ᅜ 旭 蒒 苳 缩 Ꮫ Ꮫ ఍ INTERNATIONAL SOCIETY FOR ROCK MECHANICS NEWSSociedad Internacional JOURNAL de Mecánica de Rocas

www.isrm.net 2009 Annual Review, Technical Articles on China and Rock Dynamics, Invitations to Switzerland and India

Pietre Dure ± mosaic inlay of marble and semi-precious stones ± Florence, Italy: 1st Annual ISRM Field Trip, September 2009

Annual Review 2009 Rock Dynamics Information relating to the Hong Kong Technical articles from the ISRM Rock SINOROCK Symposium, Secretary-*HQHUDO¶V Dynamics Workshop held in Report, and much more Lausanne, Switzerland

Volume 12, December 2009 See Table of Contents on Page 3

ᅜ 旭 蒒 苳 缩 Ꮫ Ꮫ ఍ INTERNATIONAL SOCIETY FOR ROCK MECHANICS Sociedad Internacional de Mecánica de las Rocas

NEWS JOURNAL

Editor-in-Chief: ISRM Secretary-General: Prof John A Hudson Dr Luis Lamas President, ISRM LNEC Imperial College and Rock Engineering Avenida do Brasil, 101 Consultants, UK P-1700-066 Lisbon, Portugal [email protected] Tel: +351 21 844 3419 Fax: +351 21 844 3021 [email protected]

Assistant Editor: ISRM Secretariat: Dr Nuno Grossmann Sofia Meess LNEC LNEC Avenida do Brasil, 101 Avenida do Brasil, 101 P-1700-066 Lisbon, Portugal P-1700-066 Lisbon, Portugal Tel: +351 21 844 3388 Tel: +351 21 844 3419 Fax: +351 21 844 3021 [email protected] [email protected]

(GLWRU¶V,QWURGXFWLRQWRWKLV9ROXPH The ISRM had another excellent Massimo Coli, was enjoyed by all the partici- year in 2009. Our main interna- pants. The 2010 ISRM Field Trip, incorporating tional conference was SINO- visits to ten geological, engineering and cultural ROCK2009, held on the Univer- sites of interest, will take place on 13-14 of June sity of Hong Kong campus in (see the invitation on page 98), i.e. the two days John A Hudson May. This was preceded by an preceding EUROCK2010 to be held in Lausanne ISRM Lecture Tour through China with lectures (see also the invitation on page 99). given by Tony Meyers, Resat Ulusay, John Harri- The main international ISRM meeting in 2010, son and myself in Beijing, Nanjing, Wuhan and where the ISRM Board and Council meets, will Hong Kong, see page 44. take place in India in association with the ARMS6 At the Council meeting in Hong Kong, Xia- symposium during the last week of October (see 7LQJ)HQJRIWKH&KLQHVH$FDGHP\RI6FLHQFHV¶ page 100, the back page of this Issue). Institute of Rock and Soil Mechanics in Wuhan The work of all the nine ISRM Commissions is was elected as the next ISRM President for the progressing well. In this Issue, we highlight the 2011-2015 period, see pages 10 and 28. His term progress of the Commission on Rock Dynamics, of office begins immediately after the ISRM 2011 and its Workshop which was held in Lausanne in Beijing Congress. 2009, see the papers in this Issue, pages 72+. As one of the many initiatives of the current In the last Issue of the News Journal, for 2008, ISRM modernisation programme, the Annual it was noted that, in addition to French and Ger- ISRM Field Trip was inaugurated in 2009 with a man, the ISRM will be recognising the use of visit to the Carrara marble quarries near Florence other languages, as an example see the Chinese in Italy, see page 22-23. The visit, organised by and Spanish on the front cover of this Issue.

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Table of Contents The 2009 ISRM Year Preservation of Ancient Sites 45 Commission Report The 2007-2011 ISRM Board 4 Radioactive Waste Disposal 47 The 2009 ISRM Year 6 Commission Report 2009 ISRM Membership 7 Rock Dynamics Commission Report 48 Report of the ISRM Board and Council 8 including the Rock Dynamics Work- Meetings, May 2009 shop Report Report of the ISRM Secretary-General 11 Rock Engineering Design Methodology 50 for 2009 Commission Report The SINOROCK2009 Symposium held 15 Rock Spalling Commission Report 53 in Hong Kong, May 2009 Testing Methods Commission Report 54 Rocha Medal Recipient 2010: 18 ISRM Membership: Joining, Benefits 58 J. Christer Andersson and Fees 2011 Müller Award application dead- 20 Organising ISRM Symposia/ISRM 59 line Events and Commissions 2012 Rocha Medal Submission dead- 21 line Technical Articles Report on the 1st Annual ISRM Field 22 Introduction to the technical articles 60 Trip, 2009 Report on EUROCK2009 held in 24 Rock Engineering in China ± Qian Qihu 61 Croatia Split Hopkinson pressure bar tests ± 72 2009 Activity Report by ISRM 26 Kaiwen Xia Vice-President for Africa Large diameter split Hopkinson pres- 76 2009 Activity Report by ISRM 28 sure bar tests ± Xibing Li et al. Vice-President for Asia FEM/DEM simulations of dynamic 80 2009 Activity Report by ISRM 33 Brazilian tests ±Giovanni Grasselli et al. Vice-President for Australasia 2009 Activity Report by ISRM 35 Constraining Paleoseismic Peak 84 Vice-President for Europe Ground Acceleration ± Yossef H. Hatzor 2009 Activity Report by ISRM 36 Explosion loading and tunnel response 88 Vice-President for N America ± Yingxin Zhou 2009 Activity Report by ISRM 39 Vice-President for S America Spalling in extreme ground motion and 92 evidence from the 2008 Wenchuan A Tribute to Professor E. I. Shemyakin 40 earthquake ± &KXQ¶DQ7DQJet al.

A Tribute to Dr M. J. Pretorius 41 ***** Introduction to the ISRM Commissions 42 Application of Geophysics 43 ISRM Corporate Members 96 Commission Report Invitation to the 2nd Technical & Cultural 98 Education Commission Report and the 44 ISRM Field Trip, June 2010, Switzerland ISRM 2009 Chinese Lecture Tour Invitation to EUROCK2010 in Lausanne, 99 Switzerland, June 2010 Invitation to ARMS6 in New Delhi, 100 India, October 2010

3

The 2007-2011 ISRM Board

John A Hudson, UK Francois Malan President Vice-President,

Africa Professor John A Hudson Dr Francois Malan Emeritus Professor, Imperial PO Box 7379 College, London, and Westgate Independent Consultant, Rock Republic of South Africa Engineering Consultants 1734 Tel: (+44) 1707 322819 Tel.: (+27) 11 482 8838

Fax: (+27) 11 482 8839

[email protected] [email protected]

Abdolhadi Anthony Meyers Ghazvinian Vice-President,

Vice-President, Australasia Asia Dr Anthony Meyers Dr Abdolhadi Ghazvinian PO Box 210 Rundle Mall Tarbiat-Modares University Adelaide Dept of Mining Engineering South Australia 5001 Faculty of Engineering Australia PO Box 14155-4838 Tel.: (+61) 8 8376 9096 Tehran, Iran Fax: (+61) 8 8376 9096 Tel.: (+98) 21 2578 470 Fax: (+98) 21 2578 470

[email protected] [email protected]

Nuno Grossmann, Derek Martin Vice-President, Vice-President, Europe North America

Dr Nuno Grossmann Prof. Derek Martin LNEC University of Alberta Av. do Brasil, 101 Dept Civil & Environmental 1700-066 Lisboa Engineering, Edmonton Portugal AB T6G 2W2 Canada Tel.: (+351) 21 844 3388 Tel.: (+1) 780 492 2332 Fax: (+351) 21 844 3026 Fax: (+1) 780 492 8198

[email protected] [email protected]

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Álvaro J. Gonzalez- Xia-Ting Feng Garcia Vice-President Vice-President, At Large

South America Prof. Xia-Ting Feng Prof. Álvaro J. Gonzalez- Institute of Rock and Soil Garcia Mechanics, The Chinese Carrera 57, No. 172-44 Academy of Sciences Bogotá D.C., Colombia Xiaohongshan Wuchang Tel.: (+57) 1 6720297 Wuhan 430071, China Fax: (+57) 1 6724251 Tel.: (+86) 27 87198913 Fax: (+86) 27 87197386

[email protected] [email protected]

Claus Erichsen Luís Lamas

Vice-President Secretary-General At Large

Dr Claus Erichsen Dr Luís Lamas WBI Prof. Dr.-Ing. Secretary General, ISRM W. Wittke LNEC, Av. do Brasil, 101 Beratende Ingenieure für 1700-066 Lisboa Grundbau und Felsbau GmbH Portugal Henricistr. 50 Tel.: (+351) 218443419 Aachen 52072, Germany Fax: (+351) 218443021 Tel.: (+49) 241 889870 Fax: (+49) 241 8898733

[email protected] [email protected]

7KHPDLQWKUXVWRIWKHQHZ,650%RDUGLV¶PRGHUQLVDWLRQ·- a key element of which is enhanced communication between all ISRM Members.

The email addresses of your regional Board representatives, together with the President and Secretary-General, are given above. We welcome contact/inquiries from current and potential ISRM Members.

Please let us know if you have any suggestions for improving the ISRM. We will do our best to implement them.

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The 2009 ISRM Year

Prepared by Luis Lamas, Portugal, ISRM Secretary-General ([email protected])

2009 ISRM Sponsored Events Key Events

January Publication of the hard copy of the News Journal Vol.11

February FedIGS Board meeting in Cairo

March Publication of the digital Newsletter No.5

April

ISRM Council meeting in Hong Kong: Lecture Tour in China x Election of Prof. Feng Xia-Ting (China) as the ISRM

President for the term 2011-2015 SINOROCK 2009, Hong Kong, China x Dr Z. Z. Liang from China presents 2009 Rocha Medal paper

May at the Hong Kong Symposium ISRM Commission Workshop Dr Jan Christer Andersson from Sweden selected as recipient (Application of Geophysics to Rock x of Rocha Medal 2010 Engineering)

x Initiatives for modernisation of ISRM

Short Course on Fracture Geology x ISRM By-law No. 5 revised

Rock Dynamics Workshop, Lausanne, June Publication of the digital Newsletter No.6 Switzerland

July

August

September 1st ISRM annual technical and cultural field trip to the Carrara marble quarries Publication of the digital Newsletter No.7 in the Florence region in Italy

October EUROCK 2009 ± Rock Engineering in Difficult Ground Conditions ± Soft

Rocks and Karst, Cavtat (Dubrovnik), Croatia

November FedIGS Board meeting in Ghent

December Publication of the digital Newsletter No.8

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2009 ISRM Membership

Prepared by Luis Lamas, Portugal, ISRM Secretary-General ([email protected])

ISRM COUNCIL MEETING 2009 MEMBERSHIP IN MAY 2009 Hong Kong, CHINA Ordinary - Correspondi ng - Corporate Monday, 18 May, 14h00

AFRICA ASIA AUSTRALASIA COUNTRIES EU ROPE N AMERICA S AMERICA

0 1 0 A lgeria ARGENTINA 7 1 0 223 6 3 A USTRALIA AUSTRIA 298 0 0 020 Bahrain BELGI UM 36 1 0 BRAZI L 68 0 1 Bulgaria 0 2 0 CANADA 259 2 0 CHILE 14 2 0 502 6 14 CHINA CO LOM BI A 1 4 1 0 Costa Rica 0 2 0 CROATIA 159 1 0 CZECH REP. 22 0 0 DENMARK 3 0 0 0 1 1 Egipt 010 Ethiopia FINLAND 70 0 1 FRANCE 171 0 10 GERMANY 320 2 6 21 0 0 GHANA GREECE 131 1 0 HUNGARY 10 0 0 304 1 0 INDIA 27 2 0 INDONESIA 102 11 0 I RA N Ireland 0 1 0 19 0 0 ISRAE L ITALY 216 3 3 384 2 44 JAPAN 51 0 2 KOREA R 0 2 0 Malaysia Malta 0 0 1 MEXI CO 13 1 0 6 2 0 MIDDLE EAST ASI A 6 0 0 NEPAL NETHERLANDS 26 0 0 95 1 0 NEW ZEALAND 0 1 0 Nigeria NO RW A Y 20 7 1 2 PARAGUAY 6 0 0 PERU 8 2 0 P OLA ND 62 0 0 PORTUGAL 141 0 9 010 Qatar RUSSIA 33 1 1 Servia 0 1 0 62 2 0 SI NG APO RE SLOVAKIA 10 0 0 SLO VENI A 34 0 0 2 76 1 4 SO UTH A FRI CA 45 0 0 SOUTH EAST ASI A SPAIN 214 3 0 SWEDEN 232 0 13 SWITZERLAND 161 1 4 TURKEY 121 0 0 UNITE D KI NG DO M 27 6 4 2 US A 431 6 4 VENEZUELA 11 0 0 030 Zambia 297 8 5 1508 31 60 318 7 3 2953 22 52 703 9 4 128 8 1 2 NGs 11 NGs 2 NGs 23 NGs 3 NGs 67 NGs

TOTALS: Members - 5907 Ordinary National Groups - 48 85 Corresponding 125 Corporate

7

Reports of ISRM Board and Council Meetings, May 2009

Luis Lamas, Portugal, ISRM Secretary-General ([email protected]) ISRM Board Meeting 2009 x Availability of literature (V-P Africa) This meeting was held in conjunction with the x Website strategy (V-P Asia) 2009 ISRM International Symposium Rock Char- x Membership numbers and improving the acterization, Modelling and Engineering Design benefits to members (V-P Australasia) Methods (SINOROCK 2009), in Hong Kong, on x Major technical issues (V-P North America) 17 May 2009. The meeting was chaired by the x Strategy for interaction with other Societies President of the ISRM, John A Hudson, and was (V-P South America) attended by all the Vice-Presidents of the respec- x Lecture tours and educational material (V-P- tive geographical areas, by the two Vice-Presidents at-Large Dr Claus Erichsen) -at-Large, and by the Secretary-General. x Content of ISRM International Symposia and The subjects covered were as follows: Conferences (V-P-at-Large Prof. Xia-Ting x Report by the President on the main decisions Feng) taken after the last Board meeting x Brief presentation by the Secretary-General ISRM Council Meeting 2009 on finances and budget for 2010 The ISRM held its Council meeting on 18 May x Co-operation with sister societies - FedIGS, 2009 in conjunction with the ISRM International and with ITA Symposium 2009 (SINOROCK 2009) in Hong x Summary by the President on the activity of Kong, China. 43 of the 48 National Groups were the ISRM Commissions represented and one Past President was present. x Rocha Medal 2010 ± selection of the winner The ISSMGE President and most of the ISRM th x Report on the progress of the 12 ISRM Inter- Commission Chairmen attended the meeting as national Congress to be held in China in 2011 well as the three candidates for the election for and of the ARMS6 to be held in India in 2010 President 2011-2015 x Information by the Secretary-General of other endorsed ISRM events: EUROCK2009 to be Report of the President held in Croatia in October 2009 and The President referred to the nine ISRM Commis- EUROCK2010 to be held in Switzerland sions currently active and the initiatives to mod- x Proposed amendments to ISRM By-law No. 5 ernise the Society, applauded the success of the Organisation of ISRM Symposia electronic Newsletter and noted the increasing x Discussion on the ISRM endorsement of the number of ISRM Members. The President listed 5th International Symposium on In-Situ Rock the Conferences and Symposia held so far during Stress in China in 2010, of the 3rd Workshop his term of office and those already endorsed in on Rock Mechanics and Geo-Engineering in the near future. Volcanic Environments in Tenerife in 2010 and the EUROCK2012 - Rock Engineering Reports of the Regional Vice-Presidents and Technology in Stockholm in 2012 Each Vice-President presented a report on the x Presentation on the initiatives for the mod- activities carried out in the respective geographi- ernisation of the ISRM cal areas. x Interim Board meeting and Seminar in Bogotá, Colombia in February 2010 Report of the Secretary-General Special attention was given to the initiatives The Secretary-General presented his report, under way to modernise the ISRM, each Board informing the meeting, besides other issues, on member having reported on the following the evolution of membership; on the exclusion of assigned topics, indicating the strategy for attain- Iceland from the ISRM; on the Rocha Medal win- ing the proposed objectives: ner; News Journal and Newsletter, ISRM website x Prizes and certificates (President) and Virtual Library. This report is included in this x Communication with members, Newsletter, Issue of the News Journal, see pages 11-14. News Journal (President, V-P Europe, Secre- tary-General)

8

Accounts of 2008 and Budget for 2010 Joint Technical Committees and noted that the The ISRM accounts of 2008 and the Budget for first meeting of the Liaison Committee was to 2010 were approved. take place in Antwerp, in November 2009. The President informed the Council that, as a Approval of Amendments to the ISRM By- result of the Memorandum of Understanding Law No.5 signed between ISRM and ITA, a Joint Action The Council approved the revision to the ISRM Group on Site Investigation Strategy for Rock By-Law No. 5 Organization of ISRM Sponsored Tunnels had been created with the task to prepare meetings proposed by the Board. The major a guidance document, and three ISRM members changes are: the ISRM will sponsor one regional had been appointed for ITA Working Groups. symposium in each region, each year; there will be a new category of sponsored events, termed ISRM Commissions Specialized Conferences, with a smaller contribu- The President informed the meeting of the nine tion to the ISRM; the ISRM members will obtain existing Commissions and emphasized their gen- a reduction of at least 20% in the fees in all ISRM eration of significant new products. Reports on sponsored events; and the copyright of the pro- their activity were presented by the respective ceedings of the International Symposia will re- Chairmen or their representatives: main with the ISRM and may be shared with an- x Education other organisation. x Geophysics x Mine Closure Announcement of the Rocha Medal 2010 x Preservation of Ancient Sites winner x Radioactive Waste Disposal The Council was informed that the Board decided x Rock Dynamics to award the Rocha Medal 2010 to Dr Jan Chris- x Rock Engineering Design Methodology ter Andersson, for his thesis ³5RFNPDVVUHVSRQVH x Rock Spalling to coupled mechanical thermal loading - Äspö x Testing Methods SLOODUVWDELOLW\H[SHULPHQWV6ZHGHQ´. Dr Anders- son will receive the award at the 2010 Interna- (continued on next page) tional Symposium in New Delhi, India. The Board also awarded two runner- up certificates - Proxime Accessit certificates - to Dr Yoon Jeoung Seok, from Korea, for the thesis ³+\GUR-mechanical coupling of shear induced rock fracturing by ERQGHG SDUWLFOH PRGHOOLQJ´ and to Dr Abbas Taheri, from Iran, for the thesis ³6WXG\ RI VKHDU strength and deformability prop- erties of rock masses by in-situ DQGODERUDWRU\WHVWLQJPHWKRGV´.

Co-operation with Sister Societies, FedIGS The ISSMGE President, present in the meeting, briefly explained the involvement of ISSMGE in FedIGS, the FedIGS Board meet- ings and the work done by several Some of the National Group representatives at the ISRM Council meeting in the Hong Kong University Council Chamber room

9

Reports of ISRM Board & Council Meetings, May 2009 (cont.)

ISRM sponsored meetings x 23-27 October 2010, New Delhi, India - New Delhi was confirmed as the venue for the ARMS6 - International Symposium on 2010 ISRM annual meetings, to be held in Oct- Advances in Rock Engineering: the 2010 ober, in conjunction with the 6th Asian Rock ISRM International Symposium Mechanics Symposium ARMS6. x 16-21 October 2011, Beijing, China - Harmo- The organisers of the ISRM sponsored events nising Rock Mechanics and the Environment: presented the progress on their organisation: the 12th ISRM International Congress x 19-22 May 2009, Hong Kong, China - SINO- ROCK2009 - Rock Characterization, Model- Application to host the 13th International ling and Engineering Design Methods: the Congress in 2015 2009 ISRM International Symposium Two applications were received and both were x 29-31 October 2009, Cavtat (Dubrovnik), presented to the Council as follows: Croatia - EUROCK2009 - Rock Engineering x ³,QQRYDWLRQVLQ$SSOLHGDQG7KHRUHWLFDO5RFN in Difficult Ground Conditions - Soft Rocks 0HFKDQLFV´, to be held in Montréal, Canada, and Karst: an ISRM Regional Symposium was proposed by the Canadian Rock Mechan- x 30 May-1 June 2010, Canary Islands, Spain - ics Association and presented by Prof. Ferri 3rd International Workshop on Rock Mechan- Hassani; and ics and Rock Engineering in Volcanic Envi- x ³5RFN(QJLQHHULQJ- Present Technology and ronments: the first ISRM Specialized Confer- )XWXUH &KDQJHV´, to be held in Agra, India, ence was proposed by the ISRM National Group of x 16-18 June 2010, Lausanne, Switzerland - India and was presented by Prof. Ramamurthy EUROCK2010 - Rock Mechanics in Civil and The decision on the venue of the 13th Interna- Environmental Engineering: an ISRM Re- tional Congress will be taken by the Council in gional Symposium October 2010 in New Delhi, India. th x 25-27 August 2010, Beijing, China - 5 Inter- national Workshop on Rock Stress: an ISRM Election of the ISRM President for 2011- Specialized Conference 2015 The President explained the voting process according to the ISRM Statutes and presented the three candidates, Prof. Xia- Ting Feng from China, Dr Claus Erichsen from Germany and Prof. François Heuzé from the USA, who each gave a five minutes presentation to supple- ment their website video. After the vote counting, Prof. Xia-Ting Feng was elected as the next ISRM President for the term of 2011-2015. He will start his term of office after the 12th International Congress of the ISRM, which will take place in Beijing, China, in 2011. A CV of Prof. Xia-Ting Feng is given on page 28 of this

Votes being collected by Sofia Meess of the ISRM Secretariat Issue. at the Council meeting in Hong Kong

10

Report of the ISRM Secretary-General for 2009

Luis Lamas, Portugal, ISRM Secretary-General ([email protected]) 1. National Groups and membership National Groups

The current number of ISRM National Groups is 49 50 47 47 48 48 45 45 45 45 46 46 46 46 48. The Table below presents the situation regard- 43 ing ISRM membership, per country and per re- 40 gion, in May 2009. Iceland was excluded from the 30

ISRM owing to lack of contact during the last five 20 years. The present numbers of individual and cor- 10 porate members are: 0 1996 1997 1998 1999 2000 2001 2002 2003 2004 2005 2006 2007 2008 2009

The distribution of individual and corporate members in each geographic region is shown below. Individual members

S America; 136; 2% Africa; 305; 5% When compared with the figures presented at N America; 712; the previous meeting, this corresponds to an 12% increase of 494 individual members (8.2%) and a Asia; 1539; 26% decrease of 17 corporate members (13.6%). The graphics below present the evolution of the num- ber of ISRM members and National Groups in the last 14 years. Individual members Australasia; 325; 5% 5992 6000 Europe; 2975; 5540 5588 5498 5354 5123 5190 50% 4978 5022 4998 5000 4804 4789 4755 4853

4000 Corporate members 3000

2000 S America; 1; 1000 N America; 4; 1% Africa; 5; 4% 3% 0 1996 1997 1998 1999 2000 2001 2002 2003 2004 2005 2006 2007 2008 2009

Europe; 52; Corporate members 45% Asia; 60; 48%

200 187 174 167 164 167 158 142 150 136 132 136 133 130 129 125

100 Australasia; 3; 2%

50 The following graphic shows the recent evolu- 0 tion of the number of individual members in each 1996 1997 1998 1999 2000 2001 2002 2003 2004 2005 2006 2007 2008 2009 geographic region.

11

Report of the ISRM Secretary-General for 2009 (cont.)

Individual members

2975 3000 2814 2827 2849 2631 2639 2671 2500

2000 Africa Asia 1539 1500 1318 Australasia 1148 Europe 1004 1049 1000 844 889 N America 712 S America 562 585 576 499 517 502 500 340 340 359 361 369 274 327 328 303 302 303 320303 325 180 140 122 101 123 132 136 0 2003 2004 2005 2006 2007 2008 2009

2. Payment of fees 4. ISRM-sponsored meetings The situation of the National Groups as regards The Secretariat provided assistance to the Vice- payment of fees is as follows: Presidents and National Groups in the formulation of agreements and the spreading of information Unpaid in 2008: Ghana, Hungary, Mexico and regarding the different ISRM Sponsored Meet- Slovakia. ings. Paid in 2009 (as at 18 May 2009): At the ISRM Council meeting in Tehran, last Austria, Belgium, China, Colombia, Croatia, November, the Council approved the following Finland, Germany, India, Iran, Korea, Nepal, Neth- Symposium as the ISRM International Sympo- erlands, Norway, Portugal, Russia, Switzerland, sium for 2010: the 6th Asian Rock Mechanics Turkey and UK. Symposium on Advances in Rock Engineering, ARMS6, to be held in New Delhi, India, in Octo- 3. Federation of International Geo- ber 2010 (see back cover of this Issue). Engineering Societies ± FedIGS As already reported, the Federation of the Interna- 5. Rocha Medal tional Geo-Engineering Societies (FedIGS) During the 2009 International Symposium in Iran, started its activity in January 2008 under the the Rocha Medal Award Committee selected, as Chairmanship of Prof. William van Impe for the the winner of the 28th prize (Rocha Medal 2009), term 2008-2011. Since November 2008, its Board the thesis submitted by Dr Li Gang from China, met once in Cairo, Egypt, on 27 February 2009. HQWLWOHG ³([SHULPHQWDO DQG 1XPHULFDO 6WXG\ IRU The main items discussed at the meeting dealt Stress Measurements by Jack Fracturing and Esti- ZLWK WKH GHILQLWLRQ RI )HG,*6¶V PLVVLRQ VWDWH PDWLRQRI6WUHVV'LVWULEXWLRQLQD5RFN0DVV´ ment, the role to be played by the Liaison Com- This work, selected from among ten shortlisted mittee composed of representatives of relevant theses, had been submitted to the Yamaguchi Uni- industries and/or institutes, the progress achieved versity in Japan. The award was conferred during by the 8 Joint Technical Committees (JTCs) and the 2009 ISRM International Symposium in Hong the organisation of the First FedIGS Conference Kong. anticipated to be held in Hong Kong in 2012.

12

6. ISRM News Journal and Newsletter A series of downloadable ISRM Lectures on One hard copy of the News Journal was published rock mechanics and rock engineering was inaugu- and distributed by air mail to all members of the rated. Dr Erik Eberhardt of the University of Brit- ISRM. This 100 page Issue (Vol. 11, December ish Columbia in Canada kindly donated 15 lec-  FRQWDLQVWKHDQQXDOUHYLHZRIWKH6RFLHW\¶V tures on rock mechanics and rock engineering, activity for 2008 and technical articles from sev- which provide clear overviews of each subject eral countries on rock mechanics aspects of the covered. The ISRM is very grateful to Dr Eber- conservation of ancient monuments and sites. An hardt for his generosity in providing these excel- electronic version of this Volume was also posted lent, well-prepared lectures. They were made on the website. available to members in January and the success A CD-ROM was prepared and published con- of this initiative can be confirmed by the sharp taining digital versions of all the ISRM News increase in the downloads during that month. Journal issues since the first one in 1992 and was The results of the survey of members under- distributed free to ISRM members, together with taken to provide useful directions for the moderni- the last News Journal Issue, and is available for sation of the Society and improvement of the So- purchase from the Secretariat. FLHW\¶VDFWLYLWLHVKDYHEHHQGLVVHFWHGDQGDQDO\VHG One issue of the Newsletter was published in and can be viewed on the website, together with December 2008 and another in March 2009. All VXJJHVWLRQVE\WKHPHPEHUVRIWKHµELJTXHVWLRQV¶ members registered on the website, as well as all which still remain to be resolved in rock mechan- those who subscribed to the Newsletter, receive ics. them by email. The Newsletters are also available As another component of the current ISRM for download from the ISRM website. %RDUG¶VPRGHUQLVDWLRQSURJUDPPHDQGWRHQVXUH that ISRM members have the opportunity to learn 7. ISRM Website DERXW WKH FDQGLGDWHV¶ H[SHULHQFHV DQG SURSRVHG The website of the ISRM (www.isrm.net), programmes for the office of President, whose launched on 1 April 2005, is the main means of election took place at the Hong Kong Council information on the ISRM and the main channel meeting this May, the nomination documents of for communication with the members. Most bene- the three candidates, together with video presenta- fits being offered to the members are available tions, could be viewed and downloaded from the ZLWKLQ D SDVVZRUG SURWHFWHG PHPEHUV¶ DUHD ISRM website. Statistics of the usage to April 2009 are summa- rised in the graph below. 8. Virtual Library The progress in negotiating the permission from Statistics of ISRM website usage the copyright holders to upload the 600 360 already digitised ISRM eleven Inter-

330 national Congresses and the 31 In- Daily Averages 500 300 ternational Symposia in an online database, is slowly advancing, as 270 well as the negotiation with One- 400 240 Petro.org to enable the use of their 210 platform to store all the ISRM infor- 300 180 mation and to make it available for

150 purchase.

200 120 Number of visits

Mbytes downloaded 9. Educational and 90 promotional items 100 60 As in previous years, the ISRM edu- Visits 30 Downloads cational material available from the 0 0 Secretariat has been in demand, and Apr-05 Aug-05 Dec-05 Apr-06 Aug-06 Dec-06 Apr-07 Aug-07 Dec-07 Apr-08 Aug-08 Dec-08 Apr-09

13

Report of the ISRM Secretary-General for 2009 (cont.)

most of it is available in the ISRM website, for free download by the ISRM members. 2QHRI'U(ULN(EHUKDUGW¶VOHFWXUHV 7KH ³%OXH %RRN´ The Complete ISRM Sug- available on the ISRM website gested Methods for Rock Characterization, Test- ing and Monitoring: 1974-2006, launched during the 11th Congress in July 2007, represented, by far, the majority of the sales during this period.

10. Secretariat The work of the Secretariat staff includes admin- istrative (correspondence, filing, etc.), financial (payments and receipts, accountancy), and secre- tarial (drafting minutes of meetings, supporting documents, letters) tasks. The Secretary General, with the help of the Webmaster and of the Secre- The life of the Society and the activity of the Se- tariat, is also responsible for managing the web- cretariat during the period corresponding to this site and, since the beginning of 2008, for produc- report were marked by: ing and distributing the quarterly electronic x implementation of the modernisation initia- Newsletters. tives defined by the Board; Mrs Sofia Meess was appointed as Executive x continuation of the trend of an increase in the Secretary of the ISRM and started her activity in number of individual members of the Society; the middle of last January and in Hong Kong x increase in the website content and the num- attended for the first time the annual ISRM meet- ber of visitors and documents downloaded. ings. x publication of the CD-ROM with all the pre- vious issues of the ISRM News Journal. 11. Support afforded As usual, the Secretariat made ample use, at no Luís M. N. Lamas, charge, of a number of facilities available at the Lisbon, May 2009 Portuguese National Laboratory for Civil Engi- neering ± LNEC. This included use of office rooms and of other facilities offered to the Secre- tariat, support in secretarial and book keeping work, telephone and fax, as well as use of /1(&¶V FRPSXWHU QHWZRUN namely for internet access and e- mails. This support has long been instrumental to the well- being of the Society and is very much appreciated. The Secretariat also thanks the Portuguese Foundation for Sci- ence and Technology, FCT, for the courtesy in providing a grant to the Society.

