTION PENdULUMSF Ponzo, A di Cesare, D Nigro, M Simonetti & G Leccese

Paper No. 49:REPRESENTATIVE GROUND-MOTION ENSEMBLES FOR SEvERAL MAJOR EARTHQUAKE SCENARIOS IN NEW ZEALANdK Tarbali & B Bradley

11.05 – 11.20 Paper No. 38:PRIORITISING RESEARCh INTO ThE SEISMIC PERFORMANCE OF REINFORCEd CONCRETEA Bennett, R Sharpe & M Stannard

Paper No. 44:CONCEPTUAL dEvELOPMENT: LOW LOSS PRECAST CONCRETE FRAME BUILdINGS WITh STEEL CONNECTIONSP Aninthaneni & R Dhakal

Paper No. 50:REGIONAL KAPPA (κ) SCALING OF NEW ZEALANd ROCK GMPESC Van Houtte, T Larkin & C Holden

11.20 – 11.35 Paper No. 39:INTERACTION OF GEOTEChNICAL ANd STRUCTURAL ENGINEERING IN ThE SEISMIC ASSESSMENT OF EXISTING BUILdINGSP Clayton, W Kam & A Beer

Paper No. 45:RETROFIT, USING ISOLATION, OF ThE hEAvILy dAMAGEd BASILICA dEL SALvAdOR CAThEdRAL IN SANTIAGO, CHILEM Rendel, C Lüders, M Greer, I Vial, B Westenenk, J de la Llera, F Pérez, D Bozzi & F Prado

Paper No. 51:EXPLICIT CONSIdERATION OF NEAR-FAULT DIRECTIVITY EFFECTS ANd TREATMENT OF dISTRIBUTEd SEISMICITY AS FINITE-FAULTS IN NZ-SPECIFIC PROBABILISTIC SEISMIC hAZARd ANALySISV Joshi & B Bradley

11.35 – 11.50 Paper No. 40:A SEISMIC ENGINEER'S NOTE BOOKG houston, A Beer, G Cole & R Jury

Paper No. 46:COST-BENEFIT ANALYSIS OF BASE ISOLATEd ANd CONvENTIONAL BUILdINGS: A CASE STUdyM Cutfield, Q Ma & K Ryan

Paper No. 52:TIME-VARYING AND LONG-TERM MEAN AFTERShOCK hAZARd IN WELLINGTONA Christophersen, D Rhoades, R Van Dissen, C Müller, M Stirling, G McVerry & M Gerstenberger

11.50 – 12.05 Paper No. 41:ENhANCING COLLABORATION BETWEEN ARChITECTS ANd STRUCTURAL ENGINEERS USING PRELIMINARy dESIGN SOFTWAREA Charleson & P Wood

Paper No. 47:DESIGN OF BASE-ISOLATED BUILdINGS: AN OvERvIEW OF INTERNATIONAL COdESd Pietra, S Pampanin, R Mayes, N Wetzel & D Feng

Paper No. 53:RMS’ NEW MOdEL FOR RUPTURES ON KNOWN CRUSTAL FAULTS IN NEW ZEALANd ANd ITS IMPLICATIONS FOR RISKd Fitzenz & M Nyst

12.05 – 12.20 Paper No. 48:dISPLACEMENT ANd ACCELERATION dESIGN SPECTRA FOR SEISMIC ISOLATION SySTEMS IN ChRISTChURChD Whittaker & L Jones

Paper No. 54:INCORPORATING SIMULATEd hIKURANGI SUBdUCTION INTERFACE SPECTRA INTO PROBABILISTIC hAZARd CALCULATIONS FOR WELLINGTONG Mcverry & C Holden

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Session 415.40 – 17.10 4A : Case Studies

Chair: Robert DaveyRoom: ASB Theatre

4B: TimberChair: Alessandro PalermoRoom: Limelight 1

4C: Non-structural elements, tanks and poundingChair: Rajesh DjakalRoom: Limelight 2

15.40 – 15.55 Paper No. 55:TAUROA RESIdENTIAL SUBdIvISION: LANdSLIdE REMEdIATION ANd hILL SLOPE STABILISATION FOR EARThQUAKE RESISTANCER Gerbrandt

Paper No. 61:ESTABLIShING ThE RESILIENCE OF TIMBER FRAMEd SChOOL BUILdINGS IN NEW ZEALANdd Brunsdon, J Finnegan, N Evans, G Beattie, D Carradine, J Sheppard & B Lee

Paper No. 67:PRELIMINARy EXPERIMENTAL vERIFICATION OF CURRENT CONTENT SLIdING MOdELLING TEChNIQUEST yeow, G Macrae, R Dhakal & B Bradley

15.55 – 16.10 Paper No. 56:SEISMIC REhABILITATION OF A CONCRETE ENCASEd STEEL RIVETED FRAME BUILDING - ADELPHI HOUSE, WELLINGTONI Prionas & J Knight

Paper No. 62:QUASI STATIC CyCLIC TEST OF 2/3 SCALE POST-TENSIONED TIMBER WALL AND COLUMN-WALL-COLUMN (CWC) SYSTEMSF Sarti, A Palermo & S Pampanin

Paper No. 68:SEISMIC PERFORMANCE OF SUSPENdEd CEILINGS: CRITICAL REvIEW OF CURRENT dESIGN PRACTICEA Pourali Bejarbaneh, R Dhakal & G Macrae

16.10 – 16.25 Paper No. 57:NETWORK PROTECTION WIThOUT COMPROMISE – dECONSTRUCTION OF 91 hEREFORd STREET FOR TELECOMd McGuigan, C Hill & J Robb

Paper No. 63:EXPERIMENTAL TESTING OF ALTERNATIVE BEAM-COLUMN JOINTS IN POST-TENSIONED TIMBER FRAMEST Armstrong, T Smith, A Buchanan & S Pampanin

Paper No. 69:SEISMIC PERFORMANCE OF NON-STRUCTURAL ELEMENTS WIThIN BUILdINGSh Ferner, M Wemyss, A Baird, A Beer & D Hunter

16.25 – 16.40 Paper No. 58:A NOvEL APPROACh TO REhABILITATION OF A ChURCh IN FENDALTON, CHRISTCHURCHS Neill, A Beer & D Amende

Paper No. 64:ShAKING TABLE TESTING OF A MULTI-STOREY POST-TENSIONED TIMBER BUILdINGT Smith, S Pampanin, A Di Cesare, F Ponzo, M Simonetti, D Nirgo & D Carradine

Paper No. 70:LOW DAMAGE NON-STRUCTURAL dRyWALLS: dETAILS ANd ThEIR PERFORMANCEA Tasligedik, S Pampanin & A Palermo

16.40 – 16.55 Paper No. 59:TIME hISTORy ANALySIS CORRELATION BETWEEN OBSERvEd ANd PREdICTEd RESPONSE OF TyPICAL INdUSTRIAL BUILdINGS WITh STEEL PORTAL FRAME ANd CONCRETE TILT PANEL CLAddING dURING ChRISTChURCh EARThQUAKEW Batchelar, M Mashal & d Southwick

Paper No. 65:ELASTO-PLASTIC BEHAVIOUR OF A RIGId TIMBER ShEAR WALL WITh SLIP-FRICTION CONNECTORSW Loo, P Quenneville & N Chouw

Paper No. 71:AN EXPERIMENTAL INvESTIGATION ON CONTACT BEhAvIOUR dURING STRUCTURAL POUNdINGS Khatiwada, N Chouw & T Larkin

16.55 – 17.10 Paper No. 60:WELLINGTON INTERNATIONAL AIRPORT – PREPAREd FOR RAPId SELF-ASSESSMENTG Eban, K Hira & R Sharpe

Paper No. 66:PERFORMANCE OF BRICK vENEERS. dO yOU hAvE CONFIDENCE IN YOUR TIES?M Halliday, A Laird & K Reynolds

Paper No. 72:ASSESSMENT OF NEW ZEALANd SCALING PROCEdURE OF GROUNd MOTIONS FOR LIQUId STORAGE TANKSM Ormeno, M Geddes, T Larkin & N Chouw

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Session 511.00 – 12.15 5A: Monitoring

Chair: Peter WoodRoom: ASB Theatre

5B: LiquefactionChair: Rolando OrenseRoom: Limelight 1

5C: Steel and Masonry Chair: Clark HylandRoom: Limelight 2

11.00 – 11.15 Paper No. 73:dyNAMIC PROPERTIES OF AN ELEVEN-SPAN MOTORWAY BRIdGE AT dIFFERENT LEvELS OF EXCITATIONG Chen, S Beskhyroun & P Omenzetter

Paper No. 78:KEy FACTORS IN ThE LIQUEFACTION-INDUCED dAMAGE TO BUILdINGS ANd INFRASTRUCTURE IN ChRISTChURCh: PRELIMINARy FINdINGSM Cubrinovski, M Taylor, K Robinson, A Winkley, M Hughes, J Haskell, B Bradley, J Bray, T O’Rourke & L Wotherspoon

Paper No. 83:NON-DESTRUCTIVEMETHOD TO INVESTIGATE THE HARDNESS - PLASTIC STRAIN RELATIONShIP IN CyCLICALLy dEFORMEd STRUCTURAL STEEL ELEMENTSh Nashid, W Ferguson, C Clifton, M Hodgson, M Battley, C Seal & J Choi

11.15 – 11.30 Paper No. 74:AMBIENT vIBRATION BASEd EVALUATION OF A CURVED POST-TENSIONED CONCRETE BOX-GIRdER BRIdGEX Chen, P Omenzetter & S Beskhyroun

Paper No. 79:STONE COLUMN GROUNd IMPROvEMENT FIELd TRIAL: A ChRISTChURCh CASE STUdyd Mahoney & J Kupec

Paper No. 84:PRELIMINARy ESTIMATION OF REdUCTION FACTORS IN MEChANICAL PROPERTIES OF STEEL REINFORCEMENT dUE TO PITTING SIMULATEd CORROSIONK Andisheh, A Scott & A Palermo

11.30 – 11.45 Paper No. 75:EXPERIMENTAL EvALUATION OF INTER-STOREY DRIFTS DURING ThE COOK STRAIT EARThQUAKE SEQUENCEQ Ma, S Beskhyroun, G Simkin, L Wotherspoon, J Ingham, G Cole, A Gebreyohaness & R Sharpe

Paper No. 80:EvALUATION OF LIQUEFACTION POTENTIAL OF SOILS USING SdS dATA IN ChRISTChURChS Mirjafari, R Orense & N Suemasa

Paper No. 85:FRG STRENGThENING SySTEMS FOR MASONRy BUILdINGSA Balsamo, I Iovinella & G Morandini

11.45 – 12.00 Paper No. 76:PRELIMINARy ANALySIS OF INSTRUMENTEd WELLINGTON BUILdING RESPONSES IN ThE JULY/AUGUST 2013 SEDDON/LAKE GRASSMERE EARThQUAKESE Thomson & B Bradley

Paper No. 81:hydRAULIC UPLIFT FORCES ON BASEMENTS SUBJECT TO LIQUEFACTIONN Luxford

Paper No. 86:PRACTICAL EXAMPLES OF USING QUALITATIvE ASSESSMENT METhOdS TO ASSESS ThE EARThQUAKE RISK OF hISTORIC STRUCTURES IN ThE ChRISTChURCh AREAS Phillips, R Lane & G Cross

12.00 – 12.15 Paper No. 77:STRONG MOTION RECORdS FROM ThE ThORNdON OvERBRIdGE IN ThE 2013 COOK STRAIT ANd LAKE GRASSMERE EARThQUAKESJ Wood

Paper No. 82:IMPROvEMENT MEChANISMS OF STONE COLUMNS AS A MITIGATION MEASURE AGAINST LIQUEFACTION-INDUCED LATERAL SPREAdINGE Tang & R Orense

Paper No. 87:REvIEW OF BUCKLING RESTRAINEd BRACE dESIGN ANd BEhAvIOURA Jones, C Lee, G Macrae & C Clifton

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Paper No. P1: SEISMIC EVALUATION OF BUILDINGS WITH OUT-OF-STRAIGhTNESSA. Abdolahirad, G.A. MacRae, D. Bull & T.Z. Yeow

Paper No. P2: EXPERIMENTAL AND NUMERICAL STUDY OF U-SHAPE FLEXURAL PLATE (UFP) DISSIPATORS A. Baird, T. Smith, A. Palermo & S. Pampanin

Paper No. P3: ONLINE OPEN-SOURCE APPLICATIONS FOR GROUND MOTION SELECTION USING ThE GCIM METhOd J. Scarr, B. A. Bradley

Paper No. P4: SEISMIC RESPONSE ANALYSIS OF HIGH-SPEED RAILWAY VEHICLE-SLAB BALLASTLESS TRACK-BRIDGE SYSTEM UNDER NEAR-FAULT PULSE GROUND MOTIONSL.K. Chen, L.Z. Jiang, Z.P. Zeng, G.W. Chen

Paper No. P5: A PROPOSEd METhOd FOR ESTIMATING dIFFERENTIAL SETTLEMENTS DUE TO POST-LIQUEFACTION RECONSOLIdATION J.N. Dismuke

Paper No. P6: SEISMIC PERFORMANCE OF CORE-WALLS FOR MULTI-STOREy TIMBER BUILdINGS A.J.M. Dunbar, S. Pampanin and A.H. Buchanan

Paper No. P7: FAST PREdICTION OF ThE CONTRIBUTION OF CEILINGS dAMAGE IN ThE SEISMIC LOSS OF RC BUILdINGS Z. Tang, S. Pen, M. Ebrahimi Koopaee, R. Dhakal

Paper No. P8: SEISMIC ROCKING RETROFIT OF ChRISTChURCh’S TRIUMPhAL ARCh: vALIdATION OF dESIGN CONCEPTS ThROUGh NUMERICAL ANALySES P. Fontanelli, A. Palermo, M. Brando, A. Carr & C. Chesi

Paper No. P9: STRUCTURAL CONCRETE INSULATING PANELS (SCIPS): AN ALTERNATIvE CONSTRUCTION TEChNOLOGy IN SEISMIC REGIONS M.D. Heath, J. Farrell & M. Mashal

Paper No. P10: EFFECT OF FLOOR SLABS ON ThE SEISMIC PERFORMANCE OF RC FRAMES S. M Ahmed & U. Gunasekaran

Paper No. P11: ANALYSIS OF T–BEAM BRIDGE FOR SEISMIC ChARACTERISATION R.E.T. Amaladosson, U. Gunasekaran

Paper No. P12: IMPACT OF EXISTING STRUCTURES ON SOIL RESPONSE dURING EARThQUAKESS. Ha, X. Qin, M. Ishwaran, T. Larkin & N. Chouw

Paper No. P13: EFFECTS OF INCREASING dISTANCE OF COLUMNS IN REINFORCEd CONCRETE WATER STORAGE TANKSM. Hatami

Paper No. P14: ASSESSMENT OF NON-DUCTILE CONCRETE COLUMNS C.W.K. Hyland

Paper No. P15: SHAKE TABLE TESTING OF AN INTEGRATED LOW-DAMAGE FRAME BUILdING H.C. Johnston, C.P. Watson, S. Pampanin & A. Palermo

Paper No. P16: ON SEISMIC hAZARd ANALySIS OF ThE TWO vULNERABLE REGIONS IN IRAN: dETERMINISTIC ANd PROBABILISTIC APPROAChES A. Farzampour & A. Kamali Asl

Paper No. P17: SEMI-ACTIVE CONTROL OF STRUCTURE WITH MR DAMPER USING WAVELET-BASED LQR N. Khanmohammadi Hazaveh, S. Pampanin, G. Chase, G. Rodgers & P. Ghaderi

Paper No. P18: EXPERIMENTAL STUdy OF ThE INELASTIC BRIdGE BEhAvIOUR UNdER SPATIALLy vARyING EXCITATIONS C. Kun, B. Li & N. Chouw

Paper No. P20: CONSEQUENCE OF MAIN-SECONDARY STRUCTURES INTERACTION FOR SEISMIC RESPONSE OF SECONdARy STRUCTURES E. Lim, X. Qin, M. Sarrafzadeh & N. Chouw

Paper No. P21: EFFECT OF PLASTIC HINGE, SOIL NONLINEARITY AND UPLIFT ON EARThQUAKE ENERGy IN STRUCTURES M. Sarrafzadeh, E. Lim, X. Qin & N. Chouw

Paper No. P22: INvESTIGATING ThE RELATIONShIP BETWEEN hARdNESS ANd PLASTIC STRAIN IN REINFORCING STEEL BARS G. Loporcaro, S. Pampanin & M.V. Kral

Paper No. P23: A NOVEL NON-LINEAR MODEL FOR MULTILAYER RUBBER BEARING ISOLATORS WhITh LOAd INTERACTION N.E. Maureira

Paper No. P24: TRENdS REGARdING ThE STRUCTURAL ENhANCEMENT OF URM BUILDINGS (INCLUDING CASE STUDIES)T. MoorePaper No. P25: EXPERIMENTAL INVESTIGATION OF WALL-TO-FLOOR CONNECTIONS IN POST-TENSIONED TIMBER BUILDINGS D. Moroder, F. Sarti, A. Palermo, S. Pampanin & A.H. Buchanan

Paper No. P26: SEISMIC EvALUATION OF SUSPENdEd CEILINGS IN A hOSPITAL BUILdING: A CASE STUdy M. Pianigiani, A. Pourali Bejarbaneh & R.P. Dhakal

Poster Papers



Paper No. P27: ThE ASyMMETRIC FRICTION CONNECTION WITh BELLEvILLE SPRINGS IN THE SLIDING HINGE JOINT S. Ramhormozian, G.C. Clifton & G.A. MacRae

Paper No. P28: MOMENT CAPACITy OF ShALLOW FOUNdATIONS ON CLAy UNdER FIXEd vERTICAL LOAd R.S. Salimath & M.J. Pender

Paper No. P29: EXPERIMENTAL MOdAL ANALySES OF BUILdINGS dURING ThE COOK STRAIT EARThQUAKE SEQUENCE G.B. Simkin, S. Beskhyroun, Q.T. Ma, L.M. Wotherspoon & J.M. Ingham

Paper No. P30: NONLINEAR SPRING-BED MODELLING FOR EARTHQUAKE ANALYSIS OF MULTI-STOREY BUILDINGS ON SHALLOW FOUNdATIONS L.B. Storie & M.J. Pender

Paper No. 31: EXPERIMENTAL INvESTIGATION ON UPLIFT BEhAvIOUR OF MORTAR-FREE INTERLOCKING COLUMNS Z. Tang & N. Chouw

Paper No. P32: EFFECT OF IN-STRUCTURE DAMPING MODELS ON THE PERFORMANCE OF LINEAR FRAMES WITh OPTIMAL dISTRIBUTION OF dAMPERS A.M. Puthanpurayil, O. Lavan & R. Dhakal

Paper No. P33: EFFECTS OF COLUMN SPLICE PROPERTIES ON SEISMIC dEMANdS IN STEEL MOMENT FRAMES F. Tork Ladani, G. MacRae, G. Chase & C. Clifton

Paper No. P34: AN EXPERIMENTAL STUdy OF COCONUT FIBRE REINFORCEd CONCRETE UNdER IMPACT LOAd W. Wang & N. Chouw

Paper No. P35: SEISMIC RESPONSE OF A NOvEL COMPOSITE STRUCTURE L. Yan, F. Dong, N. Chouw & K. Jayaraman

Paper No. P36: BUILDING CONTENT SLIDING DEMAND – ANALYTICAL STUDIES OF CONTENTS IN ELASTIC, MDOF STRUCTURES H. Riley-Smith, E.S. Cain, T. Z. Yeow, G. A. MacRae and R. Dhakal

Paper No. P37: vERTICAL ACCELERATION ANd TORSIONAL EFFECTS ON ThE DYNAMIC STABILITY AND DESIGN OF C-BENT COLUMNS A. Chen, J.O.C. Lo, C-L. Lee, G.A. MacRae & T.Z. Yeow

Paper No. P38: DAMAGE IDENTIFICATION OF A FLAG-SHAPED HYSTERESIS STRUCTURE SUBJECT TO SEISMIC EXCITATION C. Zhou & J. G. Chase, G.W. Rodgers & C. Xu

Paper No. P40: FEASIBILITy OF A FULLy FLOATING CEILING SySTEM M. J. Robson, D. N. Kho, A. Pourali & R. P. Dhakal

Paper No. P41: EXTERNAL REINFORCED CONCRETE BEAM-COLUMN SUBASSEMBLAGES IN FIRE M.M. Raouffard, M. Sakashita & M. Nishiyama

Paper No. P42: ASCE 31-03 SEISMIC EVALUATION OF A FIVE-STOREY REINFORCEd CONCRETE FRAME BUILdING WITh MASONRy INFILL IN NEPAL E.S. Kunkel, D. Todd-Jones & P. Campbell

Paper No. P43: SHAKE TABLE TESTS OF SOFT-STORY WOODFRAME BUILdING RETROFITTEd WITh CLT ShEAR WALLS J.W. van de Lindt, P. Bahmani, A. Iqbal, G. Mochizuki & M. Gershfeld

Paper No. P44: FERRYMEAD BRIDGE – TEMPORARY SEISMIC RESTRAINT SySTEM V.K. Sadashiva, P. Brabhaharan, D. Novakov, M. Cowan & M. Krotofil

Paper No. P45: CANTERBURy LIQUEFACTION SUSCEPTIBILITy REvEALEd BY CONE PENETRATION TESTS (CPT) AND SEISMIC CONE PENETRATION TESTING (SCPT)G.P. De Pascale, J. Cresswell, C. Cheng & E. May

Paper No. P46: AVONDALE MEWS RESIDENTIAL SUBDIVISION, STAGE 2: LIQUEFACTION ANd LATERAL SPREAdING hAZARd ASSESSMENT R.C. Gerbrandt

Paper No. P47: EFFECTS ANd UNCERTAINTy FROM vARIOUS dECLUSTERING METhOdS ANd CONSEQUENCES FOR SEISMIC hAZARd ANd SEISMIC RISK IN NEW ZEALANd E. Apel, M. Nyst

Paper No. P48: EARTHQUAKE RESILIENT FOUNDATION FOR LOW-RISE BUILdINGS M.R. Yehiya

Poster Papers



PAGE 14

Michael Pender is a staff member of the Department of Civil and Environmental Engineering at the University. He is Professor of Geotechnical Engineering, a position he has held since 1985. In addition he is a Visiting Professor to the European School for Advanced Studies in the Reduction of Seismic Risk, University of

Pavia. He is a Fellow of the Institution of Professional Engineers New Zealand, a Life Member of the New Zealand Geotechnical Society and the New Zealand Society for Earthquake Engineering.His primary areas of interest in teaching, research, and consulting are: the elucidation of the geotechnical properties of NZ materials, particularly soils of residual or volcanic origin; the earthquake resistant design of foundations; limit state design in geotechnical engineering; the engineering behavior of closely jointed rock masses.

Robert Reitherman, Executive Director, CUREE Robert Reitherman is the Executive Director of CUREE, the Consortium of Universities for Research in Earthquake Engineering, an association of 22 American universities with civil engineering programs devoted to earthquake engineering. Reitherman

obtained his undergraduate degree in government from Harvard and his master of architecture degree from Berkeley, at the latter specializing in earthquake engineering. He is the author of the book published in 2012 by the American Society of Civil Engineers, Earthquakes and Engineers: An International History, and has authored papers and monographs on architectural aspects of seismic design, reviews of US federal government earthquake policies, unreinforced masonry buildings, and nonstructural earthquake damage. He has directed several projects aimed at informing the general public about civil engineering, most recently as project director of the Golden Gate Bridge Permanent Outdoor Exhibition. For the Earthquake Engineering Research Institute (EERI), he directs its oral history program.

David Wald, Seismologist, U.S. Geological Survey David Wald is a seismologist with the U.S. Geological Survey (USGS) in Golden, Colorado and is on the Geophysics Faculty at the Colorado School of Mines. David is involved in research, management, operations, and development for the

National Earthquake Information Center (NEIC) and the Advanced National Seismic System. He developed and manages “ShakeMap” and “Did You Feel it?”, and he is responsible for leading the development of other systems for post-earthquake response, information, and pre-earthquake mitigation, including “ShakeCast” and “PAGER”, among others.Under the USGS Earthquake Hazards Program, David is Coordinator of the Earthquake Effects topical area and manages the NEIC’s Real-time Products Research & Development Team. In these roles he provides guidance to USGS management on diverse topics ranging from basic earthquake research, monitoring, earthquake hazard and risk, and earthquake response. Due to the impact of USGS projects under his leadership, they have been funded externally by the U.S. Agency for International Development’s Office of Foreign Disaster Assistance, the Global Earthquake Model, the California Department of Transportation, the American Lifelines Alliance, the Veterans’ Administration, the Nuclear Regulatory Commission, and the International Atomic Energy Agency.The earthquake information systems he has developed in the course of his career have presented many opportunities for important long-term interactions with users from educational, engineering, consulting, loss modeling, utility, critical facility, emergency response and management, government, and international arenas, as well as for public outreach and service. He has also lectured at dozens of universities nationally and internationally.Previously at Caltech, and now at the Colorado School of Mines, Wald has advised dozens of post-doctoral, graduate, and undergraduate student research projects. His own scientific interests include the characterization of rupture processes from complex recent and historic earthquakes using combined geodetic, teleseismic, and strong motion data; waveform modeling and inversion; analysis of ground motion hazards and site effects; earthquake source physics; and modeling earthquake-induced landslides, liquefaction, and losses. This research has resulted in more than 450 professional publications that David has authored or co-authored, including journal papers, USGS publication series, conference papers, and published abstracts.Wald has been the Seismological Society of America (SSA) Distinguished Lecturer and Associate Editor, and serves on the Society’s Board of Directors. He is an Associate Editor for Earthquake Spectra. He was awarded SSA’s 2009 Frank Press Public Service Award, and a Department of the Interior Superior Service Award in 2010. He earned his B.S. in Physics & Geology at St. Lawrence University in New York, an M.S. in Geophysics at the University of Arizona, and his Ph.D. in Geophysics at Caltech.

Keynote Speakers



Jonathan D. Bray, Ph.D., P.E., Faculty Chair in Earthquake Engineering Excellence, University of California, Berkeley, CA Prof. Bray has three decades of experience in practicing, teaching, and performing research in geotechnical engineering and earthquake engineering. He has authored nearly 300 research publications. His

expertise includes the seismic performance of earth and waste fills, earthquake fault rupture propagation, earthquake ground motions, seismic site response, liquefaction and ground failure and its effects on structures, and post-earthquake reconnaissance. He is the Chair of the Geotechnical Extreme Events Reconnaissance (GEER) Association, and he served as Vice-President of the Earthquake Engineering Research Institute. He has received several honors, including the Peck Award, Joyner Lecture, Huber Research Prize, Packard Foundation Fellowship, and NSF Presidential Young Investigator Award.

Dave Gittings, MBIE Dave Gittings is currently the acting manager for the Consent System team within the Ministry of Business, Innovation and Employment (MBIE). He has a building background and a PhD from Victoria University in non-building related field. He has returned to the building sector and has

been working with the Ministry for 3 years.

Jimmy Higgins, Executive General Manager – VERO Earthquake Programme Jimmy joined Vero in March 2012 and he has overall responsibility for our Earthquake Response Programme.He has held a number of roles in the Suncorp Group since joining the business in 2008.

After the transformation of brands within the Personal Insurance business, Jimmy was appointed to the role of Executive Manager, GI Fraud & Investigation and was responsible for claims fraud management and quality assurance and process governance for personal insurance claims. He was also instrumental in the Group’s response to the natural disasters in Queensland last year as Executive Manager, Queensland Event Recovery.Born in Ireland, he moved to Australia when he was 15. He attended university in Brisbane where he gained an honours degree in Accounting from QUT and degree in Psychology from the University of Queensland.

Jason Ingham, Department of Civil and Environmental Engineering, The University of Auckland Jason is a Professor of Structural Engineering at the University of Auckland whose research interests include the seismic assessment and retrofit of masonry and concrete buildings, and sustainable

concrete materials technology. Jason obtained his PhD from the University of California at San Diego and his MBA from the University of Auckland. Jason has previously been on the management committees of the Structural Engineering Society of NZ (SESOC) and the New Zealand Society for Earthquake Engineering (NZSEE), and is currently immediate past-president of the New Zealand Concrete Society.

Jan Lindsay, University of Auckland Jan Lindsay is a Senior Lecturer in the School of Environment at the University of Auckland where her position is supported by a Fellowship from the New Zealand Earthquake Commission. She is a volcanologist, with research interests spanning all aspects of volcanoes, including

the origin of their magmas, the deposits they generate on the Earth’s surface and the hazards they pose. She has an MSc in Geology from the University of Auckland, and a PhD in Geoscience from the University of Giessen in Germany. She has held positions at GNS Science in Taupo; the GeoResearch Centre (GFZ) in Potsdam, Germany; and the University of the West Indies in Trinidad. Jan is a past president of the Geoscience Society of New Zealand. She is currently working on projects in the broad area of volcanic hazard and risk in New Zealand, the Lesser Antilles and Saudi Arabia, with a very strong focus on the Auckland Volcanic Field through the Determining Volcanic Risk in Auckland (DEVORA) project.