12. Final remarks

Home page of the ISRM website: www.isrm.net

14

The SINOROCK2009 Symposium held in May in Hong Kong

John A Hudson, UK ([email protected]) and Alan Kwong, Hong Kong Following the first SINOROCK Symposium, which was held at the Three Gorges Dam Project site in China in 2005, the second SINOROCK Symposium was held on the University of Hong Kong campus in May 2009. The Symposium was organized by the International Society for Rock Mechanics, The University of Hong Kong, the Chinese Academy of Sciences and the Chinese Society for Rock Mechanics and Engineering. The venue of the symposium was The University of Hong Kong campus. The main organizing per- sonnel were Xia-Ting Feng, John A Hudson, George Tham and Alan Kwong, with strong sup- port from Aggie Sung. The aims of the SINOROCK symposia are: a) to On the field trip component of the Fracture follow the rock engineering design process Geology Short Course preceding through the sequence of rock characterisation, SINOROCK2009, John Harrison explains the modelling, and then design; and b) to provide a engineering significance of rock fractures on forum for rock mechanics researchers and engi- site at the Shek O quarry in Hong Kong neers from the East and the West to exchange lectures by John Cosgrove, John Harrison and views. John Hudson of Imperial College, UK and The SINOROCK Symposium was preceded on Kimmo Kemppainen of the Posiva company in  0D\  E\ RQH 6KRUW &RXUVH ³6WUXFWXUDO Finland. The Short Course included a field trip Geology - Understanding of Rock Fractures for visit to the Shek O quarry in Hong Kong. The ,PSURYHG5RFN0HFKDQLFV&KDUDFWHULVDWLRQ´ZLWK Short Course was well attended by around 40 par- ticipants, most of whom can be seen in the two photos below. The ISRM Board, Council and Commission meetings were held on 17th and 18th May. The records of the Board and Council meetings have been reported by the ISRM Secretary-General, Luis Lamas, on pages 8-10 of this Issue and the reports of the Commission Presidents are also in- cluded in this Issue²see the Table of Contents on page 3. In addition, the 2009 ISRM Chinese Lecture Tour preceded the SINOROCK2009 Symposium Kimmo Kemppainen awaits his turn to lecture ± as reported by Meifeng Cai on the activities of

John Cosgrove lecturing on the geological origin of rock fractures during the Short Course that preceded the SINOROCK2009 Symposium

15

SINOROCK2009 Symposium held in May in Hong Kong (cont.)

the ISRM Education Commission, see page 44 of this Issue. The SINOROCK2009 Symposium itself took place on 19-22 May. There were eight Keynote lectures ± by Zuyu Chen, John Cosgrove, Mal- colm Gibson, Bezalel Haimson, Li Gang (Rocha Medal Award), Qihu Qian, Shunsuke Sakurai and Ju Wang. There were Technical Site Visits in the after- noon of 21 May to: the Rock Cavern on the Cen- tennial Campus of the University of Hong Kong; the Hong Kong West Drainage Tunnel Project; and the Geotechnical Engineering Office, Civil Engineering Development Department, Hong Kong Government. The Symposium Banquet was held on 21 May 2009 in the floating Jumbo restaurant. At the Closing Ceremony, the two Best Paper $ZDUGV ZHUH JLYHQ IRU ³*,6-Based Approaches to Earthquake-Induced Landslide Hazard Zona- WLRQ´ E\  +XD\DQJ /XR :HQG\ =KRX  6FRWW +XDQJ DQG ³*HRPHFKDQLFDO 6WDELOLW\ DQG ,QWHJ rity of Radioactive Waste Repositories in Salt 5RFN´E\6WHIDQ+HXVHUPDQQ6DQGUD)DKODQG  Ralf Eickemeier. More than 250 participants from all over the world attended the symposium. One volume of the proceedings containing keynote papers and extended abstracts from all the contributed au- thors was published in paper format and another volume containing the full papers was published in electronic format within a CD. The papers cover the broad spectrum of progress that has been developed in geo-engineering since the last SINOROCK Symposium held in 2005.

Alan Kwong (on-site organiser) and Some of the many speakers at the Wenli Xu (secretary of the CSMRE) SINOROCK2009 Symposium

16

襦 糑 蒒 苳 2009

SINOROCK Meeting of the ISRM Meeting of the ISRM emblem Testing Methods Commission Spalling Commission

Xia-Ting Feng and his Qian Qihu, President of the Li Gang receives the Rocha Award wife after becoming the Chinese Society for Rock from John A Hudson ISRM President-Elect Mechanics and Engineering

Carol Hudson and Field trip to the cavern construction on Luis Lamas, Sofia Meess, Aggie Sung The University of Hong Kong campus Aggie Sung and George Tham

The floating restaurant where the A relaxing meal ± SINOROCK banquet was held George Tham is second from the right

17

Rocha Medal Recipient for 2010: J Christer Andersson

Christer was born in 1974 in Kiruna Sweden and obtained his x M.Sc. in Civil Engineering, Chalmers Univer- sity of Technology, Göteborg Sweden, in November 1998, and his x Ph.D. in Rock and Soil Mechanics, Royal Institute of Technology, Stockholm Sweden, in March 2007. The Rocha Medal Award The ISRM Board decided at its Tokyo meeting in Christer currently works for Vattenfall Power September 1981, to institute an annual prize with Consultants and was employed by the Swedish a view to honour the memory of Past-President Nuclear Fuel and Waste Management Co. at the Prof. Manuel Rocha. Following the formation of Äspö Hard Rock Laboratory between 1998 and the ISRM by Prof. Müller, Prof. Rocha organized 2008. the first ISRM Congress and he was the leader responsible for transforming this initial interna- PhD Thesis by the 2010 Recipient: tional collaboration into an international scientific J Christer Andersson association, having for the purpose established the 7KH WLWOH RI KLV 3K' WKHVLV LV ³5RFN 0DVV 5H fundamental principles which have guided and sponse to Coupled Mechanical Thermal Loading, supported the ISRM activity through the years. bVS| 3LOODU 6WDELOLW\ ([SHULPHQW 6ZHGHQ´ 7KH The Rocha Medal is intended to stimulate young following text is a summary of the PhD thesis researchers in the field of rock mechanics. The specially written by the author for the ISRM prize, a bronze medal and a cash prize, has been News Journal. annually awarded since 1982 for an outstanding doctoral thesis selected by a Committee appointed ***** for the purpose. Spalling will be one of the design issues for the Swedish nuclear waste repository that will be lo- The 2010 Recipient: cated in hard crystalline rock at approximately J Christer Andersson of Sweden 500 m depth. It was therefore decided to perform the Äspö Pillar Stability Experiment to provide an in situ estimate of the yielding strength of the rock mass. The general layout of Äspö HRL is presented in Figure 1. The experiment was designed to concentrate the in situ stresses to a level when spalling is initiated and then to monitor the spalling process. At 450 m depth, an oval, 7.5 m high and 5 m wide ex- perimental tunnel was excavated perpendicular to the principal stress direction (Figure 2). Two 1.75 m diameter 6.5 m deep boreholes in the floor of the tunnel formed a 1 m wide pillar. The first large hole was confined by a bladder- with water pressure. Electrical heaters in bore- holes were used to slowly increase the stresses so J Christer Andersson that the spalling propagated along the pillar wall The recipient for 2010 is Dr J. Christer Anders- in a controlled manner. The spalling process was son, Senior Rock Mechanics Engineer, Luleå, monitored by visual observations, displacement Sweden. and temperature measurements and an Acoustic [email protected]. Emission system.

18

By modelling the combined mechanical, ther- mal stress in the pillar during the experiment, the spalling strength of the rock could be estimated. The mean value for the spalling strength was found to be 0.59Vc (125 MPa) ± which is compa- rable with results from the Mine-By Experiment at the URL in Canada where the spalling strength was estimated to be 0.55Vc. Other findings from the experiment were as follows. x Spalling fractures are likely formed by exten- sile forces and propagate parallel to the maxi- mum tangential stress. x By applying small confining pressures (a few hundred kPa), spalling can be prevented or stopped if already initiated. x Spalling clearly initiates when the stress in the rock reaches the spalling strength, but nothing observable occurs at lower stress levels. Figure 1. Äspö Hard Rock Laboratory x Time dependency for the spalling process was not observed during the experiment. x The crack initiation stress obtained from strain gauge data when performing uniaxial compressive tests can be used to obtain a con- servative estimate of the spalling stress. For this case, the mean crack initiation stress was approximately 0.45Vc . After completion of the experiment, the pillar was removed in five big sawn blocks for charac- terisation purposes (Figure 3).

Figure 3. The boring of the two large holes Figure 2. Isometric view of the experimental formed the pillar. The pillar has been removed tunnel and planar view of the instrumentation. in five sawn blocks.

19

6th ISRM Müller Award: Application Deadline

Nominations for the 2011 Müller Award must reach the ISRM Secretary-General not later than 16 April 2010 at [email protected]

The Award honours the memory of Professor Dr Nominations are to be addressed to the ISRM Leopold Müller, the Founder and First President Secretary-General, and shall include the name and of the International Society for Rock Mechanics. address of the nominee and of the nominating The Award is made once every four years at the National Group; a summary of up to 1000 words ISRM Congress, in recognition of distinguished GHVFULELQJ WKH QRPLQHH¶V DFKLHYHPHQWV DQG FRQ contributions to the profession of rock mechanics WULEXWLRQV DQG D OLVW RI WKH QRPLQHH¶V SXEOLFD and rock engineering. tions. The nominations will be voted by secret ballot Past Recipients: at the next Council meeting to be held in New 1991 E. Hoek CANADA Delhi in October 2010. The selected nominee will 1995 N. Cook USA receive the award and deliver the Müller Lecture 1999 H. Einstein USA at the 12th ISRM International Congress in Bei- 2003 C. Fairhurst USA jing, in October 2011. 2007 E.T. Brown AUSTRALIA All relevant information on the Müller Award, namely regarding the nomination procedure, can Candidates are to be nominated by the ISRM be obtained from the ISRM By-law No. 8. on the National Groups. Each National Group may pro- ISRM website, http://www.isrm.net. pose one candidate, with no restrictions on who may be nominated.

7HG%URZQ¶V0OOHU$ZDUG0HGDODQG/HFWXUH3UHVHQWDWLRQ in Lisbon, Portugal at the 11th ISRM Congress

20

2012 Rocha Medal Submissions: Application Deadline

International Society for Rock Mechanics

ROCHA MEDAL 2012

Since 1982 a bronze medal and a cash prize have been awarded annually by the ISRM for an outstanding doctoral thesis in rock mechanics or rock engineering, to honour the memory of Past President Manuel Rocha while stimulating young researchers.

Starting with the Rocha Medal 2010, one or 2 runner-up certificates may also be awarded. An invitation is now extended to the rock mechanics community, and especially to Faculty members, for nominations for the Rocha Medal 2012. Full details on the Rocha Medal are provided in ISRM By-law No. 7.

Application Past Recipients

To be considered for an award the candidate must 1982 A.P. Cunha PORTUGAL be nominated within two years of the date of the 1983 S. Bandis GREECE official doctorate degree certification. 1984 B. Amadei FRANCE Nominations shall be by the nominee, or by the 1985 P.M. Dight AUSTRALIA nominee's National Group, or by some other person 1986 W. Purrer AUSTRIA or organization acquainted with the nominee's work. 1987 D. Elsworth UK Nominations shall be addressed to the Secretary 1988 S. Gentier FRANCE General and shall contain: 1989 B. Fröhlich GERMANY ƒ a one page curriculum vitae; 1990 R.K. Brummer SOUTH AFRICA 1991 T.H. Kleine AUSTRALIA ƒ DZULWWHQFRQILUPDWLRQE\WKHFDQGLGDWH¶V1DWLRQDO 1992 A. Ghosh INDIA Group that he/she is a member of the ISRM; 1993 O. Reyes W. PHILIPPINES a thesis summary in paper and digital formats, ƒ 1994 S. Akutagawa JAPAN written in English, with between 5,000 and 10,000 1995 C. Derek Martin CANADA words, detailed enough to convey the full impact of 1996 M.P. Board USA the thesis and accompanied by selected tables and 1997 M. Brudy GERMANY figures; 1998 F. Mac Gregor AUSTRALIA ƒ one copy of the complete thesis and one copy of 1999 A. Daehnke SOUTH AFRICA the doctorate degree certificate; 2000 P. Cosenza FRANCE ƒ a letter of copyright release, allowing the ISRM to 2001 D.F. Malan SOUTH AFRICA copy the thesis for purposes of review and 2002 M.S. Diederichs CANADA selection only; 2003 L. M. Andersen SOUTH AFRICA ƒ an undertaking by the nominee to submit an article 2004 G. Grasselli ITALY describing the work, for publication in the ISRM 2005 M. Hildyard UK News Journal. 2006 D. Ask SWEDEN 2007 H. Yasuhara JAPAN Application Deadline 2008 Z.Z. Liang CHINA 2009 G. Li CHINA The nomination must reach the ISRM Secretary 2010 J.C. Andersson SWEDEN General by 31 December 2010. All relevant information can be obtained from the ISRM website, at http://www.isrm.net.

21

Record of the First Annual ISRM Technical and Cultural Field

John A Hudson, UK ([email protected]) The idea for an annual ISRM Field Trip was There were five main Field Trip visits: generated by the modernisation programme 1. Gioia Quarry ± Carrara marble currrently being implemented by the ISRM 2. Carlone underground mine ± Carrara marble Board. It is intended that these Field Trips should 3. Dainese marble Quarrying museum have both technical and cultural aspects ² so this 4. Mine museum and Impero shaft at Gavorrano first one, originating in Florence, Italy, and visit- 5. Temperino disused mine, San Silvestro Park. ing the Carrara marble quarries, was an ideal start. Professor Massimo Coli (see below) of the 22 participants took part in the Field Trip which Department of Earth Science, University of started in Florence on Monday 21 September and Florence, was the Field Trip Leader supported by finished also in Florence on Tuesday 22 Septem- his colleague Professor Carlo Alberto Garzonio of ber 2009. the Department of Restoration and Conservation of Architectural Heritage, together with other members of the University of Florence.

Section of the Carrara marble quarry showing how the marble is removed in blocks

Marble blocks ready for wire cutting

Professor Massimo Coli ISRM Field Trip Leader (with Carrara marble in both the foreground Close-up of the diamond wire used for cutting and the background) the marble blocks

22

Trip to the Carrara Marble Quarries in Italy: 21-22 Sept 2009

Concluding one of the excellent Italian meals ² in Colonnata

On the first day, we visited the Carrara Marble quarries from which Michelangelo took the mar- Field trip transport through the Temerino- ble for his masterpieces (see photographs on the Lanzi mine in the San Silvestro Park left-hand page) and an underground marble mine Professors Coli and Garzonio have written a (see photograph at the bottom of this page). Guide Book for this 1st ISRM Field Trip which is On the second day, we visited the XXth century available to ISRM Members from the ISRM web- disused mine of Gavorrano, and the Etruscan and site. Among related papers of interest is one by medieval mine located at the San Silvestro site of Emma Cantisani et al. 2009, IJRMMS, 46, on the Metalliferous Hills National Park. thermal stresses in the Apuan marbles.

Field Trip participants in the underground Carrara marble mine, Italy

23

Report on the EUROCK2009 Symposium held in Croatia

Ivan Vrkljan, Croatia, EUROCK2009 Chairman ([email protected]) EUROCK2009, the 13th EUROCK The fact that most papers submitted for was organised by the Croatian Geo- this symposium were related to the technical Society and held in Cavtat, WKHPH ³5RFN SURSHUWLHV WHVWLQJ PHWK Dubrovnik, Croatia, 29±31 October RGVDQGVLWHFKDUDFWHUL]DWLRQ´LQGLFDWHV 2009. It was a continuation of the that present-day engineers and scien- successful series of regional ISRM tists are fully aware of the problem of symposia for Europe, which began in determining the mechanical properties 1992 in Chester, UK, and will be of the rock mass, and that they recog- continued next year as the 14th nise this problem as a key pre- EUROCK to be held in Lausanne, Switzerland. condition for successful modelling of every geo- EUROCK2009 was organised and chaired by technical assignment in or on rock masses. Ivan Vrkljan. Professor John A. Hudson, ISRM President, Dr. EUROCK2009 focussed on recent develop- Nuno F. Grossmann as ISRM V.P. for Europe and ments in rock mechanics and rock engineering in Professor Ivan Vrkljan as Symposium Chairman, difficult ground conditions, including karst. In contributed to a warm welcome address in the fact, the karst is an interesting phenomenon, offer- Opening Ceremony. ing images of extraordinary beauty when viewed Seven sections were included with the following underground and on the surface; but, on the other topics: geological and hydrogeological properties hand, posing enormous engineering risks, often of karst regions; rock properties, testing methods bringing unexpected challenges in the course of and site characterisation; design methods and construction activities. analyses; monitoring and back analysis; excava-

24

Rock Engineering in Difficult Ground Conditions ± Soft Rocks and Karst

tion and support; environmental aspects of geo- technical engineering in karst regions; and case histories. Keynote lectures were given by Georgios Anagnostou, Giovanni Barla, Nick Bar- ton, Heinz Brandl, Evert Hoek, John A. Hudson, José Muralha and Ivan Vrkljan. 234 participants from all over the world attended from many countries, not only from Europe but also from China, South Africa, Iran, Turkey, Australia, Brasil, Japan, Colombia, Egypt, South Korea, Russia, Nepal, and India. The volume of the proceedings, edited by Ivan Vrkljan, contains the keynote papers and 129 Ivan Vrkljan, Chairman of EUROCK2009 other papers. It is published by CRC Press/ Balkema, a member of The Taylor & Francis Special thanks are extended to Professor John Group: A. Hudson for his useful suggestions and support ISBN: 978-0-415-80481-3 (hardback); during the preparations for the Symposium. We ISBN: 978-0-203-85653-6 (eBook), 841 pages. also thank Dr Nuno F. Grossmann, ISRM Vice- The proceedings are also available in electronic President for Europe, and Secretary-General, Dr. format as a CD. Luís Lamas, for their work on the concept and There were a variety of supplementary activi- planning of the Symposium. Our gratitude and ties: during the symposium, the European Council thanks also go to all the sponsors and especially Meeting was held; 13 companies participated in to the Institut IGH for the general sponsorship. the Exhibition; and the social programme We also thank the Exhibitors who have found included two excursions for accompanying interest in taking part in this event, and who have persons and a one-day excursion for all partici- certainly contributed to the success of the Sympo- SDQWVRQWKH3HOMHãDFSHQLQVXOD sium. Finally, we owe special thanks to all The Croatian Geotechnical society extends its authors who shared with us their knowledge and warmest thanks to the International Society for experience ± with the purpose of improving cur- Rock Mechanics for the trust that was placed in it rent knowledge and expertise in the field of rock when selecting the organiser of EUROCK2009. mechanics and rock engineering.

Resat Ulusay (President, ISRM Testing Meth- ods Commission, left) and Nuno Grossmann (ISRM Vice-President for Europe, right) enjoy Evert Hoek giving his Keynote Lecture the convivial atmosphere in Cavtat

25

2009 Activity Report by the ISRM Vice-President for Africa

Francois Malan, S. Africa ([email protected]) 1. Introduction feeling is that it might be better to form a larger The report below summarizes the ISRM activities multi-national ISRM group in Africa. SANIRE for the Africa region for the period of May 2009 might possibly be used as a base for this larger to December 2009. With the gradual recovery of group. Experience has indicated that establishing the global economy, the outlook for rock engi- and sustaining National Groups in different coun- neering activities has improved significantly in tries on the continent is problematic. the Africa region. This is driven mainly by the improvement in the mining sector as most of the 2. Activities of SANIRE ISRM members on the continent are mainly The largest concentration of rock engineering involved in this area. The South African National skills in the area is found in South Africa. As re- Group (SANIRE) nevertheless remains the only ported in May in Hong Hong, it appears as if the active group on the continent. Efforts to establish trend of emigration of skilled rock engineering a new Zambian group were unfortunately delayed personnel to other continents has now been as the person driving the process in that country reversed and a number of rock engineers recently departed. Owing to the large turnover of geotech- returned to the country. nical staff in many African countries, the current The current membership of SANIRE comprises 382 members, which is a significant growth com-

Decrease in fatality rates in South African mines. The rate is calculated as the fatality rate per million hours worked. The green-black line represents the milestones to be achieved by 2013

26

FDWHJRU\ ³$SSOLHG 5RFN 0HFKDQLFV 5HVHDUFK´ from The American Rock Mechanics Association (ARMA) for their paper entitled A Risk Evalua- tion Approach for Pit Slope Design.

3. Conferences and symposia The SANIRE 2009 symposium ³,QIRUPDWLYH 5RFN(QJLQHHULQJ3UDFWLFH´ was held at the Mac- cauvlei Conference Centre in Vereeniging on 18 September 2009. The Symposium comprised 15 high quality presentations and was attended by 115 delegates. One of the key objectives of the Symposium was to provide a platform for aspir- ing rock engineering practitioners to present tech- Peter Terbrugge was a recipient of the 2009 nical papers. Tabang Kgarume was awarded the ARMA Best Paper Award in the category ,650µ%OXH%RRN¶IRUWKHEHVW\RXQJSUHVHQWHU ³$SSOLHG5RFN0HFKDQLFV5HVHDUFK´ pared to the number in the previous year (315). The membership currently comprises 23 Fellows, 136 Members, 202 Associate members, 4 Retired members, 2 Corresponding members, 13 Honor- ary Life Fellows and 2 student members. The six branches of SANIRE in various parts of the coun- try are still active and it encourages and enables active participation from a large number of the members. A key function of SANIRE is still to oversee the examinations for the Chamber of Mines Rock Engineering Certificates ± and the interest in these certificates keeps growing. A key driving force regarding the activities of SANIRE is a national initiative to achieve mine safety performance levels equivalent to current international benchmarks by 2013. The graph to the left illustrates the decrease in fatality rates in Tabang Kgarume being awarded with the recent years and the target set for 2013. ISRM Blue Book as the best young presenter Regarding communication with members, the by Dr Francois Malan revamped SANIRE website is now active and readers are encouraged to visit the site at www.sanire.co.za On a sad note, Dr Martin Pretorius, one of the well-known rock engineering personalities in South Africa and a former SANIRE President and ISRM Vice-President, lost his battle with cancer. He passed away on 29 November 2009. A tribute to Martin is on page 41 of this Issue. Some of the local SANIRE members, Oskar Steffen, Luis-Fernando Contreras, Peter Terbrugge and Julian Venter of SRK Consulting received the 2009 rock mechanics award in the

27

2009 Activity Report by the ISRM Vice-President for Asia

Abdolhadi Ghazvinian, Iran ([email protected]) The election of Professor Xia-Ting Feng as Mechanics and Engineering (CSRME), having the next President of ISRM for the tenure been President of the ISRM NG China (2004- period 2011-2015 has been the most signifi- 2007). Currently, he is ISRM Vice-President at cant news among the ISRM Asian National Large, Co-Chairman of the ISRM Commission on Group reports. His election took place dur- Rock Engineering Design Methodology, and a ing the ISRM Council meeting held in Hong Member of the ISRM Commission on Testing Kong immediately preceding the sympo- Methods, as well as Vice-President of the sium SINOROCK2009 which took place dur- CSRME. He is the Editor-in-&KLHI RI &650(¶V ing 19-22 May, 2009. This honour may be Chinese Journal of Rock Mechanics and Engi- viewed as a sign of the recognition of the neering, a Member of the Editorial Board of the extensive rock mechanics activities in Asia. International Journal of Rock Mechanics and This Asian Report is therefore prefaced with Mining Sciences, and Member of the Advisory the photo and CV of Professor Feng. Board of the International Journal of Analytic and Numerical Methods in Geomechanics. He is the author of 6 books and more than 200 papers, in both Chinese and English. He has two main research interests: intelligent rock mechan- ics and engineering; and coupled thermo-hydro- mechanical-chemical processes in rock masses.

***** As mentioned and forecast in my earlier report, dated Nov. 2008, ISRM membership in Asia is rapidly increasing and this is due to the scope and importance the region is gaining. A concise report

of activities, forwarded by the ISRM National

Groups in Asia, for the year 2009, is given below.

Xia-Ting Feng, China Activities of ISRM National Groups in Asia Xia-Ting Feng was born in 1964, in Anhui,

China. He obtained his BSc degree in Mining En- China gineering (1986), and his PhD in Rock Mechanics The China National Group is represented by the (1992), both from the China Northeastern Univ. Chinese Society for Rock Mechanics and Engi- Between 1992 and 1998, he taught there as Lec- neering (CSRME) and currently has 502 individ- turer, Associate Professor, and Professor. During ual members and 13 corporate members. A brief this period, he spent about 2.5 years at the Univ. note of its activities during the specified period is of Witwatersrand, SA, at Imperial College, UK, at summarised as below: Lille Univ. of Science and Technology, France, at An International Workshop was organised for the National Inst. for Resource and Environment, Jin Ping II on the Safety of the Deep Tunnels at Japan, at the Royal Inst. of Technology, Sweden, the Jinping II Hydropower Station, China, in and at the Univ. of Oklahoma, USA. Subse- March 31-April 2, 2009. From all over China and quently, he permanently joined the Chinese Acad- the Hong Kong region, 240 delegates attended the HP\RI6FLHQFH¶V,QVWRI5RFNDQG6RLO0HFKDQ conference, which included the fields of rock ics in Wuhan, where he is now Director- engineering, rock mechanics, earthquake predic- General. He is also Director-General of the State tion, railway engineering and hydropower. Key Lab. of Geomechanics and Geotechnical En- The ISRM-Sponsored International Symposium gineering. on Rock Mechanics was successfully held on 19- He has been an active member of the ISRM 22 May 2009 at The University of Hong Kong, since 1995 through the Chinese Society for Rock

28

China. The aims of the SINOROCK symposia Science and Technology (CAST), on 8-10 Sep., are: a) to follow the rock engineering design proc- 2009, in Chongqin, China and organised a ess through the sequence of rock characterisation, National Workshop for JinPing I on the Safety of modelling, and then design; and b) to provide a the Deep Tunnels at Jinping I Hydropower Sta- forum for rock mechanics researchers and engi- tion, China which took place on 6-9 Nov., 2009. neers from the East and the West to exchange The 12th ACUUS Conference (ACUUS2009), views. More than 250 participants from all over was organised on 18-19 November 2009, in the world attended the symposium, see pages 15- 6KHQ]KHQ&KLQDZLWKWKHWLWOH³8VLQJWKH8QGHU 17 of this Issue. ground of Cities for a Harmonious and Sustain- The 3rd ISRM Rock Mechanics Lecture Tour in DEOH8UEDQ(QYLURQPHQW´ China from 5-19 May 2009 was organised. Prof. Preparations for the ISRM2011 Congress: The J. A. Hudson, Dr. John P HarrisonǃDr. Tony 4th ISRM2011 Organizing Committee meeting Meyers and Prof. Resat Ulusay gave lectures in was held on 16 May 2009 in Hong Kong. The Beijing, Nanjing, Wuhan and Hong Kong, i.e. ISRM2011 website was established: four cities. The lecture was based on the content www.isrm2011.com of the two books by John A. Hudson and John P. An anniversary conference for Wenchuan Earth- Harrison which have been translated into Chinese quake on Rock Mechanics (25-29 April, 2009) ³(QJLQHHULQJ 5RFN 0HFKDQLFV  $Q ,QWURGXF was also organised WLRQ WR WKH 3ULQFLSOHV´ DQG ³(QJLQHHULQJ 5RFN 0HFKDQLFV,OOXVWUDWLYH:RUNHG([DPSOHV´VHH India page 44. The India National Group is represented by more The China National Group has also been suc- than 366 individual members and has been very cessful to organise the Third International Confer- active in organizing various activities. A brief HQFHRQ³1HZ'HYHORSPHQWVLQ5RFN0HFKDQ glance of its activities during the reporting period ics and Engineering & Sanya Forum for the Plan is summarised below. RI &LW\ DQG &LW\ &RQVWUXFWLRQ´ RQ 0D\ -26, x Organised a Seminar on tunnelling techniques 2009, at Sanya, China, with 7 keynote speeches for construction of underground structures for which was attended by more than 50 participants the Army, 7-8 May 2009, Udhampur (Jammu from all over the world. & Kashmir), India. The ISRM NG China celebrated its 30th Ann- x Organised two workshops of two days each iversary in August 2009, where John A Hudson RQ ³5RFN 0HFKDQLFV DQG 7XQQHOOLQJ 7HFK gave a speech to congratulate the NG China. QLTXHV´ LQ WZR H[WUHPH HDVWHUQ DQG QRUWKHUQ The 7th International Symposium on Rockbursts provinces of India, along with Technical and Seismicity in Mines took place on 21-23 tours. August 2009 in Dalian, China. This symposium x Organising the ISRM International sympo- series provides every four years a framework for sium 2010 and 6th Asian Rock Mechanics scientists, engineers and other professionals to Symposium (ARMS2010) for October, 2010. report and discuss the most recent results of The first bulletin is being circulated. A sepa- research studies and applications in mine seismic- rate website for the event with domain name ity. The forum explores the advances and current www.arms2010.org will be operating soon status of numerical rock modelling, rock mechan- (see the back page of this Issue). ics and microseismic technology and their use in x 2UJDQLVHG D :RUNVKRS RQ ³$SSOLFDWLRQV RI industry. It also searches for new potential solu- Rock Mechanics ± 7RROVDQG7HFKQLTXHV´RQ tions to the understanding and monitoring of the 5-7 November 2009, Nagpur (Maharashtra). dynamic rock mass response to mining. More x 7R KROG D 6HPLQDU RQ ³0HHWLQJ WKH 5RFN than 300 participants from all over the world Mechanics Challenge of Deep Underground attended this conference. 0LQLQJ´ -19 December 2009, Dhanbad The CSRME hosted the 7th Session of the (Jharkhand). Annual Meeting of the Chinese Association of

29

2009 Activity Report by ISRM Vice-President for Asia (cont.)

x The Indian National Group of ISRM and the sian covering the following matters: a) Rock Central Board of Irrigation & Power (CBIP) Mechanics and Rock Engineering Activities are jointly hosting the ISRM International in Iran and b) New Policy for conducting Symposium 2010 and 6th Asian Rock workshops and short courses with a view Mechanics Symposium during 23-27 October WRZDUGV FRQWULEXWLQJ WR LQGXVWU\¶V UHTXLUH 2010 in New Delhi (India). The first bulletin ments. has been circulated. A separate website for the x As per the IRSRM new guidelines, fresh event with domain name www.arms2010.org membership identity cards have been issued has been made operative. to all IRSRM members throughout the coun- x Nomination of Dr. G.S.P. Singh, Lecturer, try with necessary directions and links to Department of Mining Engineering, Banaras improve and speed-up the interactions be- Hindu University, India, for submission to the tween the NG and its members so as to trans- ISRM Rocha Medal 2010 for his thesis on mit the latest innovations and changes in the ³&DYHDELOLW\ $VVHVVPHQW DQG 6XSSRUW /RDG field. (VWLPDWLRQIRU/RQJZDOO:RUNLQJVLQ,QGLD´ x IRSRM Board New Approval: The office ten- x The Indian National Group of ISRM and the ure was extended from 2 years to 3 years. In Central Board of Irrigation & Power (CBIP), addition to existing membership categories, the Secretariat of the Indian National Group WKHµ)HOORZ0HPEHUV&DWHJRU\¶KDVDOVREHHQ of ISRM, is revising the Manual on Rock Me- introduced to expand the membership chanics, published in 1988, and propose to umbrella and to honour the devoted members. release the revised manual during the ISRM Therefore, the IRSRM hereafter shall host the International Symposium 2010 which is also 5 following categories: i) Fellow Members, ii) the 6th Asian Rock Mechanics Symposium. Members, iii) Affiliated Members, iv) Student x The Indian National Group of ISRM and the Members, and v) Corporate Members. Central Board of Irrigation & Power (CBIP) x The IRSRM General Assembly was held on are jointly bidding for hosting the 13th Con- 24th June, 2009, wherein various important gress of the ISRM. The Congress is proposed decisions were made with respect to the to be held in Agra in November 2015. The IRSRM Manifesto. SURSRVHG WKHPH IRU WKH &RQJUHVV LV ³5RFN x New members elected for the Board of Direc- Engineering ± Present Technology and Future tors of the 7th Period of the Iranian Society &KDOOHQJHV´ ,I VXFFHVVIXO WKLV ZRXOG EH WKH for Rock Mechanics (IRSRM) have been ap- first Congress in India after 49 years since the proved by Ministry of Science, Research and first congress of ISRM which was organised Technology of Iran on 13 September, 2009. in Lisbon (Portugal) in 1966. Prof. Abbas Majdi was elected as President. x A new website providing a wide range of in- Iran formation is under construction to facilitate The Iran National Group represented by the Ira- access to the ISRM and IRSRM programmes, nian Society for Rock Mechanics (IRSRM) has news flashes and other information relating to currently increased its member strength from 38 other fields of rock mechanics. to over 100 and has been very active in promoting x Programming, planning and scheduling the the concept of rock mechanics and its inevitable IRSRM 4th National Conference for May, application in conducting various rock mechanics 2010. and rock engineering projects throughout the year, especially, after conducting the International Israel Symposium 5th Asian Rock Mechanics Sympo- The Israel National Group is represented by the sium, ARMS5 in November, 2008. The summary Israel Rock Mechanics Association (IRMA). The of its activities is given below: Group has provided its Activity Report as below. x The IRSRM has published two seasonal x $Q LQWHUQDWLRQDO UHVHDUFK VHPLQDU RQ ³6KHDU newsletters (autumn and winter, 2009) in Per- physics at the meso scale in landslide and

30

HDUWKTXDNHVPHFKDQLFV´ZDVFRQGXFWHGRQ published on the website http://rocknet- -25 January in Ein Gedi on the shores of the japan.org/journal/Articles.html Dead Sea. 40 invited speakers from Israel and x JCRM Awards for 2008 have been conferred abroad participated. The proceedings of the to 4 distinguished works in Rock Mechanics above seminar have been published. and Rock Engineering in Japan. x Two rock mechanics sessions were held dur- ing the 2009 annual meeting of the Geological Korea Society of Israel between 31 March ± 2 April, The Korea National Group, with 1200 members 2009 at Kfar Blum. and 100 ISRM members, is represented by the x 12 professional presentations on rock Korean Society for Rock Mechanics (KSRM). mechanics and geological engineering issues The Korea NG has been very active and organised were given by IRMA members and these various activities, as outlined in the attached ac- were attended by a large number of members tivity report submitted by the Korea NG. The ac- of the Geological Society. tivities during the reporting period are summa- x A Workshop was conducted on shear physics rised below. at the meso-scale in landslide and earthquake x Special issue: KSRM opened three Korean mechanics, see http://www.ortra.com/shear/ sessions and 5 English sessions where all x The Israel NG held its annual professional presentations, discussion and announcement meeting during the annual meeting of the are conducted in English. The English Geological Society of Israel (GSI) that took sessions were opened first at the previous place on 31 March - 2 April, 2009. autumn Symposium in 2007. x Organized the autumn Symposium in Octo- Japan ber, 2008 and special National Congress in The Japanese Committee for Rock Mechanics January, 2009. (JCRM) with its 363 ISRM individual members x Organized spring symposium in March, and 46 corporate members has been very active 2008. and has organised various activities during the x Made several important publications on rock reporting period. A summary of these is given mechanics and rock engineering, especially below. the publication of the Journal in two lan- x Organised the 12th Japan Symposium on guages. Rock Mechanics in which 144 papers were x Supporting and involved in the organisation presented. of the 12th ISRM Congress. x Made several important publications on rock x Organised the autumn conference in conjunc- mechanics and rock engineering, especially WLRQZLWKWKH³.RUHD-Japan Joint Symposium the publication of International Journal JCRM RQ 5RFN (QJLQHHULQJ´ DQG D WRWDO RI  SD Vol. 3 , 4 and 5 with a Special Issue on Geo- pers from Korea and Japan were presented. physics. x During the year 2009, KSRM published six x Rock Net mails (Nos. 214-258) have been issues of the Journal of Korean Society for distributed to Japanese members and other Rock Mechanics, which is also called recipients. ³7XQQHOVDQG8QGHUJURXQG6SDFH´ x Newsletters (Nos. 88-9) have been published x The Korean National Group has also started and distributed to the Japanese Members. publishing a bi-PRQWKO\µZHE]LQH¶QDPHGµ8- x A CD-520 WLWOHG µ5RFN 0HFKDQLFV ¶ KDV 6SDFH¶ ZKLFK LV DQ HOHFWURQLF QHZVOHWWHU been composed and distributed to Japanese distributed via e-mail and which is also avail- Members. able on the KSRM website. x No.1˄Special Issue on Collaboration and x In addition to technical meetings and publica- tions, a number of mountain climbing and Engineering Education in Asia˅ has been golfing events were hosted by the social clubs

31

2009 Activity Report by ISRM Vice-President for Asia (cont.)

within KSRM, which gave excellent network- Engineering Geological Office for collecting ing opportunities for members. and updating Singapore geology. th x KSRM will celebrate its 30 anniversary in x The Singapore National Group also supported 2011, and the preparation of a White Book is WKH³*HR-&KLDJPDL´FRQIHUHQFHRUJDQLVHGE\ underway as a long-term project led by the the CI-Premier of Singapore held in Dec., White Book Committee. 2008, in Thailand.

Middle East Region South East Asia The Middle East Regional Group is represented Thai Rock Mechanics has been active as outlined by the Middle East Society for Rock Mechanics, in their activity report below. based in Abu Dhabi, United Arab Emirates. This x The Second Thailand Symposium on Rock regional group was affiliated to ISRM last year. Mechanics (Thai Rock 2009) represents a The activities during the reporting period have not continuing mission of the Thai leading been reported by the Regional Group. academic institutions to promote the signifi- cance and development of rock mechanics Indonesia & Nepal knowledge and profession in Thailand and No report has been received from the Indonesian neighbouring countries. and Nepal National Groups so far. x A one-day short course on the 3D Lidar Scan- ner for Rock Mass Classification preceded the Singapore conference and was lectured on by Prof. John The Singapore National Group is represented by M. Kemeny. the Singapore Society of Rock Mechanics and Engineering Geology (SRMGE). The Singapore Outlook in Asia NG has increased its membership to 65 compared The trend and attraction of researchers, engineers, to its 40 last year. As mentioned in their report, and other corporate sectors towards the Asian the Singapore NG has been active in organising region has provided importance to the rock various activities as outlined below. mechanics and rock engineering disciplines. The x Organised a two-day Workshop on Norwe- upward trend of expansion and progress in the gian Tunnelling Technology and Practice on activities of the National Groups as described in 17-18 Feb. 2009. this report is clearly perceived via the ongoing/ th x Organised the 4 Annual General Meeting incoming years which are witnessing various (AGM) on 18th March, 2009 in the Hotel international events in Asia, especially in China, Intercontinental Singapore and discussed vari- India, Iran, Japan, Korea and Singapore. ous key issues. In addition, there are many national and local th x The SRMEG is co-organiser of the 12 ISRM conferences and symposia planned by the Na- Congress with the China NG to be held in tional Groups and Commissions. Efforts to estab- Beijing in October, 2011 and has to shoulder lish ISRM National Groups in other part of Asia, many important responsibilities in this including the Philippines and west and middle respect. Asia, is our future strategy. x The Singapore National Group has organised an International Conference on Discontinuous Deformation Analysis 2009 (ICADD-09) on 25-27 Nov. 2009. The conference has received a warm response from different countries, especially from China, Japan, Iran and Singapore. x Established an interest group on Singapore Geology with the goal of establishing an

32

2009 Activity Report by ISRM Vice-President for Australasia

Tony Meyers, Australia ([email protected]) Membership Australia 223 New Zealand 96 Total: 319 Events held by ISRM-related groups The following rock mechanics related events were organised in 2009 by local Chapters of the Australian Geomechanics Society and the New Zealand Geotechnical Society.

Topic Presenter Date Location

Distinct modelling of slope stability C Coll 19 Feb 2009 Brisbane Aus

Vampire Rock avalanches, Mnt Cook Nat Park S Cox 25 Feb 2009 Otago NZ In-filled joint model in the design of tunnel support D Olivera 3 March. 2009 Newcastle Aus

Rock logging Various 27/28 Mar 2009 Perth Aus Rock slope remediation C Thorley 16 Apr 2009 Melbourne Aus

A practical guide to abandoned mine subsidence D Knott 20 May 2009 Melbourne Aus assessment

Seismic source analysis J Hengesh 9 Jun 2009 Perth Aus

East coast landslides Maunsell 28 Jul 2009 Auckland NZ

Abbotsford Landslide revisited G Hancox 22 Jul 2009 Wellington NZ

Rockslide dams J Bryant 20 Apr 2009 Canterbury NZ

Baseline reports for underground risk management J Rozek 12 Aug 2009 Melbourne Aus

Tunnels ± Experience from Hobson/Rosedale Connell Wagner 25 Aug 2009 Auckland NZ

Foundations in rock C Haberfield 27 Aug 2009 Canterbury NZ

25 Aug 2009 Auckland NZ

Mine remediation R Rule 17 Sep 2009 Brisbane Aus

Sharing geo-eng data D Toll 23 Sep 2009 Perth WA

Seismology and earthquake engineering Various 24 Sep 2009 Adelaide SA

Kapiti Views Subdivision - Subdivision design & N Peters 30 Sep 2009 Wellington NZ construction in geologically hazardous terrain

Geotechnical risk T Chapman 22 Oct 2009 Brisbane Aus

Tunnelling in Australia L McQueen 30 Oct 2009 Brisbane Aus

Pike River Mine access tunnel E Giles 6 Oct 2009 Canterbury NZ

20 Jun 2009 Auckland NZ

28 Oct 2009 Wellington NZ

The SRM Criterion and its application to the J Read 19 Nov 2009 Brisbane Aus stability of deep slopes in open pit mines

Each of these 2 hour events attracted between 20 and 60 geotechnical practitioners. The events were provided to attendees at no-cost.

33

2009 Report by ISRM Vice-President for Australasia (cont.)

Rock mechanics related events held by non-ISRM related groups

Workshop Topic Date Location Provider

Ground vibrations ± Blasting & seismicity & its effect 29-30 Oct 2009 Launceston Aus EAGCG on ground control Geotechnical engineering in open pit mines and CSIRO 9-12 June 2009 Brisbane Aus ACG open pit mining geomechanics

Blasting for stable slopes short course 14-15 July 2009 Perth Aus ACG

Selecting the appropriate ground support 13-14 May 2009 Cairns Qld Aus EAGCG

Managing seismic rick in mines 24 March 2009 Perth Aus ACG

Practical rock mechanics in mining short course 25-26 March 2009 Perth Aus ACG

In-situ rock stress measurement and mine seismicity Auckland NZ IESE

x ACG - Australian Centre for Geomechanics x EAGCG - East Australian Ground Control Group

x IESE - Institute of Earth Sciences and Engineering Each of these events attracted approximately 50 and 100 rock mechanics practitioners. The average registra- WLRQIHHIRUWKHVHHYHQWVZDVEHWZHHQ¼DQG¼1RGLVFRXQWLVSURYLGHGWR,650PHPEHUV

General Issues The NZGS is hosting the 11th Congress of the The Regional VP continues to communicate with International Association for Engineering Geol- local members at every opportunity. Recent com- ogy and the Environment (IAEG) in Auckland in munications included: September 2010. x ISRM RockNotes articles for quarterly Aus- tralian Geomechanics Journal and New Zea- land Geomechanics News. x Emailing links to ISRM News Letter. x Liaisoning between members and Secretariat re: membership issues, addresses or web-site prob- lems etc. x Emailing information concerning the Society or general rock mechanics issues of interest. The VP provided the opportunity for Australian members to contribute to the ISRM Presidential election process. Members were emailed and asked to vote for their preferred candidate on the EDVLV RI WKH FDQGLGDWH¶V YLGHRV DQG GRFXPHQWD tion. 20% of members responded. The over- whelming number of these respondents indicated Underground over-coring rig used by that they appreciated the opportunity to be in- Dr Rhett Hassell for his PhD research volved. ³&RUURVLRQRI5RFN5HLQIRUFHPHQWLQ8QGHU One submission was received for consideration JURXQG([FDYDWLRQV´XQGHUWDNHQDWWKH for the 2010 Rocha medal, Dr Rhett Hassel from WA School of Mines, Curtin University, Curtin University with the PhD thesis title Kalgoorlie, Australia. ³&RUURVLRQ RI 5RFN 5HLQIRUFHPHQW LQ 8QGHU JURXQG([FDYDWLRQV´

34

2009 Activity Report by ISRM Vice-President for Europe

Nuno Grossmann, Portugal ([email protected]) In 2009, only one European ISRM-Sponsored Re- The ISRM was also formally invited to make a gional Symposium took place, namely, EUROCK presentation at the Get Underground meeting in 2009, the Symposium on Rock Engineering in Helsinki, Finland, on 4-5 November 2009, co- Difficult Ground Conditions ± Soft Rocks and organised by the Finnish Tunnelling Association Karst, which was held in Cavtat (Dubrovnik) (FTA), having its 35th anniversary, and the ISRM Croatia, on 29-31 October 2009. This Symposium National Group of Finland led by Erik Johansson. was a great success, having attracted more than For 2010, the ISRM Board approved, as the 200 participants. The technical component in- European ISRM-Sponsored Regional Sympo- cluded 9 special lectures and the oral presentation sium, EUROCK2010, the Symposium on Rock of around 70 papers, in parallel sessions. The pro- Mechanics in Civil and Environmental Engineer- ceedings have been produced, both as a paper vol- ing, to be held in Lausanne, Switzerland, on 15- ume with more than 800 pages, and as a CD. A 18 June 2010, see also page 99 of this Issue. Note well prepared social programme allowed the par- that the European Council Meeting 2010 will take ticipants a very agreeable come-together, and place on that occasion. gave them the opportunity to visit the Dubrovnik The ISRM Board further approved, as an ISRM- region. This EUROCK Symposium is also de- Sponsored Specialized Meeting, the 3rd Interna- scribed on pages 24-25 of this Issue. tional Workshop on Rock Mechanics and Geo- The European Council Meeting 2009 took place Engineering in Volcanic Environments, organ- in association with EUROCK2009, and, among ised by the ISRM National Group of Spain, to be other issues, analysed the implications of the held in Puerto de la Cruz (Canary Islands), Spain, change in the rules for the selection of ISRM- on 31 May to 1 June 2010, in conjunction with Sponsored Meetings, in accordance with the deci- WKH,QWHUQDWLRQDO&RQJUHVV³&LWLHVRQ9ROFDQRHV sions taken at the ISRM Council Meeting 2009, ± 7HQHULIH´ held in Hong Kong, China, on 18 May 2009. For the Euro- pean ISRM-Sponsored Re- gional Symposia 2012, 2013, and 2014, the respective com- plete candidatures have to be received at the ISRM Secre- tariat, in Lisbon, in time to be submitted, respectively, to the ISRM Board meetings in Bo- gotá, Colombia (February 2010), in New Delhi, India (October,2010), and in Bei- jing, China (October 2011). Discussion in one corner of the European Council Meeting in Croatia

Information about this meeting is available at www.citiesonvolcanoes6.com

35

2009 Activity Report by ISRM Vice-President for N. America

Derek Martin, Canada ([email protected]) Canada past several years, the national and provincial The Canadian Rock Mechanics Association associations that relate to the earth sciences sector (CARMA - http://www.carma-rocks.ca/) serves as will also undertake participatory measures that the ISRM National Group for Canada. Members can enhance effective marketing campaigns in DUH IURP &$50$¶V WZR FRQVWLWXHQW JURXSV WKH order to boost attendance. Rock Mechanics Division of the Canadian Geo- technical Society (CGS); and the Society for Awards Rock Engineering of the Canadian Institute of Peter Kaiser (CEMI) was awarded the Rock Mining and Metallurgy (CIM). Mechanics Award from the Rock Engineering A combined total of 259 CIM (163) and CGS Society of CIM during the RockEng09 sympo- (93) members paid for membership into CARMA sium held in Toronto. and the ISRM in 2008, whereas a combined total Douglas Stead (Simon Fraser University, Bur- of 237 CIM (152) and CGS (85) members paid naby, BC) was awarded the Canadian Geotechni- for membership into CARMA and the ISRM in FDO 6RFLHW\¶V  )UDQNOLQ $ZDUG IRU FRQWULEX 2009 (the 2009 count is based on October num- tions made in the fields of rock mechanics and bers but few new members are expected to join in rock engineering. Established in 1993, the Award November and December). honours the past President of the International &$50$¶V UHFHQW DQG RQJRLQJ DFWLYLWLHV KDYH Society for Rock Mechanics (ISRM), John A. included sponsorship and organization of the 3rd Franklin. Canada-U.S. Rock Mechanics Symposium & 20th Canadian Rock Mechanics Symposium, held in Projects Toronto, Canada on 9-15 May 2009, which in- Peter Kaiser (CEMI) is instrumental in develop- cluded over 90 papers, and attracted an interna- ing a multidisciplinary international research pro- tional audience of 200 participants. ject that focuses on studying fault slip mecha- Also, The Canadian Rock Mechanics Associa- nisms in situ. tion (CARMA), comprised of the Rock Engineer- CARMA has formed a partnership with the ing Society (RES) of the Canadian Institute of Canadian Institute of Mining, Metallurgy and Pe- Mining, Metallurgy and Petroleum (CIM) and the troleum (CIM) to support future Canadian rock Rock Mechanics section of the Canadian Geo- mechanics symposia by organising the meetings technical Society, has proposed to host the 13th LQFRQMXQFWLRQZLWKWKH&,0¶V$QQXDO&RQIHUHQFH ISRM Rock Mechanics Congress in 2015 in and Exhibition. This partnership will help to Montreal, Canada. A proposal package was pre- strengthen and highlight the important role of sented during May, 2009, at SINOROCK2009, rock mechanics in the continuing success of the the 2009 ISRM-Sponsored International Sympo- Canadian mining industry. After Toronto 2009, sium in Hong Kong, by Dr. Ferri Hassani, of the next event will be in 2012 in Edmonton, McGill University, who will be the Chair of this Alberta. SURSRVHGHYHQWLI&DQDGD¶VVXEPLVVLRQLVVXFFHVV ful. United States The decision on whether Canada will be The American Rock Mechanics Association selected will be taken at the 2010 ISRM sympo- (ARMA, www.armarocks.org) continues to help sium in India. This initiative has the support of shape and respond to issues of national interest Canadian industry, the Federal Government of and concern, including carbon sequestration, Canada, the Provincial Government of Quebec, energy resource production, civil engineering and of academia from across Canada. Further- infrastructure, and research and development more, the Canadian Institute of Mining, Metal- through the proposed Deep Underground Science lurgy and Petroleum (CIM) has offered to and Engineering Laboratory (DUSEL). These opportunities were discussed (and in one session collaborate fully and to contribute to the organiza- rd tion of this event. Using a successful outreach debated) at the 43 US Rock Mechanics Sympo- model that has been deployed by the CIM for the sium in Asheville, North Carolina in June 2009.

36

2009 ARMA Fellows (l to r): Don Banks, 2008 Fellow Sid Green, Ahmed Abou-Sayed, Derek Elsworth, 2008 Fellow Jean-Claude Roegiers. John A Hudson and Wolfgang Wawersik, not pictured, will receive their medals at the 44th US Rock Mechanics Symposium in Salt Lake City in June

Stimulating keynote addresses were delivered PLVW¶V 3ULVP ± Complex Process Couplings by Derek Elsworth, who presented the first MTS Related to Deep Geologic Sequestration and En- Lecture on Geomechanics Through the Alche- ergy Recovery; Sid Green on Rock Mechanics/ Geomechanics from an Energy Perspective; William Ayers on the National Energy Technol- RJ\ /DERUDWRU\¶V ([WUHPH 'ULOOLQJ /DERUDWRU\; and Rick Wooten on the Geology and Geohaz- ards in Western North Carolina. The ARMA Fel- lows discussed What Does the Future Hold for Rock Mechanics. Finally, Maurice Dusseault and Jean Claude Roegiers took part in the first Bicker and Beer debate! Presentations can be found at http://216.119.67.159/resources_asheville2009.html Martin Suarez from Olympus High School in Salt Lake City was recognized at the Asheville 2009 banquet as the youngest presenter at a US rock mechanics symposium. His paper, developed with his father, Roberto Suarez-Rivera, was titled Water Imbibition in Oilfield Rocks and Applica- Martin Suarez tions to Oil Recovery.

37

2009 Activity Report by ISRM V-P for N. America (cont.)

x Case History Award: Microseismic Monitor- ing of a Controlled Collapse at Ocnele Mari, Romania; Cezar Trifu, Vladimir Shumila.

Other ARMA Activities and News x The National Science Foundation, Office of International Science and Engineering and the Directorate for Engineering awarded ARMA a two-year grant to establish an exchange pro- gram with rock mechanics faculty in Afghani- stan. Four faculty from Afghanistan will attend the 44th US Rock Mechanics Sympo- sium in Salt Lake City 2010. x The ARMA Digital Library now includes most U.S. rock mechanics symposium pro- ceedings. OnePetro manages the library for Cezar Trifu and Vladimir Shumila receive the 2009 the Society of Petroleum Engineers. Corpo- Case History Award from Awards Committee chair rate subscriptions are now offered. See: www.onepetro.org ARMA Fellows x ARMA continues to work with the National Five ARMA members were elected to join the Science Foundation on the proposed Deep ARMA Fellows at the Asheville symposium. The Underground Science and Engineering Labo- ARMA Fellows program recognizes individuals ratory (DUSEL) that, if funded, will be who have achieved outstanding accomplishments located at the former Homestake Mine in in the area of rock mechanics and who have con- Lead, South Dakota. Geomechanics and rock tributed to the professional community through engineering will be one component of the ARMA. The 2009 Fellows are: Ahmed Abou- laboratory facilities, as will be the con- Sayed, Don Banks, Derek Elsworth, John A Hud- struction of the underground facilities in the son and Wolfgang Wawersik. jointed rock mass. x ARMA subscribes to the Engineering and Awards Science Career Network, a service that links The 2009 ARMA Awards were also given out at employers with potential employees. Many Asheville. Recipients were: engineering and science professional societies x Rock Mechanics Research Award: Labora- are part of the network. If you are looking for tory Study of Hydrothermal Deformation in work or need to hire, check out: http:// Unconsolidated St. Peters Quartz Sand; careers.armarocks.org/ Stephen Karner, Andreas Kronenberg, Judith x At its meeting in October 2009, the Board of Chester, Frederick Chester, Andrew Hajash. ARMA elected the following officers: x Applied Rock Mechanics Research Award: President: Azra Tutuncu Fractured Rock Hydromechanics: from Bore- Vice President: Mark Zoback hole Testing to Solute Transport and CO2 Treasurer: Bill Dershowitz Storage; Chin-Fu Tsang, Jonny Rutqvist, Secretary: Rico Ramos Ki Bok Min. Chair of the Board: Sarah Wilson (as imm- x Applied Rock Mechanics Research Award: A ediate Past President) Risk Evaluation Approach for Pit Slope Executive Committee Member at Large Design; Luis-Fernando Contreras, Peter Member: David Yale Terbrugge, Oskar Steffen, Julian Venter.

38

2009 Activity Report by ISRM Vice-President for S. America

Álvaro J. González-García, Colombia ([email protected]) Rock mechanics development in the South Chile No activity is reported from the NG Chile. American region was originally mainly associated A conference, Slope Stability 2009, devoted with mining, railway, dam and roadway engineer- mainly to rock slopes and organised by the Uni- ing. However, due to significant reserves of gas versidad de los Andes & CSIRO (Australia), was and oil in some of the countries in the region, held in Santiago from 9th to 11th November, 2009. such as Venezuela, Brasil, Ecuador, Bolivia and Colombia The Colombian NG (Colombian Geo- Colombia, rock mechanics activities as related to technical Society±SCG) organized a one-day free oil engineering have recently shown an increase. Seminar on Mining and Environment on October 30th, 2009; a 2-day Seminar on Rockfill Dams 1. ISRM National Groups and Members from 12th to 13th of November, 2009 and a 4-day At present (December, 2009) the South American internal course on Slope Stability for the Colom- Region has 7 National Groups with more than 110 bian Geological Institute (INGEOMINAS) from ordinary members and 1 corporate member 17th to 20th November, 2009. The SCG will host (Petrobras from Brasil). Of the National Groups, the ISRM Interim Board Meeting on 8th February, only Chile and Peru do not have a website. 2010, followed the next day by an ISRM Interna- The Vice-President began communication with WLRQDO6HPLQDURQ³/DWHVW'HYHORSPHQWVLQ5RFN the Costa Rica Geotechnical Association and with (QJLQHHULQJ´ ZLWK WHQ OHFWXUHV IURP WKH ,650 some Bolivian engineers and intends to become in Board Members. The Board Meeting and the touch with Ecuador, Panama and Mexico. International Seminar will take place at the Co- lombian National University in Bogota. SCG is 2. National Group Activities also organizing, from 14th to 17th September, 2010 Argentina The Argentinian Society of Geotechni- in Manizales, a city in the Colombian Coffee Belt, cal Engineering (SAIG) organised the 3th South the XIII Colombian Geotechnical Congress and $PHULFDQ

39

A Tribute to Academician Professor Eugeny I. Shemyakin

John A Hudson, UK ([email protected]) Professor Shemyakin was a Member of the USSR Academy of Sciences, a Member of the Royal Swedish Society of Engineers (IVA), and a Member of the Czechoslovakian Academy of Sci- ences. He was a State Prize laureate, holder of the Badge of Honour, Friendship of People and other decorations and medals awarded both in Russia and in foreign countries. He dedicated his scientific activities to studying plastic deformations and failure of solids, devel- oping mathematical models of the consequences of explosions in order to calculate the seismic effect and the brittle failure of solids as applied to problems in mining. One of the striking examples of these investigations is his 1995 hypothesis on Prof. Eugeny I. Shemyakin the origin of diamond-bearing kimberlite pipes. An analysis of diamond deposits and of the exist- It is with great sadness that we learnt that Acade- ing explanations of their origination has led to a mician Prof. Eugeny I. Shemyakin, a former fundamentally new hypothesis concerning the ori- ISRM Vice-President at Large (1989-1991), gin of kimberlite pipes as caused by large meteor- passed away in Moscow, Russia, on 17 February ites, their fall, impact, and high-speed penetration 2009 at the age of 79. into the Earth. These studies which represented E. I. Shemyakin graduated from High School the accumulated experience, ideas, and methods with the Gold Medal Award. He became a student of mechanics have generated a new class of prob- and then a graduate student of the Mechanical- lems on the interaction of the Earth and extra- Mathematical Faculty of the Leningrad State terrestrial bodies. University. In 1955, he defended his Candidate Also, and while at the Institute of Mining, Sibe- Thesis on wave propagation in imperfectly elastic rian Branch, Russian Academy of Sciences, Pro- media. His doctoral thesis was devoted to wave fessor Shemyakin created a scientific school in propagation during underwater and underground the field of mechanics of solids, rocks, and loose explosions. materials. His fellow scientists directed their stud- Following this PhD in physics and mathematics ies to an analysis of the complex loading of plas- at the Leningrad State University, he then joined tic bodies, the construction of mathematical mod- the Institute of Chemical Physics, of the USSR els and the solution to problems concerning the Academy of Sciences, in Moscow. In 1960, he deformation of rocks and loose media, as well as moved to the Siberian Branch of the USSR Acad- the investigation of newly formed deformational emy of Sciences, in Novosibirsk, where he was structures and the effects of the Earth's rock first Head of the Rock Mechanics Laboratory of masses under the action of tidal forces. the Institute of Theoretical and Applied Mechan- Along with these studies, his applied work on ics, and then Director of the Mining Institute and rock pressure monitoring, plastic and powder ma- Vice-President of the Siberian Branch. Concur- terial processing, as well as control of loose mate- rently, he worked at the Novosibirsk State Uni- rial flow in ore chutes have been recognized in versity (Chair of Elasticity). Russia and abroad. In 1987, he returned to Moscow, as Chairman of The scientific results obtained by Professor the Supreme State Committee of Attestation, Shemyakin are published in six monographs and Main Consultant for the Institute of Dynamics of more than 250 papers. Geospheres, of the Russian Academy of Sciences, and Professor at the Moscow State University (Chair of Wave and Gas Dynamics).