Mark Tamura, Team Leader, Unitary Plan, Regional and Local PlanningMark Tamura is a team leader in the Auckland Council’s planning division. He leads the team responsible for giving effect to council’s regional and coastal planning functions as well as rural planning and the management of natural hazards in the

Proposed Auckland Unitary Plan.With wide public sector experience in New Zealand and overseas, he re-joined the amalgamated Auckland Council in early 2012 after being involved in native vegetation regulation and the policy response to the 2009 Black Saturday bushfires for the Victorian State Government.Mark has a background in physical geography and a Masters in Resource and Environmental Planning from Massey University.

Dr. John W. van de Lindt, Colorado State University Dr. John W. van de Lindt is the George T. Abell Distinguished Professor of Infrastructure in Structural Engineering at Colorado State University. Dr. van de Lindt’s research program focuses on improving the built environment by making structures and

structural systems perform to the level expected by their occupants, government, and the public. He seeks to accomplish this through the development of performance-based engineering and test bed applications of building systems. Over the last 15 years he has spearheaded performance-based wood engineering efforts in earthquake, hurricane, tsunami, tornado, and flood engineering with the common thread of enabling building stock stakeholders the ability to improve design decisions with the goals of improving life safety and mitigating financial loss. He was the Project Director for the NEESWood project and the NEES-Soft project, and has conducted multiple full-scale system-level shake table tests in the U.S. and Japan.

Invited Speakers



INTEGRATING ThE PUBLIC INTO EARThQUAKE ENGINEERING R. K. ReithermanConsortium of Universities for Research in Earthquake Engineering, Richmond, CA, USAABSTRACT: Within the earthquake engineering community as it is usually defined, several kinds of professionals need to integrate their work for successful earthquake-resistant construction to result. Structural engineers, architects, mechanical and electrical engineers, building officials, and a number of specialties in the construction industry need to be coordinated. Stepping back from our earthquake engineering inner circle, we see that we are a very small field that needs to be integrated with something quite large -- the public. The amorphous and ever-present public is our client who pays for our work, the beneficiary of the earthquake engineering we conduct, and the decisionmaker who brings into being projects to build bridges or buildings that engineers then engineer. One of the ways to engage the public in earthquake engineering and more broadly civil engineering is via what in the United States is called informal learning: learning that takes place out of the classroom. Exhibits are an important aspect of that type of learning, and several examples are provided.

CHALLENGES IN ESTIMATING REAL-TIME EARThQUAKE ShAKING ANd IMPACT D.J. WaldUSGS, Golden, CO, USAABSTRACT: The U.S. Geological Survey (USGS) has developed several near-real time earthquake information systems that provide rapid and automated alerting of estimated economic and human impacts following earthquakes. In this talk I describe the four components that rapidly assess an earthquake’s impact. First, earthquakes trigger rapid source characterization; second, these source parameters help inform our estimates of shaking-distribution (ShakeMap). Third, losses are modeled by computing populations exposed per shaking intensity level, and country-specific loss functions are used to provide estimates of economic impact and potential casualties (PAGER). Finally, these uncertain loss estimates are communicated in an appropriate form for actionable decision-making among a variety of users.

Several aspects of our problem cannot yet be adequately solved with purely empirical or solely mechanistic approaches. The “physics-based” model components are essential for informing empirical loss models where they are data-limited, and for providing a framework for better understanding the causative pathways that dominate earthquake losses. In the course of explaining the end-to-end strategies and science/engineering we employ, I describe the pragmatic choices made in balancing the uncertainties in and benefits provided by our empirical and physical models. Recognizing and reconciling the complimentary benefits of data-driven verses theoretical problem solving is at the core of our end-to-end earthquake hazard and loss estimates, as it is for a wide variety of other challenges within the earth and engineering sciences.

Keynote Abstracts

NOTES:

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INTEGRATEd dESIGN OF STRUCTURE - FOUNDATION SYSTEMS: THE CURRENT SITUATION ANd EMERGING ChALLENGES M.J. PenderDepartment of Civil and Environmental Engineering, University of Auckland, Auckland.ABSTRACT: Nobody disputes the fact that a structure and the supporting foundation form a single entity. This paper reports on a research programme promoting the idea that the design process needs to reflect closer interaction between the structural and geotechnical teams; an idea which the author has been promoting for more than ten years and which recently received support from the Christchurch Royal Commission (recommendation 53).

The paper reviews work done to date on shallow and deep foundations, the results of experimental work, and insights gained from numerical analysis. Soil-structure-interaction (SSI) is frequently appealed to as factor in the earthquake response of structure-foundation systems, however, when this is based on elastic behaviour of the soil any effect is often minimal. To obtain real benefit some nonlinear soil behaviour must be mobilised; this is referred to herein as soil-foundation-structure-interaction (SFSI).

This paper presents an approach to including nonlinear soil-foundation-structure interaction (SFSI) effects into spring-bed models of buildings on shallow foundations. Spring-bed models provide a balance between ease of implementation and theoretically rigorous solutions, as well as ability to include foundation uplift and non-linear soil deformation into earthquake analysis of multi-storey buildings on shallow foundations. The simple spring-bed model is best suited to shallow foundations that have a large static factor of safety against bearing capacity failure. In addition the modelling of shallow foundation nonlinear behaviour using a macro-element is discussed; this is particularly applicable to shallow foundations where the static bearing strength factor of safety is in the more usual 3 to 5 range. These two approaches to shallow foundation design are complementary.

For foundations using long piles it is explained how there are alternatives to the usual Winkler spring modelling of pile foundation behaviour.

Based on snap-back testing of near prototype scale shallow and pile foundations it appears that the question of damping still requires much work, although once nonlinear behaviour is engaged the amount of damping is large.

The content of the paper is presented within the context of some of the recommendations of the Report of the Christchurch Royal Commission. It is proposed that the criterion for satisfactory foundation performance during the course of an earthquake is the residual deformation after the earthquake; suggestions on possible allowable residual deformations are made to encourage discussion of these limits. This is proposed as a more satisfactory approach than placing limitations on the proportion of the shallow foundation bearing strength that may be developed during the course of the earthquake. The Report of the Royal Commission accepts this thinking for foundations using long piles.

The paper says nothing about the effects of liquefaction on shallow foundations. It is assumed that all future building

designs will involve thorough consideration of the possibility of liquefaction and the consequences of lateral spreading. Thus shallow foundations are only possible in dense material with good permeability or after extensive ground improvement has been undertaken.

Keynote Abstracts

NOTES:



WhERE ARE OUR URM BUILdINGS ANd WhAT LEvEL OF ShAKING IS LIKELy TO INITIATE DAMAGE?Jason Ingham, Kevin Walsh & Dmytro DizhurUniversity of Auckland, AucklandABSTRACT: The observed performance of unreinforced masonry (URM) buildings in the Canterbury earthquakes taught us very little that was new, but instead brought to the attention of a new generation of both professionals and the general public the lessons that have been learned previously – that URM building are badly damaged in large earthquakes. However, these events have led to some very simple question being asked, such as:

• How many URM buildings do we have in NZ?

• Where are they located?

• How big does an earthquake have to be before we see damage to URM buildings?

• Will these building survive a 500 year design level event if located in a low seismic zone?

• What is the most effective, affordable way to increase their strength?

This presentation will attempt to tackle these questions, reporting on recent findings from projects funded by the Natural Hazards Research Platform, BRANZ Research Levy and EQC and undertaken in collaboration with Auckland Council, GNS, the University of Canterbury and the Historic Places Trust.

vOLCANIC ANd SEISMIC hAZARd IN AUCKLAND: JUST HOW SHAKY IS OUR ISTHMUS?Jan M LindsayUniversity of Auckland, AucklandABSTRACT: The city of Auckland is built on and around a potentially active, basaltic, intraplate volcanic system, the Auckland Volcanic Field (AVF), which hosts around 50 small volcanoes and has been active for the last quarter of a million years. The most recent eruption occurred from Rangitoto 550 years ago and was witnessed by early indigenous Maori. There are also at least two faults in the wider region that are considered active (the Wairoa North fault in the Hunua Ranges, and the Kerepehi fault in the Hauraki rift). Although Auckland is considered to be one of New Zealand’s most tectonically stable areas, the region does experience low-level seismicity; since 1983, the Auckland seismic network has recorded > 80 earthquakes above c. M 2.5. Although volcanic eruptions and earthquakes in Auckland are relatively small and infrequent, the risk associated with future activity is very high, given the high physical and economic vulnerability of Auckland (population ca. 1.5 million). In this presentation I will provide an overview of volcanic and seismic hazard and associated risk in Auckland, and outline some of the key findings of recent research and some of the challenges of monitoring volcanic and seismic activity in an urban environment.

Invited Speaker Abstracts

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NATURAL hAZARd RISK MANAGEMENT ANd PLANNING IN A GROWING AUCKLANd Mark Tamura, Christina GawneAuckland Council, AucklandABSTRACT: Auckland is a geographically diverse region affected by natural hazards that occur frequently (i.e. flooding and coastal hazards) and infrequently (i.e. volcanic activity, tsunami and earthquakes). The region is also growing steadily with a predicted population increase of 1 million people by 2040, requiring an additional 400,000 homes. This provides a challenging planning environment where natural hazard risk needs to be managed and mitigated to ensure Auckland is resilient while allowing for growth.

This presentation will discuss how Auckland Council manages risk across a variety of natural hazards using a mix of planning tools including strategic and spatial planning (Auckland Plan), the Proposed Auckland Unitary Plan and emergency management planning. It also looks at the pros, cons, opportunities and barriers to the use of Resource Management Act 1991 plans for the management of natural hazards.

INSURANCE AFTER CANTERBURy EARThQUAKES Jimmy HigginsVero Earthquake Programme, AucklandABSTRACT: Disasters are a true test of corporate and government leadership. Every disaster has unique issues that influence the complexity and pace of recovery and Christchurch has experienced its own unique issues and complexities. These complexities have involved understanding building performance, land damage, foundation designs, apportionment of losses - to name a few. This presentation explores the challenges in Vero’s recovery program and how damage assessments have impacted the ultimate costs over the last 2 years. It also discusses the property underwriting implications post Christchurch and the opportunities for insurers to work more closely with the Earthquake Engineering Society around natural hazard modelling, property risk and future building performance.


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PAGE 20

SECTION 112 - ALTERATIONS TO EXISTING BUILdINGS Dave GittingsMinistry of Business, Innovation and EmploymentABSTRACT: When undertaking building work under a building consent on an existing building, or part of an existing building (including seismic upgrade), section 112 of the Building Act (2004) is enacted. This legislation requires the building to comply, as near as reasonably practicable, with the provisions of the Building Code that relate to ‘means of escape from fire’ and ‘access and facilities for persons with disabilities’. Additionally, the building must be ‘no worse’ on completion of the building work. This section of the Act is often poorly understood and the presentation will cover section 112 including how ‘as near as reasonably practicable’ should be interpreted.

SEISMIC RISK REDUCTION FOR SOFT-STORY WOOdFRAME BUILdING IN ThE UNITEd STATESJohn W. van de LindtColorado State University, Colorado, USAABSTRACT: Soft-story woodframe (light-frame wood) buildings have been recognized throughout California as a disaster preparedness problem particularly in the San Francisco Bay Area and Los Angeles. These buildings typically have large openings at the first story for automobile parking and storage resulting in the soft (and weak) story condition and number in the tens of thousands throughout California with hundreds of thousands of tenants. Further, they were constructed between the 1920’s and 1960’s and have wall layers of both brittle and ductile wall finish materials making them quite complex to analyze and subsequently retrofit effectively. The NEES-Soft project was a multi-university industry-collaborative project that had three major objectives: (1) experimentally validate a bottom-story-only retrofit guideline published by the U.S. Federal Emergency Management Agency as FEMA P-807; (2) experimentally validate the application of performance-based seismic retrofit (PBSR) procedures developed as part of the project; and (3) quantify the collapse limits and mechanisms for these types of soft-story buildings when the building is not retrofitted. In this presentation, Professor van de Lindt will provide a summary of the entire project scope and then turn the focus to the full-scale four-story shake table test program results for both FEMA P-807 retrofits and PBSR. Finally, the collapse test planning and results will be presented which confirmed that these types of buildings can undergo more than 10% to 12% inter-story drift prior to collapse, provided it is isolated at one story.


NOTES:

NOTES:



LIQUEFACTION EFFECTS ON STRUCTURES Jonathan D. BrayUniversity of California, BerkeleyABSTRACT: Liquefaction has caused significant damage of buildings with shallow foundations. In recent earthquakes, buildings have punched into, tilted excessively, and slid laterally on cyclically softened ground. The state-of-the-practice still largely involves estimating building settlement using empirical procedures developed to calculate post-liquefaction, one-dimensional, consolidation settlement in the free-field away from buildings. Performance-based earthquake engineering requires improved procedures, because these free-field analyses cannot possibly capture shear-induced and localized volumetric-induced deformations in the soil beneath shallow foundations. Recent field case histories, experiments, and numerical modeling have provided useful insights. Differential settlement of shallow-founded structures is often governed by liquefaction of shallow soils and the loss of ground due to the development of sediment ejecta. Geotechnical centrifuge tests reveal that much of the building movement occurs during earthquake strong shaking and its rate is dependent on the shaking intensity rate. Additionally, shear strains due to shaking-induced ratcheting of buildings into cyclically softened soil and volumetric strains due to localized drainage in response to high transient hydraulic gradients are important effects that are not captured in current procedures. Nonlinear effective stress analyses can capture the soil and building responses reasonably well and provide valuable insights. Based on these studies, recommendations for estimating liquefaction-induced movements of buildings with shallow foundations are made.


NOTES:

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PAPER NUMBER 1

SEISMIC PERFORMANCE ASSESSMENT OF NON-DUCTILE COLUMNS 2014 NZSEE Conference

A.T. Stirrat, A.S. Gebreyohaness, R.D. Jury & W.Y. KamBeca Ltd, New Zealand.ABSTRACT: The collapse of the Canterbury Television (CTV) building in the 22 February 2011 Lyttelton earthquake has highlighted the potential vulnerability of some reinforced concrete ‘gravity columns’ in structures designed to NZS 3101:1982. Over 300 multi-storey buildings throughout New Zealand designed between 1982 and 1995 have been identified as having ‘potentially non-ductile columns’ in a preliminary review undertaken by the Ministry of Business, Innovation and Employment (MBIE) in 2012.

This paper provides some background to the issue before presenting the methodology that the authors have adopted for assessing the seismic vulnerability of these ‘potentially non-ductile columns’. While the context is gravity columns that have been designed for the non-seismic provisions of NZS 3101:1982, the methodology is relevant for checking other reinforced concrete columns of any era. The assessment involves determination of lateral displacement capacity, through the detailed review of various potential failure mechanisms that may lead to the loss of gravity-load carrying capacity of the columns. A range of simplified and more sophisticated analyses to predict inelastic lateral displacement demand are briefly examined. A worked example is provided to illustrate the assessment methodology.

PAPER NUMBER 2

REvIEWING UNCERTAINTIES IN SEISMIC EXPERIMENTATION FOLLOWING ThE UNEXPECTEd PERFORMANCE OF RC STRUCTURES IN THE 2010-2011 CANTERBURY EARThQUAKES G.J. Morris, D.K. Bull1, B.A. Bradley Department of Civil and Natural Resources Engineering, University of Canterbury, Christchurch, New Zealand.1Holmes Consulting Group, New Zealand.

ABSTRACT: The performance of conventionally designed reinforced concrete (RC) structures during the 2011 Christchurch earthquake has demonstrated that there is greater uncertainty in the seismic performance of RC components than previously understood. RC frame and wall structures in the Christchurch central business district were observed to form undesirable cracks patterns in the plastic hinge region while yield penetration either side of cracks, and into development zones, were less than theoretical predictions. The implications of this unexpected behaviour: (i) significantly less available ductility; (ii) less hysteretic energy dissipation; and (iii) the localization of peak reinforcement strains, results in considerable doubt for the residual capacity of RC structures. The significance of these consequences has prompted a review of potential sources of uncertainty in seismic experimentation with the intention to improve the current confidence level for newly designed conventional RC structures. This paper attempts to revisit the principles of RC mechanics, in particular, to consider the influence of loading history, concrete tensile strength, and reinforcement ratio on the performance of ‘real’ RC structures compared to experimental test specimens.

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PAPER NUMBER 3

ACCOUNTING FOR RESIdUAL CAPACITy OF REINFORCEd CONCRETE PLASTIC hINGES: CURRENT PRACTICE ANd PROPOSEd FRAMEWORK A. Cuevas & S. PampaninDepartment of Civil Engineering, University of Canterbury, Christchurch.ABSTRACT: According to capacity design principles developed since the 1960s-1970s, structures are designed to withstand major earthquakes by developing inelastic action and energy dissipation in concentrated regions referred to as plastic hinges. This in turn, and almost inevitably when using traditional monolithic connections, leads to structural damage, often over the irreparability threshold. Despite the availability and recent development of seismic assessment and rehabilitation guidelines, they are mainly focused in mitigating the seismic risk of existing buildings designed prior to capacity design principles. Very little information and assistance is provided in assessing the residual capacity of damaged, yet well designed according to modern seismic codes, buildings.

Residual capacity has been traditionally assessed by means of modification factors that account for residual drifts, stiffness and strength deterioration of the damaged elements. However and within this context, the assessment of the residual fatigue life of the plastic hinges has not been completely addressed. When considering the problem, past research tended to focus on the assessment of the low-cycle fatigue of the longitudinal reinforcement, which is only one part of the overall picture and, when looking at member level, has focussed mainly on bridge columns.

As part of a wider research project aiming at investigating the seismic residual capacity of reinforced concrete frames, this paper presents a review of the current know-how and previous research on this topic. A new framework to account for residual capacity in a complete manner, at both the plastic hinge and structure levels in the design and assessment processes, is qualitatively proposed.

PAPER NUMBER 4

REhABILITATION OF EARThQUAKE DAMAGED EXTERNAL RC BEAM-COLUMN JOINTS J. Shafaei, A. Hosseini & M. S. MarefatSchool of Civil Engineering, College of Engineering, University of Tehran, Tehran, Iran. J. M. InghamDepartment of Civil & Environmental Engineering, University of Auckland, Auckland, New Zealand. ABSTRACT: Post-earthquake inspections of damaged RC buildings have demonstrated that poorly detailed beam-column joints can suffer serious damage. The effectiveness of a rehabilitation method based on joint enlargement using prestressed steel angles to enhance the seismic behaviour of damaged external reinforced concrete beam-column joints was experimentally investigated. Three half scale external RC beam-column joints with seismic and non-seismic reinforcement details were tested before and after rehabilitation by applying lateral cyclic loading of increasing amplitudes. Tested specimens were comprised of one unit having seismic reinforcement detailing and two units having non-seismic reinforcement detailing. Two defects were considered for the non-seismic units, being the absence of transverse steel hoops and insufficient bond capacity of beam bottom steel reinforcing bars in the joint panel zone. The damaged specimens were rehabilitated by injecting epoxy grout into existing cracks and installing stiffened steel angles at the re-entrant corners of the beam-column joint, both above and below the beam, that were mounted and held in place using prestressed high tensile strength bars. The test results indicated that the seismic performance of the rehabilitated specimens, in terms of strength, stiffness and ductility were fully recovered with respect to the performance of the seismically detailed specimen in the initial loading.

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PAPER NUMBER 5

CONTROLLEd dAMAGE PRECAST CONNECTIONS FOR ACCELERATEd BRIdGE CONSTRUCTION IN REGIONS OF hIGh SEISMICITy S. White & A. PalermoDepartment of Civil and Natural Resources Engineering, University of Canterbury, Christchurch. ABSTRACT: Bridge substructures are typically constructed using cast-in-place concrete components. During severe earthquake loading, these types of structures undergo inelastic deformation through the formation of plastic hinges. Although this type of approach has shown to be effective at achieving the base goal of ensuring life safety, there are some downsides relating to construction speed, quality and post-earthquake reparability. Controlled Damage Connections are a type of precast connection featuring a combination of post-tensioning and energy dissipation components based on the principles of Dissipative Controlled Rocking (DCR) or Hybrid PRESSS. The use of precast components allows for accelerated bridge construction with improved construction quality. The connections are detailed in a way that limits and constrains damage in bridge substructures during earthquake loading and minimises residual displacement of the bridge, meaning the bridge is more likely to be serviceable following an earthquake. Repair strategies are considered at the design stage allowing for rapid post-earthquake damage repair, minimising traffic disruption and repair costs. At the University of Canterbury, half scale testing of two precast columns and footings featuring Controlled Damage Connections was undertaken as part of the New Zealand National Hazard Platform research programme titled Advanced Bridge Construction and Design (ABCD). The columns were subjected to displacement controlled biaxial loading. Following initial tests, the columns were repaired and re-tested to demonstrate the repair strategies and effectiveness. This paper presents findings of this experimental testing.

PAPER NUMBER 6

COMPOSITE SLAB EFFECTS ON BEAM-COLUMN SUBASSEMBLIES: FURThER dEvELOPMENT T. Chaudhari, G. MacRae, D. Bull, G. Chase, M. Hobbs Department of Civil and Natural Resources Engineering, University of Canterbury, Christchurch, New Zealand.C. CliftonDepartment of Civil and Environmental Engineering, University of Auckland, Auckland, New Zealand.S. HicksHeavy Engineering Research Association, Auckland, New Zealand. ABSTRACT: Composite slab construction is gaining popularity in New Zealand. These slabs may influence beam column joint subassemblies as they are exposed to earthquake-induced shaking. However, several design issues with composite slabs need to be addressed so that they can be used to their full advantage in design. These relate to considering the effect of the slab on the beam design strength, the likely statistical variation of the beam and slab under strong seismic shocks that will affect the column joint demand, and the resistance of the panel zone.

In this paper, experimental test setups are described which consider slab isolation, beam overstrength, full depth slab around the column, low damage connection, and demand on the panel zone. A new concept of slab confinement using a shear key will be presented to form a force transfer mechanism to avoid failure of concrete either in crushing or spalling. Also the development of a non-prying sliding hinge joint low damage connection and its performance with composite slabs is discussed. The outcome of this will be useful to develop simple design recommendations for the New Zealand steel standard.

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PAPER NUMBER 7

ThROUGh BEAM WITh BOLTEd BRACKETS CONNECTIONS FOR CFT COLUMN WITh STEEL BEAM I. S. SheetMosul Technical Institute, IraqU. GunasekaranAnna University, Chennai, India ABSTRACT: Interior connections with steel beams and concrete filled tubular (CFT) columns were tested, under cyclic displacement controlled load. Square and circular steel tubular columns were considered. A new type of through beam connection, where the beam passes through the joint and connects with additional bolted brackets without using any welding between the beam and column was considered. The experiments demonstrated the capability of the through beam connection with bolted brackets to develop the full plastic flexural capacity of the beam. The connections exhibited ductile behaviour and the beam failure took place by formation of a plastic hinge in the beam away from the joint. The beams had inelastic rotational angles of 0.077 and 0.06 radians for the connection with square and circular CFT columns respectively, which were in excess of 0.04 radians as recommended by AISC (2002) for high seismic areas. The behaviour of the panel region was examined, by comparing calculated and measured shear capacities of the panel zone and it was found that the equations used for calculating the panel zone capacity were conservative and can be used for design. A simple analytical model was developed using RUAUMOKO-2D software in order to predict moment capacity of the connections. The analytical results matched well with the test results, and this demonstrates the ability of the proposed analytical model to simulate cyclic behaviour of through beam connection, very well. The proposed through beam with bolted brackets connections performed well and avoids site welding and hence are suitable for usage in high seismic areas.

PAPER NUMBER 8

LOW dAMAGE BRACES USING ASyMMETRICAL FRICTION CONNECTIONS (AFC) J. Chanchi GolondrinoUniversity of Canterbury, New Zealand – National University of Colombia, ColombiaR. Xie, G. MacRae, G. Chase & G. RodgersUniversity of Canterbury, Christchurch, New ZealandC. CliftonUniversity of Auckland, Auckland, New Zealand ABSTRACT: Braces equipped with Asymmetrical Friction Connection (AFC) details, assembled with Bisalloy 500 shims and placed at one end of the braces, have been tested quasi-statically. It is shown that braces equipped with AFC details are characterized by a repeatable hysteretic behaviour with strength degradations up to 10%. This degradation corresponds to the case where braces are subjected up to 40 cycles across the effective stroke of the connection with no components replaced or bolts re-tensioning. Also, out-of-plane brace deformation slightly causes a change in strength with axial displacement. Effective friction coefficients ranging between 0.16 and 0.20 were obtained for AFC braces.

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PAPER NUMBER 9

ROCKING STEEL ShEAR WALLS WITh ENERGy dISSIPATION dEvICES G.S. Djojo, G.C. Clifton & R.S. HenryDepartment of Civil and Environmental Engineering, University of Auckland, Auckland.ABSTRACT: Conventional steel panel shear walls (SPSWs) comprise thin steel plates framed by beams and columns. These walls have been developed as ductile systems which resist seismic forces through a combination of shear resistance from the plates and flexural resistance from the frames. The internal shear forces in the plates are resolved into diagonal tension and compression principal stresses and after the compression diagonal buckles, the plates behave effectively as tension cross bracing. The ductile action is achieved through tensile yielding of the web plate and a plastic hinge is formed at the beam ends, with the columns expected to remain elastic. Although this system, under severe earthquakes, dissipates considerable energy through the yielding of selected members, structural damage with residual deformation may make repair difficult. Therefore, an innovative steel panel shear wall is being developed by combining the advantages of the conventional wall system with a centralised rocking mechanism and energy dissipation devices to produce a lateral force resisting system with a low damage design solution that is intended to remain elastic during the rocking and expected to return to original position after an ultimate limit state level earthquakes. During severe earthquakes, the columns move above or below the original position and the energy dissipation devices provide restoring forces to pull back the columns. A rocking base point at the bottom middle of the wall maintains the stability of the structure. This paper presents the concept and numerical analysis of this wall focusing on the energy dissipation device system.

PAPER NUMBER 10

dEvELOPMENT ANd RESEARCh OF ECCENTRICALLy BRACEd FRAMES WITh REPLACEABLE ACTIvE LINKS A.J. Fussell, K.A. CowieSteel Construction New Zealand Inc., AucklandG.C. CliftonDepartment of Civil Engineering, University of Auckland, AucklandN. MagoNew Zealand Heavy Engineering Research Association, Auckland ABSTRACT: Ductile eccentrically braced frames designed in accordance with the New Zealand Steel Structures Standard, NZS 3404, provide life safety during a design level or greater earthquake; however, the eccentrically braced frame active link may sustain significant damage through repeated inelastic deformation. This may necessitate post-earthquake replacement of the active link. A bolted replaceable active link can be used to facilitate replacement after a strong earthquake, which reduces repair costs.

New Zealand design guidance for the seismic design of steel eccentrically braced frames was first published in 1995 by the New Zealand Heavy Engineering Research Association within HERA Report R4-76 and has been widely used in practice. This guidance has been recently updated and now includes seismic design procedures for eccentrically braced frames with replaceable links. This article covers the development and research of eccentrically braced frames with replaceable links. This includes discussions of the comprehensive research programme recently completed in Canada investigating the performance of eccentrically braced frames with replaceable links and finite element analysis undertaken by the New Zealand Heavy Engineering Research Association, to verify the design procedure for eccentrically braced frames with replaceable links.

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PAPER NUMBER 11

AdvANCES IN dESIGN REQUIREMENTS FOR BUCKLING RESTRAINEd BRACEd FRAMES K. S. RobinsonStar Seismic, Park City, UT, USA.ABSTRACT: Although buckling restrained braces (BRB) have now been a codified system in the US for over five years and have been used in design for much longer, the system is still relatively new in New Zealand. BRB’s are now entering their second US code cycle with the AISC Seismic Provisions for Structural Steel Buildings, AISC 341-10, which has introduced significant changes. In addition, several key issues of current research will be discussed that are contributing to the next set of code requirements for 2016. These new changes will be highlighted along with methods to effectively design Buckling Restrained Braced Frames (BRBF) using New Zealand codes. The latest innovative uses for BRBs will also be discussed, including applications to alleviate building pounding concerns when seismic joints are of limited size, many different configurations possible for retrofit construction, ideas for high rise applications, and other unique applications.

PAPER NUMBER 12

EXPERIMENTAL STUdIES ON CyCLIC BEhAvIOUR OF STEEL BASE PLATE CONNECTIONS CONSIdERING ANChOR BOLTS POST TENSIONING J. Borzouie, G.A.MacRae, J.G. Chase University of Canterbury, Christchurch, New Zealand.C.G. CliftonUniversity of Auckland, New Zealand. ABSTRACT: This paper presents the experimental tests on cyclic behaviour of the base plate connections that are connected to the foundation with and without fully post tensioned anchor rods. The main aim is to evaluate these connections that are designed with available design procedures from the low damage aspect. Also, the effect of post tensioning on the seismic performance of this type of connection is presented. To characterize the base plate connection damageability, each column base was designed for a particular major inelastic deformation mode such as anchor rod yielding, yielding of the column, or column and base plate yielding. It is shown that considered joints are not able to be categorized as “a low damage”. Also, post tensioning of the base plate increases the rotational stiffness of the base, and results in more ductility of the column with low axial force.