40

A Tribute to Dr Martin Johannes Pretorius

Nielen van der Merwe, S. Africa ([email protected]) Vice-President for Africa. 8SRQEHLQJQRWLILHGRI 0DUWLQ¶VSDVVLQJDZD\ his colleagues on the previous ISRM Board who could be reached had this to say:

³...really sad news, and doubly so since he ZDVDFORVHFROOHDJXHRIXVDOO«´ John A Hudson

³I found him to be a man of depth and LQWHJULW\«´ John St George

³so many times his good judgment had strong importance to enlarge my own WKRXJKWV«´ Eda de Quadros

³DYHU\QLFHDQGIULHQGO\SHUVRQDQGWRR \RXQJWROHDYHXV«´ Luis Lamas

7KHZRUGV µQLFH¶µIULHQGO\¶ DQGµLQWHJULW\¶GH scribe the person Martin was. Those who had the Dr Martin Johannes Pretorious privilege of knowing him, also know that he quietly set the example: always calm, thoughtful, Martin Pretorius, ISRM Vice-President for Africa mindful of the needs and the feelings of others. 2003 ± 2007, passed away on Sunday 29 Novem- He never had to combat negative concepts like ber 2009 at the age of 53 after a brave and long hate, anger and revenge ± those simply did not battle with leukemia. Like the long distances he exist in him. was so fond of running, he did not give up until it ,Q0DUWLQ¶VRZQZRUGV was over. ³2QHRIWKHWKLQJV,UHVROYHGZDVQRWWRDVN 0DUWLQ¶V FDUHHU ZDV VSHQW RQ WKH GHHS JROG why something like this had to happen to mines in South Africa, in capacities ranging from me, however difficult it was at times. I am production to rock engineering and technical ad- not even sure that one would ever come to a YLVRU+HIRXQGWKHWLPH WRFRPSOHWH D0DVWHU¶V satisfactory answer after hours of moping degree in Engineering and a PhD, both part time, and wasting time! Life is simply too short to working nights and weekends. waste time and energy on such issues. I will From a work perspective, he was hard working, rather spend my time and energy making intelligent and diligent. When he was appointed life better for those close to me and those as technical advisor at the Harmony Gold Mining ZLWKZKRP,FRPHLQWRFRQWDFW´ group, his instruction by the then CEO, Bernard $W WKLV WLPH RXU WKRXJKWV DUH ZLWK 0DUWLQ¶V 6ZDQHSRHO VXPPDULVHG 0DUWLQ¶V DWWLWXGH DQG wife, Christa, and their children Stefan, Martin DELOLWLHV E\ WKLV YHU\ VLPSOH EULHI ³7HDFK WKH and Christelle. JX\VRQWKHPLQHVWRWKLQNOLNH\RXGR´7KDWZDV Rest in peace, dear friend, you have made life all ² that was all that was necessary. better for all of us who were touched by your gen- He served the technical community through his tleness. duty on the Council of the South African National Nielen van der Merwe Institute for Rock Engineering for several years, ISRM President, 2003-2007 including a period as President and then as ISRM

41

Introduction to the ISRM Commissions

John A Hudson, UK, ISRM President ([email protected])

The operation of the ISRM consists of two main Currently, there are nine ISRM Commissions as elements: follows (in alphabetical order): Administrative matters, i.e. the running of the 1. Commission on the Application of Geophysics to Society through the ISRM Vice-Presidents Rock Engineering and the ISRM Secretariat, involving dealing President: Toshifumi Matsuoka (Japan) ZLWKPHPEHUV¶TXHULHVXSGDWLQJWKHZHEVLWH Purpose: To organise international Workshops organisation of the Board and Council meet- and create a rock physics database website ings each year, preparing the electronic News- 2. Commission on Education letters, and a host of other tasks; and President: Cai Meifeng (China) Running the ISRM Commissions. These Purpose: To organise educational events Commissions are also an important part of the 3. Commission on Mine Closure ,650¶V RSHUDWLRQ EHFDXVH WKH\ HQDEOH QHZ President: Christophe Didier (France) developments to be made and, through the Purpose: To produce a report and book about the state-of- publications of the Commissions, for the WKHDUWZLWKVRPHZHOOGRFXPHQWHGµFDVH VWXGLHV¶ information to be disseminated to the ISRM members and the wider public. 4. Commission on the Preservation of Ancient Sites President: Li Zuixiong (China) The ISRM Commissions are organised with a Purpose: To encourage exchange of ideas, Commission President who is supported by teaching, research and advancement of Commission members, typically 5 to 10 such knowledge in this field members. Each Commission has a task concen- 5. Commission on Radioactive Waste Disposal trating on a specific research objective or coll- President: Wang Ju (China) ation of information about a particular subject. An Purpose: To provide a network for information example is the Testing Methods Commission exchange and to organise workshop/conferences (President, Resat Ulusay, Turkey) which produces 6. Commission on Rock Dynamics our Suggested Methods providing guidance on President: Zhou Yingxin (Singapore) testing rock in the laboratory and in the field. Purpose: To arrange meetings and to co-ordinate The life of each of these ISRM Commissions is rock dynamics research activities within the four years, synchronised with the tenure of each ISRM community, produce reports and guide- ISRM President, so we are now in the 2007-2011 lines SHULRG ,Q D IHZ FDVHV D &RPPLVVLRQ¶V OLIH LV 7. Commission on Rock Engineering Design continued through two or more such 4-yearly Methodology periods, as is the case with the Testing Methods President: Feng Xia-Ting (China) &RPPLVVLRQEXWLQPRVWFDVHVWKH&RPPLVVLRQ¶V Purpose: To produce a report on modern rock life is four years. engineering design with an auditing capability This means that each of the Commissions must 8. Commission on Rock Spalling have a conscientious Commission President and President: Mark Diederichs (Canada) be well structured with appropriate milestones, so Purpose: To bring together the disparate informa- tion on rock spalling and produce an associated that the Commission will definitely produce a report worthwhile product at the end of its lifetime. There is no value in establishing ISRM Comm- 9. Commission on Testing Methods issions if they do not produce anything worth- President: Resat Ulusay (Turkey) Purpose: To prepare the ISRM Suggested while. Methods Accordingly, and when establishing the Comm- issions during my 2007-2011 tenure, I asked all Where appropriate the work to date and the the current Commission Presidents to set out their intentions of these ISRM Commissions are sum- objectives and milestones (and associated yearly marised by the Commission Presidents in the presentations), and to promise me that they will reports in the following pages of this News Jour- do their best to achieve the objectives. nal, pages 43-57.

42

ISRM Application of Geophysics Commission: 2009 Report

Toshifumi Matsuoka, Japan ([email protected]) 1. Introduction Application of MEMS accelerometer to geophys- Geophysical surveys are key tools for investigat- ics; Takao AIZAWA, Toshinori KIMURA, To- ing the sub-surface rock properties and one of the shifumi MATSUOKA, Tetsuya TAKEDA and main objectives of the ISRM Commission on the Youichi ASANO, 33-36. Application of Geophysics to Rock Engineering is Poroelastic modelling of fracture-seismic wave formulating a Suggested Method which becomes interaction, Seiji NAKAGAWA, 37-46. a standard way of applying geophysical tools. Seismic prediction ahead of a tunnel face - Mod- Also, the Commission is introducing newly devel- elling, field surveys, geotechnical interpreta- oped and useful geophysical approaches to rock tion ,T Stefan LÜTH, Aissa J. RECHLIN, mechanics. Rüdiger GIESE, Jannis TZAVARAS, Kolja The Commission consists of the following 15 GROSS, Stefan BUSKE, Stefan JETSCHNY, members: Prof. T. Matsuoka (Commission Chair), Denise DE NIL and Thomas BOHLEN, 47-51. Prof. E. Brueckl, Prof. Xu Chang, Dr. C. Cosma, Rock physics model for interpreting elastic prop- Prof. A. Ghazvinian, Prof. P. Hatherly, Dr. Jung- erties of soft sedimentary rocks, Toru TAKA- Ho Kim, Prof. S. King, Dr. B. Lehmann, Dr. S. HASHI and Soichi TANAKA, 53-59. Lüth, Prof. C. J. de Pater, Prof. L. J. Pyrak-Nolte, Numerical simulation of solid particle behaviour Dr. E. Sellers, Dr. S. Tanaka and Prof. P. Young. in fluid flow by using a numerical method cou- pling technique, Satoshi OHTSUKI and Toshi- 2. Publication of Workshop papers fumi MATSUOKA, 61-69. As we have reported earlier, the Commission held Seismoelectric measurements in rock samples and the 8th International Workshop on the Application borehole models, Zhenya ZHU and M. Nafi of Geophysics to Rock Engineering at the Westin TOKSÖZ, 71-77. San Francisco, Market Street, San Francisco, The effect of fabric-controlled layering on com- U.S.A. on 29th June 2008 in conjunction with the pressional and shear wave propagation in car- ARMA San Francisco 2008 Symposium. At the bonate rock, Weiwei LI, Christopher PET- Workshop 12 papers were presented and these ROVITCH, and Laura J. PYRAK-NOLTE, 79- were followed by discussion. 85. After the Workshop, the Commission decided to The journal is a WEB journal and all manuscripts publishing selected papers in an appropriate Jour- can be downloaded from the following site: nal, which was a Special Issue of the International http://www.rocknet-japan.org/journal/ Journal of the JCRM (the Japanese Committee for journal_top.html Rock Mechanics). As a Society technical journal, the JCRM was established in 1964 by researchers 3. Workshop in Hong Kong 2009 and New and engineers who were the members of the Japan Delhi 2010 Society of Civil Engineers (JSCE), the Mining The Commission had planned to organise the 9th and Metallurgical Institute of Japan (currently, the International Workshop on 17 May 2009 in con- Mining and Materials Processing Institute of Ja- junction with the SINROCK2009 meeting. Unfor- pan (MMIJ)), the Japanese Society of Soil Me- tunately, however, this Workshop was cancelled chanics and Foundation Engineering (currently, as a precaution because of the swine flu. Also, the Japanese Geotechnical Society (JGS)) and the many participants from Japan, China, and Korea Society of Materials Science, Japan (JSMS) to were thus unable to attend the SINROCK2009 foster collaboration between the JCRM and ISRM meeting and so there would not have been enough in developing innovative solutions to rock me- papers for the Workshop. chanics and rock engineering problems. Based on this 2009 cancellation, the Commis- The Commission selected and reviewed the fol- sion is anticipating that the next Workshop will be lowing seven papers which were published in held in New Delhi, India, in 2010 in association 9RO1RDVD³6SHFLDO,VVXHRQ*HR with the 6th Asian Rock Mechanics Symposium, SK\VLFV´ ARMS6.

43

ISRM Education Commission: 2009 Report

Meifeng Cai, China ([email protected]) The main products of the ISRM Commission on Lecture 1: Rock properties and their role in rock Education in 2009 were organising the 2009 characterisation, modelling and design ISRM China Lecture Tour and coverage of the /HFWXUH7KH,650µ%OXH%RRN¶FRQWDLQLQJDOO 3URFHHGLQJVRIWKH,QWHUQDWLRQDO

44

ISRM Preservation of Ancient Sites Commission: 2009 Report

Li Zuixiong, China ([email protected])

This report covers the 2008-2009 period and includes a brief retrospection plus the main tasks accomplished, including organisation of the 2008 Symposium, publication of the proceed- ings and other items.

1. Brief retrospection The ISRM Commission on the Preservation of Ancient Sites was formally approved by the ISRM authority last year. The terms of reference of the Commission are as follows: x Collection of major case histories of preser- vation from all over the world; x Hosting international symposia; x Preparing an inventory of ancient sites; x Listing of publications in the international literature; John A Hudson, ISRM President, congratulating Xian x Publication/publicity; Hui, the Vice-Governor of Gansu Province, China, on the highly successful ISRM Regional Conference. x Fostering the organisation of training courses; x Holding Workshops and special sessions; and x Establishing/maintaining a website. 2. Main tasks accomplished The first Commission meeting was held in asso- Organisation of the International Symposium on ciation with the 2008 ISRM International Sympo- the Conservation of Ancient Sites 2008 (ISCAS- sium i.e., the 5th ARMS held in Tehran Iran, in 2008), a 2008 ISRM-Sponsored Regional Sympo- November 2008. The main topics discussed were: sium. Commission membership; sharing out the work; This Symposium was also sponsored by the and cooperation. Chinese Society for Rock Mechanics and Engi- neering (CSRME), the Dunhuang Academy of China and the Lanzhou University, and was held

in Dunhuang ² a famous World Cultural Heri- tage site, on 22-24 September 2008. The Honorary President of the Symposium was Prof. Qian Qihu; the President was Prof. Li Zuix- iong; and the Vice-Presidents were Wang Xu- dong, C. Tanimoto and Chen Wenwu. More than 170 participants from different countries attended the Symposium. The Symposium was highlighted by the lectures from Prof. J.A. Hudson, Prof. C. Fairhurst, Prof. M. Coli, Dr. J. D. Rodrigues, Prof. Qian Qihu, Prof. Wang Sijing, Prof. Li Zuixiong, Prof. Wang Xudong, et al. Just as Prof. J. A. Hudson, President of the ,650VDLG³,UDQNWKLVDVRQHRIWKHEHVW6\PSR VLDWKDW,KDYHHYHUDWWHQGHG´DQG³,EHOLHYHWKDW for the ISRM this Symposium represents a water- VKHG IURP ZKLFK PDQ\ JRRG WKLQJV ZLOO IORZ´ Li Zuixiong, the Commission President, delivering So, we have achieved fruitful results actually. the opening speech at ISCAS-2008.

45

ISRM Preservation of Ancient Sites Commission (cont.)

Publications 3. The items in progress x Proceedings of the International Symposium x Collection of major case studies of preserva- on the Conservation of Ancient Sites 2008 tion from all over the world (ISCAS-2008) ± the 2008 ISRM-Sponsored x Compiling an inventory of ancient sites Regional Symposium ± containing all the 79 x Listing of publications in the international papers, with an important preface written by community Prof. J.A. Hudson, President ISRM, was pub- x Publication and publicity lished by Science Press of China for interna- x Fostering the organisation of training courses tional communication. x Hosting workshops and special sessions x A Special Issue of the News Journal of the x Establishing and maintaining a website. Chinese Society for Rock Mechanics and En- gineering on the topics of ISCAS-2008 and Acknowledgement relevant affairs, mostly with English abstracts, Sincere thanks are due to Prof. J.A. Hudson, was published for reference. President of the ISRM, and Dr. L. Lamas, Secre- x Technical articles relating to the conservation tary-General of the ISRM, for their kind help and of ancient monuments and sites, the first au- consideration in forwarding the objectives of the thors being Profs. J.A. Hudson, Li Zuixiong, Commission. A. Ghazvinian, M. Coli, C.I. Lee, C. Fairhurst and J.D. Rodrigues, have been published in ODVW\HDU¶V,6501HZV-RXUQDO9RO'H cember 2008.

Other items x 0DLQWDLQLQJ WKH &RPPLVVLRQ¶V FRUUHVSRQ dence files, drafts of reports, and other work- ing documents complete and in good order. x Issuing the letters of appointment to all Com- mission members, etc.

L to r: Xia-Ting Feng (VP ISRM), Wang Xudong (VP Dunhuang Academy of China), Fan Jinshi (President, Dunhuang Academy of China), John A. Hudson (President ISRM), Li Zuixiong (President ISRM Commission on the Preservation of Ancient Sites) and Fu Bingjun (Adviser, NG China ISRM)

46

ISRM Radioactive Waste Disposal Commission: 2009 Report

Wang Ju, China ([email protected]) The first meeting of the Commission on Radio- carbon dioxide. There was also a field trip to active Waste Disposal (CRWD) of the ISRM was Beishan, Gansu Province, the potential site held on 18 May 2009 in the University of Hong IRU &KLQD¶V KLJK OHYHO UDGLRDFWLYH ZDVWH GLV Kong, China, in conjunction with the SINO- posal. ROCK2009 Symposium. 12 of the 18 Commis- x For the SINOROCK2009 Symposium, Dr. sion Members were either present or represented. Wang Ju presented a keynote lecture, and The President of the CRWD, Prof. Ju Wang, there were two sessions on radioactive waste chaired the meeting covering the following topics: disposal. 26 papers were related to radioactive x Introduction to the Commission on Radio- waste disposal. active Waste Disposal (CRWD) of the ISRM, including the main objectives of the CRWD, 3. Future activities major activities and the Commission members The following activities were agreed: x 2008 Annual Report of the CRWD x International Workshop on Radioactive Waste x Discussion on future activities. Disposal for 17 October 2011, prior to the ISRM2011 (12th International Congress on 1. The Objectives of the Commission Rock Mechanics), which will be held in Bei- It was agreed that the objectives of the Commis- jing, China. sion should be: x The Commission plans to prepare an ISRM- To establish a platform for scientific and Suggested Method for borehole televiewer information exchange of rock mechanics in measurement, in collaboration with the Com- the field of radioactive waste disposal mission on Testing Methods. To organise workshops/conferences related to x The Commission also plans to prepare a radioactive waste disposal, independently or report prior to the 2011 Workshop which will within the context of an ISRM conference summarise the progress in radioactive waste To establish a network for the rock mechanics disposal programmes in several nuclear coun- scientists working on radioactive waste dis- tries. posal Participants at the first meeting of the CRWD To provide scientific advice to relevant were Ju Wang, George Tham, John A Hudson, organisations who are working on radioactive Qihu Qian, Rolf Christiansson, Abbas Majdi, waste disposal Stefan Heusermann, Yuemiao Liu, Claus Erich- To explore scientific collaboration with sister sen, Eda Freitas de Quadros, Quanhong Feng and societies and relevant organisations, such as Zihua Zong. IAEG, etc.

2. 2008 Annual Report of the Commis- sion The annual report of the Commission was pre- sented at the meeting covering: x the establishment of the Commission, x the Second National Conference on Under- ground Waste Disposal, 24-27 September 2008, Dunhuang, China, at which 150 participants from 50 organizations attended, including the President of ISRM, John A Hudson. The five sessions included: site selection, site characterization, and safety

assessment; rock mechanics; engineered st barriers; waste forms and radionuclide The 1 Commission meeting held on May 18, 2009, migration; disposal of industrial waste and at The University of Hong Kong in association with SINOROCK2009

47

ISRM Rock Dynamics Commission: 2009 Report

Yingxin Zhou, Singapore ([email protected]) 1. Introduction The short-term goal is to produce a Document on The ISRM Commission on Rock Dynamics was Suggested Methods for Rock Dynamic Testing. approved by the ISRM President in Jan 2008, The long-term goal is to produce a Guideline on with Dr Yingxin Zhou of the Singapore NG as the Rock Dynamic Response and Support Design. Commission President. The Commission mem- bers are: Omer Aydan, Steve Brandon, Ezio 2. Work Plan and Timetable Cadoni, Ming Cai, Conrad Felice, Giovanni The work plan and schedule of the Commission in Grasselli, Haibo Li, Xibing Li, Guowei Ma, Bibhu the first three years are: 0RKDQW\ &KRQJ &KLDQJ 6HDK &KXQ¶DQ 7DQJ x Year 1 ± Appointment of Commission mem- Kaiwen Xia, Jian Zhao, and Yingxin Zhou bers, preparation and communication of work The terms of reference for the ISRM Commis- plan and work assignment, and initiation of sion on Rock Dynamics include: Commission work; Literature review on rock x Provide a forum for the sharing and exchange dynamic testing; Compilation of rock dynam- of knowledge in rock dynamics research and ics properties. engineering applications. This includes organ- x Year 2-3 ± Preparation of Suggested Methods ising Commission meetings, as well as Work- on Rock Dynamics Testing. shops, Seminars and Short Courses in connec- tion with ISRM-supported events. 3. Commission Activities for 2009: x Co-ordinate rock dynamics research activities Workshop on Rock Dynamics within the ISRM community, as well as with The main activity of the Commission for 2009 other research and professional organisations was the Workshop on Rock Dynamics held on 17- (e.g. the International Society of Explosives 18 June 2009 at the Swiss Federal Institute of Engineers). Technology Lausanne (EPFL), hosted by Jian x Produce reports and guidelines on the study Zhao, Director of the Rock Mechanics Laboratory and engineering applications of rock dynam- (EPFL). ics covering fundamental theories, dynamic The Workshop brought together 35 participants properties of rock and rock mass, testing from 13 countries for two days of very engaging methods, tunnel response, and support design. presentations and discussions. John Hudson, President of the ISRM, attended and gave some opening remarks at the be- ginning of the Workshop. The following is the list of presentations made at the Workshop. x An overview of the state- of-the-art research progress in rock dynamics, Jian Zhao x Measurement of dynamic tensile strength in rock by means of explosive-driven Hopkinson bar method, Bibhu Mohanty x Hopkinson pressure bar tests of rocks: advancements in experimental techniques and applications to rock compression, tension and Attendees at the June 2009 ISRM Rock Dynamics Workshop fracture, Kaiwen Xia held at the EPFL in Lausanne, Switzerland

48

x Modified Hopkinson bar technologies applied have been prepared and circulated to members of to the high strain rate of rocks, Ezio Cadini, the Commission. Carlo Albertini x Mathematical approaches in fracture dynam- 5. Participants at the Rock Dynamics ics, Morosov Nikita, Yury Petrov, Vladimir Workshop Bratov ALBERTINI Carlo, Italy AYDAN Omer, Tokai University, Japan x Characterisation of the Iddefjord granite for BRATOV Vladimir, RAS Institute of Problems of Mechanical penetration studies, Chong Chiang Seah Engineering, Russia x Failure mechanism of brittle rock under dy- CADINI Ezio, University of Applied Sciences of South Swit- namic load, Guowei Ma zerland, Switzerland CARRANZA-TORRES Carlos, University of Minnesota x Earthquakes as a rock dynamic problem and Duluth, USA their effects on rock engineering structures, CONSTANTIN Plytas, O.T.M. S.A., Greece Omer Aydan, Yoshimi Ohta, Mitsuo Daido DAIDO Mitsuo, Tokai University, Japan x Constraining paleoseismic PGA using nu- FELICE Conrad, University of Washington, USA GOEL RK, Central Mining Research Institute, India merical analysis of structural failures in his- GRASSELLI Giovanni, University of Toronto, Canada toric masonry structures, Yossef Hatzor HATZOR Yossef, Ben-Gurion University of the Negev, Israel x Spalling in extreme ground motion and evi- HUDSON John, Imperial College London, UK (ISRM Presi- dence from the 2008 Wenchuan earthquake, dent) JEON Seokwon, Seoul National University, Korea &KXQ¶DQ7DQJ KHLUDNEV Alexandr, RAS Lavrent'ev Institute of Hydrody- x Rock tests on large diameter SHPB with spe- namics, Russia cial shape striker, Xibing Li, Zilong Zhou LI Xinping, Wuhan University of Technology, China x Stability analysis using discontinuous dy- LIM Shiyi, Defence Science & Technology Agency, Singapore MA Guowei, Nanyang Technological University, Singapore namic computations, Gen-hua Shi MOHANTY Bibhu, University of Toronto, Canada x Necessity of developing standard procedures MOROZOV Nikita, St. Petersburg State University, Russia and benchmarks for the validation of rock dy- PETROV Yury, St. Petersburg State University, Russia namics numerical codes, Giovanni Graselli RESENDE Ricardo, LNEC (National Laboratory for Civil Engineering), Portugal x In-situ experimental study and numerical SEAH Chong Chiang, Defence Science & Technology analysis on the propagation of blasting seis- Agency, Singapore mic wave in large tunnel group, Xinping Li SHI Gen-Hua, DDA Company, USA 7$1*&KXQ¶DQ'DOLDQ8QLYHUVLW\RI7HFKQRORJ\&KLQD x Explosion loading and tunnel response, XIA Kaiwen, University of Toronto, Canada Yingxin Zhou XU Tao, Dalian University, China (Visiting Scientist at EPFL x Investigation of stress-wave induced fractures LMR) in explosively-loaded rock samples for cali- ZHAO Jian, École Polytechnique Fédérale de Lausanne, LMR, Switzerland bration of numerical models, Bibhu Mohanty. ZHOU Yingxin, Defence Science & Technology Agency, Sin- gapore (ISRM-CRD President) 4. Suggested Methods for Dynamic Rock Zhou Zilong, Central-South University, China Testing and PhD Students The Commission also had discussions with the Commission on Testing Methods on procedures CASTRO-CAICEDO Alvaro, Universidad Politécnica de for drafting and publication of Suggested Meth- Madrid, Spain ods for Rock Dynamics Testing. At the Workshop KAZERANI Tohid, Ecole Polytechnique Fédérale de Lausan- ne, LMR, Switzerland in June 2009, the Commission decided to work on NEMATI Navid(FROH3RO\WHFKQLTXH)pGpUDOHGH/DXVDQQH two Suggested Methods for Rock Dynamic Test- LMR, Switzerland LQJ 7KH\ DUH ³'\QDPLF 8QLD[LDO &RPSUHVVLRQ SHIRNEN Alexander, Ecole Polytechnique Fédérale de Lau- sanne, LMR, Switzerland 7HVWV´DQG³'\QDPLF7HQVLRQRI5RFNV8VLQJWKH ZHAO Gao-Feng, Ecole Polytechnique Fédérale de Lausanne, %UD]LOLDQ 7HVW´ $ WKLUG PHWKRG RQ ³'\QDPLF LMR, Switzerland )UDFWXUH7RXJKQHVV7HVW´LVDOVRXQGHUFRQVLGHUD ZHU Jianbo, Ecole Polytechnique Fédérale de Lausanne, tion. Work plans for drafting these test methods LMR, Switzerland

49

ISRM Rock Engineering Design Methodology Commission:

Xia-Ting Feng, China ([email protected]), and John A Hudson, UK ([email protected]) 1. Introduction powerhouse for the JinPing II hydroelectric The purpose of the Commission is to develop a project in China. manual for rock engineering design methods The complete book is being compiled with using experience from the large projects in China. assistance of the Overseeing Committee and the Thus, the main product of the Commission is to Task Force Committee and a first draft is being create a design manual in book form outlining: reviewed by the ISRM Commission on Rock En- x methods of design for underground structures gineering Design Methodology during December in rock masses; 2009 and January 2010. x the types of information required to support The draft for Parts IA and IIA was finished such rock engineering design; before November 2008, and the draft for Parts IA x methods for auditing design procedures, both is being revised according to the following: concurrently with the design process and sub- x Comments taken at the ISRM Council meet- sequently; and ing in Tehran, 23 November 2008 x illustrative case examples of design and audit- x AFTES Guidelines for Characterisation for ing based on major projects in China. Rock Masses Useful for the Design and the The work is being undertaken in the period Construction of Underground Structures, Ver- 2007-2011 via an Overseeing Committee, Task sion 1, June 2003, sent by Dr. Thierry You, Force Committee and the ISRM Commission. A President of ISRM National Group for France Working Group meeting of the Task Force Com- x Comments of two reviewers for the paper on mittee headed by Profs Feng and Hudson was ³6SHFLI\LQJWKHLQIRUPDWLRQUHTXLUHGIRUURFN held on 19 September, 2008 in Beijing, in order to mechanics modelling and rock engineering SURJUHVV WKH ³0RGHUQ 'HVLJQ 0HWKRGRORJ\ IRU GHVLJQ´ 5RFN (QJLQHHULQJ 3URMHFWV´ PLVVLRQ LQLWLDWHG E\ x Application progress of the Chinese rock the CSMRE and ISRM. Progress achieved from classification system for rock engineering the meeting was as follows. design used in China x =7%LHQLDZVNL¶VSDSHU³5HIOHFWLRQVRQQHZ 2. The book structure horizons In rock mechanics design: theory, The book has been structured in four parts for HGXFDWLRQ DQG SUDFWLFH´ 3URFHHGLQJV RI WKH clarity. ISRM International Symposium 2008 - 5th x Part 1A: Background text and figures on the Asian Rock Mechanics Symposium, p 37-50, nature of rock engineering design, related 2008 flowcharts, identifying the information needed and the concept of technical auditing. 3. Case examples x Part 1B: A series of illustrative case examples Based on the generalised ideas of the rock engi- of rock engineering design covering slopes neering design methodology, the design method- and underground excavations, including com- ology is expanded accordingly to satisfy require- plicated slopes - Fengshuxia iron mine slope ments of the different types of rock engineering and Nuozhadu hydraulic slope, Jinping II projects, e.g. an underground cavern group, high underground powerhouse, Jinping II hydraulic slopes, mine entries, etc. Case examples will be tunnels at 1800-2500 m depth, and one coal included to illustrate the applications. mine entry. x Part 2A: An explanation of the Protocol Case 1: Design of a large underground power- Sheets used to guide and record the decisions house made and information obtained at the various For the design of a large underground powerhouse stages of the site investigation, modelling and cavern group, under complicated geological con- design. ditions, a methodology of dynamic feedback x Part 2B: An example set of completed Proto- analysis and design optimisation is presented col Sheets for the design of the underground using data updating and intelligent methods. To understand the effect of inter-dynamical geologi-

50

2009 Report

cal processes and processes relating to the current investigated and the adjustment of the support geostress character of a tectonic region, a new non design and the safe monitoring measures are -linear back analysis method for the initial geo- recommended. stress field is given, which integrates the rock x All the information, including the monitored denudation simulation, numerical elasto-plastic data, record of excavation procedure, and calculation and neural network inversion. The auditing results of the geological conditions, method takes the geology structure order process are input into a three dimensional geographic into account by elasto-plastic calculation and information system (GIS), which provides a simulates the rock denudation process by surface platform for intelligent back analysis of excavation. Since the bench construction of large parameters and deformation prediction of the underground caverns has the features of trenching caverns. layer by layer from top to bottom, these features x The equivalent mechanical parameters of the were considered in the dynamic feedback analysis surrounding rock are identified immediately and design optimisation of large underground by using integration of the three dimensional caverns. With monitoring data, the method forms numerical analysis and searching in global a closed-loop feedback system by integrating the space using Particle Swarm Optimization. By recent progress in rock mechanics, 2-D and 3-D comparing the estimated geological condi- numerical simulation, 3-D visualisation tech- tions and revealed results during the construc- niques, and artificial intelligence algorithms. tion, the geological conditions for the cavern The dynamic design of the Jinping II hydraulic for all lower excavation layers are estimated. underground powerhouse is taken as one illustra- x With the identified parameters and the tive case example of underground rock engineer- predicted geological conditions, the response ing projects. Before the construction, the follow- of the cavern after excavation of the lower ing tasks are undertaken for the Jinping II under- layer, including potential local failure, is ana- ground powerhouse: 1) the geostress field is rec- lysed again. The deformation and failure ognised using back analysis of the measured in mechanism of the surrounding rock is further situ stress data and tectonic action on the form of analysed. Accordingly, the necessary safe the mountain and deep valley; 2) the excavation monitoring measurement for controlling the procedure and support design are optimised; 3) stability of the caverns is checked and the stability of the underground powerhouse after suggested. The deformation management excavation layer by layer from top to bottom is standard for the lower excavation layers is estimated; and 4) the safe deformation classifica- checked or modified. The deformation behav- tion is given for monitoring and warning. iour, potential failure mode, and concentration And then, the following tasks are conducted for degree of the secondary stress in the sur- the construction of the underground powerhouse rounding rock of the caverns after the excava- layer by layer: tion at lower layers are predicted. x Once the excavation of a layer is completed, x Based on the evaluation results of the stability the monitored and observed mechanical of the caverns at the current layer and predic- responses of the cavern are compared to the tion of the mechanical performance of caverns calculated results, with respect to deforma- after the lower layer excavation, the optimal tion, stresses, damage zones, force of anchor global excavation procedure and support cables, rock bolts, and concrete lining. All design and local strengthening reinforcement kinds of information used for prediction, are recommended. including mechanical models and parameters, x The suggestions for excavation procedure and are evaluated. The classification of the support design are fed back to the designer surrounding rock is checked according to the and contactor and carried out in subsequent actual engineering geological condition construction. revealed after the excavation. If a difference With the methodology mentioned above, the appears, the reasons for the difference are excavation of the first five layers of the Jinping II

51

⦌棔⼸䪂┪ⷵⷵ↩⼸䪂ぴ䲚幍帰㡈㽤Ᵽ⛧↩ (cont.) underground powerhouse was safely finished and regulations and operational requirements, and the excavation of the last three layers was com- achieving maximised economical benefit. Based pleted in September 2009. on the initial geological survey and analyses of historic landslides, the key issues of the south 2) Case 2: Design of Fengshuxia Iron Mine slope were identified as follows: Slope, China x 60 m thick entirely weathered rocks character- Fengshuxia Open-Pit is situated in the southwest ised by water-sensitive mechanical properties, of Hainan Island, China, where the average and schistosities in the quartz-schist that lies annual rainfall is 2000 mm and the maximum sus- below the entirely weathered rocks probably tained rainfall was 1123 mm in the past 50 years. dominate the stability of the slope; and Fengshuxia Open-pit was initially designed in x water plays an important role and so the hy- 1972, with the 100 m high and 43° slope, and ex- draulic-mechanical coupling must be taken cavation started in 1980. Since the mid-1990s, into account. landslides have occurred a few times in the south Accordingly, a flowchart for the design was de- slope. The design had to be modified and some veloped. Initial surveys have been finished. 19 measures such as retaining walls and concrete pill boreholes were drilled; BHTV, sonic logging and reinforcements had been taken. However, the permeability measurements have been carried out. slope was still unstable, and a landslide occurred The majority of the field and indoor tests, and in 2000 and covered the ore body. Since then, the preliminary 2-D seepage calculations and LEM operator had to stop mining. In 2008, the operator analyses have been completed. decided to re-assess the stability of the slope and ***** re-design the mine, which has been taken as an The work of the Commission is still in the opportunity to demonstrate the new design meth- process of being fully developed ± with the inten- odology. tion of having the draft Final Report presented at The objective of this work is to establish a new the time of the 2010 New Delhi ISRM Interna- design that can mine out all the remaining ores tional Meeting and the Final Report in book form under the prerequisites of ensuring the slope is presented at the ISRM Congress in Beijing in stable during mining, satisfying environmental 2011.