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PAPER NUMBER 13

COMPARISON OF EXISTING CPT-VS CORRELATIONS WITH CANTERBURY-SPECIFIC SEISMIC CPT dATA C.R. McGann, B.A. Bradley, M. Cubrinovski & M.L. TaylorDept. Civil and Natural Resources Engineering, University of Canterbury, Christchurch, New Zealand.L.M. WotherspoonDept. of Civil and Environmental Engineering, University of Auckland, Auckland, New Zealand. ABSTRACT: The abundance of cone penetration test (CPT) data from subsurface explorations in Christchurch and the surrounding areas provides a useful source of information for a characterization of the near surface shear wave velocity (𝑉𝑉) profile for the region. A portion of the investigationswere conducted using seismic CPT, enabling the comparison of measured shear wave velocity with CPT data, and subsequently the evaluation of existing CPT-𝑉𝑉 correlationsfor applicability to Canterbury-specific soils. The existing correlations are shown to be biased, generally over-predicting the observed 𝑉𝑉 with depth, thus demonstrating the need fora Canterbury-specific CPT-𝑉𝑉 correlation.

PAPER NUMBER 14

ONGOING dEvELOPMENT OF A 3d SEISMIC VELOCITY MODEL OF CANTERBURY, NEW ZEALANd FOR BROAdBANd GROUNd MOTION SIMULATION R.L Lee, B.A. Bradley, J.R. Pettinga & M.W. HughesUniversity of Canterbury, New Zealand.R.W. GravesUnited States Geological Survey, Pasadena, USA ABSTRACT: This paper presents the ongoing development of a new 3D seismic velocity model of Canterbury, New Zealand. The model explicitly represents the Canterbury sedimentary basin, and other significant geologic horizons, which are expected to have important implications on observed ground motions. The model utilizes numerous sources of data, including 3D regional tomography with a variable-depth inferred Moho, seismic reflection survey lines, geotechnical boreholes and well logs, spectral analysis of surface waves, and CPT logs which provide velocity constraints over their respective ranges of application. The model provides P- and S-wave velocity and density (i.e. 𝑉𝑉, 𝑉𝑉 and 𝑉) over a grid ofinput points, and is presently being utilized in broadband ground motion simulations of the 2010-2011 Canterbury earthquakes. Comparison of simulated ground motions with those observed in the 2010-2011 Canterbury earthquakes will help provide a better understanding of the salient physical processes which characterized the unique set of strong ground motions recorded in this sequence of earthquake events.

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PAPER NUMBER 15

SEISMIC RESPONSE OF A TyPICAL NEW ZEALAND PILE-SUPPORTED WHARF CONFIGURATION B. Ragued, L.W. Wotherspoon & J.M. InghamDepartment of Civil and Environmental Engineering, University of Auckland, Auckland.ABSTRACT: Ports are an important part of a country’s infrastructure, both in terms of facilitating trade and aiding recovery immediately following an earthquake. In New Zealand ports facilitate the transfer of up to 99% of all exports and imports by volume and thus are important to the success of the country’s economy. Past earthquakes have demonstrated that port facilities suffer extensive damage due to poor foundations and backfill soils that are common in waterfront environments. In collaboration with New Zealand port authorities, generic wharf configurations representative of New Zealand structural and geotechnical characteristics have been developed. This paper presents the modelling approach and preliminary results for two common wharf configurations founded in three non-liquefiable soil profiles. The numerical models were created using OpenSees, a non-linear finite element analysis program and subjected to static nonlinear pushover analyses and dynamic time-history analyses. The wharf and the soil-pile interface have been modelled in order to account for the effects of nonlinear behaviour of pile elements and their connections to the wharf deck, and effects of nonlinear dynamic pile-soil interaction. The models were then used to develop fragility curves that are used to predict the probability of a model reaching a defined damage state given a PGA For low intensity earthquakes there was limited variability in performance between the different wharf models. However as earthquake intensity increased there was a pronounced difference between models with a raked-pile configuration and ones with a tie-back configuration, with the tie-back configuration having lower probabilities of damage. There appears to be no clear pattern with regards to the raked-pile configuration located in different soil profiles.

PAPER NUMBER 16

TOWARDS PERFORMANCE-BASED SEISMIC DESIGN OF INTEGRATED FOUNDATION-STRUCTURE SySTEMS CONSIdERING SOIL-FOUNDATION INTERFACE NONLINEARITy S. Giorgini, S. Pampanin, M. CubrinovskiUniversity of Canterbury, Christchurch, New Zealand. ABSTRACT: Dynamic soil-foundation-structure interaction can affect the seismic response of buildings, introducing additional flexibility, radiation damping, uplift, plasticity at the soil-foundation (SF) interface and both transient and permanent relative movements in the foundation soils/support. While research findings are often contradictory on whether these phenomena result in beneficial or detrimental effects, residual tilts, which are the side effects of soil plasticity, can become driving criteria when deciding if the post-earthquake repair of a building is economical or not. As such, current design recommendations suggest supposedly conservative safety factors, and implicitly assume that the foundation soils remain in the elastic domain of deformations.

However, recent earthquakes have shown that in relatively soft soil and during large seismic events, high nonlinearities at the SF interface are unavoidable, causing unexpected failure mechanisms and unplanned repair costs, which in some cases may lead to demolition and thus to significant disruptions. On the premise that such losses could be avoided, this paper aims to introduce SF interface nonlinearity in the seismic design of buildings as part of an integrated approach, where the performance of both foundation and structure are considered.

In this context, a performance-based integrated framework based on a combination of maximum and residual responses of both foundation and structure is proposed. Discussion is provided regarding the limit states to be adopted and the needed critical input. A case study from the Christchurch earthquake is used to show that the combined foundation-structure damage caused the building to be demolished, highlighting the need of considering such aspects during the everyday design practice.

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PAPER NUMBER 17

INTEGRATING SOIL-STRUCTURE INTERACTION WITHIN PERFORMANCE-BASEd dESIGN M.D.L. Millen, S. Pampanin, M. Cubrinovski & A. CarrDepartment of Civil and Natural Resources Engineering, University of Canterbury, Christchurch, New Zealand.ABSTRACT: The uptake of a performance-based design methodology requires consideration of not just the performance of the superstructure, but the supporting soil and foundation as well. Case studies throughout history (eg. Kobe, Kocaeli & Christchurch earthquakes) demonstrate that a poor performance at the foundation level can result in a full demolition of the structure. For designers to have confidence that their design satisfies the given performance levels, they must first understand how soil-foundation-structure interaction affects the performance and secondly have tools available to adequately account for it in their design.

This paper provides an overview of the effects and mechanisms of soil-foundation-structure interaction especially in relation to the non-linear effects. Following this a performance-based design framework is presented which addresses the discussed effects and is supported with a design example of a six storey building.

PAPER NUMBER 18

ASSESSMENT OF SOIL-STRUCTURE INTERACTION METhOdS USING FULL SCALE dyNAMIC TESTING L.S. Hogan, L.M. WotherspoonUniversity of Auckland, Auckland New Zealand ABSTRACT: With computational modelling becoming an integral part of the seismic bridge design process, it is necessary to ensure that the modelling assumptions being used are appropriate. This requirement is particularly important when determining how foundation flexibility affects the response of a bridge to seismic loading. A study was performed to determine the ability of several common foundation models to represent the dynamic behaviour of a case study bridge in New Zealand, whose dynamic properties were previously determined through a full scale field testing programme. The foundation models were implemented in a computational model of the bridge and natural periods and mode shapes were determined in transverse axes of the bridge. Modal properties of the computational models were compared to the mode shapes and natural periods of the case study bridge identified during field testing in order to determine the ability of the various modelling approaches to correctly represent the stiffness distribution of the integrated bridge-foundation system. For modelling approaches that were unable to represent the modal properties of the test bridge, the necessary adjustments to achieve accurate representation are discussed. The effects of modelling choices that could be made when implementing these foundation models are discussed and their effects on the design base shear are investigated.

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PAPER NUMBER 19

FLOOR DIAPHRAGMS – SEISMIC BULWARK OR AChILLES’ hEEL J.M. ScarryStructural Engineer, Auckland ABSTRACT: Floor diaphragms form a critical component of seismic resistant buildings, but unfortunately, in the main their analysis and design in New Zealand leaves much to be desired. No worse example exists than the CTV Building in Christchurch. Despite the critical importance of diaphragms, there is a paucity of code provisions and design guidance relating to them.

Using generic examples, the author describes a number of common diaphragm design deficiencies. These include diaphragms where valid load paths do not exist; diaphragms where the floors are not properly connected to the lateral load resisting elements, diaphragms that lack adequate flexural capacity and where re-entrant corners are not properly accounted for, and transfer diaphragms into which the reactions from the walls above cannot be properly introduced or transmitted.

Three main types of diaphragm action are discussed – ‘inertial,’ ‘transfer’ and ‘compatibility.’ These are, respectively, the direct inertial load on a floor that must be carried back to the lateral load resisting elements, the transfer forces that occur when major changes in floor area and lateral load resisting structure occur between storeys, and the compatibility forces that must exist to force compatible displacements between incompatible elements, such as shear walls or braced frames and moment frames, or as a result of redistribution.

The author presents a simple Truss Method that allows complex diaphragms to be analysed for multiple load cases, providing accurate force distributions without the multiple models that rigorous Strut and Tie methods would require.

PAPER NUMBER 20

SEISMIC dESIGN OF COMPOSITE METAL DECK AND CONCRETE-FILLED DIAPHRAGMS – A dISCUSSION PAPER K.A. Cowie, A.J. FussellSteel Construction New Zealand Inc., Auckland.G.C. CliftonDepartment of Civil Engineering, University of Auckland, Auckland.G.A. MacRaeDepartment of Civil Engineering, University of Canterbury, Christchurch.S.J. HicksNew Zealand Heavy Engineering Research Association Inc., Auckland ABSTRACT: One of the most neglected elements in the design of buildings is the horizontal floor diaphragm and its interaction with the lateral load resisting systems. Most multi-story structures depend on the floor slab and roof systems to act as horizontal diaphragms to collect and distribute the lateral loads to the vertical framing members, which provide the overall structural stability.

In steel structures, floor diaphragms are most commonly constructed using composite steel deck with concrete fill, although other systems may also be used. Somewhat surprisingly, given the importance of diaphragms to the overall building response, there is no universally agreed design procedure for determining the diaphragm actions and distribution into the seismic-resisting systems. In addition, the specific issues related to beam design for members collecting lateral loads in composite floor systems has gone largely undocumented.

This discussion paper presents a suggested method in determining the design diaphragm actions at a given floor level, how to proportion their transfer into the seismic resisting systems and how to design and detail the supporting beams/composite metal deck for these actions.

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PAPER NUMBER 21

EFFECT OF REINFORCING STEEL BONd ON ThE SEISMIC PERFORMANCE OF LIGhTLy REINFORCEd CONCRETE WALLS V.J. Patel, B.C. Van & R.S. HenryThe University of Auckland, Auckland, New Zealand.ABSTRACT: During the Canterbury earthquake series, several reinforced concrete (RC) walls formed a limited number of cracks at the wall base as opposed to the expected distributed cracking in ductile plastic hinge regions. The ductility of a lightly reinforced concrete wall is dependent on the distribution of cracks, as well as the reinforcement bond and yield penetration at each crack. A series of experimental tests were conducted to investigate how the bond characteristics of reinforcing steel would influence the yield penetration and crack distribution in lightly reinforced concrete members. To vary the bond characteristics, reinforcement with three different deformation patterns were investigated, including a standard deformation pattern and two modified bars with either half the rib height or double the rib spacing of a standard bar. Pull out tests were conducted to quantify the bond strength of the reinforcement with different deformation patterns, followed by direct tension tests of prisms that represented the end region of an RC wall with minimum vertical reinforcement. The pull out tests indicated that halving the rib height and doubling the rib spacing had similar effects of reducing the reinforcement bond strength. The direct tension tests showed similar crack patterns for the two modified bar types, but increased secondary cracking for the standard bar due to the higher bond strength. However, only the half rib height bar displayed a higher ductility than the standard bar, with significantly greater yield penetration at each crack. Using half rib height bars as vertical reinforcement would potentially improve the ductility of lightly reinforced concrete walls.

PAPER NUMBER 22

NUMERICAL SIMULATION OF ShEAR WALL FAILURE MEChANISMS F. Dashti, R.P. Dhakal & S. PampaninDepartment of Civil and Natural Resources Engineering, University of Canterbury ABSTRACT: This study investigates the ability of a finite element model in predicting nonlinear behavior and failure patterns of RC structural walls. Experimental results of walls with different shear-span ratios which failed in different modes are used for verification. The walls are modelled in the finite element analysis program DIANA9.4.4. Curved shell elements with embedded bar elements are used to simulate the reinforced concrete section of the walls to be analysed. This type of model does not require ‘plane sections to remain plane’ along a wall, and simulates the in-plane axial-flexure-shear interaction without requiring any empirical adjustment. The model is found to capture the monotonic and cyclic responses of the tested wall specimens with reasonable accuracy in terms of hysteresis curves and failure patterns. The failure patterns simulated by the model include shear, flexure, flexure-shear and flexure-out of plane modes depending on different parameters particularly shear-span ratio of the specimens. Moreover, the strain profile captured by the model was in good agreement with experimental measurements indicating that in addition to the overall global response predictions, local behaviour of the wall models can be predicted reasonably well.

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PAPER NUMBER 23

NUMERICAL MOdELLING ANd TESTING OF CONCRETE WALLS WITh MINIMUM vERTICAL REINFORCEMENT Y. Lu, R.S. Henry & Q.T. MaDepartment of Civil and Environmental Engineering, The University of Auckland, Auckland. ABSTRACT: During the 2010/2011 Canterbury earthquakes, several lightly reinforced concrete (RC) walls in multi-storey buildings formed a limited number of cracks at the wall base and was found with fractured vertical reinforcements. This unexpected behaviour raises a question regarding whether RC walls designed according to current minimum vertical reinforcement requirements can exhibit sufficient ductility during earthquakes. A detailed experimental investigation is currently underway to verify the seismic performance of RC walls with current code specified minimum vertical reinforcement. A test setup has been developed to subject the lower portion of a RC wall specimen to loading that is representative of a multi-storey building. Prior to the experimental tests, a series of numerical analyses were conducted to predict the response of the test walls, and for calibration, a lightly RC wall that was damaged during the Canterbury Earthquakes. The numerical analysis successfully replicated the observed failure mode of the lightly RC wall. Push-over analysis results also indicated that the test walls designed in accordance with NZS 3101:2006 minimum vertical reinforcement requirements may be susceptible to limited flexural cracking and premature reinforcement fracture. Furthermore, the drift capacity of RC walls with minimum vertical reinforcement improved as the aspect ratio or axial load ratio was increased.

PAPER NUMBER 24

LATERAL-FORCE RESISTING MECHANISMS OF FLEXURE-DOMINANT MULTI-STORY STRUCTURAL WALLS SUSTAINED ON SOFT-FIRST-STORY M. Sakashita, Y. Idosako, X. Feng & M. NishiyamaDepartment of Architecture and Architectural Engineering, Kyoto University, Japan. ABSTRACT: This paper presents lateral-force resisting mechanisms of flexure-dominant multi-story structural walls on a soft-first-story. Two reinforced concrete specimens consisted of the 3-story-high structural wall on the soft-first-story were constructed in 1/3-scale and tested under cyclic loading simulating earthquake motions. The test variable was the longitudinal reinforcement ratio in the boundary beam of the 2nd floor, which was 1.19% or 2.56%. The structural walls yielded in flexure as intended, which, however, did not result in the concentration of deformation only on the 2nd story. The reason is that the boundary beam yielded in flexure and tension, and a yielding mechanism other than intended was formed. The difference in load capacity between the two specimens was not of significance. The mechanism needed as large drift angle as approximately 2% to attain the design lateral load capacity. The beam-column joints on the 2nd floor failed, which resulted in an inability to sustain the axial load.

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PAPER NUMBER 25

SEISMIC ASSESSMENT OF STATE hIGhWAy 16 WhAU RIvER BRIdGE d. Pino M. Opus International Consultants Ltd., Auckland.P.W. CorbettCauseway Alliance and Sinclair Knight Merz Ltd, Auckland ABSTRACT: The State Highway 16 (SH16) Causeway Upgrade Project consists of the widening and raising of 4.8 km of the existing SH16 motorway, and safeguarding it against future coastal erosion and flooding.

Two existing bridges on SH16, Whau River Bridge and Causeway Bridge, are being widened. Each bridge comprises two separate structures, built originally in the 1950s/1960s and widened in the 1990s. The bridges are a mix of structural forms and present many challenges for the integration of further widening work and for the assessment of the existing structural elements.

Comprehensive seismic assessments of the bridges in their proposed widened form have been undertaken. These have included performance-based nonlinear seismic evaluations following FEMA 440 improvements to the ATC40 methodology. This paper discusses the approach taken for the assessment of Whau River Bridge and how the results of the analyses have been used to estimate the functionality of the bridge under the design seismic event.

PAPER NUMBER 26

SOUTh BRIGhTON BRIdGE: LATERAL SPREAd MITIGATION USING JET GROUT LATTICE STRUCTURES C Keepa, G Saul, A MurashevOpus International ConsultantsJ McMillanMcMillan Drilling ABSTRACT: South Brighton Bridge on the Avon River in Christchurch was severely damaged from strong ground shaking, liquefaction and associated lateral spreading and subsidence during the 4th September 2010 M7.1 Darfield Earthquake and the February 22nd 2011 Port Hills Earthquake.

The 3 span reinforced concrete bridge, constructed in 1980, was still operable after the earthquakes although with reduced load capacity. Following evaluation of several reinstatement options, it was decided to repair and retrofit the bridge to improve its resilience to future earthquakes. The works have included liquefaction mitigation and stabilisation of the river bank slopes at the abutments using underground lattice wall structures built of overlapping jet grout columns.

The cells of the lattice structures constrain and confine the soils contained within their walls, reducing cyclic shear strain induced in the soils with strong earthquake shaking and therefore reducing their potential for liquefaction. The lattice structures effectively acts as large stiff caissons that reduce lateral spreading at the abutments. This paper discusses the damage sustained by the bridge in the Canterbury earthquakes and the design and construction of the jet grout ground improvement structures that are part of the bridge reinstatement scheme.

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PAPER NUMBER 27

ThE ASSESSMENT OF LIQUEFACTION ANd LATERAL SPREAdING EFFECTS ON BRIdGES A. K. Murashev, D. K. Kirkcaldie, C. KeepaOpus International Consultants Limited, New Zealand.M. CubrinovskiUniversity of Canterbury, New Zealand.R. OrenseUniversity of Auckland, New ZealandJ. N. LloydNew Zealand Transport Agency ABSTRACT: This paper presents a summary of the outcomes from a research project commissioned by the NZ Transport Agency to develop design guidance for bridges in New Zealand for liquefaction and lateral spreading effects. The purpose of this research is to prepare design guidelines that will give clear design methodology and enable cost-efficient design of bridges, reducing the need for costly ground improvements on sites subject to these hazards. The current stage of the project is a review of the available design methods and the development of design principles and methods for liquefaction and lateral spreading effects on bridges appropriate for New Zealand conditions. Once finalised, the proposed design requirements and guidelines will be incorporated in the NZ Transport Agency’s Bridge Manual and disseminated to the wider New Zealand engineering community.

PAPER NUMBER 28

INvESTIGATION OF ThE BEhAvIOUR OF A SKEWED SMALL-SCALE BRIDGE MODEL USING ShAKE TABLE TESTS Z. Chegini, A. PalermoDepartment of Civil Engineering and Natural Resources, University of Canterbury, Christchurch ABSTRACT: The skew angle of a bridge is an important boundary condition that affects its behaviour under seismic loading. Although some research has been carried out to identify these effects, such investigations for the most part remain analytical with a few instances including experimental testing. In an effort to understand the effects of skew on the seismic behaviour of bridges, a number of shake table tests have been performed on a skew and a non-skew bridge model and the results have been compared. These small-scale models are representative of two-bay short-span concrete bridges and consist of precast deck and pier elements which have been assembled using threaded bars. The results of the tests show that although the amount of deck rotation is not higher in the skew deck, this rotation is non-symmetric and may lead to unseating of the deck. It is also discussed that the results of these tests can be used in the design of ‘controlled rocking’ connections in precast bridge structures.

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PAPER NUMBER 29

QUASI-STATIC CYCLIC TESTING OF HALF-SCALE FULLY PRECAST BRIDGE SUBSTRUCTURE SySTEM IN hIGh SEISMICITy M. Mashal & A. PalermoDepartment of Civil and Natural Resources Engineering, University of Canterbury, Christchurch. ABSTRACT: Accelerated Bridge Construction (ABC) can be defined as any type of method to speed up the construction of bridges. In case of concrete bridges, the use of precast elements for substructure and superstructure systems can significantly reduce the construction time of a bridge. Past earthquakes have shown vulnerability of the precast connections in seismic areas. Recently, there have been several emulative concepts proposed to achieve similar seismic behaviour from a precast connection in high seismicity as expected from a conventional cast-in-place construction. As part of the project Advanced Bridge Construction and Design (ABCD) funded by New Zealand Natural Hazards Research Platform (NHRP) at the University of Canterbury (UC), several of the proposed emulative concepts were previously tested for cantilevered bridge columns.

In this paper, two half scale fully precast bridge bents are developed for a typical highway bridge with 16m span length in New Zealand. The first specimen incorporates ductile emulative connections which aim to limit the damage only in the columns by formation of plastic hinges at the design earthquake level. Therefore, it can be called “ABC High Damage”.

PAPER NUMBER 30

LESSONS FROM LIQUEFACTION dAMAGE TO BRIdGES IN ChRISTChURCh ANd STRATEGIES FOR FUTURE dESIGN P. BrabhaharanOpus International Consultants, Wellington.ABSTRACT: Bridges performed well in the recent Canterbury earthquakes of 2010-2011, except when they were subject to liquefaction and lateral spreading. A large number of state highway and local bridges, both in areas of good ground and liquefiable ground, were inspected after the 4th September 2010 Darfield and 22nd February 2011 Christchurch earthquakes. Four state highway bridges and seven local authority bridges were also investigated, assessed and remediation concepts developed in the aftermath of the earthquakes, with detailed design completed for some of the bridges.

This paper presents the lessons learnt from the liquefaction damage, both for future design and from a professional practice perspective. Two broad approaches can be used to design bridges resistant to liquefaction induced lateral spreading, particularly for bridges that cross water courses. Case studies are presented to illustrate these approaches. One by using ground improvement to reduce the potential for liquefaction and displacement from lateral spreading. The other is to minimise the loads on the structure by isolation, and design of the structure to resist the loads imposed by lateral spreading.

The approaches are compared and the advantages and disadvantages are presented. Recommendations are presented for future liquefaction resistant design of bridges.

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PAPER NUMBER 31

WHAT BECOMES OF RESEARCH? IMPROVING TRANSLATION OF EARThQUAKE ENGINEERING RESEARCh TO PRACTICE ANd POLICy d.h. Mieler & S.R. UmaGNS Science, Lower Hutt, New Zealand. ABSTRACT: Improving community resilience to natural disasters requires that the latest research findings in earthquake engineering are accessible and immediately usable for driving action in practice and policy. Despite significant research efforts, the earthquake engineering profession has been slow in adopting innovative structural technologies and performance-based design procedures. Many reasons exist for this, but one issue may be the translation of research findings to end users. Developments in other fields may provide a guide for how to bridge this gap. Over the past two decades, healthcare fields have made substantial progress implementing research findings in practice and policy. This paper presents the findings of a literature review on the practices in healthcare that have increased the use of research by practitioners and policymakers. Five general factors are found to improve translation of knowledge to policy and practice. This paper looks to apply these findings to earthquake engineering and identifies the needs for improving the application of earthquake engineering research in practice.

PAPER NUMBER 32

A COMMUNITY-CENTRIC APPROACH FOR dEvELOPING SEISMIC PERFORMANCE TARGETS FOR BUILdINGS ANd LIFELINES M.W. Mieler & S.R. UmaGNS Science, Lower Hutt, New Zealand. ABSTRACT: Historically, seismic design provisions have been formulated from the perspective of individual buildings, with a primary goal of minimising fatalities, not preventing damage or loss of functionality. However, as recent earthquakes have demonstrated, widespread damage to a significant number of buildings can adversely impact a community’s ability to maintain essential services and prevent outmigration of residents and businesses. An important task in the effort to enhance the resilience of communities to natural disasters involves rethinking the current approach for defining acceptable levels of seismic performance for individual components within the built environment. This paper discusses issues surrounding this task, focusing in particular on commercial buildings. It begins by defining important concepts and terminology that will be used throughout the rest of the paper. Then it discusses two recent developments that attempt to advance towards a more transparent, comprehensive approach for defining acceptable performance objectives. Last, it describes several outstanding issues that need to be addressed by future research and outlines potential strategies for moving forward.

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PAPER NUMBER 33

ThE RELATIONShIP BETWEEN SEISMIC RETROFITTING ANd ARChITECTURAL QUALITIES N.J. Allaf & A.W. CharlesonFaculty of Architecture and Design Victoria University, Wellington, New Zealand.ABSTRACT: Any building to be retrofitted possesses its own existing architectural quality that structural engineers and architects have to address when seismic strengthening is considered. Both professionals rely on their experience in order to reach a solution providing the right balance between seismic strengthening and preserving existing architectural features. Currently no evaluation system offers a means to understand or to reflect on the impact of seismic retrofitting on the existing architectural qualities of a building.

This paper discusses issues that arise when seismically retrofitting existing buildings, from an architectural point of view. It also describes an evaluation system under development to assess the impact of seismic retrofitting on existing architectural qualities. The aim is to help designers critique their designs by considering the architectural consequences of proposed seismic solutions early on in the design phase. Implementation of this evaluation is also intended to enhance the dialogue between different stakeholders of the project by providing a common basis of information and assessment vocabulary.

PAPER NUMBER 34

COSTS ANd EFFECTS: ThE hEALTh COSTS OF ThE 22 FEBRUARy 2011 EARThQUAKE A. BrowerLincoln University.D. JohnstonGNS Science and Massey University ABSTRACT: This research considers the degree of seismic resistance of the built environment to seismic shock as a cause, and public health costs as an effect. Unfortunately, in public policy the cause and the effect are governed by different ministries with different budgets. Similarly, the costs of altering the cause are borne by building owners with possible subsidies; the costs of the effects are borne by the taxpayer-funded public health system.

This research aims to use economics to connect cause and effect, and presents an exploratory model. It explores the human cost of the Canterbury earthquakes, measured in health costs paid by ACC and District Health Boards, compared to the value of the built environment of the city in general, and to the modelled cost of preventative retrofitting to various standards of safety. But it will also explore who pays the costs, and who benefits. As such it explores both efficiency and equity of seismic building standards for new builds, and retrofitting requirements for older buildings.

In other words, it explores the cost of taking action to prevent death and injury in earthquakes, the cost of choosing not to take action, and the value of the built environment itself. In so doing, it will explore efficiency, equity, resilience, and resistance in disaster health policy.

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PAPER NUMBER 35

ThE GEM EARThQUAKE CONSEQUENCES dATABASE ANd NEW ZEALANd’S CONTRIBUTIONS G.M. Bocchini, A. Pomonis, E. SoCambridge Architectural Research Ltd., UK.A.B. KingInstitute of Geological Sciences Ltd, Gracefield, Lower Hutt.S. Giovinazzi University of Canterbury, New Zealand ABSTRACT: The Global Earthquake Model Earthquake Consequences Database (GEMECD) is one of the risk component projects of the Global Earthquake Model (GEM). GEMECD is led by a consortium including: Cambridge Architectural Research Ltd. In UK (leading institution) and partners from Latin America, Asia, North America, Middle East and Oceania. The aim is to make possible, for the first time, the easy and open access to data on the physical, social and economic impacts induced by earthquakes all over the world. The GEMECD database includes 71 worldwide events from 1970 onwards and will be accessible via OpenQuake. GEMECD provides a standardised framework for collecting and collating geocoded consequence data induced by primary and secondary seismic hazards to different types of buildings, critical facilities, infrastructures and the population. This paper summarises, firstly, the GEMECD structure and main activities, the proposed methods to collect and standardised the data and the proposed outputs. Secondly, New Zealand’s contribution to the GEMECD database is described, including the data collection and analysis of 4 earthquake events localised in the South Pacific area, (namely Newcastle, 1989; Luzon 1990; South of Java 2006; and Samoa Islands 2009) and 3 NZ-specific events, namely Edgecumbe (1987), Darfield (2010) and Christchurch (2011). Particular focus will be given to the Darfield and Christchurch events, for which the damage and impacts on the built-environment has been surveyed and collated in different databases “owned” by different agencies and research institutions. The NZ contribution to GEMECD, represented an opportunity for collating, comparing and reviewing existing databases and for uniformising them into a common, openly accessible and stardardised database.