Fengshuxia Iron Mine slope, China

52

ISRM Rock Spalling Commission: Report for 2009

Mark Diederichs, Canada ([email protected]) The Commission on Rock Spall Prediction had its strength (critical damage density and crack coalescence) is first meeting in May, 2009 at the SINOROCK relatively insensitive to test sample size. Standardisation of this measurement is required. Symposium in Hong Kong. The mandate of the CI Damage initiation threshold for the rock sample. This Commission is to develop Suggested Methods for threshold is marked by the onset of systematically increas- the determination, from laboratory tests, of key ing damage (cracks) with increasing applied stress (does not parameters for spalling prediction and to provide consider random cracking at the early stage of the test). This guidance for the determination of spalling poten- threshold can be determined by acoustic emission monitor- ing or by lateral strain measurements (onset of lateral or tial for different rock types and rock mass charac- circumferential extension strain non-linearity). This thresh- teristics. Secondary goals include the evaluation old marks the lower bound for in situ rock strength, as well of predictive tools, for spalling around excava- as the lower bound for long term strength, provided this tions, currently available to the practising engi- limit is not exceeded during the excavation stress path. In neer and to encourage further development of uniaxial conditions, this stress limit is typically 35-50% of the UCS. Standardisation of this measurement is also more sophisticated numerical techniques. required. The current members of the Commission BTS Brazilian tensile strength as a measure of true tensile include: strength (T). The ratio of UCS to T is an indicator of spall x Mark Diederichs (President of Commission) SRWHQWLDO7KHµWUXHWHQVLOHVWUHQJWK¶LVDOVRUHTXLUHGIRUH[ x Derek Martin (Co-President of Commission) cavation scale spall simulation. BTS results, however, do not always correspond to T for many rock types. Work is x Lars Jacobsson (Sweden) required to understand this discrepancy. x Bernie Gorski (Canada) ***** x Matti Hakala (Finland) As a second initiative of the Commission, a trial x Dick Stacey (South Africa) is currently underway to evaluate the reliability of x Ming Cai (Canada) CI, CD and UCS measurements. Five identical x Christer Andersson (Sweden) sets of 10 samples of grey granite from SKB x Marc Panet (France) (Forsmark) in Sweden have been sent to testing x Giovanni Grasselli (Canada) labs around the world. The labs have been asked The first definitive act of the Commission was to follow their current practices for both testing to standardise terminology. A great deal of con- and for data analysis. The Commission will study fusion has arisen from the adoption of non-unique these results as an aid in the development of the acronyms and symbols for key testing thresholds Suggested Methods for these test measurements. such as damage initiation (sci, si, UCS*, etc) and The reliability of BTS testing and the need for critical crack damage stress (scc, scd, sd, etc). The alternative testing practices will be examined new standard terminology for parameters deter- through additional studies in the future. mined from uniaxial compression testing is as Future work will include evaluation trials of dif- follows (all symbolic notation is replaced with ferent empirical and conventional numerical pre- capital letter acronyms): dictive tools for spalling and associated over- ***** break, using existing case histories. UCS Unconfined Compressive Strength or ultimate rup- ture strength of a 45-55 mm diameter (NQ or NX core pre- Tunnelling or mining engineers and ferred) cylindrical sample 125-150 mm in length. This value academics are encouraged to send infor- should be viewed as a standard index and should not be mation about useful case histories to Mark adjusted to account for a field scale sample. Care should be Diederichs ([email protected]). taken when adjusting values from smaller core as there is Information should include: tunnel geometry, uncertainty in the adjustment factor, particularly for large grained samples. overbreak profile, in situ stress levels, rock type, CD Crack Damage threshold or true yield strength of the rock mass quality and rock parameters including rock sample. This threshold is determined from the onset of UCS, m, T or BTS, E, v as well as CI and CD (if axial stress-strain non-linearity prior to peak stress (UCS) or available). Any other information about the geol- is determined from the stress level when incremental volu- ogy or operational issues is also welcome. These metric strain reverses from contraction to expansion. This value (typically 70-90% of UCS) represents the upper case histories will also be available to developers bound for short term in situ strength. Unlike UCS, this yield of new analysis techniques.

53

ISRM Testing Methods Commission: Report for 2009

Resat Ulusay, Turkey ([email protected]) The following activities were undertaken by the and not approved during the ISRM Council Meet- ISRM Commission on Testing Methods between ing in Tehran, and the support on this issue from the period September 12, 2008 and May 18, 2009. TNG has not been provided yet, this possibility was left to the future. However, contacts with the 1. The 2008 annual meeting of the Commission TNG on this organization will be continued. on Testing Methods was held on November 23, 2008, in Tehran, Iran, before the 5th Asian Rock 4. The reviews of the Blue Book, published in Mechanics Symposium (ARMS5). It was clearly three international geo-engineering journals, were observed that in this year the interest in the work requested from the editors. The review of the Blue of the Commission considerably increased and, in %RRN ZDV SXEOLVKHG LQ WKH MRXUQDO ³(QY- addition to the Commission members, Prof. Dr. ironmental & Engineering Geosciences (Bulletin Shunsuke Sakuari (past President of ISRM), Dr. RI$$(* ´LQLWV)HEUXDU\LVVXH7KHRWKHU Claus Erichsen (ISRM Vice President-at-large), reviews of the book will be published in the Prof. Dr. Alvaro Gonzales-Garcia (ISRM Vice- ³%XOOHWLQ RI (QJLQHHULQJ *HRORJ\ DQG WKH (QYL President for S. America), Prof. Dr. Sergio Fon- URQPHQW ,$(* %XOOHWLQ ´ DQG ³,QWHUQDWLRQDO toura (representative of Brazil), Prof. Dr. Wulf Journal of Rock Mechanics and Mining Sciences Schubert (representative of Austria), Dr. Don ,-5006 ´ LQ 0D\  DQG 'HFHPEHU  Banks (representative of USA), Prof. Dr. Ivan issues, respectively. All these reviews are highly Vrkljan (EUROCK2009 Chairman) and his col- complimentary. league from Croatia also participated in the Com- mission meeting. 5. The Commission has decided that the establish- ment of a new Working Group (WG) on the 2. During ARMS5, another meeting related to the ³$EUDVLYLW\ 7HVW´ ZRXOG EH XVHIXO )RU WKLV SXU activities of the Commission was also organised pose, the Commission considered that, since only by the Co-ordinator and Secretary of the Working the French standards exist for this test, an invita- *URXS RQ WKH ³&UHHS 7HVW´ 3URI 'U 2PHU tion to an expert from France as the WG Co- Aydan and Prof. Dr. Takashi Ito, respectively, on ordinator would be better. Although Dr. Robert J. 26 November, 2008. The Commission members Fowell, member of the Commission, tried to find Dr. Nuno Grossmann and Dr. Eda Freitas de an expert from France, the invited experts did not Quadros, and Dr. Francois Malan (a member of accept this mission due to their workload. Finally, this WG and ISRM Vice-President for Africa) and Dr. Robert J. Fowell accepted to chair this WG Dr. Don Banks (USA) participated in this meet- which was officially established in April 2009. ing. Prof. Aydan informed the participants about Volunteers who would like to join and to the purpose, main objectives and current members contribute to this new WG, are kindly of this WG, testing apparatus, and environmental invited to contact Dr. Robert J. Fowell considerations during creep testing, content of the (University of Leeds, UK; document that will be prepared by the WG and e-mail: [email protected]) time table. The participants agreed to contribute to the studies of this WG and it was decided to invite some other experts from different countries. 6. Co-operation between Turkish and Japanese groups via Resat Ulusay and Yuzo Obara 3. The possibility of the organisation of an ISRM (Commission member) for further studies on the sponsored symposium or specialized conference needle penetration index test is still continuing. In RQ ³5RFN 3URSHUWLHV DQG 7HVWLQJ 0HWKRGV´ LQ addition, contact persons Dr. Dominique Ngan- Turkey by the Commission on Testing Methods Tillard from the geo-engineering section of Delft with the support of ISRM Turkish National Group University, The Netherlands, and Dr. Yoshikazu (TNG) was also discussed during the Tehran Yamaguchi from the Hydraulic Engineering Re- meeting. Because the proposed amendments to search Group Public Works Research Institute, the ISRM By-law No. 5 had not been clarified Japan were found. If a new WG on this index test

54

is decided to be established by the Commission, Dr. François Malan (South Africa), Dr. T. Okuno these two experts will be pleased to join the WG (Shimizu Corporation, Japan), Prof. Dr. Abdurra- of the Commission. him Özgenoglu (Turkey).

Volunteers who are interested in this :* IRU 60 RQ ³6WDQGDUG 3UDFWLFH IRU 'LV topic, please contact Prof. Resat Ulusay, placement Measurements Using Global Posi- President of the Commission: WLRQLQJ6\VWHP´ [email protected] Co-ordinator: Prof. Dr. Norikazu Shimizu, Japan (e-mail: [email protected] ) 7. Dr. Abbas Taheri and Prof. Dr. Kazuo Tani Activities: A Working Group composed of Japa- IURP-DSDQVXEPLWWHGDGRFXPHQWHQWLWOHG³'UDIW nese members investigated the error factors of ISRM Suggested Method for Determining Rock GPS displacement measurements. These are keys Mass Strength and Deformability by In-situ Tri- for succeeding in applying this technology for D[LDO7HVW´WRWKH&RPPLVVLRQIRULWVHYDOXDWLRQ monitoring rock movements. There are three main This was sent to three experts for reviewing. The error factors of GPS, i.e. a) meteorological influ- comments of the reviewers on this document were ence (atmospheric delay caused by changes in discussed and evaluated by the Commission weather conditions), b) overhead obstacles members in the Tehran Meeting. The members (disturbance to the signals), and c) multi-path sig- agreed with the comments of the reviewers that nal. The correction methods for improving the the results of the testing method should be veri- measurement accuracy was almost established fied by other means and deep borehole testing through field measurement results. International does not necessarily represent the rock mass con- members of the Commission will be called and ditions. Finally the Commission decided to en- invited for discussion for making a draft which courage the authors to continue with this work will be started in 2009. and praise them for their creativity, but wait until they can compare their results with full scale in WG for SM on ³8SJUDGHG 60 IRU 6RQLF 9H situ tests. ORFLW\7HVW´ Co-ordinator: Assoc. Prof. Dr. Adnan Aydin, 8. Based on the information received from the Co- USA (e-mail: [email protected]) ordinators, the activities of the new Working All members of the WG have been active during Groups (WG) responsible from the preparation of this period. The WG has two independent sets of new and upgraded SMs are given below: test results and the first draft of the SM. There are, however, problems with these tests and the :*IRU60RQ³&UHHS7HVW´ draft of the SM is in need of significant improve- Co-ordinator: Prof. Dr. Omer Aydan, Japan (e- ment. A detailed analysis of this new information mail: [email protected]) and developing guidelines will start with the aim Purpose: This WG intends to develop an ISRM of meeting the submission deadline in early 2010. Suggested Method for laboratory creep testing of rocks with consideration of available creep testing :*IRU³8SJUDGHG60 for Determining Shear techniques used in the rock mechanics field as Strength Both in Field and Laboratory, and well as other disciplines of engineering. The pre- SMs on the Shear Strength of Rock Joints and liminary purpose is to develop methods under Shear Testing Including Stiffness Controlled laboratory conditions. Nevertheless, the same Tests and Possible Determination of Normal principles can be extended to in-situ creep tests DQG6KHDU6WLIIQHVV´ with appropriate considerations of in situ condi- Co-ordinator: Dr. Jose Muralha, Portugal (e-mail: tions. [email protected]) Current members: Prof. Dr. Takashi Ito (Japan, Activities: It took some time for the Co-ordinator Secretary of the WG), Prof. Dr. M.A. Kwas- to find key persons for this WG considering the niewski (Poland), Prof. Dr. Ugur Ozbay (USA), many aspects of discontinuity shear strength.

Continued on the next page

55

ISRM Testing Methods Commission: Report for 2009 (cont.)

Submission of the final document to the Commis- sion: Early 2011. Current members: Prof. Dr. Giovanni Grasselli (Canada), Prof. Yujing Jiang (Japan), and Assoc. Prof. Dr. Manfred Blummel (Austria), Dr. Panay- iotis Chryssanthakis (NGI, Norway).

:*IRU³8SJUDGHG60VIRUWKH4XDQWLWDWLYH 'HVFULSWLRQRI'LVFRQWLQXLWLHVLQ5RFN0DVVHV´ Co-ordinator: Prof. Dr. John P. Harrison, UK (e- mail: [email protected]) Activities: It took some time for the Co-ordinator Task force meeting organised by the RISMEF WG in to find key persons to contribute to this WG in- Wuhan, China on 13 May 2009: From left to right in cluding many aspects of discontinuities. The Con- the front row: Xia-Ting Feng, John P. Harrison, Resat tent of the upgraded SM has been submitted to the Ulusay, John A. Hudson, Alvaro Gonzales-Garcia Commission. meeting was aimed at promoting further study Submission of the final document to the Commis- on the standardisation and digitalisation of sion: Early 2011. rock mechanics test methods. Current members: Dr. Stavros Bandis (Greece), x Efforts will be made on linking the database Prof. Dr. Giovanni Grasselli (Canada), Dr. Robert of rock mechanics tests to the ISRM website, Hack (The Netherlands), Prof. Dr. Steve Hencher in order to provide a widely shared network (UK), Prof. Dr. Doug Stead (Canada), Dr. Flavio on the basis of XML technology, to store, Lanaro (Sweden), Dr. Fulvio Tonon (USA), Prof. query and browse the XML documents of test Dr. Zhang Liao Yang (USA), Dr. Nuno data from the database via the internet. Grossmann (Portugal).

:*RQ³.IIC RI5RFNV´ Co-ordinator: Prof. Dr. Ove Stephansson, Sweden (e- mail: [email protected]) The WG is in the process of writing up the Suggested Method for Mode II fracture toughness testing of rocks and plans to have a first draft to be distributed for review in 2009.

:* IRU ³5HSUHVHQWLQJ ISRM Suggested Methods in Electronic Form 5,60() ´ Co-ordinator: Prof. Dr. Zuyu Chen, China (e-mail: [email protected]) Activities: x A small seminar was held at SINOROCK2009 Presentation on the Blue Book during the ISRM China Lecture Tour in Hong Kong. This This Powerpoint presentation was given at all the venues of the ISRM Lecture Tour, five Universities and the Chinese Academy of Sciences

56

x For the first stage, the RISMEF WG chose 7 at-Large and Commission member), John P. SMs from the Blue Book for conducting the Harrison (Imperial College, UK), Alvaro procedures of standardisation and digitalisa- Gonzales-Garcia (ISRM Vice President for tion. As pilot work, the WG established elec- South America) and some of the members of tronic formats for the SM for Determining the WG participated in this meeting. Block Punch Strength Index (BPI) and the SM for Triaxial Testing. Based on VBA, a 9. The 2009 ISRM Lecture Tour was organised programme language, an electronic format is by Prof. Dr. Cai Meifeng, the President of the developed to store the data of both tests in ISRM Commission on Education, between 9-15 Microsoft Office EXCEL, plus the BPI values May, 2009. Prof. John A. Hudson, Prof. Dr. John of the tested rock samples and triaxial test P. Harrison, Dr. Tony Meyers and Prof. Dr. Resat data. Using VBA technology and the XSL Ulusay gave lectures at a total of five Universities document, the database in EXCEL format is and an Institute in Beijing, Nanjing, Wuhan and transferred to the XML document format Hong Kong. The lectures covered the principles which can be shown via the web. of rock mechanics and the process of rock charac- x The RISMEF WG organized a Task Force terisation and design for rock engineering. During Meeting at the Institute of Rock and Soil Me- this tour the Blue Book was also introduced to the chanics, Chinese Academy of Sciences in Chinese rock mechanics community by Resat Wuhan, China, on 13 May 2009 during the Ulusay, and the participants were encouraged to ISRM China Lecture Tour. Resat Ulusay assist by joining appropriate WGs established by (President of the Commission on Testing the Commission, and to develop new SMs and/or Methods), John A. Hudson (ISRM President to upgrade the current SMs. and Commission member) and Xia-Ting Feng (Member of RISMEF, ISRM Vice President- 10. The brochure prepared to introduce the Blue Book to the geo- engineering community was distributed during the ISRM China Lec- ture Tour and SINO- ROCK2009. It was also sent to ARMA and it will appear in the May 2009 issue of the Bulle- tin of the Engineering Geology and the Envi- ronment.

11. 7KH &RPPLVVLRQ¶V annual meeting was held in Hong Kong on May 18, 2009 before the SINOROCK2009 Symposium.

Testing Methods Commission meeting in May 2009 in Hong Kong l to r: Xia-Ting Feng, Sergio Fontoura, Francois Malan, Resat Ulusay, Eda de Quadros, John A Hudson, Claus Erichsen

57

ISRM Membership: Joining, Benefits and Fees

How to become an ISRM Member x Personal subscription to the International Membership of the Society consists of Individual Journal of Rock Mechanics and Mining Sci- Members within the approved National Groups, ences at a discounted price Corresponding Members & Corporate Members: x Personal subscription to Rock Mechanics and For Individual Membership apply for mem- Rock Engineering at a discounted price. bership of the ISRM through your National Group, this being the most recommended type of Corporate Members membership for the development of the Society. x Listed in the ISRM website, with a link to the However, because some countries do not have a &RPSDQ\¶VZHEVLWH National Group, or due to the preference shown x Listed in the ISRM News Journal by a candidate for membership directly to the x $FFHVVWRWKH,650ZHEVLWH0HPEHUV¶DUHD Society through its Secretariat, the category of x ISRM Newsletter Corresponding Members was created, the x 1 copy of the ISRM News Journal amount of the annual membership fee to be paid, x 1 registration at an advantageous rate as an depending on the existence of an approved ISRM member at the ISRM Congress and National Group in the respective country, as International and Regional Symposia. stated in the Membership Table of Fees. For Corporate Membership (Companies or Annual Fees Organisations) apply directly to the Secretariat or 1. National Groups through your National Groups. National Groups shall pay to the Society a basic For a national organisation to be recognised as fee, this amount depending on the number of an ISRM National Group, it is necessary to Members, plus a fixed amount for each Individual formally apply to the President through the Secre- and Corporate Member, according to the follow- tary-General for recognition according to the LQJVFDOH LQ(XURV¼  ISRM statutes. This should be an organisation, National Group Fee: such as a society or a committee that represents x ZLWKLQGLYLGXDOPHPEHUVRUOHVV¼ Rock Mechanics in that country, either solely x with more than 10 and less than 40 individual concerned with Rock Mechanics, or as part of a PHPEHUV¼x QRRIPHPEHUV¼ broader field of scientific or engineering interest. x ZLWKLQGLYLGXDOPHPEHUV¼ Each country shall have no more than one Individual Member Fee¼ National Group. Corporate Member Fee¼

Benefits for ISRM Members 2. Corresponding Members The current benefits for ISRM members are: Corresponding Members shall pay to the Society Individual and Corresponding Members an annual fee. In order to encourage membership x 1 copy of the ISRM News Journal of individuals through the ISRM National x ISRM Newsletter Groups, this annual fee is different for Corre- x 0HPEHUV¶ DUHD DFFHVV LQ WKH ,650 ZHEVLWH sponding Members from countries with or with- (download of Suggested Methods & Reports, out a National Group: participation in Discussion Forums, etc.) x Fee for Corresponding Members from coun- x Right to participate in the ISRM Commis- WULHVZLWKRXWD1DWLRQDO*URXS¼ sions and FedIGS Joint Technical Commis- x Fee for Corresponding Members from coun- sions WULHV ZLWK D 1DWLRQDO *URXS ¼ LQ WKH ILUVW x Registration at an advantageous rate at the \HDU¼LQWKHVXEVHTXHQW\HDUV ISRM Congress and International and Regional ISRM Symposia 3. Corporate Members ¼

58

Organising ISRM Symposia and ISRM Events

Organisation of ISRM-sponsored ISRM Coming Events (as at publica- meetings tion date) The Society shall sponsor a co-ordinated pro- 31 May - 22 June 2010, Puerto de la Cruz, Tene- gramme of National, Regional and International rife, Spain ± 3rd International Workshop on Rock Symposia, and Specialised Conferences. Mechanics and Geo-Engineering in Volcanic En- National Groups seeking to host a Regional or vironments: an ISRM-Sponsored Specialised International Symposium shall submit a written Conference proposal to the Secretariat, at least one and preferably two to three years before the date of 13-14 June 2010, Switzerland ± 2nd ISRM An- that Symposium. The ISRM International Sympo- nual Field Trip, see page 98 sium differs from ISRM Regional Symposia in that it is the selected venue for the annual meet- 15-18 June 2010, Lausanne, Switzerland ± ings of the ISRM Council, Board, and Commis- EUROCK2010, the 2010 ISRM-sponsored Re- sions of the Society. gional Symposium, see page 99. National Groups seeking to host a Specialised Conference sponsored by the ISRM shall submit a 25-27 August 2010, Beijing, China ± 5th Interna- written proposal to the Secretariat, if possible one tional Symposium on In-situ Rock Stress: an year before the date of that Conference, for ISRM-sponsored Specialised Conference approval by the Board. ISRM Specialised Confer- ences are events that may not have the format of a 23-27 October 2010, New Delhi, India ± 6th Symposium, are usually of a smaller nature and Asian Rock Mechanics Symposium, Advances in are focused on a specialised theme. Rock Engineering: the 2010 ISRM-sponsored ISRM sponsorship shall be determined by such International Symposium, see back page of this considerations as technical content, timing in Issue relation to other meetings, cost and benefits to GHOHJDWHV DQG WKH RUJDQLVHU¶V H[SHULHQFH LQ UXQ 16-21 October 2011, Beijing, China ± ISRM 12th ning similar meetings. International Congress on Rock Mechanics: the To apply for a Regional or International Sympo- 2011 ISRM International Congress sium or for a Specialised Conference, fill in the appropriate application form available at: http://www.isrm.net/gca/index.php?id=195. All publicity materials and the proceedings themselves are to make reference to ISRM spon- sorship, by use of the name and logo of ISRM.

Organisation of a Congress of the Society Every four years, the Society holds a Congress on themes of general interest to the majority of the membership. The responsibility for organising a Congress shall belong to the National Group of the country in which the Congress is to be held. In accordance with the ISRM By-law No. 4 Or- ganisation of a Congress of the Society, National Groups wishing to host a Congress of the Society shall submit a written proposal at the annual meeting of the Council six years before the Con- The ISRM booth, SINOROCK Symposium, May 2009 gress. Contact the ISRM Secretariat for further l to r: Resat Ulusay, John A Hudson, Sofia Meess, details: [email protected] Hadi Ghazvinian, Luis Lamas

59

Introduction to the Technical Articles

John A. Hudson, UK ([email protected]) Rock Engineering in China Rock Dynamics It was noted earlier that, as a result of the voting There are many subjects in rock mechanics that at the ISRM Council Meeting in May, 2009, Prof. have received a great deal of research attention Xia-Ting Feng of the Institute of Rock and Soil over the years but, for some reason, rock dynam- Mechanics, Chinese Academy of Sciences, was ics is not one of them. This is probably because of elected as the next President of the ISRM for the the difficulty of conducting experiments in the period 2011-2015. His term of office begins laboratory and in the field. Also, although we immediately after the ISRM 2011 Congress in have a good theoretical background based on Beijing. His picture and CV are included on page stress waves in elastic solids, unfortunately the 28 of this Issue. rock mass is not elastic and so the refraction and The election of Xia-Ting Feng is not only fitting reflection of stress waves at fracture boundaries because he is ideally suited to the post but and the attenuation have to be taken into account because of the country that he represents ± with as well. Furthermore, there is a wide spectrum of its enormous amount of rock mechanics and rock strain rates when we consider rock dynamics in its engineering which is currently underway. In view wider sense. of this, I asked Prof. Qian Qihu, President of the For these reasons, the ISRM Rock Dynamics Chinese Society for Rock Mechanics and Engi- Commission was established under the Presi- neering (CSRME), if he would write a paper on dency of Dr Yingxin Zhou of the Defence Science rock engineering in China. He kindly agreed and and Technology Agency in Singapore to provide a the paper is presented in abridged form on pages forum for the sharing and exchange of knowledge 61-71 following. The full 37 page paper can be in rock dynamics research, organising meetings obtained through a request to the CSRME HQ at and co-ordinating rock dynamic research activities [email protected]. within the ISRM community with a view to pro- 6RPHRIWKHVWDWLVWLFVLQ3URI4LDQ¶VSDSHUDUH ducing useful related documents, see page 48 of WUXO\ DVWRQLVKLQJ ³21 cascade hydropower sta- this Issue. tions have been planned on the main stream of the Together with Prof Jian Zhao, he organised a Yalong River, among which 10 stations will have Rock Dynamics Workshop in June, 2009, at the DFDSDFLW\RIPRUHWKDQ0:´³DKLJKZD\ EPFL in Switzerland. This Workshop, which I QHWZRUN FKDUDFWHULVHG DV µ¶ ZLOO EH FRQ attended, was most successful and the six papers structed by 2020, i.e., 7 rays, 9 longitudinal lines on rock dynamics on pages 72-95 of this Issue are and 18 transvere lines with a total length of about abridged versions of some of the papers presented  NP´ ³WKH WRWDO OHQJWK RI URDGV LQ &KLQD there. These papers represent a spectrum of rock will reach 2.3 million km by 2010, and 3 million dynamics research from the careful laboratory NPE\´ ³WKH4LQJKDL-Tibet Railway is the testing of rock via the split Hopkinson bar with highest and longest railway constructed in plateau controlled wave shapes, to state-of-the-art permafrost in the world and the total length from numerical modelling, to interpretation of past Golmud to Lhasa is 1142 km, among which 960 earthquake effects, to macro explosive in situ cav- NPRIWKHUDLOZD\LV DERYHHOHYDWLRQ P´ ± ern testing, and interpretation of the dynamics of and there are many more such statistics. the 2008 Wenchuan earthquake in China. Moreover, these statistics are presented within These papers illustrate both the complexity and the context of rock mechanics and rock engineer- the excitement of rock dynamics work, and I am ing. It is no wonder that some of the most innova- grateful to the authors for the difficult job that tive developments, both theoretical and practical, they undertook in reducing their longer contribu- are now emanating from China, as is clear from tions to four pages each without losing any crucial the information in the paper. Thus, I am ex- content. I am sure that readers will be intrigued tremely grateful for Prof. Qian and his colleagues by the work reported in these six rock dynamics for compiling such an informative paper. papers.

60

Rock Engineering in China

Qihu Qian and Zulie Fang, Chinese Society of Rock Mechanics and Engineering, Beijing, China ([email protected]) Advances in rock engineering and technology in China In recent years, Chinese researchers and engineers deep excavation in the mountain. The total length in rock mechanics and the rock engineering field of the shiplock is 6442 m, with the main segment have encountered technical difficulties and (lock chamber) being 1621 m. The shiplock is in a challenges during construction of national key projects, for instance, x water conservancy and hydropower projects including the Three Gorges Project, the Gezhouba project, the Xiaolangdi project, the Ertan project, the south-north water diversion project; x mining engineering projects at Daye, Panzhi- hua, Jinchuan; x Chengdu-Kunming, Nanning-Kunming, Bei- jing-Kowloon and Qinghai-Tibet railway pro- Figure 1 Cross-sectional view of typical anchoring reinforcement of the shiplock high slopes jects; x Fushun, Datong, Lianghuai and Yanzhou coal ³:´VKDSHDVVKRZQLQ)LJXUH mines; The high rock slope was artificially excavated, x petroleum engineering projects at Daqing, with maximum excavated height of 173 m. The Shengli and Karamay, maximum slope height was 160 m. The slope x nuclear power engineering projects at Qin- with height more than 120 m covered a range of VKDQ'D\D%D\DQG/LQJ¶DR about 460 m in length. The open-cut earth/rock 3 3 x subway projects in Beijing, Shanghai, Guang- volume was 4196×104 m and 9.8×105 m for zhou, Shenzhen and tunnel excavation. A 50-60 m division pier was x other thousands of small and medium-sized retained between the two channels of the perma- construction projects. Substantial work has nent shiplock. The maximum gross head in the been carried out and fruitful results have been shiplock is 113 m, and the largest single-step achieved. working head for the reverse tainter valve of the Some advances in rock engineering and technol- underground filling & emptying system is 45.2 m. ogy in China in recent years will be introduced The permanent shiplock is the one with the larg- briefly in the following sections. est scale, the most steps and the highest total de- sign head in the world. Compared to common high slopes, the high slopes of the permanent Rock engineering in hydro- shiplock have the following features: the slope is power projects a steep high slope through deep cutting into the The most representative hydropower project is the mountain, it is of great height, complex form, has Three Gorges Project, which has been completed. extensive coverage, with fully released stresses, and exhibits clear unloading and inhomogeneous Stability and monitoring techniques for characteristics. ship lock high slopes in the Three Gorges In order to ensure normal and smooth operation Project of the system, the requirements on slope stability One of the major achievements in the construction and deformation were very stringent. The slope of the Three Gorges Project is the stability and construction was very difficult, with many distur- monitoring techniques for shiplock high slopes. bances and a tight schedule. Besides the high- The permanent shiplock is located in the moun- intensity construction at ground surface, it was tain on the left bank of the dam. It is a double- even more difficult to construct the narrow, deep channel and continuous five-step shiplock by and steep vertical side walls of the shiplock. In addition, the side walls were constructed simulta- This is an edited version of a longer article. To obtain a pdf of the longer article, please contact [email protected]

61

Rock Engineering in China (cont.)

neously with underground tunnels and shafts. tural features of the shiplock slopes. How to solve the interaction between excavation The anchorage cables used in the high slope of to minimise the damage to the rock masses and to the shiplock included: end-anchored cables with ensure construction safety were the challenging 1000 kN or 3000 kN prestress and cross-anchored problems. cables with 3000 kN prestress. Except for 113 The study on the design of the Three Gorges cables for monitoring and 121 cables for rein- shiplock was started from the end of 1950s. The forcement of the concrete structure at the lock construction was commenced in 1994, and the head which were unbonded, the rest were fully shiplock was put into operation in June 2003. It is bonded anchor cables. a collection of comprehensive applications of For the 1000 kN end-anchored cables, the advanced multi-disciplinary techniques/methods designed pre-stress was 1000 kN and the over- and research achievements. Over the last few dec- tension was 1150 kN. 7 steel wire strands with ades, hundreds of researchers and technical staff diameter of 15.24 mm and strength of 1860 MPa from universities, research institutes, design insti- were used. The designed strength utilisation tutes and construction companies have conducted coefficient was 0.55, and the strength utilisation joint research on engineering geological studies of coefficient for over-tension was 0.63. The bore- the high slopes, mechanical properties of the rock holes were 30-40 m in length and 115 mm in masses, underground seepage and drainage meas- diameter. The internal anchored section was 5 m ures, optimisation of construction methods and in length and in a date-pit shape. excavation and blasting techniques, anchoring For the 3000 kN end-anchored cables, the techniques for high slopes, stability analysis of boreholes were 30-60 m in length and 165 mm in high slopes, etc. diameter. The internal anchored section was 8 m The research provided a large amount of quali- in length. The designed pre-stress was 3000 kN tative and quantitative data on the stability of the and the over-tension was 3450 kN. 19 steel wire steep high slopes of the Three Gorges shiplock. A strands with diameter of 15.24 mm and strength variety of two-dimensional and three-dimensional of 1860 MPa were used. The designed strength numerical modelling was performed. The results utilisation coefficient was 0.606 and 0.697 for provided a reliable basis for design, construction over tension. The other parameters were the same and scientific evaluation of slope stability. as the 1000 kN anchor cables. The technical achievements for the stability The 3000 kN cross-anchored cables were evaluation and monitoring for the high slopes of mainly used for the division pier, the systematic the Three Gorges shiplock are manifold. The reinforcement of the south and north slopes, cross comprehensive anchoring technology is as anchor of the south and north slopes and the deep follows. About 36,000 ordinary steel rockbolts, drainage tunnels and cross anchor of the division 100,000 high-strength structural bolts, 229 pier. Anchor piers were constructed at each end of anchoring cables with 1000 kN prestress and the cables. The cables were prestressed and 3975 anchoring cables with 3000 kN prestress unbonded. The boreholes for anchor cables were were installed and 1054 rock blocks were sup- 40-60 m in length and 165 mm in diameter. The ported in the high slope of the Three Gorges ship- other parameters were the same as the 3000 kN lock. The anchored volume and the quantity of end-anchored cables. Specially designed reinforced blocks are the largest in the world. unbonded anchor cables were used for the con- Due to the huge scale of the slope anchorage crete structure at the lock head to cater for the for the Three Gorges shiplock, the structural form possible deformation between concrete and rock of anchoring cables and construction technology masses. In view of the alternating load by the gate are related directly to the progress and cost of the at the lock head, the outer anchor head was peeled project. In order to fully utilise the performance of for 8 m and formed a bonded section. By this anchoring cables with different structural forms, means, the outer anchor end was double secured different types of cables were employed at differ- by both anchorage devices and the 8 m bonded ent parts of the ship lock, according to the struc- section.