PAPER NUMBER 36

EXPOSURE dATA dEvELOPMENT FRAMEWORK: REAL-TIME INDIVIDUAL ASSET ATTRIBUTE COLLECTION TOOL (RIACT), INVENTORY REPOSITORY & ASSET REPOSITORy WEB PORTAL S.L. Lin & A.B. KingGNS Science, Lower HuttI. MatchamJumbletree, Lower HuttABSTRACT: The paper presents an integrated and extensible framework for the capture and regurgitation of data that describes the characteristics and location of assets within our communities. The framework, referred to as Real-time Individual Asset Attribute Collection Tool (RiACT), Inventory Repository, and Asset Repository Web Portal, enables the capture by direct field observation of asset attributes, the real-time transfer of these observations to the Inventory Repository and/or the download of attributes of any specific asset of interest to the observer whilst they are in the field.

It is envisaged that the data stored within the Inventory Repository would have a variety of potential uses including forming the basis of a reliable asset module for loss modelling projections, pre-event building evaluation rankings (such as those required for earthquake prone evaluations) and/or post-event damage and condition assessments required for any subsequent building safety evaluation surveys. Hence, the Inventory Repository alongside Asset Repository Web Portal will be created in a manner which is an easily accessible platform for data management and sharing with other dataset needed for building or infrastructural evaluations.

The methodology of the asset collection tool and inventory repository and website are illustrated, with discussion on the communication protocol between them. Some applications, such as the integration of the Inventory Repository with loss modelling tool, the implementation of building performance evaluation are underway and will also be discussed to illustrate the potential of the integrated framework.

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PAPER NUMBER 37

REvIEW OF ThE BUILdING COdE STRUCTURAL PROvISIONS G.M. Lawrance, D.C Hopkins, D.P.H Cheong, M.C. Stannard Ministry of Business, Innovation and Employment ABSTRACT: A review of Clause B1 (Structure) of the New Zealand Building Code is being undertaken to improve the clarity and consistency of structural performance expectations for new building work and obtain a better societal mandate for what we expect from our buildings. The Canterbury earthquake sequence and an earlier Building Code review between 2005 and 2008 have highlighted this need. This paper is a forerunner to a public discussion and consultation paper anticipated to be released later in 2014 and is presented here to promote discussion.

The proposed amendments to B1 expand the functional and performance requirements and introduce a risk-based performance system that is not aimed at changing the current design levels but to make them clearer.

It is proposed that building importance levels will now be defined in the Building Code rather than in AS/NZS 1170 as at present – building importance being relevant to more than just structural safety. It also introduces the concept of “tolerable impacts” in defining the objectives and requirements of the Building Code Clause B1. A new risk-informed performance matrix contains a series of Tolerable Impact Level statements (TILs). The TILs specify structural performance outcomes depending on the severity of the natural hazard event (earthquake, wind and snow) for buildings with different building importance levels and design lives. Taken together, the set of “tolerable impact statements” are expected to provide Standards writers with clear and consistent definitions of what is required of building structures - no matter what the material or structural type. It is intended that these amendments help the sector achieve more effective and efficient structural design and construction decision-making through better understanding of Clause B1’s objectives and performance criteria.

PAPER NUMBER 38

PRIORITISING RESEARCh INTO ThE SEISMIC PERFORMANCE OF REINFORCEd CONCRETE A. BennettMBIE, WellingtonR.d. SharpeNHRP & Beca Ltd., WellingtonM.C. StannardMBIE, Wellington ABSTRACT: The seismic performance of some reinforced concrete elements and systems in the 22nd February 2011 Christchurch earthquake raised issues which need researching and resolving. Some of these form part of the recommendations of the Canterbury Earthquakes Royal Commission. The authors, in their respective roles within MBIE and the Natural Hazards Research Platform, have been looking into the resources, capability and capacity within New Zealand and internationally to address these issues. There is a need for collaboration both within New Zealand and internationally to optimise research efforts. This paper describes the progress being made, and the plans so far with respect to the design and performance of floor diaphragms and highly-loaded walls, in particular.

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PAPER NUMBER 39

INTERACTION OF GEOTEChNICAL ANd STRUCTURAL ENGINEERING IN ThE SEISMIC ASSESSMENT OF EXISTING BUILdINGS P. Clayton, W.Y. Kam & A. BeerBeca Ltd, New Zealand. ABSTRACT: The performance of buildings in earthquake shaking is influenced by both the performance of the structure and that of the supporting ground in a process known as soil-foundation-structure interaction (SFSI). While strategies to assess the probable structural performance are becoming well established in engineering practice, a similar approach in the assessment of the supporting ground and SFSI is not so widely established. This paper explores the necessary interaction between geotechnical and structural engineering disciplines in the seismic assessment of buildings, considering the potential for an abrupt ‘step change’ in geotechnical behaviour, or in the absence of this, the potential beneficial influence of SFSI to the building life-safety performance. An integrated seismic assessment framework is proposed, relying on early interaction between the disciplines and risk screening to determine the anticipated seismic response. Future areas for research and improvement are suggested.

PAPER NUMBER 40

A SEISMIC ENGINEER’S NOTE BOOK G.R. Houston, A.S. Beer, G.L. Cole and R.D. JuryBeca Ltd, New Zealand. ABSTRACT: The interest in seismic retrofit of buildings stimulated by the Canterbury earthquakes and more recently the Seddon and Grassmere Earthquakes has resulted in seismic retrofit concepts being developed and implemented for many buildings throughout New Zealand. In this paper the authors discuss a number of issues that they have encountered and how they have addressed them. These issues are not necessarily significant in their own right, nor are the solutions necessarily highly innovative, but they have been found to be common across a number of buildings and will likely be of interest to others who are involved in seismic assessment and retrofit.

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PAPER NUMBER 41

ENhANCING COLLABORATION BETWEEN ARChITECTS ANd STRUCTURAL ENGINEERS USING PRELIMINARy dESIGN SOFTWARE A. W. CharlesonFaculty of Architecture and Design Victoria University, Wellington, New Zealand.P. WoodConsultant, Wellington ABSTRACT: For over twenty years RESIST software has been used by architectural students to design their project structures for wind and earthquake loads. The most recent version of RESIST, which has just been released for free download, has the potential to enhance the collaboration of architects and engineers at the crucial early stage of a design project.

The paper begins by discussing aspects of architect-engineer collaboration with an emphasis on the implications of architects’ iterative design approaches. Then we describe RESIST and highlight the most recent improvements.

Given that RESIST is for preliminary design only, its features allow alternative lateral load-resisting designs to be very quickly completed and compared. This ability to generate alternative structural systems relatively effortlessly makes it a valuable tool in enhancing the iterative nature of architect-engineer collaboration.

PAPER NUMBER 43

ShAKING TABLE TESTS OF A BASE ISOLATEd STRUCTURE WITh dOUBLE CONCAvE FRICTION PENdULUMS F.C. Ponzo, A. Di Cesare, D. Nigro, M. Simonetti & G. Leccese School of Engineering, University of Basilicata, Potenza, Italy.ABSTRACT: An extensive experimental seismic testing programme named JETBIS project (Joint Experimental Testing of Base Isolation Systems) has been developed within the RELUIS II project (Task 2.3.2) involving partners from different Italian universities. This paper describes the shaking table test performed by research unit of University of Basilicata (UNIBAS) on the experimental model with seismic isolators based on Double Concave Friction Pendulum (DCFP). The DCFP isolator contains two separate concave sliding surfaces and exhibits different hysteretic properties at different stages of displacement response. The experimental model was a 1/3 scaled steel framed structure with one storey and one bay in both directions. Four DCFP bearings with equal properties of the concave sliding surfaces were mounted under each column. The base isolated experimental model was subjected to a set of 7+1 natural earthquakes increasing seismic intensity in order to achieve the safe displacement of seismic bearings. The main objective of this work is to evaluate the DCFP effectiveness considering different experimental configurations (with both symmetrical and eccentric masses) and different sliding surfaces conditions (with and without lubrication). A further goal is to verify the reliability of the DCFP isolation system when relevant residual displacements occur due to previous earthquakes. Finally, this paper also shows the experimental testing outcomes compared with the results of non linear time history numerical analyses using SAP2000.

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PAPER NUMBER 44

CONCEPTUAL dEvELOPMENT: LOW LOSS PRECAST CONCRETE FRAME BUILdING SySTEM WITh STEEL CONNECTIONS P.K. Aninthaneni, R.P. DhakalDepartment of Civil and Natural Resources Engineering, University of Canterbury, Christchurch, New Zealand. ABSTRACT: Monolithic reinforced concrete (RC) frames and conventional pre-cast concrete structural systems are prone to develop severe damage under high seismic excitations, which makes buildings using these systems less sustainable because of the downtime and repair cost required to fully restore the functionality of the damaged building. For this reason, researchers are exploring alternate RC building systems that minimize the downtime and seismic losses.

In this paper, schematic development of a sustainable demountable precast RC frame system, in which the precast members are connected with steel angles/plates, steel tubes/plates and high strength friction grip (HSFG) bolts, is discussed. The concept of this system allows a mechanical pin to be used in the gravity frame connections such that only the seismic frames share the lateral force imposed by earthquakes and the gravity frames do not damage at all in earthquakes. In the proposed precast structural system, damaged structural elements in seismic frames can be easily replaced with new ones; thereby rendering it a definitely repairable and low loss system, despite not being a damage avoidance solution. The load transfer mechanism from the weak beam to the strong column through the connection is explained and a model is proposed to analyse the connections. Pros and cons of the proposed precast framing system and its application in practice are also discussed in the paper.

PAPER NUMBER 45

RETROFIT, USING SEISMIC ISOLATION, OF ThE hEAvILy dAMAGEd BASíLICA dEL SALVADOR IN SANTIAGO, CHILE M. Rendel, C. Lüders, M. Greer, I. Vial & B. WestenenkSIRVE S.A., Santiago, ChileJ.C. de la LleraSchool of Engineering, Pontificia Universidad Católica de Chile, and National Research Centre for Integrated Natural Disaster Management CONICYT/FONDAP/15110017.F. Pérez, D. Bozzi & F. PradoSchool of Architectural Design, Pontificia Universidad Católica de Chile ABSTRACT: This paper presents the retrofit project of a 150 year-old cathedral that was severely damaged after the March 3rd, 1985 central Chile earthquake, and the February 27th, 2010 Maule earthquake. The project is being developed by a team of architects and structural engineers from two Chilean companies, the latter dedicated to structural engineering and seismic protection of structures. The Basílica del Salvador is located in Santiago and was built towards the end of the 19th century. The unreinforced brick structure is approximately 90m long, 40m wide, 25m high and has suffered extensive damage during major Chilean earthquakes over the past century. Currently, several areas of the structure are partially collapsed and many architectural components are damaged, making the retrofit project very unique and challenging. The overall concept of the retrofit is to recover the original architecture and aesthetics of the church while improving its seismic safety standard to optimal conditions, by introducing seismic isolation between the superstructure and a new underground level. The retrofit project considers two stages: (i) a temporary stabilization phase, which involves adding a steel shoring structure inside the main auditorium to support the partially collapsed columns and unstable exterior walls, and (ii) a permanent phase, which involves the addition of a new underground level, the introduction of seismic isolation to protect the superstructure and the architectural restoration of the superstructure.

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PAPER NUMBER 46

COST-BENEFIT ANALYSIS OF BASE ISOLATED ANd CONvENTIONAL BUILdINGS: A CASE STUdy M.R. Cutfield & Q.T. MaDepartment of Civil and Environmental Engineering, the University of Auckland, Auckland, NZ.K.L. RyanDepartment of Civil and Environmental Engineering, the University of Nevada Reno, NV, USA. ABSTRACT: Base isolation using lead rubber bearings has been shown to be highly effective in mitigating earthquake damage in buildings. However, the implementation rate has remained low in the New Zealand private sector. Uncertainty about initial cost increases and future benefits remain strong disincentives. This paper presents a case study life cycle analysis of a conventional and base isolated steel braced office building. It is found that the overall performance of the base isolated building is far superior to the conventional building, but the expected financial loss in the isolated building increases markedly in the unlikely event of structural pounding against the surrounding moat wall. The life cycle benefits of base isolation are found to be very significant. However, whether base isolation is cost-effective in a traditional expected cost-benefit analysis is strongly dependent upon the input assumptions, particularly those relating to business downtime.

PAPER NUMBER 47

DESIGN OF BASE-ISOLATED BUILDINGS: AN OvERvIEW OF INTERNATIONAL COdES d. PietraOpus International Consultants Ltd, Auckland, New ZealandS. Pampanin Department of Civil Engineering, University of Canterbury, Christchurch, New ZealandR.L. Mayes & N.G. WetzelSimpson Gumperz & Heger, California, United States of Americad. FengFujita Corporation, Tokyo, Japan ABSTRACT: Base isolation is arguably the most reliable method for providing enhanced protection of buildings against earthquake-induced actions, by virtue of a physical separation between the structure and the ground through elements with limited force capacity and (often) enhanced energy dissipation. Such a design solution has shown its effectiveness in protecting both the structural and non-structural components, hence preserving their functionality even in the aftermath of a major seismic event.

Despite lead rubber bearings being invented in New Zealand almost forty years ago, the Christchurch Women’s hospital was the only isolated building in Christchurch when the Canterbury earthquakes occurred in 2010/11. Furthermore, a reference code for designing base-isolated buildings in New Zealand is still missing. The absence of a design standard or at least consensus on design guidelines is a potential source for a lack of uniformity in terms of performance criteria and compliance design approaches. It may also limit more widespread use of the technology in New Zealand.

The present paper provides an overview of the major international codes (American, Japanese and European) for the design of base-isolated buildings. The design performance requirements, the analysis procedures, the design review process and approval/quality control of devices outlined in each code are discussed and their respective pros and cons are compared through a design application on a benchmark building in New Zealand. The results gathered from this comparison are intended to set the basis for the development of guidelines specific for the New Zealand environment.

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PAPER NUMBER 48

dISPLACEMENT ANd ACCELERATION dESIGN SPECTRA FOR SEISMIC ISOLATION SySTEMS IN ChRISTChURCh D. WhittakerBeca Ltd, Christchurch, New Zealand.L. R. JonesMaxlide Ltd, Christchurch, New Zealand. ABSTRACT: The paper extends previous work by the authors on displacement and acceleration spectra for analysis and design of seismic isolation systems in Christchurch, in accordance with the requirements of NZS 1170.5.

A suite of earthquake records has been selected based on expert recommendations and scaled to match the NZS 1170.5 hazard spectra. The assumptions and method for scaling the earthquake records is discussed. A range of typical isolation system parameters for lead rubber or concave slider systems were identified, including yield level and post-elastic stiffness or equivalent period, both of which can be directly selected by the designer.

Single degree of freedom inelastic time history analyses were carried out using the selected isolation system parameters and the suite of earthquake records to determine the displacement and acceleration demands on isolation systems. The results are presented in displacement and acceleration spectra, as well as in “direct inelastic acceleration-displacement spectra” format. These charts provide designers with a powerful tool to directly determine displacement and acceleration demands on isolated structures in Christchurch, based on a range of practical isolation bearing system characteristics. The methodology can easily be applied in other locations.

PAPER NUMBER 49

REPRESENTATIVE GROUND-MOTION ENSEMBLES FOR SEVERAL MAJOR EARThQUAKE SCENARIOS IN NEW ZEALANd K. Tarbali & B.A. BradleyDepartment of Civil and Natural Resources Engineering, University of Canterbury, Christchurch. ABSTRACT: This paper develops representative ground motion ensembles for several major earthquake scenarios in New Zealand. Cases considered include representative ground motions for the occurrence of Alpine, Hope, and Porters Pass earthquakes in Christchurch, and the occurrence of Wellington, Wairarapa, and Ohariu, fault ruptures in Wellington. Challenges in the development of ground motion ensembles for subduction zone earthquakes are also highlighted. The ground motions are selected based on the generalized conditional intensity measure (GCIM) approach, ensuring that the ground motion ensembles represent both the mean, and distribution of ground motion intensity which such scenarios could impose. These scenario-based ground motion sets can be used to complement ground motions which are often selected in conjunction with probabilistic seismic hazard analysis, in order to understand the performance of structures for the question “what if this fault ruptures?”

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PAPER NUMBER 50

REGIONAL KAPPA (κ) SCALING OF NEW ZEALANd ROCK GMPES C.J. Van Houtte, T.J. LarkinUniversity of Auckland, Auckland, New Zealand.C. holdenGNS Science, Lower Hutt. ABSTRACT: New Zealand currently has two main published ground motion prediction equations (GMPEs) to empirically estimate the level of spectral acceleration, SA(T), due to a given set of earthquake source, path and site parameters. These predictions are designed to fit a dataset of strong motion recordings from around New Zealand. While the data used to create these GMPEs tend to be only from the most active regions of New Zealand, these equations are applied to other regions of low to moderate seismicity, where the data may not be representative of the geological characteristics. This study applies the inverse random vibration theory (IRVT) κ scaling method to adjust the New Zealand GMPEs for regional differences in rock site attenuation. Using recorded small magnitude crustal data, the rock site attenuation parameter, κ0, is estimated at GeoNet rock sites (www.geonet.org.nz) in several regions around New Zealand. Preliminary results show that κ scaling in Dunedin results in a predicted rock PGA a factor of four greater than the Bradley (2013) prediction for the maximum credible earthquake. For Gisborne, κ scaling may reduce rock PGA by a factor of two, while for Wellington, there is a slight increase in short period motion compared to current predictions. Comparisons with large events from the 2010-2012 Canterbury sequence suggest κ scaling may be beneficial for ground motion prediction.

PAPER NUMBER 51

EXPLICIT CONSIDERATION OF NEAR-FAULT dIRECTIvITy EFFECTS ANd TREATMENT OF DISTRIBUTED SEISMICITY AS FINITE-FAULTS IN NZ-SPECIFIC PROBABILISTIC SEISMIC hAZARd ANALySIS V.A. Joshi, B.A. BradleyUniversity of Canterbury, Christchurch, New Zealand. ABSTRACT: This paper concerns the explicit consideration of near-fault directivity in conventional ground motion prediction models, and its implication for probabilistic seismic hazard analysis (PSHA) in New Zealand. The proposed approach utilises recently developed models by Shahi & Baker (2011), which account for both the ‘narrowband’ nature of the directivity pulse on spectral ordinates, and the probability of pulse occurrence at the site of interest. Furthermore, in order to correctly consider directivity, distributed seismicity sources are considered as finite-faults, as opposed to their (incorrect) conventional treatment as point-sources. The significance of directivity on hazard analysis results is illustrated for various vibration periods at generic sites located in Christchurch and Otira, two locations whose seismic hazard is comprised of notably different seismic sources. When compared to the PSHA results considering directivity and distributed seismicity as finite faults, it is shown that the NZS1170.5:2004 directivity factor is notably unconservative for all vibration periods in Otira (i.e. high seismic hazard region); and unconservative for Christchurch at short-to-moderate vibration periods (𝑉 < 3s); but conservativeat long periods (𝑉 > 4s).

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PAPER NUMBER 52

TIME-VARYING AND LONG-TERM MEAN AFTERShOCK hAZARd IN WELLINGTON A. Christophersen, D.A. Rhoades, R.J. Van Dissen, C. Müller, M.W. Stirling, G.H. McVerry & M.C. GerstenbergerGNS Science, Lower Hutt, New Zealand.ABSTRACT: The New Zealand National Seismic Hazard model (NSHM) follows the well-established practice of most probabilistic seismic hazard analysis (PSHA) to exclude aftershocks from the hazard estimations. A Task of the ‘It’s Our Fault’ Project investigates whether there are any potential deficiencies in the currently used uniform hazard spectra for Wellington due to the exclusion of aftershocks. In this study, we distinguish between time-varying and long-term mean aftershock hazard. Time-varying aftershock hazard represents the average annual decay of aftershocks over a period of 50 years following a main shock. For long-term aftershock hazard we spread the temporal occurrence of aftershocks over the recurrence interval of the fault rupture. We model aftershocks using the Short-Term Earthquake Probability (STEP) model. We calculate the time-varying annual frequency of exceedance of peak ground acceleration (PGA) for up to 50 years after a main shock and compare the hazard curves from the aftershocks alone to the NSHM. The shapes of the curves are quite different; and only after about 30 years is the aftershock hazard less for all PGAs than from the NSHM. For the long-term hazard, we include four major Wellington fault sources and replace the NSHM background seismicity model with the time-averaged aftershock rates from these sources. The difference in absolute acceleration in comparison to the NSHM peaks at about 0.1 second. The accelerations increase by a maximum of around 10%, 20%, 38% and 70% for return periods of 2500, 1000, 475, and 150 years respectively. Both our approaches are simplified methods to illustrate the potential effects of including aftershocks in PSHA.

PAPER NUMBER 53

RMS’ NEW MOdEL FOR RUPTURES ON KNOWN CRUSTAL FAULTS IN NEW ZEALANd ANd ITS IMPLICATIONS FOR RISK d.d. Fitzenz & M. NystRMS, inc, Newark, California. ABSTRACT: The hazard component in RMS’ new NZEQ risk model is largely based on the GNS 2010 NZEQ hazard map products. Departures from GNS’ model include a different treatment of time-dependence and the introduction of cascading events involving faults or sets of faults previously assumed to only rupture independently. Those developments were necessary because unlike hazard models, risk models include 1) the set-up of financial models which require the modeling of realizations of the order in which events may occur (i.e., the probability density functions are needed, not just the mean hazard rates) and the non-linearity of the exceedance probability (EP) curve for losses relative to the conditional probability density function (PDF) of event occurrence, and 2) the fact that longer (than 475 year) return period losses need to be defined to compute risk metrics for capital requirement calculation.

To address the first point, the methodology by Fitzenz et al 2012 was adapted and used for the Wairarapa 1855-type events, the Wellington-Lower Hutt Valley fault, and the Ohariu fault. It provides the probability density functions for inter-event times resulting from a Bayesian combination of models computed by integrating long-term slip rates, slip per event, and historical and trench data. To address the second point, we adapted the tool developed by UCERF3 within OpenSHA to generate a rupture set using an unsegmented fault model. We selected complex ruptures affecting high exposure areas and will propose a set of frequencies compatible with known slip rates and trench data.

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PAPER NUMBER 54

INCORPORATING SIMULATEd hIKURANGI SUBdUCTION INTERFACE SPECTRA INTO PROBABILISTIC hAZARd CALCULATIONS FOR WELLINGTON G.h. Mcverry & C. holdenGNS Science, Lower Hutt, New Zealand. ABSTRACT: Holden et al. (NZSEE Conference, 2013) modelled ground motions in Wellington from large magnitude (Mw 8.1 to 9.0) Hikurangi subduction interface earthquakes. Their results highlighted potential deficiencies in the current design levels for Wellington and the need for in-depth modelling of the interface. Their preliminary physically-based simulated motions depend strongly on the Brune stress-drop parameter. This paper presents the potential impact of such events on the probabilistic seismic hazard calculations of the National Seismic Hazard Model (NSHM) based on a modification of its ground-motion equations for subduction interface earthquakes, including accounting for stress drop.

Hazard spectra for Wellington have been re-estimated for the NSHM using stress drops of 3 MPa to 15 MPa for interface events, covering most large subduction interface events worldwide. The spectra increased from the standard NSHM estimates for return periods of 500 years and longer for spectral periods exceeding 1.5s for low stress drops (3 MPa), and for all spectral periods for moderate to high (9-15 MPa) stress drops. For the 500-year motions, a high stress drop subduction interface earthquake becomes potentially the dominant contributor to Wellington’s hazard.

This is a major change from the current perception that surface rupture of the Wellington-Hutt Valley segment of the Wellington Fault is the main scenario of concern for strong damaging earthquake motions in the region. Clearly, it is critical to assess these results by improving our understanding and modelling of potential large magnitude earthquakes on the Hikurangi subduction interface, including their recurrence intervals, magnitudes and associated ground motions.

PAPER NUMBER 55

TAUROA RESIdENTIAL SUBdIvISION: LANdSLIdE REMEdIATION ANd hILL SLOPE STABILISATION FOR EARThQUAKE RESISTANCE R.C. GerbrandtOpus International Consultants, Ltd, New Zealand. ABSTRACT: The Tauroa residential subdivision is situated in the hills of southern Havelock North in Hawke’s Bay, New Zealand. The development proposal includes removal of a moderately deep (< 10 m) landslide that failed within mid-Pleistocene estuarine mudstone and its replacement with an engineered fill slope. As a result of a pseudo-static seismic stability assessment utilising a design 7.5 M earthquake, specific application of NZS 1170 for an ultimate limit state (ULS) seismic event and an feq factor developed via the “seismic screening analysis”, engineered fill slope design resulted in a stable surface through removal of the landslide materials, subsoil drainage control and placement of a buttress fill. The seismic design philosophy incorporated reducing the NZS 1170 peak ground acceleration by feq thus allowing for limited slope deformations to occur as a result of the ULS seismic event. The magnitudes of the allowable slope deformations were set with respect to the tolerance level of the proposed structures.

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PAPER NUMBER 56

SEISMIC REhABILITATION OF A CONCRETE ENCASED STEEL RIVETED FRAME BUILDING – ADELPHI HOUSE, WELLINGTON I. Prionas & J.C. Knight Harrison Grierson Consultants Ltd. ABSTRACT: This paper describes the complex seismic rehabilitation design of Adelphi House, a 7 storey 1920’s heritage building in Courtney Place, Wellington. The existing building structure comprises concrete encased steel sections with riveted connections. The brief from the client was to prepare an economical strengthening scheme that minimised interference with the building internal layout and maintained the heritage aspects of the building.

The design process included intrusive investigations of the structure and laboratory testing of the materials used for the original construction. The behaviour of riveted structural steel connections under seismic load conditions was also researched from international papers to provide data for the structural analysis

Rehabilitation techniques were developed to strengthen and preserve the heritage fabric of the building to meet 100% of the current earthquake code provisions. A unique structural engineering solution was developed including the application of ‘steel jackets’ to the existing columns with a bespoke solution for the stiffening of the beam-column joints, two new internal steel composite columns, the introduction of cross bracing in the longitudinal direction, and the strengthening of the foundations. The design also addressed the existing ‘weak-column strong-beam’ configuration and a ‘soft storey’ failure mechanism found during the analysis of the existing structure.

The analysis of the existing building and the subsequent strengthening design has been performed using the non-linear static procedure, known as ‘push over analysis’. This analysis has been undertaken in line with the FEMA 356, FEMA 440 and ASCE41-06 documents and a number of published papers.

The design is complete with construction presently underway with completion expected in early 2014.

PAPER NUMBER 57

NETWORK PROTECTION WIThOUT COMPROMISE – DECONSTRUCTION OF 91 hEREFORd STREET FOR TELECOM d.M. McGuigan & C. hillAurecon New Zealand Ltd, Wellington & Christchurch.J. RobbTelecom Property Projects, Wellington. ABSTRACT: Telecom’s former main Christchurch Exchange building suffered considerable damage to its architectural finishes and building services in the 22 February 2011 earthquake. In the early 1990’s the building was converted from its former primary use as the Canterbury region’s Central Exchange building to an office building for Telecom staff. This transition occurred after Telecom constructed a new and immediately adjacent Exchange building. Through migration of the Exchange from the old to the new building, a number of engineering services were configured to be common to both buildings including fire detection, fire suppression, incoming fire hydrant, reserve artesian water supply, a reserve water storage tank to supply the evaporative cooling towers should mains water be lost, physical security encompassing access control, CCTV and security alarms, mains power supply, diesel fuel supply, emergency generator power supply and a major underground cable tunnel that hosted every copper wire and fibre cable for the Canterbury region. After the decision was made to deconstruct the former Exchange building strategic measures were put in place to ensure that no customer service outages would result from the deconstruction process – Network Protection without Compromise became the project mantra. This required the specification of protective works and the development of a deconstruction methodology to ensure that deconstruction could proceed without putting the network at risk and to allow for the safe and controlled removal of hazardous materials. The deconstruction process also presented an opportunity for Telecom to rationalise its infrastructure provisions for its site in a customised space using some remaining parts of the existing structure and simultaneously regenerate the majority of the deconstructed site for the medium term by providing an inner city public park area prior to Telecom making any long term decisions regarding the use of the property.

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PAPER NUMBER 58

A NOvEL APPROACh TO REhABILITATION OF A CHURCH IN FENDALTON, ChRISTChURCh S.J. Neill & A.S. BeerBeca Ltd, New Zealand.d. AmendeThe Church of Jesus Christ of Latter-Day Saints, New Zealand. ABSTRACT: This case study outlines the repair and retrofit of a riverside church in Fendalton, Christchurch, that underwent significant damage in the Canterbury earthquakes. The building experienced significant separation and differential settlement due to liquefaction and lateral spread of the underlying soil. The church was originally constructed in 1959 in double height lightly reinforced concrete block masonry. Strengthening undertaken in the 1990’s successfully tied the building together, otherwise partial collapse would likely have occurred. The main earthquake damage to the building included: significant wall and floor slab cracking, sloping floors, and movement of the foundations. The retrofit design looked to restore the church to close to the condition it was in before the earthquakes; raise the seismic performance level and mitigate against the risk of further damage in future serviceability level seismic events. To achieve these objectives, seismic mass was removed by replacing the masonry walls with timber shear walls, whilst retaining the large clear-span roof during demolition and subsequent reconstruction. Mitigation of future liquefaction damage was achieved by replacing the heavily damaged areas of slab with a waffle raft slab and carefully located “settlement moderating” piles. The project successfully achieved an appropriate balance between an efficient use of church funds and the need to moderate future seismic risk.

PAPER NUMBER 59

TIME hISTORy ANALySIS CORRELATION BETWEEN OBSERvEd ANd PREdICTEd RESPONSE OF TyPICAL INdUSTRIAL BUILdINGS WITh STEEL PORTAL FRAME ANd CONCRETE TILT PANEL CLAddING dURING ChRISTChURCh EARThQUAKE W. Batchelar, M. Mashal & D. SouthwickBatchelar McDougall Consulting Ltd., Christchurch, New Zealand ABSTRACT: For the past five decades, use of steel portals with precast tilt panel cladding has been a common practice for construction of industrial buildings throughout New Zealand. The portals are expected to carry roof loads as well as resisting lateral forces. It is generally thought that panels function as both part of cladding for the building and lateral support resisting seismic forces.

Following the Canterbury earthquakes, cracking of the tilt panels and spalling of concrete around the connections has regularly been observed. In some cases panel cleat failure has resulted in loss of support of the panels, resulting in the panels being thrown out-of-plane. However, there appears to have been no observed tensile failure of the panel reinforcing that has been sufficient to result in the collapse of the cladding panels.

This paper presents a summary of observed and predicted (by Time History Analysis) damage, following the Canterbury earthquakes for this particular building system. The Ground motion recorded from Heathcote Valley Primary School (HVSC) during the February 22nd Christchurch earthquake has been used for the Time History Analysis of a typical portal frame warehouse structure with concrete cladding panels attached.

Results indicate that the ground shaking recorded at Heathcote Valley Primary School during the February 22nd earthquakes was sufficient to yield the reinforcing in precast concrete cladding panels. Panels with rigid attachments (such as return walls) were more likely to have yielded the ductile reinforcing such that a risk of reinforcing fracture would be present. Panels attached to flexible portal frames appear to have been protected from the ground shaking by the long period response of the portals. A significant factor in determining the potential damage to the reinforcing is the strain length. This strain length is difficult to ascertain for lightly reinforced panels and a sensitivity assessment has been used to represent the risk of fracture.

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PAPER NUMBER 60

WELLINGTON INTERNATIONAL AIRPORT – PREPARED FOR RAPID SELF-ASSESSMENT G. EbanWellington International Airport Ltd.K. hira & R.d. SharpeBeca Ltd., Wellington. ABSTRACT: Many airports are open nearly 24/7. When an earthquake is felt, the operations management team at any busy airport has to decide very quickly whether to order an aircraft on final approach to abort its landing, and whether an evacuation of the terminal is warranted. At any one time, a large proportion of the occupants of the terminal will be members of the public who may be in transit some distance from their homes. Both Christchurch and Wellington airport companies now have a seismometer installed which sends within seconds the peak ground acceleration to their operations centres. In Wellington, the duty manager is provided with criteria for initiating appropriate responses that range from “do nothing” to “close the airport”. In addition, the airport’s consultant has prepared rapid assessment instructions for both the runway and the terminal building that highlight indicators of potentially serious damage. This paper describes the derivation of these indicators and the recommended responses.

PAPER NUMBER 61

ESTABLIShING ThE RESILIENCE OF TIMBER FRAMEd SChOOL BUILdINGS IN NEW ZEALANd d. BrunsdonKestrel GroupJ. FinneganAureconN. Evans Opus International ConsultantsG. Beattie & D. CarradineBRANZ LtdJ. Sheppard & B.Lee Education Infrastructure Service, Ministry of Education ABSTRACT: Following the Canterbury earthquakes, the Ministry of Education has applied significant effort and resources to better understand the seismic performance of its existing buildings. Approximately 90% of its building stock is timber framed low-rise construction, with the majority of these being constructed prior to modern structural design codes. Many of these buildings feature elements such as fully glazed facades that have little quantifiable strength, often leading to low assessment ratings. However from a structural perspective, it has been a common view amongst engineers that these buildings pose little life safety concern.

This paper provides a summary of a programme of work undertaken by the Ministry of Education to consolidate and build upon the lessons from the Canterbury earthquakes in relation to timber framed structures. This work included the detailed seismic analysis of a range of the Ministry’s standard classroom blocks, and culminated in the full scale physical testing of standard classroom blocks in Carterton, Wairarapa and Christchurch in 2013.

These tests have confirmed the general engineering expectation that timber framed buildings with older glazed facades have strength and resilience significantly in excess of their calculated capacity. Results from the tests indicate that failure of the glazing in the longitudinal direction occurred at more than five times the nominal calculated overall ultimate capacity of the building. These studies are considered to confirm that single storey timber framed structures with light roofs on flat ground are not earthquake-prone as defined by the current legislation. The results of this work have significant implications for similar type structures across New Zealand and are being fed directly into the update of the NZSEE’s 2006 seismic assessment guidelines.

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PAPER NUMBER 62

QUASI STATIC CyCLIC TESTS OF 2/3 SCALE POST-TENSIONED TIMBER WALL AND COLUMN-WALL-COLUMN (CWC) SySTEMS F. Sarti, A. Palermo, S. PampaninCivil and Natural Resource Engineering Department, University of Canterbury, Christchurch, New Zealand ABSTRACT: The paper presents the design and construction detailing of the quasi-static testing of two post-tensioned timber wall systems: a single (more traditional) wall system and a new configuration comprising of a column-wall-column coupled system (CWC). The latter allows avoiding displacement incompatibilities issues between the wall and the diaphragm by using the boundary columns as supports.

Different reinforcement configurations were taken into account for both the wall systems; the walls were subjected to different initial post-tensioning stress levels, and different dissipater options were considered: both internal and external replaceable mild steel tension-compression yield fuses, and U-shape Flexural Plates (UFPs) were used for the single wall and the CWC solutions respectively.

The experimental results showed the high-performance of both post-tensioned timber wall systems with negligible level of structural damage in the wall element and residual displacements and high level of dissipation.

PAPER NUMBER 63

EXPERIMENTAL TESTING OF ALTERNATIvE BEAM-COLUMN JOINTS IN POST-TENSIONED TIMBER FRAMES T. Armstrong, T. Smith, A.H. Buchanan, S. Pampanin, Department of Civil Engineering, University of Canterbury, Christchurch. ABSTRACT: Post-tensioned timber structural technology, known as Pres-Lam, has matured to the point where it is now transitioning from the laboratory to the construction site. An extensive testing programme at the University of Canterbury has shown these systems provide excellent seismic resistance, by combining energy dissipation and re-centering. Detailing of the joint zone to ensure both cost effectiveness and seismic performance is critical to the commercial uptake of this technology.

This paper details the experimental investigation of a full scale beam-column joint at the University of Canterbury. The testing involved several connection details which considered alternative energy dissipation devices and various methods of joint armouring. Joints were subjected to cyclic loading up to 3% drift. Joint details were evaluated, assessing ease of design and construction, re-centering ability, energy dissipation and cyclic stability. An investigation into the replaceability of dissipative elements has been undertaken to assess both ease of replacement and possible deterioration of seismic performance.

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PAPER NUMBER 64

SHAKING TABLE TESTING OF A MULTI-STOREY POST-TENSIONED TIMBER BUILdING T. Smith, S. PampaninUniversity of Canterbury, Christchurch, New ZealandA. Di Cesare, F. C. Ponzo, M. Simonetti, D. NigroUniversity of Basilicata, Potenza, Italyd. CarradineBRANZ, Wellington, New ZealandABSTRACT: This paper describes results of shaking table testing of a post-tensioned timber frame building in the structural laboratory of the University of Basilicata in Potenza, Italy. This experimental campaign is part of a series of experimental tests in collaboration with the University of Canterbury in Christchurch, New Zealand. The specimen was 3-dimensional, 3-storey, 2/3rd scale and constructed using post-tensioned timber frames in both directions. The structure was tested with and without dissipative steel angle reinforcing which was designed to yield at a certain level of drift. These steel angles release energy through hysteresis during seismic loading, thus increasing damping. Testing was performed up to a maximum PGA of 0.77g with and 0.58g without the dissipative reinforcing. At comparable levels of PGA the addition of the reinforcing reduced drifts by 32% without increases in peak floor accelerations. Test results were also compared favourable against numerical blind predictions using the RUAUMOKO 2D and SAP2000 structural analysis programs.

PAPER NUMBER 65

ELASTO-PLASTIC BEHAVIOUR OF A RIGID TIMBER SHEAR WALL WITH SLIP-FRICTION CONNECTORS W. Loo, P. Quenneville, and N. ChouwDepartment of Civil and Environmental Engineering, the University of Auckland, Auckland, New ZealandABSTRACT: The use of rigid engineered timber panels, such as cross-laminated-timber, in construction is increasing around the world, particularly in Europe and Australasia. Typically the panels rely on nailed or screwed steel plates for hold-downs and shear keys. However, this can mean the level of ductility is difficult to quantify. Furthermore ductile wall behaviour will inevitably be associated with permanent damage to the connections. There have been calls from designers for a solution in which the level of ductility can be predicted and achieved with confidence. The authors propose a novel, yet simple, slip-friction device that limits activated forces on a structure during an earthquake by allowing it to slightly rock. An experimental LVL wall was fitted with these devices acting as hold-downs. The shear key consisted of steel rods bearing against upright steel plates along the base of the wall. Under cyclic displacement tests, the wall demonstrated excellent elasto-plastic behaviour. The predicted wall strength from theory, matched, in general, the forces measured, while ductility levels can be as large as the designer desires, within obvious limits. Even under only self-weight, the wall readily descended at one end, while uplifting at the other. The results suggest that structures of engineered lumber can perform with reliable levels of ductility and remain free from damage.

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PAPER NUMBER 66

PERFORMANCE OF BRICK vENEERS. dO yOU HAVE CONFIDENCE IN YOUR TIES? M.A. Halliday, A.R. Laird & K.L. ReynoldsOpus International Consultants Ltd, Christchurch, New ZealandABSTRACT: The stability and construction of veneer on buildings has been questioned following the recent Canterbury earthquake sequence. During a seismic event veneers are vulnerable to being dislodged and have the potential to cause injury. An ongoing investigation is underway which looks into the performance of masonry veneer in and out of plane. This investigation has been looking at various aspects of veneer ties, frequency, type, placement, condition and associated design features of existing buildings.

In this paper we discuss our approach to the onsite, in-situ investigation of existing veneer walls of different construction types. Summarisation of findings will be using compiled data from the investigations of residential buildings, schools and churches around Canterbury and identify common inadequacies and performance of typical veneer construction methods.

We will suggest guidelines for the assessment of veneer ties to be utilised in similar buildings throughout New Zealand. These guidelines are aimed to give the engineers confidence in assessing the capacity of an existing masonry veneer in a relatively un-invasive manner at low cost. Recommendations are also made on how to remedy some common deficiencies that may be found.

PAPER NUMBER 67

PRELIMINARy EXPERIMENTAL vERIFICATION OF CURRENT CONTENT SLIdING MOdELLING TEChNIQUES T.Z. Yeow, G.A. MacRae, R.P. Dhakal and B.A. BradleyDepartment of Civil and Natural Resource Engineering, University of Canterbury, Christchurch, New Zealand. ABSTRACT: Most analytical studies focusing on the sliding of building contents usually make an assumption that the friction force-sliding displacement behaviour is elasto-plastic (e.g. friction coefficient remains constant during sliding). This preliminary study uses experimental data to verify if this assumption is reasonable. Shake table tests of a desk on common flooring materials were conducted to investigate the factors influencing friction behaviour, and to observe the behaviour of the contents under sinusoidal motion. Up to a 15% decrease in friction coefficient was observed with either an 80% increase in mass or a 20 times decrease in relative velocity, indicating that the friction coefficient is dependent on these two parameters. A comparison of the experimental and analytical sliding response of the desk under a single sinusoidal loading pattern on carpet flooring was conducted. Results show that the displacement amplitude of a single sliding excursion and the general sliding trend is well approximated using the elasto-plastic assumption. As such, despite the dependence of friction coefficient on sliding mass and velocity, the elasto-plastic behaviour assumption appears to be reasonable for the sinusoidal loading pattern examined in this paper.

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PAPER NUMBER 68

SEISMIC PERFORMANCE OF SUSPENdEd CEILINGS: CRITICAL REvIEW OF CURRENT dESIGN PRACTICE A. Pourali, R. P. Dhakal & G. A. MacRaeDepartment of Civil Engineering, University of Canterbury, Christchurch. ABSTRACT: Recent experiences have shown that ceiling damage can result in property and functionality loss, injury or even death. This can occur at levels of shaking smaller than those required to produce noticeable structural damage. Despite their frequent use in New Zealand, many suspended ceilings that experienced damage in the past earthquakes lacked either proper seismic design or efficient installation. There is also an increasing concern about the inconsistency of the limit state applied for the design of ceilings.

This study looks into the gaps and issues currently present in the seismic design and installation of suspended ceilings in New Zealand. In order to provide an inclusive background, the existing standards and guidelines for design and installation of ceilings both available in New Zealand and worldwide have been reviewed. Through this comparative study, areas of similarity and discrepancy have been identified, along with the ambiguities and gaps which define the extent of research required. Investigations have also been performed on the seismic design approaches of proprietary suspended ceilings. This study mainly addresses the residential and commercial suspended ceilings provided by two major ceiling manufacturers in New Zealand. The capacity of either ceiling system has been evaluated through component based fragility studies. The comparison of the current systems’ capacity with the New Zealand code prescribed demand provides an objective understanding of the performance of the existing system. Moreover the efficiency of the assigned design limit states can be better evaluated.

PAPER NUMBER 69

SEISMIC PERFORMANCE OF NON-STRUCTURAL ELEMENTS WIThIN BUILdINGSH Ferner, M Wemyss, A Baird, A BeerBeca Ltd, Auckland, New Zealand.d hunterFletcher Construction, Auckland New Zealand. ABSTRACT: The recent earthquakes have illustrated the vulnerability of non-structural elements of buildings (e.g. ceilings, cladding, building services equipment and piping etc.). With architectural and building services components comprising up to 70% of a building’s value, significant damage to these elements resulted in some buildings being declared economic losses, even when the structure itself was not badly damaged. The recent earthquakes also illustrated the significant damage that can occur to building contents due to failure of the non-structural elements. Impacts on business continuity due to the damage of non-structural elements have been identified as a major issue in recent earthquakes in New Zealand, as well as worldwide. It appears a step change is required in the seismic performance of non-structural elements in New Zealand.

This paper explores whether the current approach being used in New Zealand, for non-structural contractor designed elements, is appropriate in meeting society’s expectations. It contrasts the approach that has historically been taken in New Zealand, with that followed overseas, and discusses some of the work being undertaken at present across the New Zealand construction industry. The paper goes on to explore the issues associated with the restraint of non-structural elements, and identifies possible future approaches to improve their seismic performance.

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PAPER NUMBER 70

LOW DAMAGE NON-STRUCTURAL dRyWALLS: dETAILS ANd ThEIR PERFORMANCE A.S. Tasligedik, S. Pampanin and A. PalermoUniversity of Canterbury, Christchurch, New Zealand ABSTRACT: Non-structural drywall partitions are the most common partitions used in buildings. They are usually bounded by either a structural frame or by two floor slabs, which makes them prone to damage by imposed inter-storey deformations. Usually the loss of serviceability occurs at very low drift levels. As part of a research investigation into the development of low damage solutions for non-structural walls, experimental and numerical studies were carried out. This paper will present the seismic performances of existing as built drywall practice and the proposed low damage drywall solution. The developed low damage solution for drywall partitions, capable of reaching high level of drift without loss of serviceability, was developed based on the refinements of existing (as built) drywall construction practice. The experimental campaign confirmed the enhanced performance of the proposed low damage solution for non-structural drywalls, based on simple reconfiguration and detailing of the traditional solutions adopted in the current practice.

PAPER NUMBER 71

AN EXPERIMENTAL INvESTIGATION ON CONTACT BEhAvIOUR dURING STRUCTURAL POUNdING S. Khatiwada, N. Chouw & T. LarkinThe University of Auckland, Auckland, New Zealand. ABSTRACT: Current numerical force models of pounding assume that the supporting elements e.g. columns, shear walls etc. behave as flexure-only spring and do not include the effects of the axial and shear properties. They are based on impact experiments, where the energy loss is normally calculated from the coefficient of restitution measured from impact between spheres or bars suspended as pendulums. However, the high frequency excitation imposed by the pounding can activate shear and longitudinal modes of the colliding floors. This study presents the variation of impact-induced acceleration and coefficient of restitution when the support conditions are changed. Impact experiments are conducted between two steel beams for three support conditions i.e. when both the beams are suspended from overhead girder with cables; when one beam is suspended and the second beam is supported by columns; and when both the beams are supported by columns. Numerical simulations are carried out for all three cases with nonlinear viscoelastic and modified Hertzdamp models. It is shown that the change in support produced a substantial change in the pounding-induced acceleration and coefficient of restitution. However, the numerical simulations cannot reproduce such changes.

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PAPER NUMBER 72

ASSESSMENT OF NEW ZEALANd SCALING PROCEdURE OF GROUNd MOTIONS FOR LIQUId STORAGE TANKS M. Ormeno, M. Geddes, T. Larkin, N. ChouwThe University of Auckland, Auckland, New Zealand. ABSTRACT: Liquid storage tanks are critical lifelines on a local and regional basis. Hence, the integrity of these tanks must be ensured. However, there is a lack of a specific scaling procedure for time-history analysis for these structures. The only available procedures are those provided by seismic design documents for general structures. This brings about a problem for New Zealand designers because there is a restriction in the minimum value of the fundamental period of the structure when scaling ground motions. Storage tanks are very stiff structures and their fundamental periods are in most cases below the limit imposed. This paper presents a comparison between the shake table seismic response of storage tanks using the New Zealand standard to scale ground motions both with and without the restriction of a minimum value for the fundamental period. The results of a series of experiments using a shake table and a model PVC tank containing water are presented, along with numerical comparisons. The experiments and the numerical comparisons were carried out using actual records scaled to the New Zealand design spectrum contained in NZS1170.5 (2004). Stresses in the tank shell and the horizontal displacement of the top of the tank were recorded. The results show that the restriction in the fundamental period underestimates the axial stresses in the tank shell.

PAPER NUMBER 73

DYNAMIC PROPERTIES OF AN ELEVEN-SPAN MOTORWAy BRIdGE AT dIFFERENT LEvELS OF EXCITATION G-W. Chen, S. BeskhyrounThe University of Auckland, Auckland, New ZealandP. OmenzetterThe University of Aberdeen, Aberdeen, UK ABSTRACT: Bridge dynamic properties measured under a given vibration intensity condition would give a true picture of the behaviour for that particular condition. However, the use of the model derived from such data may not be reliable when applied for the prediction of response under a different vibration intensity condition. Therefore, it is necessary to investigate the structural dynamic behaviour at different levels of excitation in detail. This paper focuses on the experimental investigation of modal property variability at different levels of excitation. Both weak ambient vibration tests (induced by nearby traffic, wind and possibly microtremors) and forced vibration tests with different applied input force induced by eccentric mass shakers were performed on the Nelson St off-ramp bridge (an 11-span post-tensioned concrete, box girder structure forming a part of the motorway network in Auckland’s CBD). Three separate system identification methods, namely peak-picking (PP), the frequency domain decomposition (FDD) and the data-driven stochastic subspace identification (SSI) method, were applied for accurate structural modal parameter identification. It was found that the three output only identification techniques are able to extract natural frequencies of the structure reliably, while the time domain SSI method yields the best mode shape estimates and PP may not be able to give accurate mode shape estimates for some modes. The variability of the dynamic properties for the 1st vertical and lateral bending modes was examined. A general trend of decreasing natural frequencies and increasing damping ratios was observed with increased level of vibration intensity.

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PAPER NUMBER 74

AMBIENT vIBRATION BASEd EvALUATION OF A CURVED POST-TENSIONED CONCRETE BOX-GIRdER BRIdGE X-H. ChenThe University of Auckland, Auckland, New Zealand.P. OmenzetterThe University of Aberdeen, Aberdeen, UK.S. BeskhyrounThe University of Auckland, Auckland, New Zealand. ABSTRACT: This paper describes ambient vibration based evaluation of a curved, post-tensioned, concrete, box-girder bridge, the Newmarket Viaduct. The procedure includes ambient vibration testing, system identification, finite element modelling and finite element model updating. Since the dynamic excitations were not measured in the ambient testing, two operational modal analysis methods, namely enhanced frequency domain decomposition and stochastic subspace identification, were applied to identify the experimental dynamic modal characteristics. A three dimensional finite element model of the bridge was created to determine the dynamic characteristics analytically. Analytical and experimental dynamic modal characteristic were compared with each other and the finite element model of the bridge was updated by changing the material properties and boundary conditions to reduce the differences between the experimental and analytical results. It is demonstrated that the proposed procedure can successfully identify the most significant modes of the bridge and the in-situ material properties and boundary conditions.

PAPER NUMBER 75

EXPERIMENTAL EVALUATION OF INTER-STOREy dRIFTS dURING ThE COOK STRAIT EARThQUAKE SEQUENCE Q. Ma, S. Beskhyroun, G. Simkin, L. Wotherspoon & J. InghamDepartment of Civil and Environmental Engineering, the University of Auckland.G. Cole, A. Gebreyohaness & R. SharpeBeca, Wellington, New Zealand. ABSTRACT: Building interstorey drifts remain to be the most direct and accurate indicator of damage potential during earthquakes. However, interstorey drifts are often difficult to measure due to the lack of an absolute frame of reference. Currently, numerical integration of acceleration data is the most commonly used technique to experimentally determine interstorey drifts in real buildings. This technique is very sensitive to low frequency errors and requires high quality acceleration data. Traditionally, buildings are rarely instrumented and consequently actual building acceleration and displacement data are rare. With recent advances in computing processing power, sensor and data transmission technologies, it has now become accessible for buildings to be densely instrumented and continuously monitored for vibration.

This paper presents interstorey drift estimates of a midrise building in Wellington during the Cook Strait earthquake sequence. A number of different interstorey drift estimation algorithms were applied carefully. They produced very similar predictions and enabled displacement profiles to be predicted.

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PAPER NUMBER 76

PRELIMINARy ANALySIS OF INSTRUMENTEd WELLINGTON BUILdING RESPONSES IN THE JULY/AUGUST 2013 SEDDON/LAKE GRASSMERE EARThQUAKES E.M. Thomson & B.A. BradleyDepartment of Civil Engineering, University of Canterbury, Christchurch. ABSTRACT: This paper investigates the dynamic response of five instrumented structures in the greater Wellington region during the July/August 2013 Seddon/Lake Grassmere earthquakes. Six events ranging from Mw 5.6 - 6.6 were considered in the analysis of five different structures: GNS Science at Avalon, BNZ Centre Port, Majestic Centre, Victoria University Te Puni Village Tower, and Wellington Hospital. This preliminary investigation firstly involved determination of the fundamental period of each structure in the principal horizontal directions, and comparison with the simplified method proposed in NZS1170.5:2004. Secondly, the peak floor level acceleration distributions over the height of the structures were analysed and compared with the design provisions in NZS1170.5:2004 and ASCE/SEI7:2010., The results illustrate that the simplified equation for fundamental period in NZS1170.5:2004 often underestimated the fundamental period and could result with unconservative design forces when using forced based design, and that both NZS1170.5:2004 and ASCE/SEI7:2010 provisions for floor acceleration contain significant deficiencies due to the omission of the dependence of peak floor acceleration variation with height on vibration period.

PAPER NUMBER 77

STRONG MOTION RECORdS FROM ThE ThORNdON OvERBRIdGE IN ThE 2013 COOK STRAIT ANd LAKE GRASSMERE EARThQUAKES John WoodJohn Wood Consulting, Lower Hutt. ABSTRACT: The 1.35 km long Thorndon Overbridge is located on State Highway (SH) 1 about 2 km north of the central business area of Wellington. It crosses Aotea Quay and the Wellington Railway Yard and is on a critical lifeline route into Wellington.

Sixteen tri-axial accelerometers were installed on the Overbridge during 2010-11 as part of the GeoNet Structures Instrumentation Programme. The instruments recorded both the 21 July 2013 Cook Strait and the 16 August 2013 Lake Grassmere earthquakes and the more recent 20 January 2014 Eketahuna Earthquake. These are the first strong-motions recorded on a New Zealand highway bridge and add to the very limited database of strong-motions recorded worldwide on long bridges.

The paper presents comparisons between the amplification of the response along the two principal directions of the bridge and the ground motions and superstructure response accelerations at two locations spaced 400 m apart. Periods of vibration evident in the recorded response of the bridge are compared with computed periods and estimates of the damping were made from the acceleration response. The amplifications in the transverse direction of the bridge, based on peak accelerations, varied between 2.8 to 3.6 and were much greater than in the longitudinal direction where amplifications were less than 1.4. Although spatial variability apparently did not reduce the transverse response it clearly had a significant influence on the longitudinal response.

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PAPER NUMBER 78

KEY FACTORS IN THE LIQUEFACTION-INdUCEd dAMAGE TO BUILdINGS ANd INFRASTRUCTURE IN ChRISTChURCh: PRELIMINARy FINdINGS M. Cubrinovski, M. Taylor, K. Robinson, A. Winkley, M. Hughes, J. Haskell, B. BradleyDepartment of Civil Engineering, University of Canterbury, Christchurch.J. BrayDepartment of Civil and Environmental Engineering University of California, Berkeley.T. O’RourkeSchool of Civil and Environmental Engineering, Cornell University, Ithaca. L. WotherspoonDepartment of Civil and Environmental Engineering, University of Auckland, Auckland ABSTRACT: The paper presents preliminary findings from comprehensive research studies on the liquefaction-induced damage to buildings and infrastructure in Christchurch during the 2010-2011 Canterbury earthquakes. It identifies key factors and mechanisms of damage to road bridges, shallow foundations of CBD buildings and buried pipelines, and highlights the implications of the findings for the seismic analysis and design of these structures.

PAPER NUMBER 79

STONE COLUMN GROUNd IMPROvEMENT FIELd TRIAL: A ChRISTChURCh CASE STUdy D.P. Mahoney & J. KupecAurecon New Zealand Limited. ABSTRACT: Foodstuffs South Island Limited is in the process of replacing the Wainoni PAK’n SAVE Supermarket that was damaged beyond economic repair during the Canterbury earthquake sequence. The site is highly susceptible to seismically induced liquefaction and was significantly affected by the strong shaking. The intent is for the rebuild to mitigate the liquefaction risk with stone column ground improvement to provide a stable building area and improve the site performance. A preliminary stone column design was developed using published semi-empirical techniques based on vibro-flotation installation methodology and using first principle soil mechanics. However, due to the residential surroundings of the site and sensitivity around vibration and noise, as well as, the need to keep the existing supermarket operating while constructing the replacement building, a new screw displacement stone column installation methodology was developed with the contractor. This construction method was perceived to generate lower noise levels than conventional ground improvement methods, but critically generated virtually no vibrations. Due to uncertainties associated with a new construction technique and given the site specific sub soil variability both laterally and with depth, a large scale field trial has been completed prior to commencing the main construction sequence. The trial confirmed that; the technique could achieve the required level of ground improvement; confirmed that the new installation technique would consistently work in the highly variable silty sandy subsoil conditions; and, it was used to optimise the stone column spacings and depths. This paper outlines the field trial layout, pre and post-trial proof testing regime, and discusses the trial results and the influence of it on the final construction design. At the time of this paper being written the main construction sequence is well underway.

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PAPER NUMBER 80

EvALUATION OF LIQUEFACTION POTENTIAL OF SOILS USING SdS dATA IN ChRISTChURCh S.y. Mirjafari. M & R. P. Orense University of Auckland, Auckland, New Zealand.N. Suemasa Tokyo City University, Tokyo, Japan. ABSTRACT: During severe earthquake shaking, soil liquefaction is a major concern for structures constructed on saturated loose sandy soils. A large number of civil engineering structures were damaged due to liquefaction during huge recent earthquakes in Christchurch. Several in-situ tests have been used for evaluating liquefaction resistance of soils. Cone penetration testing (CPT) is one of the most common in-situ tests, which is used worldwide for assessing the liquefaction potential of sandy soils. CPT is simple, fast, and it supplies continuous records with respect to depth. However, this test needs skilled operator and is relatively expensive. The Screw Driving Sounding (SDS) test is a relatively new operating system developed in Japan consisting of a machine that drills a rod into the ground at different steps of loading while being rotated. This machine can continuously measure the required torque, load, speed of penetration and rod friction during the test, so can give a clear overview of the soil profile along the depth of penetration. In this paper based on a number of SDS tests conducted in Christchurch a graph is presented which relates the cyclic stress ratio to the SDS parameters. Using the available data points a boundary line is defined between liquefied and unliquefied soil layers. By means of the proposed graph, liquefaction potential of soil can be estimated directly using SDS data. As SDS is simpler, faster and more economical than CPT, it can be a good alternative in situ test for soil characterization.