62

Stability analysis of ancient landslides in macro-, meso- and micro-methods, detailed com- the Three Gorges reservoir area SDULVRQV ZHUH PDGH EHWZHHQ WKH JLDQW µVOLGLQJ Some environmental geological hazards were URFNPDVVHV¶DQGµEDFNJURXQGURFNPDVVHV¶DQG triggered by the construction of the Three Gorges the scope of giant landslides was identified, as Project. As for the stability prediction of giant shown in Figure 2. ancient landslides in the Three Gorges reservoir c) The revival mode of the giant landslides was area, researchers from the Bureau of General Re- studied on the basis of engineering geological connaissance of Changjiang Water Resources analysis and laboratory geotechnical test results. Commission and China University of Mining and The spatial prediction method for local landslide Technology (Beijing) have conducted systematic revival was explored according to the classifica- studies on establishment of a database and loca- tion of surface cracks and mechanical analysis. tion of the ancient landslides, identification of gi- The temporal prediction method for local land- ant landslides, sliding modes and space-time pre- slide revival was established according to the diction of the reactivated landslides, slope stabil- landslide revival mechanism and evolution stages. ity and coupled stability analysis since 1996. d) The landslide prediction system was imp- a) First of all, aiming at the enormous amount of roved after Year 2005. If a slope is taken as a me- geological data for landslides in the Three Gorges chanical system, whether a landslide occurs is de- reservoir area, a three-dimensional geological FLGHG E\ WKH EDODQFH EHWZHHQ µWKH VOLGLQJ IRUFH¶ database was established for the landslides by DQG µWKH DQWL-VOLGLQJ IRUFH¶ 7KH YDULDWLRQ LQ WKH using 3S visualisation information technology. By mechanical system of the slope can be sensitively interpretation of the overall pattern of the land- reflected on the dynamic landslide map by the slides, three-dimensional spatial interpretation of monitoring and prediction system. Based on the the landslides and the slip surfaces, zoning of dynamic characteristics, landslide prediction can slope stability by GIS interpretation, and interpre- be implemented. At present, the remote monitor- tation of structure suitability, a visualized land- ing and prediction system for landslide hazards slide prediction system was set up. The system has been successfully applied at 102 sites in 7 re- was successfully applied in the site selection for gions in China. Three landslides were accurately relocation of Badong County in the reservoir area. forecasted and loss of human lives and property b) According to the field engineering geological was avoided. investigation on the typical landslides in the reser- voir area (for instance, Huangtupo Landslide, Stability and support technology for high Zhaoshuling Landslide, Wushan Landslide, etc.), slopes of hydropower projects in deep these landslides, as a whole, can be classified as river valleys EHGGLQJODQGVOLGHVLQVLGHZKLFKµPHJDODQGVOLGH Other than the Three Gorges Project, a number of URFN PDVVHV¶ ZHUH GHYHORSHG %\ FRPELQHG large and super-large hydropower stations will be constructed or are under construc- tion. The capacity of the west-east electricity trans- mission project is over 150,000 MW. For example, on the main stream of the Jinsha River, a tributary of the Yangtze River, 20 cascade hydro- power stations Figure 2. Scope of giant ancient landslides

63

Rock Engineering in China (cont.)

have been planned, among which 17 hydropower is 1635 m during the dry season and the water stations have a capacity of over 1,000 MW. The surface width is 80-100 m. capacity of Xiluodu, Baihetan, Wudongde and The project area is typically a deep V-shaped Xiangjiaba hydropower stations is more than valley, with relative height difference of 1500- 5,000 MW. 21 cascade hydropower stations have 1,700 m. The left bank is a counter slope. Below been planned on the main stream of the Yalong elevation 1,820-1,900 m is marble with slope an- River, among which 10 stations have a capacity of gles of 55°-70°. Above is sand-slate with slope more than 1000 MW. The total installed capacity angles of 40°-50°. The local topographic feature for the Jinping Hydropower Station Stage 1 and is characterised by alternative ridges and gullies. Stage 2 is 8,400 MW. 22 cascade hydropower sta- The left bank is a dipping marble slope. The tions have been planned on the main stream of the topography is featured by alternative steep and Dadu River, among which 7 stations have a ca- gentle terraces. The slope angles for the steep sec- pacity of more than 1,000 MW. The capacity of tions are 70°-90°, and about 40° for the gentle the Pubugou Hydropower Station is 3,600 MW. sections. In addition, the Xiaowan and Nuozhadu Hydro- Toppling deformation is prevalent in the sand- power Stations on the Lancang River, Goupitan slate above 1,900 m elevation on the left bank. Hydropower Station on the Wu River, Longtan The horizontal deformation reaches 50 m in the Hydropower Station on the Hongshui River, and ridges and about 30 m in the gullies. A wide Laxiwa Hydropower Station on the upper reaches range of toppling deformation in the deep strata of the Yellow River are planned or under con- may be related to the closed reverse syncline and struction. relatively soft sand-slate. It becomes one of the Most of the power stations are located in the controlling factors in slope stability on the left transition zone of the Qinghai-Tibet Plateau to the bank. Sichuan Basin. Tectonic movement led to the Chengdu Hydroelectric Investigation & Design rapid uplift of the Qinghai-Tibet Plateau. A series Institute, together with a number of research insti- of major rivers and deep river valleys with eleva- tutes and universities in China, conducted in- tion differences of 2000-3000 m formed, as well depth and detailed studies of the dam site. The as the well-known major fault zones and seismic engineering geological conditions and main engi- zones in west China. Therefore, the geological neering geological and rock mechanics problems conditions are complicated. During the develop- at the site have been identified. Stability analysis ment of water resources, high slope problems are and calculations have been carried out by differ- frequently encountered in such complex large- ent means and for a number of modules and oper- scale engineering projects. This type of high slope ating regimes, which provided the basis for has the following prominent features: design. In combination with the topographic and x the natural slope is very steep. The slope an- geological conditions at the site, the principle of gle is generally more than 45°, with most µVWURQJ UHLQIRUFHPHQW IRU VWHHS VORSH¶ DQG above 70°-90°. The valley depth is usually µG\QDPLFGHVLJQDQGLQIRUPDWLRQ-based construc- more than 1,000 m; WLRQ¶ ZDV DGRSWHG 7KH PDLQ PHDVXUHV LQFOXGHG x the height for the cut slope is large, usually drainage of surface and ground water, anchor more than 300 m, with the maximum more cables and shear retaining structures. Together than 600 m; and with slope surface protection, grouting reinforce- x the geological conditions of the slope are ment and other comprehensive treatment meth- complicated, featured by faults, high geo- ods, the reinforcement measures were proven stresses, intensive unloading and large effective, as indicated by the monitoring data. unloading depth. Jinping Hydropower Station Stage I is a typical example. Slope monitoring and back-analysis Jinping Hydropower Station Stage I is located According to the different geological conditions on the river between Pusiluogou and Shoupagou, and failure modes for different sections of the which flows in a N25°E direction. The water level slope on the left bank, pertinent monitoring

64

Support of the under- ground cavern complex For the construction of large or medium-scale hydro- power projects, the under- ground cavern complex is one of the key structures. Generally, unstable geologi- cal conditions are encoun- tered unavoidably, for in- stance, thick weak layers and argillaceous interbeds exist in the surrounding rock (it is even more unfavourable if they are at the elevation where anchored cranes are installed); faults and broken Figure 3. Overview of the slope on the left bank under construction zones intersect the axis of the schemes were designed. The deformation moni- underground caverns at a small angle or result in toring system consists of a monitoring and control large movable blocks together with other struc- network, monitoring of deformation in the surface tural planes; the surrounding rock consists of rock and monitoring of deformation in the deep alternative hard and soft layers, or soft rock layers rock. The cracks deep in the abutment slope were are overlain by hard rock layers. Through com- extremely harmful to the slope stability and the prehensive analysis and verification, proper stability of the slope under rupture deformation support measures can be proposed in response to was crucial to the project safety; hence, this sec- the encountered geological conditions. tion was the focus for monitoring. The rock defor- Good results were achieved in the Shuibuya Hy- mation and the stress state were monitored. Mean- dropower Station project on the Qingjiang River, while, groundwater and seepage, vibration during Hubei Province. The Shuibuya Hydrojunction is blasting and rock relaxation were monitored. located in the middle reaches of the Qingjiang Through continuous monitoring of the entire River in Badong County, Hubei Province, China. process and using statistics, compilation, analysis The normal reservoir level is 400 m and the total and back-analysis of the original monitoring data reservoir capacity is 4.58 billion m3. The reservoir on deformation, seepage, strain and stress, the for Shuibuya Hydrojunction is the first reservoir working condition and safety of the slope can be for the cascade development of the Qingjiang accessed during the construction period, the water River. The overburden depth for the underground storage period and the operation period. Abnor- cavern complex is 400-450 m. The elevation of mal phenomena for parameters and factors possi- the roof of the powerhouse is 230.47 m and bly endangering the structures can be captured in 162.80 m for the tailrace tunnel floor. The power time, followed by evaluation of slope stability and house dimensions are 23.00m×150.00m×67.67m safety. Treatment measures and suggestions on (width×length×height). The width of the crane decision-making can be proposed accordingly, so beam is 23 m at the top and 21.5 m at the bottom. as to ensure the slope safety. Figure 3 shows an The azimuth axis of the power house is at 296°. 8°׽15°. The angleסoverview of the slope on the left bank under con- The stratum attitude is 245° struction. between the axis of the power house and the stratigraphic strike is 39°. The cavern complex passes through alternative hard and soft rock layers. A large number of inter- layer shear zones exist at the interface of the soft

65

Rock Engineering in China (cont.)

and hard rock layers. The shear zones are charac- Rock engineering in highway terised by strength softening and low shear strength. Shear slip or extrusion by creep defor- and railway projects mation is likely to occur due to unloading during According to the plan, a highway network charac- excavation, which is extremely harmful to exca- WHULVHG DV ³´ ZLOO EH FRQVWUXFWHG E\  vation of the cavern complex and stability of the i.e., 7 rays, 9 longitudinal lines and 18 transverse surrounding rock. In view of the above-mentioned lines with a total length of about 85,000 km. geological conditions, in combination with the Among them, the total length of the 7 rays from layout optimisation for the underground cavern Beijing to capital cities of other provinces is complex, the researchers from Changjiang River 18,000 km. The highway network will connect all Scientific Research Institute proposed a system- the 319 cities with a population of more than atic and comprehensive reinforcement scheme for 200,000 inhabitants. In addition to highways, the surrounding rock of the cavern complex. As roads of different grades are under construction. proper reinforcement measures were taken, the The total length of roads in China will reach 2.3 construction of the cavern complex of Shuibuya million km by 2010, and 3 million km by 2020. Hydropower Station was a success. Figure 4 By the end of the year 2007, the railway traffic shows the reinforcement layout at a typical cross- extent in China was 78,000 km, ranked no. 1 in section of a cavern. Asia. According to the plan, the railway traffic length will reach 100,000 km before 2020. 4 lon- gitudinal and 4 transversal railways have been completed. Moreover, many projects are under construction or to be constructed. Among them, the Beijing-Shanghai high-speed railway under construction has attracted world- wide attention. The total invest- ment is 22.09 billion RMB yuan. It has been the railway project with the highest lump-sum investment.

Study on permafrost engi- neering for the Qinghai-Tibet Railway The most prominent achievement in railway construction in recent years is the completion of the Qinghai-Tibet Railway. The Qing- hai-Tibet Railway is the highest and longest railway constructed in plateau permafrost in the world. The total distance from Golmud to Lhasa is 1142 km, among which 960 km of the railway is above elevation 4000 m and about 550 km of the railway passes through the permafrost zone. Sporadic per- mafrost, seasonal frozen soil, wet- lands and wetland slopes are widely distributed. Construction of the Qinghai-Tibet Railway in the Figure 4. Reinforcement layout at a typical cross-section of a cavern

66

permafrost area is the most difficult technical the world and a key project for construction of the challenge. Qinghai-Tibet Railway. The tunnel is 1338 m in The China Railway First Survey and Design length and passes through the permafrost zone. Institute conducted studies on the impacts of The tunnel entrance and shallow tunnel section climate change. National technical standards for are located within permafrost with high ice con- site investigation, design and construction of rail- tent. The ice content was more than 50%. ways in plateau permafrost were developed. The Fissured ice is prevalent for the main tunnel sec- design ideas of induced cooling, foundation cool- tion. No similar tunnel construction experience ing and protection of frozen soil and key parame- can be learnt from and the construction was ters were identified. Air-cooling rubble embank- extremely difficult. In the Fenghuoshan region, ment, subgrade with thermosyphons and bridges hypoxia is severe and the ecology is fragile, across special harmful frozen sections were which presented particular challenges to construc- adopted innovatively. A complete set of construc- tion. tion techniques for subgrade in permafrost was successfully developed, for instance, tunnel lining Construction of the Erlangshan tunnel against frost-heave. and Zhegushan tunnel of the Sichuan- Tibet highway Road and railway tunnels Similar achievements have been made in the con- Great achievements have been made in tunnel struction of the Erlangshan Tunnel and construction techniques in road and railway pro- Zhegushan Tunnel of the Sichuan-Tibet Highway. jects in recent years. 12,000 tunnels of different Research staff from the Southwest Jiaotong Uni- types have been put into use in road and railway versity and other Institutes conducted studies on industries, extending over 7000 km. Among them, three types of key technical problems: namely, more than 7,000 tunnels are railway tunnels with complex topographical and geological conditions, a total length of over 4000 km; over 4,000 tunnels harsh climatic conditions and special operational are road tunnels with a total length of more than conditions for large high-altitude highway 2000 km. Tunnels under river beds are mainly in tunnels. A number of comprehensive technical the Shanghai region. 8 tunnels crossing the achievements have been made after years of Huangpu River have been constructed, and an- study. other 5 tunnels are being constructed or to be con- A seismic deformation method was proposed, structed. Other tunnels under construction in- based on the rock-structure system and beam- clude the tunnel crossing the Yellow River and spring interaction. Together with dynamic analy- Yangtze River for the South-North Water Diver- sis and shake table model test results, different sion Project and tunnels in cities. The submarine shock absorption measures were adopted accord- tunnels under construction are the Xiamen- ing to the cross-sectional characteristics of high- ;LDQJ¶DQWXQQHOWKH-LDR]KRX%D\HVWXDU\WXQQHO way tunnels. These measures included addition of the Guangzhou Biological Island-University City shock absorption layers, use of polymer or steel tunnel and the Shiziyang railway tunnel. Tunnels fibre reinforced concrete lining, etc. for highway to be constructed include the Qiongzhou Strait tunnels located in an intensive seismic zone. tunnel, the Bohai Bay (Dalian-Penglai) tunnel, the The seismic deformation method was verified. Hangzhou Bay (Shanghai-Ningbo) tunnel and Da- The relation between the parameters of steel fibre lian Bay tunnel. reinforced concrete structure and the initial stress softening factor and cracking resistance of the Construction techniques adopted for the structure was identified. The seismic effect was Fenghuoshan Tunnel in permafrost illustrated in term of the damping ratio of the The landmark achievement in tunnel construction shock absorption layer and the lining and stiffness techniques is the Fenghuoshan Tunnel in perma- ratio of the shock absorption layer and the lining. frost for the Qinghai-Tibet Railway. It is the high- Shock absorption measures were proposed for est tunnel (track surface elevation at 4905 m) in highway tunnels in intensive seismic zones.

67

Rock Engineering in China (cont.)

The study shows that the smaller the stiffness thaw areas was established. Anti-freeze has been ratio of the shock absorption layer and the lining, one of the key topics in studies on permafrost at the larger the seismic effect. The mass ratio of the home and abroad. The study on rock tunnels in shock absorption layer and the lining is affected seasonal frost-heave and freeze-thaw areas was a by the stiffness ratio. When the stiffness ratio is blank. Field testing, laboratory tests and numeri- less than 1, the smaller the mass ratio, the greater cal modelling were employed to investigate the the seismic effect. This is because, when the iner- freeze-thaw, frost heave and heat transfer charac- tia of the surrounding rock is relatively small, the teristics of the surrounding rock in the seasonal internal force is controlled by the stiffness of the frost heave and freeze-thaw areas, on the basis of surrounding rock. The stress softening factor is comprehensive analysis of the present develop- influenced by the direction coefficient, slender- ment trend of anti-freeze techniques for tunnels ness ratio, mass content, grip force of the steel and aiming at the most promising anti-freeze fibres and the lining thickness. With the increase measure by heat insulation. of the direction coefficient, slenderness ratio, The theoretical model for heat exchange mass content, grip force of steel fibres, the initial between air and the surrounding rock at the stress softening factor increases. With the increase entrance and exit of extra long highway tunnels of the lining thickness and tensile strength, the and different tunnel sections, the influence of initial stress softening factor decreases. frost heave of the surrounding rock on the tunnel, The design of the tunnel cross section was opti- the variation model of the temperature in the tun- mised from the point of view of the seismic nel, reasonable thickness and length of the tunnel effect. The shock absorption measure at shallow prone to freeze hazards, optimised anti-freezing tunnel sections was proposed, i.e., a shock structures for tunnels were proposed. absorption layer between the tunnel lining and the %\ DSSOLFDWLRQ RI URFN µHSLJHQHWLF UHIRUPDWLRQ soil stratum. The original lining-rock system was WKHRU\¶ XQORDGLQJ-deformation fracture mechan- converted to a lining-shock absorption layer sys- ics and soft rock mechanics, and the high stress tem and hence the seismic intensity and manner field, the corresponding geomechanical model acting on the structure can be reduced or changed. was established for the first time in the world. The A technical system for the design of long high- mechanism of rockburst and large deformation in way tunnels in seasonal frost-heave and freeze- this type of tunnel was proposed, based on the

Figure 5. Interpretation of radar results

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structural features and construction methods of karst tunnels, which provided guidance for tunnel highway tunnels. The quantitative criterion for construction, helped to avoid water and mud in- classification of rockbursts and large deforma- rush and ensured construction safety. tions was identified. An integrated technical sys- tem for prediction and treatment of rockbursts and Mining engineering large deformation hazards and stability analysis China has abundant coal resources, which are and evaluation for the surrounding rock was es- currently dominant in the energy structure. Coal tablished. output has reached 2.716 billion tons by the year 2008. The corresponding length of annual mine Support Techniques for Large Squeezing roadway excavation is more than 12,000 km. The Deformations in the Wuqiaoling tunnel mining capacity for black and non-ferrous metals The Wuqiaoling Tunnel of the Lanzhou-Xinjiang in China is huge. By the year 2008, iron ore pro- Railway is currently the longest railway tunnel duction had reached 840 million tonnes and the (with a total length of 20.05 km) in China. The total output for 10 kinds of non-ferrous metals has overburden depth is 500-1,100 m for sections been 25,202,800 tonnes. The corresponding an- under the mountain ridges. The tunnel passes nual roadway excavation volume for black and through µsqueezing zones¶ formed by a number of non-ferrous metal mining is enormous. large regional faults. The large squeezing defor- mation was significant under the high geo-stresses Innovative techniques for roadway in the soft rocks. Deformation control was very support in mines difficult and presented an unprecedented For construction of large-scale roadways for challenge for design and construction of the underground mining, roadway support is directly tunnel. related to mining safety, output and efficiency. Aiming at the roadway features in China, research Comprehensive study on forecasting staff from the China Coal Research Institute and adverse geological conditions other Institutes developed a complete set of inno- For tunnel construction, significant progress has vative techniques for roadway support, integrating been made on prediction of adverse geological theory, methodology, materials, equipment, tech- conditions over the last few years. For instance, nology, instruments and technical specifications. research staff from Shandong University made a Roadway support techniques with independent comprehensive study on forecasting for more than intellectual property rights in the Chinese context 20 karst tunnels of the Shanghai-Chengdu- were developed. The techniques can solve com- Xichang Highway, with prediction accuracy of plex and difficult roadway support problems, 70%. The main technical advances include: speed up construction of high-yield high- x a qualitative assessment method for hazard efficiency mines, substantially increase coal out- risk of karst tunnels was established; put and efficiency and significantly improve x the multiple solutions of geophysical investi- safety in roadways. gation of the complexity of geological condi- The main research topics included: support tions were studied; and theory of rockbolts for mine roadways, dynamic x a transient electromagnetic device for water information design method and software for rock- inrush and post-processing software for geo- bolt support, rockbolts made of high-strength logical radar were developed. resin and material for anchor cables, roofbolter Some results using geological radar are shown and rapid construction techniques, mine pressure in Figure 5 to the left. The radar reflection was of monitoring instruments and techniques, combina- relatively large amplitude and low frequency. tional reinforcement by rockbolts and grouting The principle and techniques for comprehensive and top coal caving, deep mining and other road- geological forecasting were thus proposed. The way support techniques under complex and diffi- research results were successfully applied in the cult conditions. Through continuous scientific and geological forecast practices for more than 20

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Rock Engineering in China (cont.)

technological research on roadway support tech- open slope mining to deep pit mining. With the niques, the main innovative achievements have increase of mining depth, the slope becomes been as follows. higher and steeper. For instance, the vertical x The expansion-stability theory for rock bolts height of the slope for Shougang Shuichang Iron was proposed. Systematic rockbolts of high Mine reached 670 m and the depth for pit mining strength and high stiffness should be installed. was 430 m. x A dynamic information design method for With the increase of slope height and gradient, rock bolt support was proposed. Software for slope stability and mining safety has deteriorated. rockbolt design was developed, integrating However, on the other hand, the increase of slope the geomechanical database, initial design, angle can reduce the volume of excavated rock processing of monitoring data, information and lower the production cost. For example, for feedback and design modification. an open-pit mine with an annual capacity of 10 x Combinational reinforcement techniques were million tons, if the slope angle increases by 1°, developed with grouted rock bolts, grouted the volume of excavated rock is reduced by 10 anchor cables and integrated drilling-bolting- million tons. The economic benefit can reach a grouting method. hundred million RMB. Therefore, it is a double- x A set of equipment for monitoring mine pres- edged sword. We have to optimise slope design sure and safety of roadways was developed. and comprehensively monitor and control slope The instruments have been widely applied stability, so as to maximise the slope angle, re- in the mines and play an important role in op- duce the excavated rock volume, lower the cost timised design of roadway support, assess- and increase efficiency, under the premise of safe ment of roadway support and ensuring road- mining. way safety. The overall slope angle for large open-pit mines x A series of roofbolters was developed. The in China is generally gentle, compared to similar roofbolters have been continuously improved mines abroad. This is mainly determined by the according to the mine roadway conditions in traditional slope design method with engineering China. analogy and two-dimensional limit equilibrium Meanwhile, based on the available mining analysis. Research staff from Beijing University equipment in China, by optimising the construc- of Science and Technology and Shougang Mining tion process and a reasonable arrangement of Company, for the first time, adopted a large-scale labour, an express construction technology for three-dimensional non-linear finite difference mine roadways was established with fully mecha- method, discrete element method and three- nised excavation machines and single roofbolter. dimensional limit equilibrium analysis based on The results have been applied to 58 large or GIS for slope stability analysis and design optimi- medium-scale mines in 20 provinces in China. sation, on the basis of a large amount of engineer- The technical level for roadway support in China ing geological and hydrogeological investigations has been improved by leaps and bounds. It has and experiments, stress measurements at the mine profoundly changed mine exploitation plans and and tests on physical and mechanical properties of roadway layout styles and played an irreplaceable ore. Among them, the three-dimensional limit and important role in the construction of high- equilibrium analysis method based on GIS was production mines, substantial increase of coal out- used for the first time in the world. put and efficiency and improvement of mine The overall slope angles of Shougang Shu- safety in China. ichang Iron Mine were increased by 1°- 6°, with an average increment of 3° - 4°. The slope design Safe and efficient deep open-pit mining and mining optimisation for Shougang Shuichang technology Iron Mine has reached and surpassed the interna- More than 80% of iron ore is produced by open- tional advanced level. At the same time, GPS, the pit mining. At present, many large or medium- Total Station and other devices were used. sized open-pit mines have been transformed from Together with network theory, a displacement

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monitoring network was established for the Shu- ichang Iron Mine, which can make dynamic Concluding remarks analyses and prediction of slope stability. It pro- From the above Sections, it can be seen that vided the basis for taking necessary measures in China is No. 1 in the world in term of the quantity time and ensuring slope stability. At the same of rock engineering, with a large amount of pro- time, a series of technical measures were formu- jects, complex geological conditions and unprece- lated to ensure slope stability at great depth and dented technical difficulties. In recent years, a strengthen mining safety. The measures included series of innovative achievements has been made the following: in rock engineering and technology. Rich experi- x according to investigation and prediction of ences have been accumulated in investigation, the potential slope failure mode, the corre- design, construction and monitoring. Of course, sponding control measures for slope stability lessons were also learned. They are precious were identified; treasures in our rock engineering field. We are x as the Shuichang Iron Mine is located in a willing to share our experiences with researchers seismic risk zone, earthquake disaster mitiga- and engineers in rock mechanics and rock engi- tion techniques for steep high slopes were de- neering over the world. Let us work together veloped, on the basis of dynamic failure towards the further development of rock mechan- mechanism of slopes; and ics and engineering and a new era in rock engi- x as the Shuichang Iron Mine is adjacent to the neering. Luan River, monitoring and treatment meas- ures for steep high slope failure induced by Acknowledgements seepage were identified. The authors would like to thank Professors Cai In order to reduce the transportation cost and Meifeng, He Manchao, Yuan Liang, Dai Huichao, increase the production efficiency, a semi- Li Shucai, Wu Aiqing, Tan Zhongsheng, Kang continuous transportation system with a new type Hongpu, He Chuan and Song Shengwu for pro- of high-performance car and belt and automatic viding relevant data for this article. real-time dispatching system based on GPS was established. Through four years of research, the production cost for the Shuichang Iron Mine has dropped sig- nificantly and the production efficiency has been improved substantially. From year 2001 to 2004, with the gradual increase of mining depth and haulage height, the ore cost did not increase; instead, it decreased by 32%. Over the four years, the labour productivity had increased by 2.3 times. The labour productivity of the Shuichang Iron Mine was more than 6 times the average level of key mines in the same industry and is ranked No. 1 in China. The mine generates eco- nomic benefits of 139 million RMB every year. Scientific studies of the Shuichang Iron Mine not only improved production and management to the international advanced level, but also solved the common key technical problems for large open pit mines in China and gave a strong impe- tus to scientific and technological progress and production development for Chinese open mines.

71

Split Hopkinson Pressure Bar (SHPB) Tests on Rocks

Kaiwen Xia, Dept. of Civil Engineering, University of Toronto ([email protected]) 1. Introduction Another problem related to the conventional Understanding the dynamic material responses of SHPB tests is that the specimen is subjected to rocks is critical in a variety of rock engineering multiple loadings due to the reflection of the wave and geophysical applications (quarrying, drilling, at the impact end of the incident bar. A momen- rockbursts, rock blasts, rock crushing, earth- tum-trap technique was proposed to ensure single quakes, projectile penetrations, etc.). However, as pulse loading and thus enable valid post-mortem yet no recommended methods have been sug- analysis of the recovered specimen (Song and gested by the International Society of Rock Me- Chen 2004). Using these new techniques with the chanics (ISRM) to provide guidance for dynamic SHPB, we systematically measured rock dynamic tests. The dynamic testing results obtained with compressive strength and response, dynamic ten- different methods and instrumentation are so sile strength, and dynamic fracture toughness. For scattered that cross-UHIHUHQFLQJ RI RWKHUV¶ UHVXOWV all these tests, we used core-based specimens to is almost impossible. It is thus necessary for the facilitate sample preparation; the rock tested was rock mechanics community to develop reliable Laurentian granite. dynamic testing methods. To test the dynamic mechanical properties of 2. Experimental setup and techniques rocks, one needs a reliable testing device. For A 25 mm diameter SHPB system made of marag- testing rocks under high strain rates from 102 to ing steel was built in the Impact and Fracture 103 s-1, the Split Hopkinson Pressure Bar (SHPB) Laboratory at the University of Toronto in 2007. is an ideal choice. The SHPB was invented in The length of the striker bar is 200 mm. The inci- 1949 by Kolsky for testing metallic materials dent bar is 1500 mm long and the transmission (Kolsky, 1949). Shortly after that, the SHPB was bar is 1200 mm long. An eight-channel Sigma used by researchers to test brittle materials, such digital oscilloscope by Nicolet is used to record as concretes, ceramics and rocks. However, some and store the strain signals collected from the major limitations in using the SHPB for brittle Wheatstone bridge circuits after amplification. materials were not fully explored until two dec- The impact of a striker bar on the free end of the ades ago. Unlike ductile metals, brittle materials incident bar induces a longitudinal compressive have small failure strains (< 0.2%) and hence, if wave propagating in both directions. The left- the loading is too fast, as in a conventional SHPB propagating wave is fully released at the free end test, the specimen may fail in a non-uniform man- of the striker bar and forms the trailing end of the ner. To achieve accurate measurements in SHPB incident compressive pulse (Fig. 1). Upon reach- tests, one has to make sure that the specimen is ing the bar-specimen interface, part of the inci- experiencing an approximately equilibrium stress dent wave is reflected (reflected wave) and the state (dynamic stress equilib- rium or dynamic force bal- ance). Because it takes 3-4 rounds for the stress wave travelling in the specimen to achieve such an equilibrium state, the dynamic loading should be slow and of appro- priately long duration. The pulse shaping technique was proposed to slow down the loading rate and thus to mini- mise the so-called inertial effect associated with the stress wave loading (Frew et al., 2002; Xia et al., 2008). Figure 1. The Split Hopkinson Pressure Bar (SHPB) system.

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remainder passes through the specimen to the transmitted bar (transmitted wave). We denote the input strain pulse, reflected strain pulse and transmitted strain pulse as İi(t), İr(t) and İt (t), respectively. Based on one dimensional stress theory, we can determine the histories of velocity v(t) and force P(t) on the front sample surface denoted by 1 and the back sample surface denoted as 2: v C(H H ); v CH 1 i r 2 t Figure 3. The momentum-t rap system: (a) photograph of P EA(H H ); P EAH the system and (b) the x±t diagram 1 i r 2 t where C is the one dimensional longitudinal stress To ensure single pulse loading, the momentum- wave velocity of the bar, E LV WKH

3. Dynamic compression Dynamic compression is the most common test using the SHPB. The stress and strain rate can be derived as (Kolsky, 1949):

­ İ(t) (v2  v1) / l0 C(İi  İr  İt )/ l0  2C İr / l0 ® ¯ı W (P1  P2 )/ (2A0 ) AE(İi  İr  İt )/(2A0 ) AEİt / A0

where l0 is the length of the sample and A0 is the initial area of the sample. We invoked the stress equilibrium condition (i.e., P1 = P2 or İi + İr =İt) Figure 2. Different loading pulses produced for the last step of the derivation. by pulse shaping

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Split Hopkinson Pressure Bar (SHPB) Tests on Rocks (cont.)