PAPER NUMBER 81

hydRAULIC UPLIFT FORCES ON BASEMENTS SUBJECT TO LIQUEFACTION N.S. LuxfordBabbage Consultants Ltd ABSTRACT: As a result of the 22 February 2011 earthquake in Christchurch a building with a single storied basement underwent differential movement and shear reinforcement within part of the basement slab failed. The building was under engineering observation prior to the first earthquake in September and has been closely monitored. The building has provided a unique opportunity to assess the forces applied to the basement slab under the effects of liquefaction.

The evidence suggests that pressures considerably in excess of the hydrostatic pressures occurred beneath the slab and it is assessed that those pressures are likely due to the soils behaving as a dense fluid when they liquefy. It is recommended that basements founded in soils which are subject to liquefaction should be designed for uplift pressures that are greater than hydrostatic pressures.

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PAPER NUMBER 82

IMPROvEMENT MEChANISMS OF STONE COLUMNS AS A MITIGATION MEASURE AGAINST LIQUEFACTION-INDUCED LATERAL SPREAdING E. TangTonkin & Taylor Ltd, (formerly University of Auckland)R.P. OrenseUniversity of Auckland ABSTRACT: Liquefaction-induced lateral spreading is a common phenomenon after strong seismic events. Typically lateral spreading occurs in sloping ground close to waterways in regions with liquefiable underlying soils and may result in significant damage. There is little literature on stone columns being used to mitigate liquefaction-induced lateral spreading. This paper presents findings of a study to evaluate the effectiveness of stone columns to mitigate liquefaction-induced lateral spreading. A case study from the recent 22 February 2011 Christchurch Earthquake was used as a basis of the research which was carried using effective stress analysis with the finite element software package FLAC v7.0. Current state-of-the-art design procedures for stone columns to prevent liquefaction have been used to assess its applicability to mitigate lateral spreading. The main improvement mechanisms of stone columns – densification, drainage and reinforcement and their individual effects on the improved ground have been investigated. It was found that considering the densification and drainage effects in the analyses improved the performance of the stone columns, while the reinforcement effect made only a small difference. Generally, stone columns remediation was found to be effective in reducing the lateral displacement that was caused by liquefaction due to the seismic event in the numerical analyses. However, complementary ground improvement measures may be required to eliminate lateral displacement at the crest of the waterway.

PAPER NUMBER 83

NON-DESTRUCTIVE METHOD TO INVESTIGATE THE HARDNESS - PLASTIC STRAIN RELATIONShIP IN CyCLICALLy dEFORMEd STRUCTURAL STEEL ELEMENTS H Nashid, W.G Ferguson, G.C. Clifton, M Hodgson and M BattleyThe University of Auckland, New Zealand.C SealUniversity of Manchester, United kingdom J. H. ChoiChosun University, KoreaABSTRACT: A non-destructive hardness testing method is being developed to determine plastic strain in steel elements that have been subjected to inelastic seismic loading. The focus of this study is on the active links of eccentrically braced frames (EBFs). The 2010/2011 Christchurch earthquake series, especially the very intense February 22 shaking, was the first earthquake worldwide to push complete EBF systems into their inelastic state, generating a moderate to high level of plastic strain in EBF active links for a range of buildings from 3 to 23 storeys in height. Plastic deformation was confined to the active links. This raised two important questions: 1) what was the extent of plastic deformation; and 2) what effect does that have on post-earthquake steel properties? To answer these questions a range of actions are being taken. A non-destructive hardness test method is being developed to determine a relationship between hardness and plastic strain in active link beams. Active links from the earthquake affected, 23-storey Pacific Tower building in Christchurch has been hardness and material property tested to determine the changes in the steel, and cyclic testing of active links to defined levels of inelastic demand is underway. Test results to date show clear evidence that the hardness based method is able to give a good relationship between hardness measurements and plastic strain. This paper presents recent significant findings from this project. Principal of these is the discovery that hot rolled steel tested beams, all carry manufacturing induced plastic strains, in regions of the webs, of up to 5%. It is the intention of the overall research project, to establish a robust relationship between measured hardness and plastic strain demand in cyclically deformed steel elements and a comprehensive guideline to assess commonly used seismic-resisting systems will be adopted.

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PAPER NUMBER 84

PRELIMINARy ESTIMATION OF REdUCTION FACTORS IN MEChANICAL PROPERTIES OF STEEL REINFORCEMENT dUE TO PITTING SIMULATEd CORROSION K. Andisheh, A. Scott & A. PalermoUniversity of Canterbury, Department of civil and natural resources engineering, Christchurch, New Zealand.ABSTRACT: In recent years, growing attention has been given to the effects of corrosion on reinforced concrete structures. Marine environment and de-icing salt are two causes chloride-induced corrosion. Basically, there are two types of steel reinforcement corrosion called general and pitting corrosion. In real corroded reinforced concrete (RC) structures, a mix of the general and pitting corrosion usually takes place. Corrosion decreases the mechanical characteristics of steel reinforcing.

In this study, reduction factors of mechanical properties of steel reinforcement have been estimated through experimental monotonic tensile tests to take into consideration of eccentricity caused by pitting corrosion. Reduction factors have been defined to estimate the effect of corrosion on the reduction in mechanical properties of corroded steel bars. The reduction factors indicate the percentage reduction in the mechanical properties for 1% loss of cross-section area of steel reinforcement.

To meet this aim, pitting corrosion has been simulated by mechanically removing a portion of the cross section form 10mm, steel reinforcement. The reduction factors in terms of yield stress, ultimate stress, module of elasticity and elongation have been estimated from monotonic tensile tests. The relevant deterioration models have been developed based on the experimental results, and have been used for section-level analysis of a reinforced concrete bridge pier. The results of section-level analysis show degradation in moment-curvature and force-displacement of the corroded RC bridge pier due to pitting corrosion.

PAPER NUMBER 85

FRG STRENGThENING SySTEMS FOR MASONRy BUILdING A. Balsamo & I. IovinellaDepartment of Structures for Engineering and Architecture University of Naples, Italy.G. MorandiniStructural Strengthening Line - Mapei S.p.A. ABSTRACT: Up to the middle of the last century the main building material was masonry, that is why in most countries there are many masonry buildings and many of these have great historical or social value.

These buildings, located in seismic areas, due to their age are deteriorated by environmental and human factors. This combination of factors causes a very alarming situation that causes a growing interest toward a new strengthening system. Researchers are orientated toward a less invasive and reversible system possibly avoiding resin and organic materials.

Thanks to recent applications, especially on historical buildings, it was possible to realize a strengthening system based on application of FRP grid and mortar matrix (FRG). Much experimentation was conducted to test the effectiveness of this technology on different kinds of masonry.

The present paper resumes the latest tests carried out by the University of Naples on different masonry panels tested under diagonal compression.

Experimental campaign investigated preliminarily on material properties of based component from bricks to reinforcing mortar.

The experimental results confirmed the effectiveness of the investigated strengthening technique to increase the panels shear strength and validated the effectiveness of this reinforcing system on different kinds of masonry.

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PAPER NUMBER 86

PRACTICAL EXAMPLES OF USING QUALITATIvE ASSESSMENT METhOdS TO ASSESS ThE EARThQUAKE RISK OF hISTORIC STRUCTURES IN ThE ChRISTChURCh AREA S.A. Phillips, R.J. Lane, G.A. CrossURS New Zealand Limited, Christchurch, New Zealand. ABSTRACT: The New Zealand Society for Earthquake Engineering recommends a qualitative procedure for assessing the earthquake risk of buildings. This procedure has become a requirement by both local authorities and building owners with the results holding more weight than was perhaps originally intended.

While the procedure is valid for the majority of building types, many historic buildings will fall into the lowest classification despite any qualities they may have. To remain in use the building will usually require a detailed quantitative assessment, which is often not feasible.

This paper considers that as historic buildings are often non-engineered, qualitative assessments are more appropriate than quantitative assessments. Three practical examples are presented.

The assessments use the principals of the NZSEE qualitative procedure and extend them to provide a comprehensive qualitative assessment. They aim to produce a more appropriate risk classification based on identifying past performance, historic and current use, structural qualities of weaknesses, damage causes, probable collapse mechanisms and highest risk elements. The assessments also enable the identification of a pragmatic approach for improving the building’s performance.

The buildings assessed are all managed by the Department of Conservation and include: Fort Jervois on Ripapa Island (1880), The Sign of the Packhorse Hut (1916) and Godley Head Battery (1940s).

PAPER NUMBER 87

REvIEW OF BUCKLING RESTRAINEd BRACE dESIGN ANd BEhAvIOUR A.S. Jones, C-L. Lee & G.A. MacRae Department of Civil and Natural Resources Engineering, University of Canterbury, Christchurch.G.C. CliftonDepartment of Civil and Environmental Engineering, University of Auckland, Auckland ABSTRACT: Buckling restrained braces (BRBs) have become a popular alternative to traditional bracing in seismic loading due to their ability to develop full and balanced hysteresis loops resulting in similar tension and compression capacities. However, research internationally for the design and behaviour of BRB compositional elements is still in the infancy stage, with intellectual property rights by commercial providers within America and Asia limiting the available research.

This paper considers the history and development of BRBs (steel-concrete and steel-steel), current design practice, areas for further development and forthcoming research to be carried out that the University of Canterbury. The outcomes of this research which consider the sensitivity in BRB member design aims to equip engineers with an understanding of BRBs but also the ability to design BRBs without the need for testing verification.

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POSTER NUMBER 1

SEISMIC EvALUATION OF BUILdINGS WITh OUT-OF-STRAIGHTNESS A. Abdolahirad & G.A. MacRae & D. Bull & T. Z. YeowDepartment of Civil Engineering, University of Canterbury, Christchurch.ABSTRACT: Building out-of-straightness result from construction tolerances or post-earthquake residual deformations. In addition to peak displacement responses, residual displacements may detrimentally affect structure performance in subsequent seismic events. Therefore, it is desirable to know how an undamaged building with a specified out-of-straightness is likely to behave in an earthquake and how one which is damaged and out-of-straight due to an earthquake may perform in an aftershock. In this research, simple models of steel structures with different levels of out-of-straightness are analysed using inelastic dynamic time history analysis to quantify effects of out-of-straightness under a suite of ground motion records. Structures considered were designed with different target inter-storey drifts.

POSTER NUMBER 2

EXPERIMENTAL ANd NUMERICAL STUdy OF U-SHAPE FLEXURAL PLATE (UFP) dISSIPATORS A. Baird, T. Smith, A. Palermo & S. PampaninUniversity of Canterbury, Christchurch, New Zealand ABSTRACT: One of the major positive outcomes from the Christchurch earthquakes has been the rise in popularity of low damage structures. The design of such structures aims to limit damage to the structural components so the buildings can be immediately occupied following a significant earthquake without the need for major repairs or possible demolition. Instead of the earthquake energy being dissipated by the development of plastic hinge zones in the structural members, the non-linear behaviour is concentrated in replaceable energy dissipators. Such dissipators must be simple to design, cheap to fabricate, flexible in application, robust and replaceable. The U-shape flexural plate (UFP) dissipator is a simple solution that meets all of these requirements. Consequently, its use in low-damage-design structures has been increasing rapidly. However, limited information was available regarding some of the design characteristics of UFPs, notability the initial and post-yield stiffness. These parameters are critical in seismic application in order to determine the dissipative capacity as well as the maximum possible force developed by such a device. A parametric study of the UFP device has been undertaken using a combination of experimental testing and finite element analyses. Based on the data collected, equations which predict the force-displacement behaviour of the dissipator are presented along with preliminary guidelines for their design.

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POSTER NUMBER 3

ONLINE OPEN-SOURCE APPLICATIONS FOR GROUNd MOTION SELECTION USING ThE GCIM METhOd J. Scarr, B. A. BradleyUniversity of Canterbury, Christchurch, New Zealand. ABSTRACT: This paper illustrates two online and freely available applications which can be used for ground motion selection. Ground motions are selected using the generalized conditional intensity measure (GCIM) method (Bradley 2010a, Bradley 2012c), which enables ground motion selection to be based on any general set of ground motion intensity measures, e.g. spectral ordinates, peak ground acceleration/velocity, significant duration, arias intensity, cumulative velocity, etc. Users can firstly perform seismic hazard analysis using OpenSHA (Field, et al. 2003), or their own prototype codes to obtain the ‘target’ GCIM distributions for ground motion selection (Bradley 2010b). Secondly, the OpenSHA output file can be uploaded to the ground motion selection application. The application is written in Javascript, with the source code on GitHub, and allows easy visualization of the intensity measure properties of the selected ground motion ensemble, as well as various diagnostic tests to ensure the selected ensemble is representative of the problem considered. It is emphasised that the use of such online and open-source software is critical to ensure an efficient uptake of novel methodologies in seismic performance assessment.

POSTER NUMBER 4

SEISMIC RESPONSE ANALYSIS OF HIGH-SPEED RAILWAY VEHICLE-SLAB BALLASTLESS TRACK-BRIDGE SYSTEM UNDER NEAR-FAULT PULSE GROUNd MOTIONSL. K. ChenCollege of Civil Science and Engineering, Yangzhou University, ChinaNational Engineering Laboratory for High-Speed Railway Construction, Central South University, China L. Z. Jiang, Z. P. ZengSchool of Civil Engineering, Central South University, ChinaNational Engineering Laboratory for High-Speed Railway Construction, Central South University, ChinaG. W. ChenDepartment of Civil and Environmental Engineering, University of Auckland, New Zealand ABSTRACT: This paper presents a finite element method (FEM) framework for the dynamic analysis of coupled vehicle—bridge systems under near- field /far-field ground motions. A train car with two bogies is assumed to be represented sufficiently by a discrete, rigid multi-body system with thirty-eight degrees of freedoms (DOFs). The normal Hertzian contact theory and the tangential Kalker linear theory modified by the Shen-Hedrick-Elkins theory is used to establish the dynamic wheel-rail interaction relationship. The triple layered ballastless slab-track is being introduced into the high-speed vehicle-bridge system. Based on the PEER Ground Motion Database, TTBDA, a computer program for the simulation of a high-speed train running on the railway structure under seismic loads, has been developed. The seismic responses of the vehicle-bridge system are calculated, and the impact of the near-fault effect on the dynamic responses of the vehicle-bridge system are studied. The case study results demonstrate that near-fault pulse-like ground motions more significantly affect the dynamic responses of the bridge and the running safety of the trains than the nonpulse-like motions of far-field ground motions.

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POSTER NUMBER 5

A PROPOSEd METhOd FOR ESTIMATING DIFFERENTIAL SETTLEMENTS DUE TO POST-LIQUEFACTION RECONSOLIdATION J.N. Dismuke Golder Associates, Christchurch, New Zealand.ABSTRACT: Liquefaction-induced differential settlement is challenging to predict because natural variability of the ground is usually not well understood and the complex soil behaviour of liquefaction is difficult to assess. Typical practice is to assume differential settlement due to liquefaction-induced reconsolidation is up to one-half or more of the total predicted settlement, which often leads to large estimated differential settlements that are frequently problematic for typical structures to tolerate. In this study, methodology for estimating ground surface settlement due to tunnel contraction is adapted to estimate differential settlement of the ground surface due to liquefied soils at depth. Liquefaction-induced differential settlement is correlated to the maximum slope of the deformed ground surface by adapting a tunnelling-induced settlement prediction method. The proposed ground surface deformation assessment method is demonstrated in an example problem using both deterministic and probabilistic approaches.

POSTER NUMBER 6

SEISMIC PERFORMANCE OF CORE-WALLS FOR MULTI-STOREY TIMBER BUILDINGS A.J.M. Dunbar, S. Pampanin and A.H. BuchananDepartment of Civil Engineering, University of Canterbury, Christchurch. ABSTRACT: This paper describes the results of experimental tests on two post-tensioned timber core-walls tested under bi-directional quasi-static seismic loading. The half-scale two-storey test specimens included a stair with half-flight landings.

The use of Cross-Laminated Timber (CLT) panels for multi-storey timber buildings is gaining popularity throughout the world, especially for residential construction. Post-tensioned timber core-walls for lift-shafts or stairwells can be used for seismic resistance in open-plan commercial office buildings

Previous experimental testing has been done on the in-plane behaviour of single and coupled timber walls at the University of Canterbury and elsewhere. However, there has been very little research done on the 3D behaviour of timber walls that are orthogonal to each other, and no research to date into post-tensioned CLT walls.

The “high seismic option” consisted of full height post-tensioned CLT walls coupled with energy dissipating U-shaped Flexural Plates (UFPs) attached at the vertical joints between coupled wall panels and between wall panels and the steel corner columns. An alternative “low seismic option” consisted of post-tensioned CLT panels connected by screws, to provide a semi-rigid connection, allowing relative movement between the panels, producing some level of frictional energy dissipation.

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POSTER NUMBER 7

FAST PREdICTION OF ThE CONTRIBUTION OF CEILINGS dAMAGE IN ThE SEISMIC LOSS OF RC BUILdINGS Ziyan Tang, Sokmeanheng Pen, Mohammad Ebrahimi Koopaee, Rajesh DhakalDepartment of Civil and Natural Resources Engineering, University of Canterbury, Christchurch, New Zealand.ABSTRACT: A method to estimate the contribution of damage of typical suspended ceiling to the total loss of RC buildings at a given peak floor acceleration demand is proposed in this paper. A wide range of ceiling sizes, ceiling replacement costs, and total building construction cost of RC buildings within New Zealand is collected. Based on the collected data, failure cost distribution of typical ceilings with varying dimension is generated. The fragility function for suspended ceilings of size 6mx12m is first utilized to construct a generalized fragility function for typical suspended ceilings with various dimensions. The fragility function is then combined with the cost curve and is normalized with respect to the total building cost to obtain the loss of typical ceilings at various floor acceleration demands. The resulting probabilistic loss curve provides a fast approximation of the likely loss of ceilings at various floor accelerations in typical RC frame buildings without requiring any specific information. Crudeness of the developed probabilistic method is investigated through rigorous loss assessment of ceilings of a case study RC building. It is shown that the difference between the average losses of ceilings predicted by the proposed method and the rigorous detail loss estimation method is within 5%.

POSTER NUMBER 8

SEISMIC ROCKING RETROFIT OF ChRISTChURCh’S TRIUMPhAL ARCh: vALIdATION OF dESIGN CONCEPTS ThROUGh NUMERICAL ANALySES P. Fontanelli & A. Palermo ABC Department of Architecture, Built environment and Construction engineering, Politecnico di Milano, Milan.Department of Civil and Natural Resources Engineering, University of Canterbury, Christchurch.M. Brando, A. Carr & C. ChesiDepartment of Civil and Natural Resources Engineering, University of Canterbury, Christchurch.ABC Department of Architecture, Built environment and Construction engineering, Politecnico di Milano, Milan. ABSTRACT: In the last two years the region around Christchurch was subjected to several seismic events and aftershocks that damaged buildings and infrastructures. Among them there were also historically relevant heritage structures such as the Triumphal Arch, which stands on the Bridge of Remembrance in the Christchurch CBD. The structure, built in 1924, consists of a central major arch and two lateral minor arches made of lightly reinforced concrete and architectural stone. Although the Triumphal Arch did not suffer damage after 4th September 2010 event, it required strengthening works after the 22 February 2011 earthquake.

In this paper, the authors present different solutions to assess the seismic performance of for Triumphal Arch which incorporates rocking concepts. Three retrofit designs are herein shown: a pure-rocking mechanism of the arches’ columns designed by SCIRT and two dissipative rocking concepts developed by the authors. The dissipative rocking solutions are based on the hybrid PRESSS technology and one aims to create a sort of frame system while the second one a coupling rocking wall system. The former uses axial external elasto-plastic dissipaters while the latter steel U-shaped flexural plates.

Numerical lumped plasticity models are developed and, by using RUAUMOKO 3D, time-history analyses are carried out as validation of the three design concepts. The three solutions are subjected to a set of ground motions which includes the Christchurch sequence. The results prove that the dissipative rocking solution reduces the displacements of the structure without inducing higher loads on foundations and limits post-earthquake damage to the replacement of the dissipaters. Accordingly it is a robust technology for seismic retrofit of heritage structures.

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POSTER NUMBER 9

STRUCTURAL CONCRETE INSULATING PANELS (SCIPS): AN ALTERNATIVE CONSTRUCTION TEChNOLOGy IN SEISMIC REGIONS M.D. Heath, J. FarrellBlastcrete Equipment Co., Anniston, Alabama, USAM. MashalUniversity of Canterbury, Christchurch, New Zealand ABSTRACT: For past several decades, the masonry (concrete blockwork/brick) and precast tilt panel construction have been common for building residential and low-rise commercial buildings in many countries around the world. In this type of construction, the masonry bearing walls and tilt panels are intended to resist both gravity and lateral loads.

Alternatively, in some situations they can be used for cladding. The Structural Concrete Insulating Panels (SCIPs) were invented in Pasadena, California by Victor P. Weismann, who secured the worlds’ first Patent on the concept in 1967. The concept is a panelized system with composite or partially composite action, made up of a “sandwich” of two thin reinforced concrete shells joined together by a light-gauge welded-wire truss. The inside core is made of foam which functions as thermal and sound insulation.

The SCIP system can be used as an alternative for the traditional masonry and tilt panel construction of residential and low-rise commercial buildings in seismic areas. It offers many advantages compare to masonry/tilt panel construction, such as reduced weight of the structure (up to 40%), high inherent stiffness for both in-plane and out-of-plane actions, easier transportation of panels, faster construction, better quality control, minimum use of formwork, labor, and crane on the site, excellent thermal and sound insulation, and limited environmental impacts.

This paper aims to provide an introduction to SCIP system in seismic regions, its nonlinear properties, and analysis/design procedure. Furthermore, the latest experimental results and findings from Metrock Structural Insulated Panels in the United States are presented accordingly.

POSTER NUMBER 10

EFFECT OF FLOOR SLABS ON ThE SEISMIC PERFORMANCE OF RC FRAMES Saddam M Ahmed & Umarani GunasekaranAnna University, Chennai, India. ABSTRACT: In monolithic reinforced concrete structures, portions of the floor slabs act as flanges to the girders, thereby increasing the strength and stiffness of the girders. The question of how much the slab contributes to the lateral strength is very important for the design of structures; therefore this paper describes the effect of slabs at the joints in moment-frame structures subjected to large seismic deformations. A simple method to model a beam-column joint subassembly including the effects of both beam growth/elongation and the floor slab is introduced. The model is developed by establishing the slab crack pattern at the joint and the state of strain in the slab bars. The results of the models excluding and including slab effects are verified with the experiential test results. The joint model is incorporated in the nonlinear dynamic analyses for a five-storey and four-bay moment frame structure. Two different ground motions (El-Centro 1940 and Northridge 1994) are considered for the analyses. The results show that the cyclic inelastic bending causes the beams to increase in length and the floor slabs significantly restrain this phenomenon and cause the columns to displace by different amounts, changing the distribution of shear among the columns, and increasing the base shear of the columns. These additional forces may lead to a failure mechanism different from the anticipated one. The effect of floor slab including beam elongation effect is thus illustrated for a two dimensional moment frame building and this model works well for the lateral load analysis of frames.

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POSTER NUMBER 11

ANALYSIS OF T–BEAM BRIDGE FOR SEISMIC ChARACTERISATION R.E.T. Amaladosson, U. GunasekaranAnna University, Chennai, India ABSTRACT: An existing reinforced cement concrete T-beam bridge was evaluated using inelastic analysis procedures namely capacity spectrum method (CSM) and modal pushover procedure (MPA). MPA was performed in both the transverse and longitudinal directions of the bridge structure independently. The response of the bridge structure to El Centro and Kobe earthquake ground motions was evaluated by the CSM. The capacity curves that represent the response of the bridge in transverse and longitudinal directions for the particular modes of the vibration are generated using MPA. The capacity-demand spectra for mode#1, mode#8 (transverse direction) and mode#2 (longitudinal direction) were obtained using SAP2000 analysis software. When the bridge was subjected to an earthquake similar to the El Centro Earthquake in transverse and longitudinal directions, the bridge capacity spectrum curve extended through the envelope of the demand curves, indicating that the bridge would survive in both the directions. Whereas for an earthquake similar to the Kobe one, the demand was much greater than the capacity and the bridge failed to survive. In the transverse modes, the structure indicates large energy absorption capacities in the inelastic range, without a significant loss of strength and stiffness. The bridge has more displacement ductility in the transverse direction than in the longitudinal direction. Hence, retrofitting applications to the multi-column bents are suggested, to enhance the global stability.

POSTER NUMBER 12

IMPACT OF EXISTING STRUCTURES ON SOIL RESPONSE dURING EARThQUAKES S. Ha, X. Qin, M. Ishwaran, T. Larkin & N. ChouwDepartment of Civil and Environmental Engineering, The University of Auckland, Auckland, New Zealand

ABSTRACT: Soil-structure interaction is a process where the soil response affects the structural response and vice versa. The vibrating structure interacts with the surrounding soil through the forces activated at the interface between footing and foundation soil. These forces generate waves from the interface which interfere with the waves arriving from below and transmit part of the vibration energy of the structure. Consequently, the ground motions at the footing-soil interface are not the same as those under free-field conditions at the same depth. However, in current design practice, the response of a structure to earthquakes is estimated using the free-field ground motions, i.e. the structural response are obtained using incorrect loading. This study focuses on the investigation of soil-structure interaction effects on the soil response. Experiments are conducted using a shake table. A laminar box is used to simulate a more realistic soil stress-strain field. Two different single degree-of-freedom structures with shallow foundations were considered. Experimental results show the rotation of the shallow foundation can play a significant role. This finding confirms that the loading of the structure during an earthquake cannot be accurately estimated using free-field ground motions.

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POSTER NUMBER 13

EFFECTS OF INCREASING dISTANCE OF COLUMNS IN REINFORCEd CONCRETE WATER STORAGE TANKS M. hatamiFaculty of civil engineering, University of Teknology of Malaysia (UTM) ABSTRACT: This is a case study concerning effects of increasing internal distances among columns in 87500 cubic meter reinforced concrete water storage tank in Water supply to petrochemical special zone area project in Iran. In this project engineers were asked to research and find which distances among columns is more efficient to construct water storage tanks and what are the effects of increasing distances from normal distances ( about 4 to 5 meter ) on walls, roof and slab of storage tank. To investigate the possibility of increasing the spaces among columns and the effects new models were created in SAP application and these variations were investigated. Finally the effects of these changes on bending moment and internal forces calculated and the results analyzed. The significant effect of column numbers and their distances on thickness of walls and roof and the reinforcement of them carried out.

POSTER NUMBER 14

ASSESSMENT OF NON-DUCTILE CONCRETE COLUMNS C.W.K. hylandHyland Fatigue + Earthquake Engineering, Manurewa, Auckland.ABSTRACT: Reinforced concrete column stubs detailed in accordance with the non-seismic provisions of the Concrete Structures Standards NZS 3101:1982 were found during uniaxial compression testing to fail suddenly due to elastic compression buckling of the longitudinal reinforcing steel. Review of the test results has led to provisional recommendations for assessing the performance of suspected non-ductile concrete columns for this particular vulnerability relative to current seismic loadings and design standards.

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POSTER NUMBER 15

ShAKE TABLE TESTING OF AN INTEGRATEd LOW-DAMAGE FRAME BUILDING. H.C. Johnston, C.P. Watson, S. Pampanin & A. PalermoDepartment of Civil and Natural Resources, University of Canterbury, Christchurch, New Zealand. ABSTRACT: Recent research has led to the development of multiple low-damage earthquake resistant structural and non-structural systems that are able to withstand high levels of drift or deflections with negligible damage. Dry jointed connections, articulated floor solutions, low damage drywall infills and low damage facade connections have all been developed separately and successfully tested with mainly pseudo-dynamic testing. Research is required to combine the individual technologies and gather better information of the entire system behaving dynamically.

The proposed paper will describe the design, fabrication, set-up and shake table testing of a 1/2 scale, two storey concrete frame building. The building consists of a post-tensioned rocking hybrid frame with a non-tearing dissipative floor, low damage drywall infills, and low damage façade connections.

POSTER NUMBER 16

ON SEISMIC hAZARd ANALySIS OF ThE TWO vULNERABLE REGIONS IN IRAN: dETERMINISTIC ANd PROBABILISTIC APPROAChES A. Farzampour & A. Kamali AslDepartment of Civil Engineering, Sharif University of Technology, Tehran.ABSTRACT: Seismic hazard analysis of vulnerable countries on the Alpine-Himalayan belt has great importance to be considered. Recently, Iran as one of the countries located on the stated belt has experienced a few number of severe earthquakes. A well-established index of how earthquakes affect buildings is by assessing probable Peak Ground Acceleration (PGA) which can be estimated by past events. For this reason, taking into account active faults around a city, and extracting seismic catalogues to categorize effects of surrounding faults on seismicity of the cities is a crucial step. The mentioned catalogues must be refined in both time and space to increase statistical independency of strong ground motion data, subsequently. There are two different approaches in estimation of PGA in seismic design of structures. Deterministic approach is unable to consider all characteristics of a site; however, the probabilistic hazard assessment which has been extensively used in recent years, applies a number of distinctive factors results in more accurate PGA evaluation. In this study, the two mentioned approaches have been conducted to investigate the seismicity of two vulnerable regions in Iran. For this purpose, 450 seismic catalogues has been used based on five different faults. Results show that DSHA method not necessarily suggests upper bound of PSHA one. Furthermore, the different attenuation relations used has great impact on results of site’s Probable PGA due to considering a various number of effective factors. On the other hand, PSHA results have shown that, when faults divided into subparts lead to more accurate estimations.

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POSTER NUMBER 17

SEMI-ACTIVE CONTROL OF STRUCTURE WITH MR DAMPER USING WAVELET-BASED LQR N. Khanmohammadi Hazaveh, S. Pampanin, G. Chase, G. Rodgers,Department of Civil Engineering, University of Canterbury, Christchurch.P. GhaderiDepartment of Civil Engineering, University of IUST, Iran. ABSTRACT: This study presents a new method to find the optimal control forces for magnetorhological (MR) dampers. The method uses three algorithms: discrete wavelet transform (DWT), linear quadratic regulator (LQR), and clipped-optimal control algorithm. DWT is used to obtain the local energy distribution of the motivation over the frequency bands in order to modify of the conventional LQR. Clipped-optimal control algorithm is used in order to approach the MR damper control force to the desired optimal force that is obtained from modified LQR. Moreover, Bouc-Wen phenomenological model is utilized to investigate the nonlinear behaviour of the MR dampers. The method is applied on single-degree-of-freedom (SDOF) systems subjected to a Next Generation Attenuation (NGA) projects near fault earthquake. The results indicate that the proposed method is more effective at reducing the displacement response of the structure in real time than conventional LQR controllers.

POSTER NUMBER 18

EXPERIMENTAL STUdy OF ThE INELASTIC BRIdGE BEhAvIOUR UNdER SPATIALLy vARyING EXCITATIONS C. Kun, B. Li & N. ChouwDepartment of Civil and Environmental Engineering, the University of Auckland, Auckland. ABSTRACT: Bridges experience spatially varying ground excitations during seismic events, causing relative displacement between adjacent bridge structures. Pounding and girder unseating have been found to be caused by the relative displacement of bridges. Previous research has been done to investigate the effects of spatially varying ground excitation on bridge responses. However, most studies are numerical. Investigations that incorporate the effects of pounding and inelastic response of bridges have rarely even been reported. This work studies the effects of spatially varying ground excitations including the effects of pounding and bridge inelastic response through a series of shake table tests. A small scale two-span bridge model was constructed and subjected to simulated spatially varying ground excitations. The bending moment generated in the bridge piers is investigated. The results show that pounding could increase or decrease the generated bending moment depending on the different sets of ground motions applied. Plastic hinging has been found to be beneficial to the development of bending moment in the piers in most cases.

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POSTER NUMBER 20

CONSEQUENCE OF MAIN-SECONDARY STRUCTURES INTERACTION FOR SEISMIC RESPONSE OF SECONdARy STRUCTURES E. Lim, X. Qin, M. Sarrafzadeh, and N. ChouwDepartment of Civil Engineering, the University of Auckland, Auckland, New Zealand ABSTRACT: Current seismic design practice for secondary structures is mainly based on loadings obtained from floor response spectra. However, observations in previous earthquake events, e.g. the 1994 Northridge and the 2011 Christchurch earthquakes, have revealed that a large number of secondary structures were severely damaged in the aftermath. This suggests that the floor response spectra approach might not be sufficient for proper design of secondary structures. In this study, an experimental work was performed to quantify the actual response of a secondary structure by considering the interaction between main and secondary structures. The main structure considered was an elastic single degree-of-freedom (SDOF) system. Fixed on the primary structure was an elastic SDOF secondary structure of a relatively higher frequency and considerably smaller mass. Numerical analyses on a similar shear frame setup were also conducted for comparison. For the case considered, the maximum accelerations of the secondary structure were significantly higher compared to the acceleration of the main structure. The secondary structure response also exceeded the maximum acceleration predicted by floor response spectra calculated from both experimental and numerical results. As anticipated, the effect of the main-secondary structure interaction was found to be more pronounced in the response of the secondary structure.

POSTER NUMBER 21

EFFECT OF PLASTIC HINGE, SOIL NONLINEARITy ANd UPLIFT ON EARThQUAKE ENERGy IN STRUCTURES M. Sarrafzadeh, E. Lim, X. Qin and N. ChouwDepartment of Civil and Environmental Engineering, the University of Auckland, Auckland, New Zealand ABSTRACT: Previous studies have confirmed that nonlinear interaction between soil plastic deformation, foundation uplift and structural plastic hinge can reduce seismic force in structures. However, not much research has been performed to quantify the energy dissipation due to this overall nonlinear soil-foundation-structure interaction (SFSI). In this study, shake table tests were performed to determine the energy induced into the structure. This energy is quantified by the kinetic energy in the structure. Three scenarios were considered: a fixed-base structure without and with plastic hinge development and also a structure with overall nonlinear SFSI. A laminar box was used to simulate a more realistic soil boundary condition. The experimental results revealed that the development of plastic hinges in a fixed-base structure can reduce the induced energy. However, the structure will suffer residual deformations. In contrast, when nonlinear SFSI occurs, the residual deformations can be reduced. When soil deforms plastically, foundation uplift might also take place. Simultaneous occurrence of plastic soil deformation and uplift can dissipate more energy than that in a fixed-base structure with plastic hinges.

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POSTER NUMBER 22

INvESTIGATING ThE RELATIONShIP BETWEEN hARdNESS ANd PLASTIC STRAIN IN REINFORCING STEEL BARS G. Loporcaro, S. Pampanin & M.V. KralThe University of Canterbury, Christchurch, New Zealand. ABSTRACT: It is well known that modern seismic codes are based on capacity design and hierarchy of strength philosophy that allows inelastic response in case of severe earthquakes and thus, in most traditional systems, damage develops at well-defined locations of reinforced concrete (RC) structures. The 2010 and 2011 Christchurch earthquakes have demonstrated that the aforementioned philosophy worked as expected. However, there is a lack of literature on methods to evaluate the residual capacity at specific locations of damaged buildings to sustain subsequent aftershocks and earthquakes. Therefore, in the present paper, a methodology to estimate the level of damage in reinforcing steel bars is investigated. Laboratory-based tensile and hardness tests on a number of steel reinforcing bars were used to develop an empirically-based mathematical relationship correlating plastic strain and hardness above the original baseline. Following a brief overview of hardness testing methods and devices, the results will be presented and critically discussed to identify whether and under which conditions there is a robust relationship between plastic strain and hardness that can be employed to estimate the level of damage in reinforcing steel bars. The influence of strain ageing is integral to the discussion.

POSTER NUMBER 23

A NOVEL NON-LINEAR MODEL FOR MULTILAyER RUBBER BEARING ISOLATORS WhITh LOAd INTERACTION N.E. MaureiraDepartment of Civil Engineering, Universidad Católica de la Santísima Concepción, Concepción, Chile.PhD. Candidate, Pontificia Universidad Católica de Chile, Santiago, Chile. ABSTRACT: A novel non-linear mathematical model is proposed to characterize the mechanical behaviour of a circular elastomeric rubber isolator. This model considers the geometric non-linearities due to large deformations. It represents the coupling between the axial and shear loads, with the corresponding vertical and lateral displacements, including the loss of axial and lateral stiffness in the isolator generated by excessive lateral displacements and compression. This model is also capable of characterizing the isolator behaviour under tensile loads and its effect on the lateral stiffness.

This is an upgrade of an existing model for elastomeric isolators that only characterize the relationship between the axial and shear forces, and the corresponding vertical and lateral displacements. The proposed model is also able to characterize the internal strain-stress state in any rubber sheet.

From the results of the model proposed, it is conclued that the buckling load is higher under tensile loads than under compression, whereas the behaviour of the isolator is non-simetric with respect the axial load. Furthermore, when considering an axial load magnitude lower than 10% of the buckling load in compression, the difference between the behaviour of the maximum normal stress and strain as a function of axial load and lateral displacement, is substantially different under tension in comparison with compression. It is shown by an example that lateral displacements of around ±40% of the isolator’s radius and axial tensile loads up to 10% of buckling load are allowed without cavitation in the rubber.

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POSTER NUMBER 24

TRENdS REGARdING ThE STRUCTURAL ENhANCEMENT OF URM BUILdINGS (INCLUDING CASE STUDIES) T. MooreOpus Dunedin ABSTRACT: This paper presents case studies that include estimations of costs for typical strengthening schemes for URM buildings (with flexible diaphragms) for both simple and complex structural configurations for the purpose of exploring when minimum cost strengthening measures may be employed in New Zealand.

New Zealand and California (and other west coast USA states) have Unreinforced Masonry Building (URM) stocks that are similar in both construction practice and design. Therefore it is feasible to study data from both locations in order to seek to align best engineering and business practice on both sides of the Pacific for seismic strengthening. Research by John Kariotis et al of ABK (1981, 1986,) Los Angeles, and more recently by Professor Jason Ingham et al (2000 to 2013), University of Auckland, has advanced a new “liberal” approach to URM strengthening. This research indicates that the out-of-plane URM wall inertial forces are reduced for flexible diaphragms to approximately one-quarter and these URM walls are somewhat more stable than previously anticipated.

This new approach lead to an adoption of a “bolts-only” retrofit ordinance by many Californian cities when the wall slenderness (based on storey height) is less than 14 for top storey walls of double wythe brick, and less than 9 for lower storey three wythe walls. Such strengthening programs merely involve the installation of anchorages around the building perimeter along with parapet bracing, and is deemed sufficient in all but the most irregular or “complex” buildings. Cost-saving measures have since been extended further.

POSTER NUMBER 25

EXPERIMENTAL INVESTIGATION OF WALL-TO-FLOOR CONNECTIONS IN POST-TENSIONED TIMBER BUILdINGS D. Moroder, F. Sarti, A. Palermo, S. Pampanin & A.H. BuchananDepartment of Civil and Natural Resources Engineering, University of Canterbury, Christchurch. ABSTRACT: Rocking timber walls provide an excellent lateral load resisting system for structures using the low damage seismic design philosophy. Special attention has to be given to the wall-to-floor connections, because diaphragm forces have to be properly transferred while accommodating displacement incompatibilities, which include the relative rotation and the uplift of the wall with respect to the floor.

This paper presents the experimental behaviour of several different wall-to-floor connections in Pres-Lam post-tensioned timber structures subjected to horizontal seismic loading. A 2/3 scale post-tensioned timber wall was laterally loaded through collector beams using different connection details.

Bolted connections take advantage of the flexibility of the fasteners and lead to some bending of the collector beam, whereas pins and slotted steel plates reduce the wall-to-floor interaction, as they allow for rotation and some uplift. No significant damage to the floors was observed in any of the tests.

The experimental results showed that floor damage can generally be prevented up to high levels of drift by the flexibility of well-designed connections and the flexibility of the collector beams. In the case of very stiff floors or very stiff collector beams, a more sophisticated connection such as sliding steel elements with a vertical slot should be considered.

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POSTER NUMBER 26

SEISMIC EvALUATION OF SUSPENdEd CEILINGS IN A hOSPITAL BUILdING: A CASE STUdy M. Pianigiani DICEA Department of Civil and Environmental Engineering, University of Florence, Florence.

A. Pourali Bejarbaneh & R.P. DhakalDepartment of Civil and Natural Resources Engineering, University of Canterbury, Christchurch.

ABSTRACT: Downtime and repair/replacement costs are significant consequences of non-structural components’ failure, even under the effect of moderate earthquakes. Beside the life safety requirement, continuity of service must be guaranteed in important buildings such as hospitals. Damage reports from recent earthquakes have demonstrated that suspended ceiling systems’ collapse has been a major cause of functionality interruption and closure of several hospitals.

In this study, seismic performance of suspended ceiling system in an existing hospital building in Italy is explored. In this hospital, similar to most public buildings, the suspended ceiling system is distributed over the entire building, including the emergency areas. The ceiling system’s fragility curve is based on the components’ fragility, obtained through experimental testing and probabilistic analysis. The seismic demand on ceilings at different limit states, obtained from nonlinear structural analyses of the hospital building is compared with the ceilings’ fragility curves in order to evaluate the ceiling’s performance at different levels of excitation.

POSTER NUMBER 27

ThE ASyMMETRIC FRICTION CONNECTION WITh BELLEvILLE SPRINGS IN ThE SLIdING HINGE JOINT S. Ramhormozian, G.C. CliftonDepartment of Civil Engineering, University of Auckland, Auckland.G.A. MacRaeUniversity of Canterbury, Christchurch. ABSTRACT: The Sliding Hinge Joint (SHJ) is a joint for moment resisting steel frame (MRSF) seismic-resisting systems. It is ideally intended to be rigid under serviceability limit state (SLS) conditions. For greater shaking, up to the ultimate limit state (ULS), rotation between the column and beam is expected. At the end of the shaking the joint is expected to seize up and become rigid again. A key component in the sliding hinge joint is the asymmetric friction connection (AFC) which allows large beam-column rotation with minimal damage through sliding. However, previous research has shown that, after a severe earthquake, the post sliding strength and stiffness of the SHJ connection as currently applied is considerably reduced, such that re-tightening or replacement of the bolts is likely to be needed. This is because the AFC bolts lose part of their initial tension during joint sliding. Hence the joint falls short of meeting one of the key original low damage performance requirements of not requiring any structural intervention following a severe earthquake. A remedy to this shortcoming could be using Belleville springs in the AFC. However, the introduction of Belleville Springs potentially reduces the self centering ability of the building and the impact of this effect must be considered.

Belleville springs are truncated conical washer-type elements that compress elastically to an accurately defined level of force. When the bolt relaxes, the Belleville spring pushes out to maintain very close to the installed level of tension. The behaviour and sliding shear capacity of the AFC with Belleville springs is to be investigated in this project and will be presented in this paper considering different configurations using a plastic theory based bolt model. A method of installing the bolts using Belleville springs is then proposed. The predicted effects of using the AFC with Belleville springs on the SHJ characteristics such as dynamic self centering properties are also discussed. Finally, the proposed research program to determine the performance of AFC’s with Belleville springs and their influence on the overall building performance is outlined.

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POSTER NUMBER 28

MOMENT CAPACITy OF ShALLOW FOUNdATIONS ON CLAy UNdER FIXEd vERTICAL LOAd R.S. Salimath, M.J. PenderDepartment of Civil and Environmental Engineering, University of Auckland, Auckland. ABSTRACT: Shallow foundations during the earthquakes are subjected to moment and shear in addition to the fixed vertical load. Large ground motions may also cause foundation rocking (cyclic uplift at the edges). Algie (2011) proposed a design method based on a hyperbolic relationship between applied moment and rotation for shallow foundations. This paper examines the stress distribution underneath the footings subjected to a moment using 3D finite element modelling. It also emphasizes on the concept of effective width of the footing subjected to moment. The FEM analysis is carried out using PLAXIS 3D 2011 software program. Studies were carried out to determine the appropriate mesh size for the model.

The results indicated that stresses are higher along the edges of the footing than at the center when footing is subjected to moment. Also, partial width of the footing experience zero stresses even when there is no actual loss of contact between the soil and footing. It was also found that the existing solutions for effective footing width and stress distribution for eccentrically loaded footings are incorrect and do not consider the effects of soil nonlinearity and shear strength. This paper exhibits a better understanding of footing behaviour and the effective width concept when subjected to moment, which is vital for estimation of the moment capacity of the footing.

POSTER NUMBER 29

EXPERIMENTAL MOdAL ANALySES OF BUILdINGS dURING ThE COOK STRAIT EARThQUAKE SEQUENCE G.B. Simkin, S. Beskhyroun, Q.T. Ma, L.M. Wotherspoon & J.M. InghamDepartment of Civil and Environmental Engineering, University of Auckland, Auckland. ABSTRACT: With the recent high levels of earthquake activity experienced throughout New Zealand there is a growing awareness of the need for quick and reliable determination of whether buildings are safe to work and live in. In parallel, on-going advances in sensor technology worldwide have resulted in the potential for new and innovative sensing systems which could change the way that civil infrastructure is monitored, controlled and maintained. A number of data sets from computational and laboratory analyses are readily available that provide information on the seismic response of buildings, but there are a limited number of data sets currently available worldwide that have building response records from real ground motions.

Following the 21 July 2013, MW 6.5 Cook Strait earthquakes, a number of buildings in the Wellington Central Business District (CBD) were instrumented with low-cost accelerometers. During the period from 19 July - 16 August, 2013 there were more than 2500 aftershocks in the magnitude range of 2.0 - 6.6, and these sensor arrays were able to collect high quality building response data sets. A summary of the data analysis for six structures that were instrumented during the Cook Strait earthquake sequence are presented, along with the major challenges and opportunities related to the future monitoring of existing civil infrastructure.

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POSTER NUMBER 30

NONLINEAR SPRING-BED MODELLING FOR EARTHQUAKE ANALYSIS OF MULTI-STOREY BUILdINGS ON ShALLOW FOUNdATIONS L.B. Storie & M.J. PenderDepartment of Civil and Environmental Engineering, University of Auckland, Auckland. ABSTRACT: It is important to consider the interaction between the foundation and the underlying soil in the earthquake analysis of multi-storey buildings on shallow foundations. Often this interaction is neglected in current analysis and design practice, and the foundation is assumed to be fixed to the ground. However, nonlinear geometric effects, associated with shallow foundation uplift, and nonlinear soil deformation effects have been shown to have a significant influence on the earthquake response of multi-storey buildings. Therefore, these nonlinear effects should be incorporated into earthquake analysis and design of multi-storey buildings.

This paper presents an approach to including nonlinear soil-foundation-structure interaction (SFSI) effects into spring-bed models of buildings on shallow foundations. Spring-bed models provide a balance between ease of implementation and theoretically rigorous solutions, as well as capacity to include foundation uplift and soil deformation into earthquake analysis of multi-storey buildings on shallow foundations. Existing features of a widely used structural design software package were employed to capture these nonlinear effects and SDOF models of multi-storey buildings on shallow foundations were analysed. These buildings were similar to a number of buildings that appear to have performed satisfactorily during the Christchurch Earthquake and time history analysis suggests that SFSI provides a possible explanation for the good performance of these buildings.

POSTER NUMBER 31

EXPERIMENTAL INvESTIGATION ON UPLIFT BEHAVIOUR OF MORTAR-FREE INTERLOCKING COLUMNS Z. Tang & N. Chouw Department of Civil and Environmental Engineering, the University of Auckland, Auckland. ABSTRACT: This paper addresses a novel construction approach, i.e. mortar-free structures made of interlocking blocks, for possible use in seismically active regions in developing countries. This mortar-free structure has the potential to reduce damage to structures under strong earthquakes, and it can be constructed with a minimum of engineering supervision. Uplift can occur between adjacent blocks, and this mechanism dissipates energy, and thus reduces damage. In previous studies of interlocking structures, the basic dynamic properties, i.e. fundamental frequencies and damping ratio, were investigated. However, the uplift behaviour of these interlocking block structures has not been studied in detail. This paper describes a series of full-scale shake table tests performed to extend the understanding of the uplift behaviour of interlocking columns. Harmonic loadings with different amplitudes and frequencies were applied to a 16-block high interlocking column with coir rope reinforcement. The distribution of block uplift with height is discussed.

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POSTER NUMBER 32

EFFECT OF IN-STRUCTURE DAMPING MOdELS ON ThE PERFORMANCE OF LINEAR FRAMES WITh OPTIMAL dISTRIBUTION OF dAMPERS A.M. PuthanpurayilDepartment of Civil Engineering, University of Canterbury, ChristchurchO.LavanTechnion-Israel Institute of Technology, Haifa, Israel. R. DhakalDepartment of Civil Engineering, University of Canterbury, Christchurch ABSTRACT The effectiveness of control strategies in achieving the objectives of a performance based design is well accepted in the earthquake engineering community. Consequently, various methods have been proposed for the optimal design of dampers and their distribution along the height of a building. These methods usually assume a Rayleigh damping matrix to model the in-structure (inherent) damping. In this paper we attempt to investigate the effect of in-structure damping modeling on the performance of optimal designs attained by different methods. The performance of each method is measured in accordance with the optimization problem used for its design. For this purpose the present study focuses on optimally designing the damper distribution using the following design methods - the simplified sequential search algorithm (SSSA), Takewaki’s method based on minimizing drift transfer function, and the analysis/redesign approach. The different in-structure damping models used for the study are classical Rayleigh damping and Russell’s elemental damping model. Uniform distribution of dampers is also used in this study as it is the most popular and common way of damper distribution prevailing in the industry. The quantity of added damping is assumed to be sufficient not to induce any inelastic excursions in the parent frame. The effect of the in-structure damping model in a controlled frame is found to be a function of the amount of added damping.

POSTER NUMBER 33

EFFECTS OF COLUMN SPLICE PROPERTIES ON SEISMIC dEMANdS IN STEEL MOMENT FRAMES F. Tork Ladani, G. MacRae, G. Chase Department of Civil Engineering, University of Canterbury, Christchurch.C. CliftonDepartment of Civil and Environmental Engineering, University of Auckland, Auckland

ABSTRACT: Dynamic inelastic response history analysis of a 2-D model of a nine storey steel frame were carried out with different column splice strengths and stiffnesses using a suite of 20 MCE level earthquake records. Splices were located every 2nd storey at one third of the storey height up from the column below. It was shown that (i) the presence of even very flexible splices increased the frame period by less than 3%, (ii) flexible splices increased storey drift ratios by up to 27%, (iii) splice stiffnesses of zero to infinity had no effect on frame displacements, (iv) the splice moment demand increased with increasing splice stiffness on the frame and was as high as 99% of the column flexural capacity.

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POSTER NUMBER 34

AN EXPERIMENTAL STUdy OF COCONUT FIBRE REINFORCEd CONCRETE UNdER IMPACT LOAdW. Wang & N. ChouwDepartment of Civil and Environmental Engineering, the University of Auckland, New Zealand. ABSTRACT: Devastating impact, e.g. due to falling parapet, during a strong earthquake can greatly damage surrounding structures. This has been observed in many major earthquakes, especially in the case of unreinforced masonry structures. To prevent damage resulting from such an impact loading mitigation measures need to be developed. In this study protective structures made of natural fibre reinforced concrete are considered. The selected fibre is coconut fibre, because it has a high energy absorption capability in comparison with other natural fibres. The inclusion of coconut fibre in the concrete will also enhance the damping of the composite. In this preliminary study, coconut fibre reinforced concrete (CFRC) cylinders with 100 × 200 mm were considered. The corresponding plain concrete specimens were used as references. Coir with a length of 50 mm and 0.4% weight content of plain concrete is selected. The impact behaviours of plain concrete and CFRC were investigated. The results showed that CFRC can absorb more impact energy in comparison with plain concrete. CFRC under impact loading has more small cracks, while plain concrete shows brittle failure. The study also defined the influence factor that controls the energy dissipation of the composite which will be used for developing future protective structures in earthquake regions.

POSTER NUMBER 35

SEISMIC RESPONSE OF A NOvEL COMPOSITE STRUCTURE L. Yan, F. Dong & N. Chouw Department of Civil and Environmental Engineering, The University of Auckland, Auckland.K. Jayaraman Department of Mechanical Engineering, The University of Auckland, Auckland.ABSTRACT: Composite structures are widely used in civil engineering due to their high-strength-to-weight ratio and increased deformability. Flax fibre reinforced polymer tube encased coir fibre reinforced concrete (FFRP-CFRC) composite is a steel rebar-free and stay-in-place structural system which exhibited excellent axial and lateral static load carrying capacities. In FFRP-CFRC composites, the pre-fabricated FFRP tubes act as permanent formwork for fresh concrete and also provide confinement to concrete to enhance concrete compressive strength and ductility. Coir inclusion increases the damping of the composite and also modifies the failure mode of the composite and provides a more ductile behaviour due to fibre bridging effect. In this study, FFRP-CFRC column was fabricated. The seismic performance of this composite structure was studied to simulate a scaled bridge pier. Snap-back and earthquake loading tests were performed. This study demonstrates the potential of using this environmentally-friendly FFRP-CFRC as new structural materials to enhance dynamic performance and reduce seismic impact on structures.

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POSTER NUMBER 36

BUILdING CONTENT SLIdING dEMANd – ANALYTICAL STUDIES OF CONTENTS IN ELASTIC, MDOF STRUCTURES H. Riley-Smith, E.S. Cain, T. Z. Yeow, G. A. MacRae and R. DhakalDepartment of Civil Engineering, University of Canterbury, Christchurch. ABSTRACT: This paper aims to characterise the sliding behaviour of building contents in elastic, single and multi-degree of freedom structures subject to ground acceleration. The behaviour described in previous literature was validated with impulse and ground motion records in OpenSEES. The model was extended to consider sliding that was obstructed due to a barrier such as a wall. It was found that obstructed contents’ sliding displacements were up to five times larger than unobstructed sliding displacements. Further analyses were conducted, in order to understand how obstructed and unobstructed sliding behaviour changes with the natural period of the structure. There was a significant reduction in sliding for structures with natural periods exceeding 1.3s, with all sliding ceasing for natural periods greater than 3.25s. For multi-degree of freedom structures, the relative sliding of the contents in the higher floors of the structure was 200 times greater, on average, than the ground floor. This behaviour was attributed to the dependency of the contents’ sliding displacement on the peak total floor acceleration and peak total floor velocity, both of which increased up the height of the building. While floor acceleration initiates sliding, a new parameter called the Modified Total Peak Floor Velocity, which considers both velocity and acceleration effects, correlated well with contents sliding.

POSTER NUMBER 37

vERTICAL ACCELERATION ANd TORSIONAL EFFECTS ON ThE dyNAMIC STABILITy ANd DESIGN OF C-BENT COLUMNS A. Chen, J.O.C. Lo, C-L. Lee, G.A. MacRae & T.Z. YeowDepartment of Civil Engineering, University of Canterbury, ChristchurchABSTRACT: C-bent columns are cantilever columns with an off-centred beam. These are used to support bridge decks where a column cannot be placed directly under a bridge span. Due to eccentricity of gravity loads caused by the beam offset, these columns tend to predominantly deform in the direction of the eccentricity in seismic events. Guidelines to reduce this tendency have been recently recommended, but do not consider vertical acceleration and torsional effects. This study examines the influence of these effects on the response of C-bent columns using ground motion records in all three lateral directions, and whether the recommended guidelines are adequate. For simplicity the axial, flexural, shear and torsional strength interaction was ignored. It was found that the inclusion of vertical accelerations caused an even greater tendency for the column to deform more in one direction. However the recommended guidelines still provide the most optimal design overall. The maximum torsional demand observed in analyses was only 11% of its capacity, and a maximum total rotation of less than 0.53o was observed for a 10m tall column. This indicates that torsional response was unlikely to have a significant influence on the overall performance of the column, and that the recommended guidelines appear to be sufficient.

Poster Abstracts

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POSTER NUMBER 38

DAMAGE IDENTIFICATION OF A FLAG-SHAPED HYSTERESIS STRUCTURE SUBJECT TO SEISMIC EXCITATION C. Zhou & J. G. Chase & G. W. RodgersDepartment of Mechanical Engineering, University of Canterbury, Christchurch.C. XuSchool of Astronautics, Northwestern Polytechnical University, Xi’an, China. ABSTRACT: This research investigates the structural health monitoring of nonlinear structures after a major seismic event. It considers the identification of flag-shaped or pinched hysteretic behaviour in response to structures as a special, perhaps more general, case of a normal hysteretic curve without pinching.

The method is based on the overall least squares solution and the asymptotic distribution theory of log likelihood ratio. In particular, the structural response is divided into different loading and unloading half-cycles. The overall least squares analysis is first implemented to obtain the minimum residual mean square of each half-cycle regression model with the number of segments assumed. Then the log likelihood ratio test is proposed to assess the likelihood of these nonlinear segments in the presence of noise. The least square fit is finally used for identified segmented regression models to obtain elastic stiffness, plastic stiffness, yielding deformation and energy dissipation parameters. The performance of the proposed method is illustrated using a single degree freedom system and a suite 20 earthquake records. The simulations for this proof of concept include 10% added noise.

The proposed method is computationally efficient and accurate in identifying nonlinear hysteretic structures. These parameters are within 6% average (standard deviation of 10%) of the known values. These results indicate that the system is able to capture highly nonlinear behaviour and structural parameters directly relevant to damage and performance using a computationally efficient and simple method. Finally, the method requires no user input and could thus be automated and performed in real-time for each half cycle.