Here we discuss the issue of length-to-diameter ratio of the cylindrical compression specimen. For the standard SHPB method, the recommended length-to-diameter ratio (LDR) is from 0.5 to 1 (George and Gray, 2000). However, to avoid end effects, users normally take LDR as 2 or larger in static compression tests. In dynamic tests, a shorter sample facilitates dynamic stress equilib- rium and is thus preferred. We tested Laurentian granite with the LDR being 0.5, 1.0, and 1.5 re- spectively. The results are summarised in Fig. 4. The sample ends were lubricated with vacuum grease. The results show that, with lubrication, a LDR of 0.5 is good enough to minimise the end effect in dynamic tests. We can also see the rate dependence of material strength from the data. Figure 5. Rock tensile strength measured 4. Dynamic tension using the BD and SCB methods The BD specimen in the SHPB system is shown in the SHPB system schematically in the insert of Fig. 5, where the sample disc is sandwiched between the incident coincides with the maximum loading of the sam- bar and the transmitted bar. Provided a quasi- ple (i.e. P2). The rate dependence of the rock ten- static state has been achieved in the sample during sile strength is demonstrated. the test, the dynamic tensile strength is deter- The semi-circular bend specimen in the SHPB mined by the following equation (Iqbal et al., system is shown schematically in the insert of 2008): 2P Fig.5. Provided a quasi-static state has been f achieved in the sample during the test, using a V t SDB dimensional argument, the equation for calculat- where ıt is the tensile strength, Pf is the load when ing the tensile stress at O is (Dai et al., in press): the failure occurs, D is the disc diameter, and B is P(t) V (t) ˜Y(S / 2R) the disc thickness. Under a quasi-static state, Pf SBR

where P(t) is the time-varying load recorded in the test, S is the span of the supporting pins and R is the radius of the disc. The dimensionless stress Y(S/2R) can be calibrated using finite element analysis. The flexural tensile strength ıf is taken as the maximum tensile stress in the history of ı t) and the corresponding loading rate is meas- ured from the slope of the pre-peak linear portion of the curve. The reason why strengths measured using the SCB method are higher than those by the BD one is explained by Dai et al. (in press).

5. Dynamic fracture Based on the ASTM standard E399-06e2 for a rectangular three-point bending sample (2002), Figure 4. Effect of length to diameter we propose a similar equation for calculating the ratio on compressive strength measurements with the SHPB.

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stress intensity factor for mode-I fracture in the References current SCB specimen: ASTM Standard E399-90 (2002). "Standard test method for plane strain fracture toughness of metallic materials". P(t)S a Annual book of ASTM Standards, ASTM International. K (t) ˜Y ( ) I BR 3/ 2 R 03.01. Chen, R., K. Xia, et al. (2009). "Determination of dy- where a is the crack length and P(t) is the time- namic fracture parameters using a semi-circular bend tech- varying loading force. The dimensionless geomet- nique in split Hopkinson pressure bar testing." Engineering ric function Y(a/R) depends on the crack geo- Fracture Mechanics 76, 1268-1276. Dai, F., K. Xia and L. Tang (In press). "Rate dependence metry, and can be calculated with a standard finite of flexural tensile strength of Laurentian granite", Interna- element software package (e.g., ANSYS). The tional Journal of Rock Mechanics and Mining Science. schematic of the SCB in the SHPB is shown in Dai, F., K. Xia and S.N. Luo (2008). "Semi-circular bend Fig. 6. The fracture toughness KIC is obtained at testing with split Hopkinson pressure bar for measuring the maximum load. The fracture toughness is dynamic tensile strength of brittle solids", Review of Scien- tific Instruments 79(12), 123903 (1-6). shown to be rate dependent. Fowell, R. J., J. A. Hudson, et al. (1995). "Suggested Provided a quasi-static state of the specimen has method for determining mode-I fracture toughness using been achieved during the SHPB test with pulse cracked chevron-notched Brazilian disc (CCNBD) speci- shaping, the initiation fracture toughness KIC of mens." International Journal of Rock Mechanics and Min- the CCNBD specimen is determined by the ISRM ing Sciences & Geomechanics Abstracts 32(1), 57-64. Frew, D. J., M. J. Forrestal, et al. (2002). "Pulse shaping suggested method (Fowell et al., 1995): techniques for testing brittle materials with a split Hopkin- P son pressure bar." Experimental Mechanics 42(1): 93-106. K max Y * IC B R min George, T. and G. T. Gray (2000) "Classic split- Hopkinson pressure bar testing." ASM Handbook Vol 8, Mechanical Testing and Evaluation. OH, ASM Int, Materi- where Pmax is the measured maximum load, B and als Park. 8: 1027-1067. R are the thickness and the radius of the disc Gray, G. T. and W. R. Blumenthal (2000). "Split- respectively, Y*min is the minimum value of Y*, Hopkinson pressure bar testing of soft materials." ASM and Y* is the dimensionless SIF and can be deter- Handbook Vol 8, Mechanical Testing and Evaluation. OH, mined in advance by numerical calibrations ASM Int, Materials Park. 8: 1093-1114. accordingly. We can see from Fig. 6 that the frac- Iqbal, M.J., B. Mohanty and K. Xia (2008). "Dynamic tensile strength and mode-I fracture toughness in granitic ture toughness obtained from the dynamic SCB rocks." Proceedings of the XIth International Congress and and dynamic CCNBD methods are consistent. Exposition, Orlando, Florida, USA. 2008. Kolsky, H. (1949). "An investigation of the mechanical properties of materials at very high rates of loading." Pro- ceedings of the Royal Society A-Mathematical Physical and Engineering Sciences B62: 676-700. Song, B. and W. Chen (2004). "Loading and unloading split Hopkinson pressure bar pulse-shaping techniques for dynamic hysteretic loops." Experimental Mechanics 44(6): 622-627. Xia, K., M. H. B. Nasseri, et al. (2008). "Effects of micro- structures on dynamic compression of Barre granite." Inter- national Journal of Rock Mechanics and Mining Sciences 45(6): 879-887.

Figure 6. Rock fracture toughness measured using SCB and CCNBD methods in the SHPB system

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Large Diameter SHPB Tests with a Special Shaped Striker

Li Xibing, Zhou Zilong, Hong Liang, Yin Tubing, Gong Fengqiang School of Resources and Safety Engineering, Central South University, Changsha, Hunan, China 410083 ([email protected]) 1. Introduction The SHPB (Split Hopkinson Pressure Bar) has been a popular and promising experimental tech- nique for the study of the dynamic behaviour of metal materials because of its easy operation and relatively accurate results, using three basic as- sumptions: (a) the waves propagating in the bars can be described by one-dimensional wave theory; (b) the stress in the specimen is uniform; and (c) the specimen inertial effect and the friction between specimen and bars is negligible. Figure 1a: Rectangular incident wave Due to the advantages of the SHPB in dynamic tests, the technique was imported into the studies of brittle materials, such as rock, ceramic and concrete. However, because of the brittle and het- erogeneous characteristics of rock-like materials, the technique had the following problems: ķthe difficulty of stress uniformity and equilib- rium in the specimen; ĸthe premature failure of the specimen before its stress equilibrium; Ĺhigh oscillation of the incident wave; and ĺdifficulty in ensuring the specimen deforma- tion at a constant strain rate. For the above four problems, problem ձ deter- Figure 1b: Half-sine incident wave mines the applicability of the SHPB for rock-like materials. Problem ղ relates to the usability of specimen (i.e. near the input bar) will increase test results. Problems ճ and ĺ affect the accu- abruptly to be high enough to cause material fail- racy of the test results. Focusing on these prob- ure, while the other end of the specimen lems, much research has been carried out (Frantz (transmitted end) may have no stress disturbance. et al., 1984; Frew et al., 2002; Xia et al., 2008; Li Fig. 1 shows typical stress histories at both ends et al., 1994, 2002, 2005, 2008). of the specimen with rectangular and an approxi- Here the 3S method (Special Shaped Striker) is mate half-sine wave with the 3S method. It can be elaborated, including the half-sine wave concep- seen that the case with the half-sine wave pro- tion, special shape striker design, test applica- vides better stress equilibrium during the speci- tions, etc. Furthermore, improvements to the men deformation ± while the stress in the speci- SHPB for conducting rock mechanics research men subjected to the rectangular wave shows serving deep underground projects are introduced. great deviation at the two ends during specimen deformation and failure, which violates the 2. Advantage of half-sine wave for large assumption for the SHPB technique. diameter SHPB tests According to the P-C equation, the incident bar, For rock material, with low wave velocity, the transmitting bar and absorbing bar are all cylindri- stress equilibrium of a specimen is usually cal rods with a dispersion effect. A rectangular reached after several reflections of the wave in a wave can be decomposed into series of harmonic specimen. This implies that, if a steeply rising in- wave components as in Fig. 2 (Li and Gu, 1994). cident wave like a rectangular wave is applied to The component waves with different frequencies the specimen, the stress at the incident end of will travel with different individual velocities.

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On the other hand, a sinusoidal wave has a sim- ple frequency which will travel at one determined velocity. Fig. 4(a) shows the simulation results of signals along an elastic rod with rectangular and half-sine wave incident waves. It can be seen that there is no dispersion for the half-sine wave trav- elling through a long bar. Also, wave dispersion from a non-sinusoidal wave can lead to non- uniform stress at the bar section when the bar di- ameter is large. Simulations with rectangular, tri- Figure 2: Frequency components angular and half-sine waves along a thick bar of rectangular wave showed that the stress distribution at the middle section of the bar is different in the three cases, as shown in Fig. 4(b). A half-sine wave gives a uni- form stress distribution and demonstrates its ad- vantage once again. Furthermore, recent researches have shown that a half-sine wave can lead the specimen to deform at a constant strain rate which is vital for tests of rate sensitive materials. This can be found in the later part with the experimental results. Figure 3: Oscillation of rectangular wave for dispersion 3. Generating the half-sine wave by the 3S method Finally, the original rectangular wave would be In the practices of drilling, piling etc., different stretched and distorted, i.e., the wave oscillation impacting tools will produce different waveforms. appears (Fig. 3). More severely, the oscillation of This indicates that the waveform has a relation the incident wave triggers oscillation in the re- with the striker geometry. This led to the idea that flected wave and transmitted wave correspond- the half-sine wave can be produced by using a ingly. Then, the test results of the SHPB, calcu- special shaped striker. For this purpose, Li et al. lated with incident, reflected and transmitted developed the Impact Discrete Inverse Theory. waves, will not be valid. This theory can provide the 2-D striker geometry to produce any required waveform.

a) Figure 4. Dispersion effect of different incident waves in SHPB bars b) a) Signals with different incident wave b) Stress distribution at a bar section for different waves

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Large Diameter SHPB Tests/Special Shaped Striker (cont.)

ence. With the constructed large diameter SHPB, the intermediate loading rate can be obtained suc- cessfully (Li and Lok, 2005). With the half-sine wave by the 3S method for a large diameter SHPB, many rock experiments at intermediate loading rates have been conducted (Li and Lok, 2002, 2005; Zhou and Li, 2006). a) Geometry of striker by inverse theory Fig. 6 gives typical test signals and the obtained stress-strain curves for rock subjected to half-sine and rectangular incident waves. The flat reflective segment of the half-sine case indicates that the b) 3D profile of striker by FE and NNW rock deforms at the constant strain rate. The smooth evolution of the stress-strain curve for the Figure 5. Typical profiles of striker to produce an approximate half-sine wave half-sine case also shows that the half-sine wave eliminates greatly the wave dispersion and oscil- Fig. 5(a) shows one of the simplified striker ge- lation. ometries fabricated to produce half-sine waves. Rock material is usually heterogeneous with Recently, in order to take into account 3-D fac- inner defects and grains, so its strength always tors like material damping, frictional effect, dis- shows a size effect. The size effect in static persion, etc., a method combining FE (Finite Ele- strength has been widely studied, while there is ment) and NNW (Neural Network) was devel- still little known about the dynamic size effect ± oped to make the 3S method have more accuracy, because of its complexity. With the special Fig. 5(b). shaped striker on the SHPB with bar diameters of 22 mm, 36 mm and 75 mm, the dynamic size ef- 4. Application of special shaped striker in fects for granite, siltstone and limestone have SHPB tests been investigated (Li and Hong, 2008). Fig. 7 For rock material, its dynamic strength increases gives the different sized strikers by the 3S with strain rate following an exponential law. The method, and Fig. 8 presents the size effect for static strength of rock with a strain rate of 10-5- granite under different strain rates. 10-2 /s can be obtained with MTS and INSTRON hydro-servo-controlled machines. For rock tests 5. Conclusions with loading rates of 10-2/m -100/s, various pneu- Improvement of the SHPB by using special matic driven machines were invented (Zhao et al., shaped strikers has been developed. The advan- 2000). For higher strain rates exceeding 103/s, gas tages of a special shaped striker or half-sine wave guns have been successfully deployed to measure have been elaborated with comparison with a rec- the response of rocks. However, for an intermedi- tangular wave. The development methods for the ate loading rate of 100-103/s, which is common in special shaped striker were introduced. Test re- drilling and boring, there is a scarcity of experi- sults with special shape strikers were summarized and some new developments for the SHPB 3S mental equipments and available data for refer- method have been achieved.

a) Rectangular incident waves b) Half-sine incident wave c) Complete stress-strain curves Figure 6. Test signals and obtained stress-strain results with rectangular and half-sine waves

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Li XB, Liu DS, Liu AH. Study on reasonable loading stress waveforms for impact machines [J]. J Cent South Univ Technol. 1998, 29(2):116-119 (in Chinese). Li XB, Lok TS, Zhao J et al. Oscillation elimination in the Hopkinson bar apparatus and resultant complete dynamic stress-strain curves for rocks [J]. Int J Rock Mech Min Sci, 2000, 37:1055-1060. Li XB, Lok TS, Zhao J. Dynamic characteristics of granite subjected to intermediate loading rate [J]. Rock Mech Rock Engng, 2005, 38(1):21-39. Li XB, Zhou ZL, Wang WH. Construction of ideal striker for SHPB device based on FEM and neural network [J]. Chinese J Rock Mech Engng, 2005, 24(23): 4215-4219 (in Chinese). Li XB, Zhou ZL, Zhao YS. Approach to diminish scattering of results for split Hopkinson pressure bar test[J]. J Cent South Univ Technol, 2007, 14(3):404-407. Li XB, Zhou ZL, Lok TS et al. Innovative testing technique Figure 7. Strikers for dynamic of rock subjected to coupled static and dynamic loads [J]. size effect research Int J Rock Mech Min Sci, 2008, 45(5): 739-748. Lok TS, Li XB, Liu D, Zhao J. Testing and response of large diameter brittle materials subjected to high strain rate [J]. J Mat in Civil Engng, 2002, 14(3):262-269. Xia K, Nasseri MH, Mohanty B et al. Effects of microstruc- tures on dynamic compression of Barre granite [J]. Int J Rock Mech Min Sci. 2008, 45(6):879-887. Zhao J, Li HB. Experimental determination of dynamic tensile properties of a granite [J]. Int J Rock Mech Min Sci, 2000, 37(5):861-866. Zhou ZL, Li XB, Zou Y et al. Fractal characteristics of rock fragmentation at strain rates of 100-102 s-1[J]. J Cent South Univ Technol, 2006, 13(3): 290-295. Zhou ZL, Li DY, Ma GW et al. Failure of rock under dy- namic compressive loading [J]. J Cent South Univ Tech- Figure 8. Size effect for granite nol, 2008, 15(3): 339-343. under different strain rates

References Frantz CE, Follansbee PS, Wright WJ. New experimental techniques with the split Hopkinson pressure bar [C]. th Proc 8 Int Conf High Energy Rate Fabrication, Berman I and Schroeder JW, eds. 1984, San Antonio, 17-21. Frew DJ, Forrestal MJ, Chen W. Pulse shaping techniques for testing brittle materials with a split Hopkinson pres- sure bar [J]. Experimental Mechanics. 2002, 42(1):93- 106. Li XB, Gu DS. Rock impact dynamics [M], Central South Univ Technol Press, 1994(a), Changsha, China (in Chi- nese). Li XB, Gu DS. Energy dissipation of rock under impulsive loading with different waveforms [J]. Explosion and Shock Waves, 1994(b), 14(2):129-139. Li XB, Hong L, Yin T et al. Relationship between diameter of split Hopkinson pressure bar and minimum loading rate under rock failure [J]. J Cent South Univ Technol, 2008, 15(2): 218-223.

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FEM/DEM Simulation of Dynamic Brazilian Tests

Grasselli G.N([email protected]), Munjiza A.*, Cottrell B.N, Khajeh Mahabadi O.N N Geomechanics Group, Lassonde Institute, University of Toronto * Queen Mary University of London 1. Introduction 2. Experimental data The rock heterogeneity, together with fracture In this communication, we present the results of and fragmentation processes, limit the applicabil- an exercise conducted to numerically simulate the ity of continuum-based models to address rock failure of a disc specimen under dynamic indirect engineering problems and in particular those that tensile stress. The basis for the model stems from involve dynamic failure of the rock. In the past, 'U;LD¶VODERUDWRU\ZRUNZKLFKXWLOLVHGWKH6SOLW various discontinuum approaches have been de- Hopkinson Pressure Bar (SHPB) apparatus to veloped to try to overcome these limitations. carry out dynamic testing on Brazilian disc speci- However, none of them is fully able to properly mens for the measurement of indirect tensile model the entire loading and failure process in- stress at failure. cluding the transition from continuum to discon- The SHPB testing was carried out on two Barre tinuum that is typical of fracturing and fragmen- Granite disc specimens at gas gun pressures of 49 tation processes in rock. kPa and 105 KPa. The test specimens, placed in To overcome these limitations Munjiza (2004) the SHPB system between the incident and trans- proposed a new hybrid finite discrete element mission bars, were loaded through a stress pulse method (FEM/DEM). In FEM/DEM each discrete generated by the impact of the striker bar against element is discretised into finite elements, mean- the long incident bar (Figure 1). The assessment ing that there is a finite element mesh associated of the specimen stress and strain from the SHPB with each discrete element. Thus, continuum be- testing follows 1-D stress wave theory. haviour is modelled through finite elements, The strain gauges attached to the incident and while discontinuous behaviour is analysed by dis- transmission bars recorded the strain amplitude crete elements. (converted from voltage) and time duration of the In the context of the combined finite-discrete passing stress waves at 0.2 ms increments and element method, the transition from continua to allowed calculation of the incident (ıt), reflected discontinua is achieved through a fracture and (ır), and transmitted (ıt) stresses. The particle ve- fragmentation processes (Munjiza, 2004). A com- locity at the bar/sample interface was then calcu- bined single and smeared crack model is imple- lated and used in the numerical simulations as a mented in the FEM/DEM code used for this loading condition in the model. study. In this model, a typical stress-strain curve is divided into two sections. The first part, corre- 3. Numerical modelling sponding to strain hardening prior to reaching the The numerical modelling was carried out using peak stress (i.e. tensile strength), is implemented the FEM/DEM research code currently under de- through the constitutive law, as in any standard velopment at the Geomechanics Group at the Uni- finite element method. The second part, related to versity of Toronto. The FEM/DEM is a two di- the post-peak behaviour, refers to strain-softening and is formulated in terms of stress and displace- ments (Munjiza, 2004; Andrews et al., 1999). The softening stress-displacement relation is modelled through a single crack model. A bond- ing stress is generated by the separation of the edges. This stress is assumed to be a function of the size of separation (or crack opening). Further GHWDLOVFDQEHIRXQGLQWKHERRN³7KHFRPELQHG finite-GLVFUHWHHOHPHQWPHWKRG´ 0XQML]D 

Figure 1. Loading configuration for the SHPB Brazilian tests

80

mensional combined finite element-discrete ele- ment method research code that evolved from the original Y-Code developed by Munjiza (2004). The model configuration showing the nodal and element distribution for the Brazilian disc, and arrangement of loading platens is shown in Figure 2. The model was scaled to the approximate true dimensions of the SHPB disc (40 mm diameter) and transmission bar diameter (25 mm). The aver- age element size was 1 mm, which resembles the average grain size of Barre Granite (0.9 mm). The platen was modelled as an extremely stiff elastic material in order to reduce elastic deformations and rebound.

1 mm 40 mm

Figure 2. Mesh used for simulating the SHPB Brazilian tests model The loading configurations used in the model Figure 3. Incident, reflected, transmitted and reflected accurately the dynamic loading condi- increment + reflected stress wave compo- tions measured during the laboratory SHPB tests. nents measured for (A) Test 1 (Po = 49 kPa), In the SHPB test, the sample is loaded through the and (B) Test 5 (Po = 105 kPa) transfer of the stress impulse from the incident bar in the laboratory. The fractured disc specimens into the sample. The reactionary stress pulse in obtained in the laboratory (Figure 4) showed sub- the transmission bar, more or less equal to the in- stantial damage at the loading points of the sam- cident stress minus the reflected stress, represents ples, possibly related to crushing or shearing of the total stress imparted to the specimen. Conse- the rock. Secondary cracking was also visible in quently, the ultimate load imparted to the speci- the second test (#5, Po = 105 kPa) considered in men is more or less symmetrical between the two this communication. Interestingly, our FEM/DEM sample interfaces (as shown in Figure 3). The rate simulations were able to reproduce the observed of stress transfer is associated with the load rate, fracture patterns, including the crushing at the dependent on the amplitude and duration of the loading points and the propagation of radial sec- transmitted stress wave. ondary cracking in sample #5 (Figure 5). As mentioned earlier, in order to reproduce the SHPB test loading conditions for the Barre Granite Brazilian disc specimens in our numerical model, we input the measured bar velocities to the loading platens. The resulting loading rates calcu- lated both in the sample and loading platens were reasonably similar to the loading rates measured

81

FEM/DEM Simulation of Dynamic Brazilian Tests (cont.)

interaction processes during flowing of broken rocks including secondary fragmentation. On the other hand, in Figure 7 it is interesting to notice how the FEM/DEM model reveals, as emergent properties, the different behaviour modes that are observed during slope failure proc- esses, such as the formation of a localised failure plane that develops into a thin fractured layer

Figure 4. Left: Failed sample for Test 1 (P0 = (shear zone) and plays a major role in the final 49 kPa). Right: for Test 5 (P0 = 105 kPa) catastrophic slope failure.

4. Conclusions In conclusion, the results presented in this short communication show the capability of the FEM/ DEM hybrid method to realistically reproduce SHPB dynamic testing on Brazilian disc speci- mens for the measurement of indirect tensile stress at failure. We have also shown how we can extend the use of the code to model progressive failures that are everyday observed in the mines Figure 5. FEM/DEM fracture pattern calculated around the world. for Left: Test 1 (Po = 49 kPa), These results suggest that, in a not too far fu- Right Test 5 (Po = 105 kPa) ture, an FEM/DEM code could be applied to The relatively simple modelling exercise pre- quantitatively model large-scale complex engi- sented in this report shows good agreement be- neering processes such as mass mining, or com- tween simulation results and laboratory observa- plex slope stability problems. The reader should tions. The above results show the considerable be aware that, at the present stage, the major lim- potential in using FEM/DEM to realistically iting factors for the FEM/DEM code are the com- simulate the dynamic response of rocks and, more putational power required for solving large mod- broadly, of geomaterials. els (with millions of elements or more) and the In an attempt to test the ability of our FEM/ fact that most of the processes related to rock en- DEM code to model not just laboratory tests but gineering problems need three dimensional solu- also more realistic rock engineering problems, we tions. The current development of a cluster ver- have simulated two general cases related, one to sion of the 3D-FEM/DEM code will likely over- underground mining, and the other to open pit come those limitations and provide all engineers wall stability. The results presented in Figure 6 with a reliable predictive tool ready to be used in and 7 suggest that FEM/DEM can model mass practice. mining processes, from initial blasting to caving progression (see Figure 6 for a qualitative exam- References ple), and also reproduce failure processes associ- Munjiza, A. (2004). The combined finite-discrete ele- ated with a rock slope, accounting for the influ- ment method. Hoboken, NJ, Wiley. Munjiza, A., Andrews K. R. F. , et al. (1999). Com- ence of geology, preexisting faults and joints on bined single and smeared crack model in combined the wall stability (see Figure 7 for a qualitative finite-discrete element analysis. International Jour- example). nal for Numerical Methods in Engineering 44(1): 41 Looking in more detail at the mass mining -57. model (Figure 6), the results clearly show (i) the propagation in time of the cracks upward to the (GLWRU·V1RWH,QDGGLWLRQWRWKLVDUWLFOH'U free surface (caving), (ii) the progressive frag- Grasselli has also provided guidelines on mentation of the rock mass, and (iii) the complex the use of computer simulations in rock.

82

A B C D

E F G H

Figure 6. FEM/DEM numerical simulation of the blasting fracturing and successive primary and secondary fragmentation associated with the caving process (Model provided by Mahabadi and Lukas, 2009)

A B C D

E F G H Figure 7. Numerical modeling of the progressive failure process for a rock slope (model provided by Piovano, 2009)

Suggestions for ensuring that numerical x There needs to be key test case data sets for models adequately represent rock reality checking numerical codes ± so that material x A protocol should be developed to ensure that and sample geometry heterogeneity are taken numerical models adequately represent the into account. rock reality. x Also, a series of benchmarks (analytical solu- x Auditing the codes is required to ensure that tions and highly controlled experimental tests) they contain the necessary variables, parame- should be developed. ters and coupling models. x The use of advanced techniques (micro CT, x A check is required so that appropriate infor- super-fast cameras, etc.) to acquire new types mation is input correctly into the codes. of data to be used as input and source of veri- fication for the codes is encouraged.

Continued on page 87

83

Constraining Paleoseismic Peak Ground Acceleration

Yossef H. Hatzor, Dept. of Geological and Environmental Sciences and Dept. of Structural Engineering, Ben-Gurion University, Beer Sheva, Israel 84601 ([email protected]) 1. Introduction tween analytical and DDA results. Finally Seismic hazard is defined in terms of the prob- Yagoda-Biran and Hatzor [4] studied the rocking ability of exceeding a certain ground motion in a motion and eventual collapse of a slender column specific area, and is typically discussed in terms subjected to harmonic loading functions applied of Peak Ground Acceleration (PGA). Predicted at its centroids and found excellent agreement be- PGA values for specific regions are commonly tween the analytical ([5]) and DDA solutions. The reported in national seismic building codes and interested reader is encouraged to consult the therefore PGA is used extensively in earthquake cited references to learn more about the details of engineering practice throughout the world. A new the validation studies. method to constrain expected earthquake PGA values, by back analysis of finite block displace- 3. Sliding of a keystone in a Roman arch ments in historic masonry structures, is presented Mamshit is the last Na- here. The preserved and damaged structures are batean city built in the first mapped in great detail in the field and, on the Negev on the trade route basis of the acquired geometrical data, a mesh of Susita between Petra, Hebron, discrete blocks is generated numerically, repre- and Jerusalem during the senting the presumed undeformed structural con- Roman period (Figure 1). figuration. Then, the discrete block system is A unique structural failure loaded numerically by dynamic input functions is noticed in a tower at the until the deformed configurations that best fit the corner of the Eastern preserved damaged configurations in the field are Church at the site, where a obtained. As a first order approximation, har- key stone has slid approxi- monic, sinusoidal, input acceleration functions are mately 40 mm downwards used so that the most likely amplitude (PGA), as out of a still standing semi- well as frequency and duration of the input mo- circular arch (Figure 2). tion, are obtained directly as a result of the analy- Numerical analysis is per- sis. The analysis can be repeated with real earth- Figure 1. Location formed on a block mesh quake records to further constrain the dynamic of studied sites containing the arch, embed- motion parameters. (red dots) ded in a masonry wall (Figure 3), similar to the structural configuration 2. Validation of the numerical approach in the field. for dynamic simulations The numerical approach used in this study is the implicit, discrete, numerical Discontinuous Defor- mation Analysis (DDA) method [1]. Before re- sults of numerical analysis are presented, it is im- portant to discuss the significance of performing numerical code validations using existing, or originally developed, analytical solutions for dy- namic problems. Hatzor and Feintuch [2] and later Kamai and Hatzor [3] demonstrated the abil- ity of DDA to accurately compute the dynamic displacement of a block on an incline subjected to an harmonic input function applied at its cen- troids. Kamai and Hatzor [3] proceeded to study the dynamic response of a prismatic block sub- Figure 2. Preserved keyblock displacement in jected to induced dynamic displacements in an a Roman period arch at Mamshit under- lying block and found high accuracy be- (for location see Figure 1)

84

garding the duration of the motion, it can be seen in Figure 4 that the structure attains a new equilib- rium after a certain period of time, so that re- peated cycles of input motion do not necessarily result in increased values of downward displace- ment of the keystone. We conclude that, for the Figure 3. Simulated keystone deformation with DDA (after[3]) obtained dynamic parameters here, the duration of motion must have been equal or greater than 10 To constrain the paleo-seismic PGA that could seconds. have caused the observed damage, we subjected the mesh to several harmonic input functions with 4. Pillar collapse in a Byzantine church variable frequencies and amplitudes. Figure 4 Susita, or by its Greek name Antiochia-Hippos, shows the results of such an approach for con- was founded during the Hellenistic period, after straining PGA for a fixed value of frequency (1 200 BC. The S-E church at Susita, the collapsed Hz). The dynamic loads were applied to the columns of which are analyzed here, was built centroids of all the blocks in the mesh simultane- during the Byzantine period. One row of ously using a horizontal component of motion collapsed columns that originally supported the only. Inspection of Figure 4 reveals that, to obtain roof can clearly be seen today. The collapsed the observed 40 mm vertical displacement of the columns rest parallel on the ground surface keystone, a PGA value of 0.5 g would have been (Figure 5). Susita is believed to have been required. Under lower PGA values, vertical dis- destroyed during the large earthquake of 749 AD. placement is lower than observed in the field. Some of the columns that have collapsed are Subjecting the structure to higher PGA values, broken, most columns are displaced by some however, does not necessarily result in increased vertical motion, as can be seen from the obtained response of the structure to PGA of 0.8 g. By running a series of such analyses, once for a fixed value of frequency, for seeking best fit PGA, and then for a fixed PGA, for seeking best fit frequency (see [3]), we concluded that the threshold PGA that can be inferred for this site is PGA = 0.5 g with a frequency of f = 1.5 Hz. Re-

Time (sec) 0246810 0

-1

-2

Key Block Displacement (cm) -3

0.1 g 0.32 g 0.5 g 1 g 0.8 g

Figure 4. DDA results for the keystone at Mamshit (after [3]): Influence of the input motion amplitude on Figure 5. The series of collapsed columns vertical keystone displacement (f = 1 Hz) preserved at the Susita site

85

Constraining Paleoseismic Peak Ground Acceleration (cont.)