POSTER NUMBER 40

FEASIBILITy OF A FULLy FLOATING CEILING SySTEM M. J. Robson, D. N. Kho, A. Pourali & R. P. DhakalDepartment of Civil Engineering, University of Canterbury, Christchurch. ABSTRACT: Recent Canterbury earthquakes have proven the inadequacy of the seismic design of current suspended ceilings. Significant financial loss was reported following the earthquake, as buildings were marked inoperable and businesses were interrupted during massive ceiling repairs or replacements. This highlights the need for an alternative ceiling system which is capable of avoiding losses of similar scale in future earthquakes.

This paper presents research undertaken to investigate the feasibility of a ‘fully-floating’ ceiling system design. The system incorporates an unrestrained ceiling, suspended from the floor above via steel wires. These steel wires, effectively having no lateral stiffness, allow for the safe dissipation of seismic energy. The flexibility also prevents the transfer of seismic forces from the floor above to the ceiling grid, resulting in minimal stresses sustained by the ceiling grid during ground excitations. However, there will invariably be relative displacement between the floor and the ceiling. Gaps will hence need to be provided around the perimeter of the ceiling to accommodate the building’s drift movements. The system was modelled using simple pendulums. Effect of suspended mass, hanging length, excitation frequency and excitation amplitude on ceiling’s performance was evaluated. Analytical and experimental models were subjected to seismic excitations and qualitative conclusions were drawn on correlations between these factors and the likely response of a fully floating ceiling.

Based on the results obtained, the proposed system at this stage looks feasible and able to meet the design requirements stipulated in NZS1170.5. The preliminary investigation indicates the need of a 0.15 m perimeter gap together with an elastomeric strip provided to limit damage in case the ceiling displacement demand exceeded the clearance provided.

Poster Abstracts

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POSTER NUMBER 41

EXTERNAL REINFORCED CONCRETE BEAM-COLUMN SUBASSEMBLAGES IN FIRE M.M. Raouffard, M. Sakashita, M. NishiyamaDepartment of Architecture and Structural Engineering, Kyoto University, Kyoto, Japan ABSTRACT: Structural behaviour of reinforced concrete (RC) beam-column subassemblages under fire conditions have always been a place of interest for engineers. However, due to the difficulties associated with conducting fire tests on the RC beam-column subassemblages subjected to service loads, empirical data has been limited. In order to investigate the fire resistant behaviour of the aforementioned subassemblages, a frame consisting of two cantilever beams was constructed. Equal upward and downward service loads were applied at the end of each beam, respectively. Several thermocouples, strain and displacement gauges were installed at different sections. The top faces of the cantilever beams and the upper columns were thermally insulated. The formation of flexural and thermal cracks and the loss of bond strength at elevated temperatures led to a significant drop in fire-resistant behaviour compared to the ambient temperature.

POSTER NUMBER 42

ASCE 31-03 SEISMIC EVALUATION OF A FIVE-STOREy REINFORCEd CONCRETE FRAME BUILdING WITh MASONRy INFILL IN NEPAL E.S. Kunkel, D. Todd-Jones, P. CampbellOpus International Consultants Ltd. ABSTRACT: This paper summarizes the seismic evaluation of a five-storey reinforced concrete frame masonry infill building constructed in Nepal. The seismic assessment was conducted according to the American Society of Civil Engineering standard ASCE 31-03 Seismic Evaluation of Existing Buildings, following the Standards three-tier evaluation process. Due to budget restraints, only Tier 1 (Screening Phase) and Tier 2 (Evaluation Phase) were conducted. Structural plan and vertical irregularities, multiple lateral force resisting systems, URM brick parapets, seismically unsecured non-structural components, URM shear walls, openings in diaphragms, and URM rooftop structures severely penalised this building constructed in the highly seismic Kathmandu valley. Along with the building’s primary lateral force resisting system consisting of reinforced concrete frames with masonry infill, other lateral forces resisting systems include reinforced concrete moment frames and URM shear walls. The partial fifth storey consists of timber-framed and URM structures along with seismically unsecured non-structural components. As part of the ASCE 31 evaluation, this paper will also outline the seismic evaluation requirements of ASCE 31, including an overview of the level of investigation required, site visit requirements, the levels of seismic performance and seismicity and building type classification.

Poster Abstracts

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POSTER NUMBER 43

SHAKE TABLE TESTS OF SOFT-STORY WOOdFRAME BUILdING RETROFITTEd WITh CLT ShEAR WALLS J.W. van de Lindt & P. BahmaniColorado State University, Fort Collins, CO, USAA. IqbalBRANZ Ltd., Porirua, New ZealandG. MochizukiStructural Solutions Inc., Walnut Creek, CA, USAM. GershfeldCalifornia State University, Pomona, CA, USA ABSTRACT: A large portion of the multi-story woodframe building inventory in the United States, particularly along the pacific coast, have a soft and weak first floor used either for parking or commercial space which require large openings and few walls capable of lateral load. This open space condition results in the earthquake resistance of the first story being significantly lower than the upper stories thus creating first stories that are both “weak” (low strength) and “soft” (low stiffness) in nature. This feature has the potential to allow formation of the soft first story mechanism during earthquakes. The U.S. National Science Foundation (NSF) – funded NEES-Soft project was undertaken to develop and validate economical retrofit concepts for this type of building.

Shake table tests on a four-story full scale model building were performed with different retrofit schemes as part of the experimental investigation. One of the retrofit measures investigated was addition of Cross Laminated Timber (CLT) shear walls at the first floor level for increased seismic resistance. This paper describes implementation of the new shear walls and experimental investigation of the retrofitted building. The shear walls were designed as per U.S. Federal Emergency Management agency P-807 guidelines to align with the San Francisco mandatory soft-story retrofit ordinance requirements. The tests confirmed the efficiency of the CLT retrofit with expected drifts throughout the structure. Moderate damage was observed at the first story level while the upper three stories exhibited very little signs of distress.

POSTER NUMBER 44

FERRYMEAD BRIDGE – TEMPORARY SEISMIC RESTRAINT SySTEM V.K. Sadashiva, P. Brabhaharan, D. Novakov & M. CowanOpus International Consultants Ltd.M. KrotofilSinclair Knight Merz, Australia ABSTRACT: Christchurch’s Ferrymead Bridge on Ferry Road was damaged by the 2011 Christchurch earthquakes during construction to widen and seismically strengthen the bridge. Liquefaction and associated lateral spreading caused extensive damage to the pre-existing abutments and piers, as well as to the new abutment piles under construction. A decision was made to demolish the existing bridge and replace it with a new two-span bridge, which is currently under construction.

A high probability exists for an earthquake aftershock, capable of inducing liquefaction, to occur at the bridge site during the 18 month construction period for the bridge substructure. Therefore, in order to avoid the likelihood of irreparable damages to the substructure during their construction and prior of being restrained by the superstructure, risk mitigation measures were developed. This included carefully planning the construction sequence considering the vulnerability of different sections of the substructure to lateral spreading. For example, the bridge components that are least susceptible to lateral spreading were programmed to be constructed first and the most vulnerable bridge components were phased to be constructed last. Also, in order to avoid the risk of excessive permanent pile displacements due to a significant earthquake during their construction, a Temporary Seismic Restraint (TSR) system was designed and detailed for the substructure. 3-D finite element models of the bridge substructure with the TSR system were developed and subjected to the assessed lateral spread loading. This showed that the presence of TSR was both essential and very effective in restricting the likely permanent pile displacements to be within tolerable displacement limits at different stages of construction.

Poster Abstracts

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POSTER NUMBER 45

CANTERBURy LIQUEFACTION SUSCEPTIBILITy REvEALEd By CONE PENETRATION TESTS (CPT) AND SEISMIC CONE PENETRATION TESTING (SCPT) G.P. De Pascale, J. Cresswell, C. Cheng & E. MayFurgo Geotechnical (NZ), Christchurch, New Zealand ABSTRACT: The cone penetration test (CPT) is a method used to determine the geotechnical properties of sediments and are useful for the identification of soils susceptible to liquefaction in seismically active areas (e.g. New Zealand). The CPT method consists of pushing and instrumented cone into the ground at a controlled rate. We collected over 500 CPT data points around Canterbury down to depths up to 25 m using our in-house technology. Additionally seismic CPT tests (SCPT), where a shear wave is generated at the surface and recorded in the CPT cone at variable depth intervals, allows the development of accurate 2-D shear wave velocity profiles. Through the collection and analysis of over 400 CPT and SCPT locations, we developed subsurface contour maps of the Christchurch area showing the distribution and depth to the uppermost confined aquifers in the Christchurch area (e.g. Riccarton Gravel). The maximum cone resistance we recorded regionally was 105 MPa. The considerably variable distribution (both vertically and laterally) of liquefiable sediments are particularly apparent in the SCPT data with low velocity layers coincident with observed liquefaction during the 2010-2012 Canterbury earthquakes and provided the most reliable 2-D identification of liquefaction susceptibility to assist foundation design. The special distribution of low resistance sediments we present illustrates the ground variability and associated challenges for both land zonation and for mitigation of liquefaction zones through avoidance, ground improvement, and foundation design.

POSTER NUMBER 46

AvONdALE MEWS RESIdENTIAL SUBDIVISION, STAGE 2: LIQUEFACTION ANd LATERAL SPREAdING hAZARd ASSESSMENT R.C. GerbrandtOpus International Consultants Ltd., New Zealand ABSTRACT: The Avondale Mews Residential Subdivision is situated on relatively low-lying, flat land in northern Taradale, Napier in Hawke’s Bay, New Zealand. The greenfield site abuts an approximately 3.5 m deep open drainage channel to the east. The liquefaction hazard and lateral spreading risk during an ultimate limit state (ULS) earthquake event of the site were assessed. To provide a tracable set of base data for assessment, thorough geological, geomorphological, and geotechnical studies including subsurface investigations and laboratory testing were conducted followed by numerical modelling and Newmark Displacement analyses.

Liquefaction analyses involving post-processing of numerical results utilising laboratory soil classification test results indicate that liquefaction will occur at the site during an ultimate limit state (ULS) earthquake event. Static and transient seepage slope stability assessments were also conducted for completeness. Utilising the resulting investigation data and published recommendations relating to liquefied soil strength parameters for use in slope stability analyses, numerical slope stability models were prepared and assessed for the ULS seismic condition. Numerical assessments utilising Jibson (2007) regression models were conducted to estimate Newmark Sliding Block Displacements for the slope. The results indicate that both the slope along the open drainage channel at the site is unstable when subjected to ULS earthquake event loads, and slumping and lateral spreading could occur. However, the liquefied subsoil materials will likely act in a dilative manner thus limiting the magnitude of lateral spreading displacements. This article presents some of the most important facts and implications of this study.

Poster Abstracts

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POSTER NUMBER 47

EFFECTS ANd UNCERTAINTy FROM vARIOUS dECLUSTERING METhOdS ANd CONSEQUENCES FOR SEISMIC hAZARd ANd SEISMIC RISK IN NEW ZEALANd E. Apel, M. NystRMS, inc, Newark, CAABSTRACT: We apply different declustering methods to the New Zealand earthquake catalog to estimate regional seismicity rate changes and the consequent impact on earthquake hazard and risk in the area. We explore the sensitivity of the declustering parameters (e.g. Reseanberg, 1985) as well as the variable magnitude and time windows (e.g. Gardner and Knopoff, 1974) on the magnitude-frequency relationships derived from decluserted catalogs for the background zones in New Zealand. We incorporate background rate estimates from the full catalog and compare them with the range of background rates from all of the declustering methods to our risk model. We then compare a suite of metrics between the full catalog rates and the models with declustered rates to assess 1) the impact on hazard and risk from using one declustering method versus another and 2) the epistemic uncertainty associated with the range of catalog declustering techniques. In areas where the seismic hazard is dominated by larger crustal faults (e.g. Wellington) the choice of decluserting method makes less of an impact on the hazard or risk. However, in areas like Auckland where the background zone contribution to the seismic hazard is greater, the choice of declustering technique is more significant (Christophersen et al., 2011).

POSTER NUMBER 48

EARThQUAKE RESILIENT FOUNdATION FOR LOW-RISE BUILDINGS M.R. yehiyaSchool of Engineering, Insight Institute of Management & Technology, ColomboABSTRACT: Earthquakes affect large populations resulting in high demands for earthquake resilient buildings. In earthquake affected areas, devastation of housing facilities are major issues challenging authorities during recovery and reconstruction phase of disaster response. These create ‘housing stresses’ that pressurize the state and the society for quick solutions. Mobilizing people to participate in the reconstruction process is vital for quick resolution but lack of construction skills and absence of user friendly technology to enable people participation are impediments. Presently available seismic isolation technologies in the market are high tech and require special skills to install them. Therefore, it discourages people participation in reconstruction. This could be reversed if a simple user friendly technology is available to boost housing rebuild. This paper presents a concept of a low tech easy to build seismic isolation technology for low-rise building to withstand seismic impact. In addressing this, the paper presents technical details of the system elaborating how it responds to seismic activities to prevent dynamic ground movement from disturbing static state of the building super structure. Substantiating this, the paper outlines the factors of how different elements resiliently respond to seismic movements, reduce fabric collapse, increase ductility, and reduce drift demand & displacement of building due to the efficacy of the foundation design. This simple user friendly low tech seismic isolation technology is a viable solution to people seeking to build low-rise buildings in earthquake prone areas. This will also help reduce ‘housing stresses’ experienced in earthquake affected areas by social initiatives.

Poster Abstracts

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Friday 21st MarchCocktail Function - IcebreakerLower NZI Room, Aotea Centre18.00 – 20.00

Please join us for drinks and canapes in the Lower NZI Room at the Aotea Centre. This is a great opportunity to network with fellow delegates and to spend some time looking at the poster presentations on display.

Saturday 22nd MarchConference dinner and NZSEE Awards19.00 – 19.30 Pre Dinner Drinks Supper Room, Auckland Town Hall19.30 – 23.00 Conference dinner Auckland Town HallOn arrival at the Auckland Town Hall, please head to the Supper Room for Pre-Dinner Drinks. After Pre-Dinner Drinks, a buffet dinner will be served which will be followed by the presentation of the NZSEE Awards.

Social Programme

General InformationRegistration and Information Desk

The registration and information desk will be located in the Owen’s Foyer of the Aotea Centre. It will be open throughout the conference for enquiries, accounts payment and messages. You can contact the conference manager on 027 526 0337.

Name Badges

Badge security is in place throughout the conference. Please wear your badge at all times to avoid being asked for identification.

Presenters

To ensure smooth running of your presentation, if you are using any audio visual equipment (in particular data projection slides or video or internet connections) please report to the Speakers’ Preparation Room (Goodman Fielder Room which is located on the Level 4 of the Aotea Centre) at least two hours prior to your session. There will be an AV Technician there to load your presentation and check all is in order. All presentations must be loaded in the speakers’ preparation room.

Internet Access

A comprehensive wireless network is available for use through the Aotea Centre. This will be free for all delegates to use. Connect to the wireless network RFA Events . When prompted for a wirless passphrase enter: eventswifi. Once you have done this enter the Username: WIFI and password: 52350

Coats

There will be a coat rack available in the registration area. Please talk to the registration desk staff. Items left are at owner’s responsibility.

Teas and Lunches

Teas and Lunches will be served in the Lower NZI Room which is located one level down from where the registration desk is located. The caterers have been advised of special dietary requirements. If you requested a special diet in advance this will be available for you. Please make yourself known to the catering staff who will obtain your special requirements.

Messages and Phones

Messages received for participants will be put on the notice board by the registration desk. Please turn off all pagers and mobile phones during conference sessions.

Smoking

The Aotea Centre is a smoke free venue.

Disabled Access

The Aotea Centre has full disabled access. Should you have any special requirements or require assistance please ask any member of the staff, who will be happy to help.

Taxis

The closest taxi rank is on Wellesley Street. Taxis can be ordered by calling 09 300 3000.

Toilets

Male, female & disabled toilet facilities are located in all foyers. Baby change facilities are also available in most disabled toilets.

Parking

The closest car park to the Aotea is the Civic Car Park which can be accessed from Greys Avenue or Mayoral Drive. The cost is $3 per hour up to a maximum of $17 per day.



PAGE 90

Conference Partners

As the local government agency for the wide and varied Auckland region, Auckland Council is responsible for an area of almost 5000 square kilometres of land and a population of just over 1.4 million. It fulfils a host of functions as part of its duties, including civil defence and building regulation, and is committed to enhancing the resilience of its populace and built environment to the effects of natural disasters

Platinum Sponsor

BBR Contech is New Zealand’s oldest specialist civil engineering company. Established in 1963 as BBR New Zealand Ltd, we’ve continually evolved in response to market demands and new opportunities.

Today, we’re recognised as a leading provider of technical expertise and specialist contracting services to the construction and civil engineering industry.

We harness world-leading technology to provide strengthening, protection and repair services for structural and infrastructural projects in New Zealand and the Pacific.

We have offices in Auckland, Wellington and Christchurch, and a dedicated team of qualified and experienced specialists working with clients nationwide.”

Marc Stewart | Project Manager | Structural Upgrading

D +64 4 560 0109 | M +64 27 571 7122 T +64 4 569 1167 | F +64 4 569 4269 PO Box 30-854, Lower Hutt 5040, Wellington, New Zealand E: [email protected]

Gold Sponsors

CoreBrace™ buckling-restrained braces (BRBs) are a cost effective solution to improve the seismic performance of new and retrofit structures. This highly ductile system has been used in hundreds of projects around the world for earthquake risk mitigation. CoreBrace™ offers a diverse range of BRB configurations to accommodate the specific needs of each project. The braces can be fabricated in square, rectangular, or round casings. This together with fully-qualified bolted, welded or pinned connection types, provide the flexibility to suit any geometric, aesthetic and construction requirements. Additionally, CoreBrace™ BRBs are easy to install, saving precious erection time, all of which results in time and cost savings for the project. CoreBrace’s expert staff works closely with all members of the design team to meet their design and construction requirements and is committed to providing braces to the highest level of quality.

[email protected] www.corebrace.com Ph: +1 (801) 280-0701

D&H Steel Construction Ltd is one of New Zealand’s largest structural steel fabricators involved in a wide range of projects throughout New Zealand. The company has a wealth of knowledge and experience in designing, fabricating and erecting structural steel. We pride ourselves in developing greater efficiency in building construction which ultimately lead us into this relationship with Star Seismic.

Headquartered in Park City, Utah, Star Seismic designs and engineers Buckling Restrained Braces (BRB) that exceed all AISC seismic provisions and building codes and provide earthquake resistance to steel and concrete structures. Their qualified team of engineers has extensive experience in construction, permitting, steel fabrication, building and connection design and has helped Star Seismic successfully implement BRB technology on projects worldwide. Learn more at www.starseismic.net

Conference Sponsors



Silver Sponsors

EQ STRUC team is uniquely placed to bring a balance of innovative research and development with direct application to problems in the field. The experience and education of our professional and support staff provides a strong foundation for difficult and challenging material and engineering problems.

Our strength lies in our intricate knowledge of historical building construction, material properties as well our knowledge in earthquake strengthening techniques in New Zealand and aboard.

Opus is a leading international multi-disciplinary infrastructure consultancy renowned for providing high quality engineering and design services.

With a network of offices in New Zealand, Opus is at the forefront of award winning and innovative infrastructural design, construction, and asset management. From project conception to completion, the name Opus is synonymous with client focussed service excellence. To achieve this, our team make a point of understanding our clients’ needs, working closely with them and delivering innovative solutions for often the most complex design requirements and problems.

In facing the challenges and demands of future development and management we recognise that it is people who drive excellence - their particular skills and what they bring to the organisation and projects.

Our people, many of whom are leaders in their field, are our greatest asset.

Our services include:

• Transportation

• Building

• Water and Environmental

• Infrastructure

Contact Us:

AUCKLAND: Tel: 09 355 9500HAMILTON: Tel: 07 838 9344WELLINGTON: Tel: 04 471 7000CHRISTCHURCH: Tel: 03 363 5400DUNEDIN: Tel: 03 474 8899

Bronze Sponsors

BRANZ is an independent and impartial research, testing, consulting and information company providing services and resources for the building industry.

Their two main areas of activity are to:

• research and investigate the construction and design of buildings that impact the built environment in New Zealand

• enable the transfer of knowledge from the research community into the commercial building and construction industry.

Their core purpose is to improve people’s lives through our research and to inform, educate and motivate those who shape the built environment. For more information visit www.branz.co.nz.

GNS Science is the New Zealand research organisation that focuses on geological resources, environmental isotopes, industrial ion-beam technologies and natural hazards.

Since 1865 we have demonstrated scientific excellence in a country that straddles two tectonic plates, where earthquakes were first

associated with geological faulting, and whose first Nobel Laureate, Ernest Rutherford, saw that radioactive isotopes could be used for geological dating. Today we continue these investigations from the atomic to the planetary scale. We apply this science to create wealth, to protect the environment and to improve the safety of people.

As a Crown-owned company, we are able to:

• focus on strategic science at a national level

• engage in the full spectrum of science from basic research through to product development and consultancy

• undertake work for both the public and private sectors

• operate internationally as well as within New Zealand

We invest most of our tax-paid surpluses in scientific equipment and infrastructure. This ensures our capabilities keep pace with or lead international standards.

Dr Desmond Darby Geophysicist / General Manager Strategy GNS Science - Te Pu Ao

1 Fairway Drive, Lower Hutt 5010, New Zealand PO Box 30-368, Lower Hutt 5040, New Zealand Tel: +64-4-570-4747 Fax: +64-4-570-4600

Conference Sponsors



Bronze Sponsors

The Natural Hazards Research Platform is dedicated to applying research knowledge for national benefit.

The Platform was created in 2009 by Government to secure long term funding for natural hazards research, and to help research providers and end-users work more closely together.

We bring together the hazards & risk expertise of GNS Science, NIWA, University of Canterbury, University of Auckland, Massey University, and Opus International as an integrated team, with further subcontracts to other parties.

Our research is currently organised across five themes: Geological Hazards; Weather, Flood and Coastal Hazards; Resilient Buildings & Infrastructure; Developing Regional & National Risk Evaluation Models; Societal Resilience: Social, Cultural, Economic & Planning Factors.

Telephone: (04) 570-4800 Email: [email protected]

Concrete Structure Investigations assess, evaluate and report to professional consulting engineers, building owners, councils and government institutions on areas of existing reinforcement. CSI provide comprehensive reports demonstrating the reinforcing bar size, cover and location of the steel within the concrete structures. CSI also assess the condition of the concrete and steel.

Beca is one of the largest employee-owned engineering and related consultancy services groups in the Asia Pacific region. In 1918, Beca was established in New Zealand with only three employees and is still headquartered here. Now, Beca has a substantial Asia Pacific footprint with over 2,600 employees operational in 17 offices across the world.

Beca offers a wide variety of consultancy services across the Buildings, Government, Industrial, Power, Transport and Water market segments, operating from three main “hubs” – Australia, New Zealand and Asia.

Beca consults to infrastructure providers including NZ Transport Agency, Auckland Airport, Melbourne Airport and Melbourne Water. In Australia, China and New Zealand, Beca has been assisting major manufacturers of food and beverage products, building breweries and food processing plants for over 20 years.

As well as landmark projects such as the Sky Tower and Convention Centre in Auckland and Macau Tower in China, Beca has an established track record in education, hospitals and correction facilities.

For more information, please contact:

Neil Horsfield Operations Manager – Building Structures Beca Ltd

21 Pitt Street, Auckland Tel: (09) 300 9000

Supporter

MBIE’s purpose is to grow New Zealand for all. It will do this by helping businesses to be more productive and internationally competitive, and by increasing opportunities for all New Zealanders to contribute to the economy. It is strongly focused on addressing the Government priorities to rebuild Christchurch and to respond to the Canterbury Earthquake Royal Commission recommendations. MBIE is the lead agency for 177 of the 189 CERC recommendations and has a large work programme to implement lessons from Canterbury, including facilitating Canterbury rebuild, existing building resilience, post disaster building management and structural performance standards and practice work streams.

Conference Sponsors



Building Chemical Supplies LtdBuilding Chemical Supplies Ltd are the exclusive NZ importer and distributor of; Fyfe Co LLC Tyfo® Fibrwrap® Systems and MC-Bauchemie Muller GmbH & Co.

Tyfo® Fibrwrap® systems have undergone over 500 independent structural and durability tests since 1988. Tyfo® Fibrewrap® systems conform to ICC AC 125 and have a current ICC-ES certificate Number ESR-2103. Tyfo® Fibrwrap® systems also have a New Zealand CodeMark™ certificate which is proof of conformity to relevant NZBC Standards including 50 x year durability. CodeMark™ is a MBIE scheme for certifying products and is included within the latest NZTA Bridge Manual 3rd Edition for FRP strengthening.

MC-Bauchemie are a global leader in innovative injection systems, concrete repair and protection technologies.

Both Fyfe Co. and MC are trusted products that have been used successfully throughout New Zealand for the last 20 x years.

We welcome your enquiry: www.buildingchemicalsupplies.co.nz Free Phone 0800225562

Freyssinet NZ LtdFreyssinet NZ Ltd offers solutions in the Construction and Structural Repair Markets, as well as supplying Structural Hardware such as Stress Bar, movement Joints, Bearings and Seismic Devices.

Contact :

Don Asbey-PalmerP O Box 72734; Papakura; Auckland 2244Email – [email protected] Phone – 021 926 021

Brian Perry CivilProviding your strengthening solutions Right from the Start

Brian Perry Civil is a leading providing of specialist infrastructure and building solutions. Our services include retrofitting foundations; ground improvement technologies, 3D modelling, Specialist Designer Input and structural strengthening solutions. Our commitment is to provide innovative technologies responsibly and execute with excellence as both a Head Contractor and a Subcontractor.

Multiform Systems LtdMultiform Systems Ltd is exhibiting the “Dunlop Reocable Connector” which is the starter bar solution designed to connect precast elements to insitu concrete. It uses high strength reocables, which are better than stressing strand. By using this system it is possible to resist very high tensile loads generated in precast and take the forces back into the structure without using protruding and weaker starter bars. When used to connect beam-column joints in high-rise buildings expecting seismic movements it will effectively transfer these loads and allow greater movements if required.

The Dunlop Reocable is designed and manufactured in New Zealand and as part of using the system we will provide design assistance in its use.

Multiform Systems is a supplier of innovative concrete precast products best known for UltraFiber500 and for our Multiform Rail formwork system.

Please join us at our stand to discover the new way to make connections….

P: 0800 77 77 40 P: +64 9 52 777 52 E: [email protected] W: multiform.co.nz

Pacific SteelEstablished in 1962, Pacific Steel is New Zealand’s only manufacturer of reinforcing bar and coil. Pacific Steel deformed reinforcing is branded with ‘SEISMIC®’ to readily identify quality New Zealand made reinforcing steel manufactured to the AS/NZ4671 Standard that has undergone a third-party product certification process. Bars can be ordered in any length from 6m to 21m and supplied immediately after production with a test certificate showing the chemical, mechanical, and geometric test results.

SikaFew companies have the significant global experience of Sika when it comes to FRP (Fibre Reinforced Polymer) structural strengthening systems – Sika Carbodur® and SikaWrap®.

Both these industry leading systems have been proven globally on seismic strengthening projects in buildings, columns, towers, bridge decks, silos, chimneys, beams, girders and parking structures.

Exhibitors



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Promoting awareness of how and what you should be doing now, to reduce the impact of disaster on commercial properties, homes and yourselves.

TNEILISER AUCKLAND EXPO 21 – 22 March 2014

Aotea Centre, Auckland

The 2014 Resilient Auckland Expo at the Aotea Centre on Friday 21 March and Saturday 22 March will give property owners, developers, engineers and small and medium sized businesses a chance to network and learn from New Zealand’s leading engineering companies and institutions how to better prepare for and recover from natural disasters. The displays will provide information on how organisations and buildings can be made more resilient, both physically and functionally. Displays will include:• Leading engineering consultancies, including Impact Group and Opus• Hawkins Construction• Specialist suppliers of concrete, masonry and reinforcement products• ExtensivedisplaysfromleadingscientificresearchinstitutionssuchasGNS• University of Auckland and University of Canterbury This Auckland Council sponsored event will show you how resilience enhances productivity,strengthensflexibilityandencouragesinnovation,makingapositive contribution to total business performance and enhancing quality and value on a day to day basis.



venue FloorplanAotea Centre, 50 Mayoral Drive, Auckland Ph: (09) 309 2677

Aotea Centre

Opened in 1990 by Dame Kiri Te Kanawa, Aotea Centre is a multi-purpose venue of world-class design featuring optimal flexibility across the centre, the latest technology, contemporary furnishings, and a large collection of New Zealand artwork.

Comprising the ASB Theatre, the Herald Theatre and a range of foyers, bars and function rooms, the Aotea Centre is a world-class performing arts centre in the Auckland CBD, showcasing significant New Zealand artwork and a drawing international artists and events.

The Maori name “Aotea” has several meanings in English, the most common one being “White Cloud” or “beyond the mist, a new beginning”.

AOTEA CENTRE

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