0.6 m input peak acceleration value sufficiently small so as to avoid column toppling. Once optimal nu- merical control parameters are found, forward DDA modelling can be performed for various in- 4.7 m put motion frequencies and amplitudes. DDA results for harmonic input functions of one and three sinusoidal cycles indicate that the

0.75 m required PGA for a free-standing column is frequency dependent. Since a free standing column does not posses a natural resonance frequency [7], the results obtained with harmonic Figure 6. DDA mesh used to model column sinusoidal input functions cannot be utilised to response to shaking, after Yagoda-Biran [6] effectively constrain the driving paleo-seismic finite distance from their bases, and some col- PGA. Instead, we used various earthquake records umns have rolled on the ground after the collapse. measured in similar tectonic settings for strike The DDA block system used in this research for slip events and increased or decreased the record a typical Susita column is presented in Figure 6. until insipient collapse was obtained. With this The parameter for which the numerical analysis is approach, we were also able to consider simulta- most sensitive, the normal contact spring stiff- neously horizontal and vertical components, as ness, is found by iterations using the analytical well as a realistic frequency content. Interestingly, solution [5] at the instantaneous response stage the obtained results are nicely confined between when only free oscillations are obtained under an 0.2 g < PGA < 0.4 g, as illustrated in Figure 7.

0.45

0.4

0.35

0.3

0.25 column overturning (g) 0.2 Threshold PGA required for

0.15 deconvoluted for Nueiba on fill X 3 Nueiba on fill X Loma Prieta X 6 Loma Prieta X 12 Bay area X 0.4 e- Bay area X 0.52 El-Centro X 1.1 El-Centro X 1 n-s deconvoluted for rock X 5 - e-w rock X 4 - n-s 2.5 n-s Nueiba Nueiba e-w n-s e-w e-w n-s w

Scaled earthquake component Figure 7. Threshold PGA required for column overturning ± obtained by subjecting the model to 10 different earthquake records. The original records were either down-scaled or up-scaled until column overturning was obtained [after 6]

86

5. Summary and conclusions 2. Hatzor, Y.H. and A. Feintuch, The validity of dy- The numerical DDA is used to constrain paleo- namic block displacement prediction using DDA. seismic PGA from back analysis of structural fail- International Journal of Rock Mechanics and Min- ures preserved in historic masonry structures. The ing Sciences, 2001. 38(4): p. 599-606. validity of DDA in such dynamic applications has 3. Kamai, R. and Y.H. Hatzor, Numerical analysis of block stone displacements in ancient masonry been tested extensively and results have been pub- structures: a new method to estimate historic lished elsewhere [2-4]. Two structures are ground motions. International Journal for Numeri- analyzed: a Roman arch where the keystone cal and Analytical Methods in Geomechanics, displaced but the arch remained intact; and a 2008: p. 1321-1340. collapsed pillar in a Byzantine church. 4. Yagoda, G. and Y.H. Hatzor. Seismic risk estima- Dynamic modelling of the keystone displace- tion from overturning analysis of Hellenistic col- ment in the Roman arch suggests that the driving umns using DDA. in Proceedings of ICADD-8, the PGA was at least 0.5 g at a frequency of 1.5 Hz. 8th International Conference on the Analysis of The duration of shaking that was necessary to ob- Discontinuous Deformation. 2007. Beijing, China. tain the measured amount of downward displace- 5. Makris, N. and Y.S. Roussos, Rocking response of ment must have been at least 10 seconds long. rigid blocks under near-source ground motions. Geotechnique, 2000. 50(3): p. 243-262. Dynamic modelling of the collapse of the Byz- 6. Yagoda-Biran, G., Seismic hazard estimation along antine column reveals that the required PGA for the Eastern Margins of Sea of Galilee by back toppling is frequency dependent. As a free stand- analysis of seismically induced natural and struc- ing column does not possess a natural resonance tural failure, in Dept. of Geological and Environ- frequency (Housner, 1963 #676) the paleo PGA mental Sciences. 2008, Ben Gurion University of required for overturning cannot be effectively the Negev: Beer-Sheva. p. 103. constrained using harmonic input motions. 7. Housner, G.W., The behavior of inverted pendulum For obtaining upper and lower bounds on the structures during earthquakes. Bulletin of the Seis- required PGA for toppling, we subjected the mological Society of America, 1963. 53(2): p. 403- modelled column to a variety of real earthquake 417. records measured in rock sites during strike slip ***** events, as presumed to have occurred along the Dead Sea seismic zone during the failure of the analysed structure. The results thus obtained are The text below is continued from page 83 constrained between 0.2 g < PGA < 0.4 g. While the presented results are preliminary, we x We need to build a common language: i.e. the believe that we have presented a method to assess definition of terminology to be used in Rock seismic hazard in earthquake prone regions of the Dynamics. earth where structural failures have been pre- x We need to have a clear description of the served in masonry structures. PGA values thus modelling techniques obtained can be used in conjuction with national x We need to have a full description of all seismic building codes that predict expected PGA parameters to be used in the model and how on the basis of statistical analysis of instrumen- to obtain them (through static and dynamic tally recorded data. This approach may be particu- tests), as well as access to the model mesh. larly important in countries where the seismic re- x All models used should include the list of all cord is either short or restricted. parameters and readable input files (99% of papers with numerical models published in References our literature are not verifiable since it is 1. Shi, G., Block System Modeling by Discontinuous impossible to obtain all the information that Deformation Analysis. Topics in Engineering, ed. we need to reproduce them). C.A. Brebbia and J.J. Connor. Vol. 11. 1993, Southhampton, UK: Computational Mechanics x We should look at look at other fields such as Publication. 209. biology where all data, once published, are available to the public.

87

Explosion Loading and Tunnel Response

Yingxin Zhou, Defence Science and Technology Agency, Singapore ([email protected]) 1. Introduction mum Net Explosives Quantity (NEQ) of 10 tons A series of large-scale tunnel explosion tests were of TNT. conducted to validate the safety design for under- As the tunnel was designed to last through four ground ammunition storage, including the years of explosion testing, including fragment response of tunnels. While the design for measur- loading, dynamic rockbolts (Ansell, 1999) were ing ground shock loading and tunnel response used to support the chamber and the areas within was relatively easy, the initial design of the test 0.6 Q1/3 (or about 13 m) from the chamber wall. facility presented some engineering challenges in The dynamic bolts have a smooth section which the prediction of the dynamic loading, tunnel allows them to detach from the grout and undergo damage assessment, and dynamic rock support for large deformations under high dynamic loads. In the tunnel facility which was designed for repeti- the detonation chamber, plain shotcrete was tive explosion loading. This paper presents some applied in two layers, with a wire mesh inbe- results from the large-scale tests and discusses the tween. effects of decoupling on dynamic loading and A total of five tests were carried out, with all tunnel response. detonations in the same chamber. Table 1 shows a list of the tests conducted. With the exception of 2. Large-Scale Tunnel Testing Test #1, the charges for all other tests were evenly The test facility is located in Älvdalen, Sweden, distributed in 10 tables in the chamber, with the site of the existing Klotz Group tunnel (Chong et bottom raised to about 800-900 mm above the al., 2002). It was constructed in a rock mass con- chamber floor. This distributed charge set-up was sisting of mostly red porphyry with some grey meant to simulate real storage conditions. granitic intrusions. The fresh intact rock has Details of the tests and instrumentation are dis- uniaxial compressive strengths of 200-250 MPa. cussed in a separate paper (Chong et al., 2002). 7KHURFNPDVV TXDOLW\LVFRQVLGHUHGµJRRG¶ZLWK This paper will only discuss results of the ground average Q values of 15-20. shock measurements and observations of the tun- The test facility consists of a detonation cham- nel response. ber connected by a series of tunnels. Adjacent and Ground shock gauges were installed in the fol- parallel to the chamber is a slot tunnel at criterion lowing locations (Figure 2): 1/3 separation distance (0.6 Q ) to test and monitor x a horizontal hole, perpendicular to the cham- the response of an adjacent chamber (Figure 1). ber axis; The average rock cover over the chamber area is x a vertical hole, above the chamber centre; and about 100 m. The chamber has a width of 8.8 m, a x along the wall of the slot tunnel, at 13m from height of 4.2 m, and length of 33 m. The slot is the chamber wall. 2 m wide and has the same height as the chamber. Strain gauges were also installed on two dynamic The main tunnel connecting the chamber and slot rockbolts, installed along the middle of the slot is 4.5 m. The actual separation between the cham- tunnel wall. ber and slot tunnel is about 13 m based on a maxi-

Surface

100 m

Slot tunnel

D=0.6Q1/3 Detonation 13 m chamber

8.8 m 2 m Figure: 1 Test tunnel facility layout (left) and chamber sections (right)

88

Table 1: Test Set-Up and Objectives

No. NEQ (kg) Charge Type Objectives 1 10 Fully coupled bare charge Ground shock calibration. 2 500 Bare charge Bare charge test at loading density 0.5 kg/m3 for airblast calibration 3 10,000 Bare charge Bare charge test at loading density 10 kg/m3 as reference test 4a 2,500 Bare charge Bare charge test at loading density 2.5 kg/m3 at intermediate loading density 4b 10,000 Cased munitions Fragment loading & debris flow effects in tunnels at loading density 10kg/m3 Surface surprisingly low damage in the Soil chamber might be due to the µEXUQHG¶ VKRWFUHWH UHVXOWLQJ Rock from Test #3, which may have converted the shotcrete into 1-D some form of sandy material. Accelerometers Vertical This sandy material could have borehole acted as an energy-absorbing SN 2-D layer against the fragments of Accelerometers Test #4b, thereby limiting the tunnel wall damage. In the slot tunnel, no damage of the shotcreted or bare wall was observed. The only excep- tion was at a gauge hole, where the shotcrete had been dam- aged during drilling and subse- Horizontal quently dropped to the tunnel Slot Detonation borehole Access floor due to the ground shock Tunnel Chamber Tunnel loading. The loose material on Figure 2: Sectional view of ground shock instrumentation the floor showed some move- ment from Test #3. All lights 3. Results and observations and fixtures in the slot tunnel remained fully func- Based on observations after the tests, the amount tional after the tests. The relatively small damage of damage sustained in the tunnel system was sur- of the rock separation is also confirmed by the prisingly less than had anticipated. Figure 3 low strains recorded on the rock bolts from Test shows some photos of the chamber and the slot #3 (Figure 4). The calculated seismic velocities of tunnel after the detonations. the slot wall show an 8% reduction after Test #3 For the 10-ton and 2.5-ton tests, ten craters of a (from 4,636 m/s to 4,268 m/s) and subsequently similar size were created on the floor below the remained unchanged. The initial change was ten charges after each detonation. The ten craters probably due to loosening of the joints, rather of similar size also confirmed complete detona- than new fractures created in the rock mass. Thus, tion of all charges. There was no rockfall from the it was concluded after Test #3 that the dynamic roof or walls. In the 10-ton bare charge test, there rockbolts were not necessary due to the relatively were very few spots of observed spalling of the low dynamic loads. shotcrete. For the 155-mm cased charges, there For Tests #3 and #4b, the average PPV recorded were more shotcrete spalls on the chamber walls on the slot wall was 1.4 m/s and 0.97 m/s, respec- due to the directional loading of the steel frag- WLYHO\ 6LQFH WKH 339¶V DUH UHFRUGHG RQ WKH VORW ments. Even so, no bare rock was observed in the tunnel wall (perpendicular to it), their values rep- chamber wall, except in one location near the resent the reflected ground shock wave. The branch tunnel, where a piece of rock fell off. The equivalent free field PPV at the same distance

89

Explosion Loading and Tunnel Response (cont.)

Slot tunnel with soil Chamber with craters after Light fixtures in slot Chamber after detonation movement Test #3 detonation (Test #3) tunnel after Test #4b (Test #4b)

Figure 3: Photos of the detonation chamber and slot tunnel after Tests #3 and #4b would be roughly one half of the recorded value. The decoupling effect can be seen clearly from Test #4b produced a lower ground shock due to Figure 5. For example, at the same scaled range of casing effects of the 155-mm shells with an 1 m/kg1/3, the mean peak particle velocity was 15 equivalent TNT of 0.54 based on ground shock m/s, 1 m/s, and 0.4 m/s, for fully coupled and measurements. This casing effect is also con- loading densities of 10 kg/m3 and 2.5 kg/m3, re- firmed from blast pressure measurements, which spectively. The respective decoupling factor for showed equivalent TNT from 0.45 to 0.67 of bare the PPV, for loading densities of 10 kg/m3 and 2.5 TNT (Chong et al., 2002). kg/m3 are 0.067 and 0.027. In other words, at a distance of about 22 m, a 10 tonne explosion with 4. Effects of decoupling on ground shock a loading density of 10 kg/m3 will produce only Results of ground shock measurements are plotted about 7% of the PPV of a fully coupled charge of in Figure 5, along with the PPV equation for fully the same quantity. -coupled detonations from earlier tests conducted at the same site (Hultgren, 1987). The distance is measured from the chamber centre.

0.15

0.10

0.05

0.00

-0.05 TT6 Strain [millistrain] Strain -0.10

-0.15 0 5 10 15 20 25 Time [ms] Figure 4. Dynamic strain recorded on rockbolts installed from the slot tunnel (Test #3)

90

100 Test 3 - L.D. = 10 kg/m3 PPV10 = 0.895 (R/Q1/3)-1.5

10 Klotz II Test - Fully Coupled 1/3 -1.77 PPVc = 12.7 (R/Q )

3 1 Test 4b6 - L.D. = 10 kg/m 1/3 -1.4 PPV10mixed = 0.819 (R/Q )

0.1

Test 2 - L.D. = 0.5 kg/m3 1/3 -1.38 PPV0.5 = 0.159 (R/Q ) 0.01

Peak Particle Velocity, m/s Velocity, Particle Peak Measured - 500 kg TNT

Measured - 2500 kg TNT

0.001 3 Measured - 10000 kg TNT Test 4a - L.D. = 2.5 kg/m 1/3 -1.45 PPV2.5 = 0.392 (R/Q ) Measured - 10000 kg Mixed 0.0001 0.1 1.0 10.0 100.0 Scaled Distance from Center of Chamber, m/kg1/3

Figure 5. Comparison of peak particle velocities from coupled and de-coupled tests

5. Concluding remarks shape and loading density, as well as the rock Damage of unlined tunnels in competent rock mass properties. The effects of explosion loading does not seem to begin until the incipient PPV on tunnels are very much a function of the loading reaches a value of at least 1-2 m/s. With the addi- density. For the same distance and same quantity tion of tunnel support (such as rockbolts and fibre of explosives, the peak particle velocity produced reinforced shotcrete), it is expected that the tunnel by a decoupled explosion of 10 kg/m3 is less than can sustain a much higher load, probably at least 10% of that of a fully coupled explosion. 2-4 m/s in PPV. For such load cases, normal static rock support is probably sufficient, although the References use of steel fibre reinforced shotcrete is recom- Ansell, A. 1999. Dynamically loaded rock reinforce- mended for its high energy capacity. The use of ment. TRITA-BKN. Bulletin 52, Doctoral Thesis, dynamic support is not necessary unless the Royal Institute of Technology, Stockholm. Chong, K., Y. Zhou, C. C. Seah, H. S. Lim. 2002. dynamic loading, as expressed by the incipient Large-scale tests ± Airblast, Ground Shock, and De- peak particle velocity, reaches more than 2-4 m/s. bris. Proceedings of the International Symposium on In predicting tunnel damage, accurate predic- Defence Construction, Singapore, 17-18 April 2002. tion of the ground shock loading is very impor- Hultgren, S. 1987. Ground motion ± measurements, tant. The prediction must consider the type of load KLOTZ II. Report C4:87, Fort F. source and influencing factors such as charge

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Spalling and the 2008 Wenchuan earthquake

C.A. Tang1, J.Zhao2, Y.J.Zuo3, T.Xu3, S.F. Qin3, J.Y. Yang3, L.C. Li1, D.G. Wang3 1 Centre for Rock Instability and Seismicity Research, Dalian University of Technology, Dalian 116024, China 2Ecole Polytechnique Fédérale de Lausanne (EPFL), Rock Mechanics Laboratory, CH-1015 Lausanne, Switzerland 3Centre for Material Failure Modelling Research, Dalian University, Dalian 116622, China ([email protected]) 1. Introduction In a recent field investigation of the May 2008 the surface with considerable velocity, a Wenchuan earthquake sites, we found clear phenomenon known as spalling. evidence that some of the severe damage to vil- It is possible to investigate the complete process lages was caused by the extremely large vertical of spalling with numerical analysis, from which ground acceleration. The same evidence was also one can derive an intuitive physical model to found in the June 2008 Iwate-Miyagi earthquake1 explain the presently unknown mode of strong in Japan, in which an unprecedented vertical sur- ground motion with large vertical amplitude, and face acceleration of nearly four times gravity was to explain the observed unusual phenomena of recorded, more than twice the horizontal accelera- µJURXQG RYHUWXUQ¶ LQ WKH :HQFKXDQ HDUWKTXDNH tion. This is in marked contrast to the conven- Such a model should provide a better understand- tional models of earthquake ground motion, ing of the near-source earthquake hazards. which focus usually on the horizontal ground motion. 2. The Wenchuan earthquake Recently, Aoi et al. proposed a Trampoline On 12 May 2008, the devastating magnitude 8.0 Effect model1 based on a mass bouncing on a Wenchuan earthquake struck the eastern edge of trampoline to account for this large vertical the Tibetan plateau4, collapsing buildings and kill- amplitude. However, this model ignores the role ing thousands in major towns aligned along the of the stress wave effect and fails to predict the western Sichuan basin. The powerful energy of shallow surface fracture. Experimental and theo- the earthquake spread from Yingxiu Town in retical studies of rock dynamic failure show that, Wenchuan County, through Beichuan County to when a compressive wave hits the free surface, it Qingchuan County (Figure 1). Many compressive will be reflected as a tensile wave and the accel- and thrust belts, as well as many nappe structures eration or displacement doubles at the free bound- broke out along the Longmenshan fault zone. The ary2,3. Rock may then be fractured parallel to the most typical site was Donghekou at Qingchuan, reflecting surface if the tensile stress generated by located at the end of the 300 km long Longmen- the reflected wave reaches the tensile strength of shan fault (Figure 2). the rock, and the fragments then shoot out from Huge energy releases in the form of earthquake stress waves were transmitted from the focus to Qingchuan, where several sub-level faults inter- Longmenshan Fault Zone Qingchuan sected at Donghekou, resulting in wave superpo- Guangyuan sition at the interface of the discontinuities. Large

Beichuan quantities of earth materials were pushed up by this huge tensile stress wave to the surface and

Wenchuan Mianyan some were vertically thrown out, a phenomenon Mianzhu 5 Yingxiu Town often observed in subsurface explosions , also Deyang Dujiangyan FDOOHGµJURXQGRYHUWXUQ¶DQGUHSRUWHGE\WKHOR Nanchong cal survivors from the earthquake. The damage, Chengdu equivalent to a sub-surface nuclear bomb explo- Suining sion, caused the four villages at Donghekou to Figure 1. On 12 May 2008, the devastating disappear rapidly, and a 30-50 m earth mound, magnitude 8.0 Wenchuan earthquake buried the houses and nearly 800 lives (Figure struck the eastern edge of the 2C). Tibetan plateau in China.

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(YLGHQFHRIµJURXQGRYHUWXUQ¶GXHWRH[WUHPHO\ large vertical accelerations also exists in Xiejiadian, Longmen Mountain at Pengzhou, where a village with 16 houses was found to be completely disappeared during the Wenchuan earthquake (Figure 3).

3. Analysis The above mentioned evidence from the Wen- chuan earthquake strongly supports the finding of Aoi et al. regarding the unusually high vertical-to- horizontal peak acceleration ratio at the surface in an extreme ground motion1. During the 14 June 2008 Iwate-Miyagi earthquake in Japan, one of the nationwide networks of strong motion seismo- graphs recorded ground acceleration exceeding four times gravity, the largest ever reported to date, with the peak acceleration in the vertical di- rection being more than twice the horizontal. By contrast, they found that the 260 m depth down- hole records of vertical acceleration were much smaller than the one recorded at the surface level. This means that the unusual large accelerations on the surface should be attributed to the effects of the near-surface layers. 2, 3, 6, 7 Figure 2. The Donghekou village Based on stress wave theory , it is well un- derstood that, as an incident wave reaches a (a) before and boundary, the solution is obtained by superimpos- (b) after the 2008 Wenchuan earthquake. The earthquake formed 30-50 m high ing the incident and reflected waves. If the stress gravelly hills with hundreds of houses wave travelling in a solid strikes a free boundary destroyed and nearly 800 villagers perpendicularly, there will be a totally reflected buried by the overturned ground. wave at the boundary. The acceleration or dis- (c) shows the rectangular portion in (b). placement caused by the reflected wave is identi- cal in form to the incident wave and is of the same sign. Superposition of the incident and the reflected waves leads to doubling of the outward acceleration or displacement at the free boundary. So when an earthquake compressive wave hits the free ground surface, it will be reflected as a tensile wave, capable of breaking the rock mass by tension if the tensile stress generated by the reflected wave reaches the tensile strength of the rocks. The phenomenon is termed spalling in rock 8-12 mechanics or solid mechanics . When the reflected wave generates a tensile stress more than twice the tensile fracture strength Figure 3 . The Xiejiadian village near of the rock, several parallel layers of rock may be Longmen mountain of Pengzhou County broken and multiple spalling can occur. For exam- disappeared burying 16 houses ple, the P-wave generated from the detonating and costing more than 60 lives.

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Spalling and the 2008 Wenchuan earthquake (cont.)

charge will hit the free surface as a compressive wave and will be reflected as a tensile wave, which may result in spalling and fragmentation of the rock2. The dynamics of spalling of the near-surface earth layers caused by contained underground ex- plosions was investigated theoretically by Chilton et al.8 Some empirical studies of spalling have been made by Rinehart, Swift et al., and Perret8. Using a 1D bar model (Figure 4) and a 2D lay- ered material model undergoing an impact, we have investigated the spalling process as a func- tion of time based on finite element analysis. The heterogeneity of the rock is taken into account by Figure 4. Numerical modelling of assigning different properties to the individual spalling in a one dimensional bar elements according to a statistical distribution end breaks when the reflected tensile stress wave IXQFWLRQ 5DQGRP QXPEHUV VDWLVI\LQJ :HLEXOO¶V reaches the tensile strength of the material, and a distribution were generated to give the spatial dis- new free end is formed again. This process may tribution of the microscopic strengths and elastic continue and hence multiple spalling is generated moduli. Element micro-scale properties are as- (Figure 4, e-f). The results shown by the 1-D signed to achieve the overall mechanical behav- modelling are similar in 2-D modelling. iour of the rock model to be elastic-brittle with residual strength. The macro-scale heterogeneity 4. Conclusions is also considered in a 2D model by distributing Our results provide a positive answer to the ques- hard particles in the surface layer. WLRQDGGUHVVHGE\2¶&RQQHOO19 that it is not clear Elements are considered to fail when the stress that the anomalous large vertical accelerations in those elements reaches a certain failure crit- observed by Aoi et al., could occur in the founda- erion (threshold). The Mohr-Coulomb criterion tion of a structure at a site that has been com- with a tensile cut-off 13 is used so that the ele- pacted and had a foundation emplaced. Since the ments may fail either in shear or in tension. The surface effect is caused by the seismic wave inci- discontinuity feature of the initiated fracture of dent and reflection, the strong motion at the foun- the rock is automatically included by using an dation level of buildings is inevitable if the mag- element with very small stiffness when the tensile nitude of the earthquake is large enough and the strain of the failed elements reaches certain val- epicentre is not far away from it. ues. A standard 2-D dynamic finite element code, We also believe that the same mechanism is called RFPA2D (realistic failure process analysis) applicable to explain the hundreds of slope sur- 14-18 is used to model the problem. face failures in terms of spalling during the Wen- Figure 4 shows the numerically observed chuan earthquake. Investigation at the Wenchuan spalling of the bar. At the left end, a high velocity earthquake site indicates that mountain slopes impact is applied. The compressive pulse initiates under dynamic shock waves fail in a manner com- in the left side of the bar and propagates from left pletely different from slope failure under static to right (stage a to c in Figure 4). Then, it is re- gravity load. We found that most of the damaging flected from the free end on the right as a tensile earthquake-induced landslides only involve stress wave (Figure 4c). When the tensile stress shallow rock falls and slides, which is believed to reaches the tensile strength of the material, be caused by the stress wave incidence and reflec- spalling occurs, and part of the bar at the right end tion (Figure 5). breaks off (Figure 4d). A new free end is formed The same phenomena were also observed in the and the remaining original incident wave is 2005 northern Pakistan earthquake (magnitude reflected from this new free end. Again, the bar 7.6)20, in which about 79% or 1,925 of the land-

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References 1. Aoi, S., Kunugi, T. & Fujiwara, H. Trampoline effect in extreme ground motion. Science 322, 727±730 (2008). 2. Stepanov, G.V. Spalling produced by elastoplastic waves in metals. Strength Mater. 8, 942±947 (1976). 3. Bedford, A. & Drumheller, D. S. Introduction to Elastic Wave Propagation (John Wiley and Sons, Chichester, 1994). 4. Parsons, T., Ji, C. & Kirby, E. Stress changes from the 2008 Wenchuan earthquake and increased hazard in the Sichuan basin. Nature 454, 509±510 (2008). 5. Fourney, W.L. Comprehensive Rock Engineering, Princi- ples, Practice and Projects (eds. Hudson, J.A. et al.) 39± 69 (Pergamon Press, Oxford, 1993). 6. Cho, S.H., Ogata, Y. & Kaneko, K. Strain rate depend- ency of the dynamic tensile strength of rock. Int. J. Rock Mech. Min. Sci. 40, 763±777 (2003). 7. Cho, S.H. & Kaneko, K. Influence of the applied pres- sure waveform on the dynamic fracture processes in rock. Int. J. Rock Mech. Min. Sci. 41, 771±784 (2004). 8. Chilton, F., Eisler, J. & Heubach, H. Dynamics of spalling of the earth's surface caused by underground explosions. J. Geophys. Res. 71, 5911±5919 (1966). 9. Bobryakov, A.P., Kramarenko, V.I., Revuzhenko, A.F. & Shemyakin, E.I. Rock spalling. J. Min. Sci.16, 381-389 (1980) 10. Brady, B.T. & Rowell, D.P. Laboratory investigation of the electrodynamics of rock fracture. Nature 321, 488- 492 (1986). 11. Stump, D. M. Spalling in zirconia-reinforced ceramics. Mech. Mater. 20, 305-313 (1995). 12. Dandekar, D.P. Spall strength of silicon carbide under normal and simultaneous compression-shear shock wave loading. Int. J. Appl. Ceram. Tech. 1, 261-268 (2004). 13. Brady, B.H.G & Brown, E.T. Rock Mechanics (Chapman and Hall, London, 1993). Figure 5. Investigation at the Wenchuan 14. Tang, C.A. Numerical simulation of progressive rock earthquake site indicates that the mountain failure and associated seismicity. Int. J. Rock Mech. Min. Sci. 34, 249±262 (1997). slopes under dynamic shock waves fail in a 15. Tang, C.A., Huang, M.L. & Zhao, X.D. Weak zone re- manner completely different from slopes that lated seismic cycles in progressive failure leading to col- fail under static gravity load lapse in brittle crust. Pure Appl. Geophys. 160, 2319± 2328 (2003). slides were small and most of the small landslides 16. Chau, K.T., Zhu, W.C., Tang, C.A. & Wu, S.Z. Numeri- are shallow rock falls and slides. To completely cal simulations of failure of brittle solids under dynamic understand this, more numerical simulations impact using a new computer program DIFAR. Key Eng. Mater. 261-263, 239±244 (2004). should be conducted considering the real 17. Tang, C.A. et al. Fracture spacing in layered materials geometry of the slopes of the mountains with the and pattern transition from parallel to polygonal frac- real dynamic loads. These simulations should tures. Phys. Rev. E 73, 056120±056129 (2006). then provide new insights into understanding near 18. Tang, C.A. et al. Fracture spacing in layered materials: A -source earthquake hazards, which will be useful new explanation based on two-dimensional failure proc- ess modelling. Am. J. Sci. 308, 49±72 (2008). in focusing mitigation efforts and helping to 2¶&RQQHOO'DQLHO5+$VVHVVLQJJURXQGVKDNLQJ6FL select new sites for village or town rebuilding. ence 322, 686-687 (2008) 20.Sato et al. Interpretation of landslide distribution trig- gered by the 2005 Northern Pakistan earthquake using SPOT 5 imagery. Landslides 4, 113-122 (2007)

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ISRM Corporate Members 2009

All Corporate Members of the ISRM are listed in Solexperts Ag Schwerzenbach; Switzerland every Issue of the News Journal, under headings Terracore Services, Ltd.; Attard, Malta that describe their main activities. C ± CONSULTANTS If you wish to be listed under another category, Amberg Ingenieurbüro; Regensdorfwatt, Switzerland or categories, please contact the ISRM Secretariat Arcadis Esg; Sèvres, France ([email protected]). China Institute of Water Resources and Hydropower Re- search; Beijing, China Chuo Kaihatsu Corporation; Tokyo, Japan A ± SUPPLIERS OF ROCK MECHANICS EQUIP- Civil Engineering Research & Environmental Studies; To- MENT AND MATERIALS Dalian Mechsoft Co.Ltd; China kyo, Japan Duraset, a Business Unit of Grinaker-LTA Ltd; Germiston, Coyne et Bellier; Paris, France South Africa Dar Al-Handasah; Cairo, Egipt GCTS Testing Systems; Tempe AZ, USA Dia Consultants Co. Ltd; Tokyo, Japan Geobrugg; Romanshorn, Switzerland Docon Co.,Ltd; Hokkaido Japan Geotechnical Systems Australia Pty Ltd; Bayswater, Aus- Electricidade de Portugal; Lisbon, Portugal tralia Geodata Srl; Torino, Italy Glötzl; Rheinstetten, Germany Geoframes GmbH; Potsdam, Germany Interfels; Bad Bentheim, Germany Geoscience Ltd.; Falmouth, UK Laboratório Nacional de Engenharia Civil (LNEC); Lisbon, Geotechnical Engineering Office; Kowloon, Hong Kong, Portugal China Mesy Geo-mess Systeme GmbH; Bochum, Germany Gridpoint Finland Oy; Espoo, Finland MTS Systems Corporation; Eden Prairie, USA Hanshin Consultants Co. Ltd.; Osaka, Japan Oyo Corporation; Tokyo, Japan Hokkaido Engineering Consultant Co. Ltd; Hokkaido, Japan Sociedade de Explosivos Civis, SA; Lisboa, Portugal +\GURFKLQD.XQPLQJ(QJLQHHULQJ&RUSRUDWLRQ

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Besab Betongsprutnings AB; Göteborg, Sweden Solexperts AG; Schwerzenbach, Switzerland Cetu Cse Co.; Bron, France SP Technical Research Institute of Sweden; Sweden Eiffage Construction G.D.; Velizyvillacoublay, France Sumimoto Mitsui Const. Co. Ltd; Chiba, Japan Geoscience Ltd; Falmouth, UK Swedish Rock Engineering Research ² SVEBEFO; Stock- Hazama-Corporation; Ibaraki, Japan holm, Sweden Japan Underground Oils; Tokyo, Japan Kajima Corporation; Tokyo, Japan H ± GOVERNMENT DEPARTMENTS KDC Engineering Co., Ltd; Tokyo, Japan Geotechnical Engineering Office; Hong Kong, China Nishimatsu Construction Co. Ltd; Tokyo, Japan ,QVWLWXW1DWLRQDOGHO¶(QYLURQQHPHQW,QGXVWULHOHWGHV Obayashi Corp.; Tokyo, Japan Risques (INERIS); Verneuil en Halatte, France Shanghai Tunnel Engineering Co., Ltd; China Institute of Rock and Soil Mechanics, The Chinese Acad- Shimizu Corporation; Tokyo, Japan emy of Science; Wuhan, China Skanska AB; Danderyd, Sweden Japan Railway Construction, Transport and Technology Solexperts AG; Schwerzenbach, Switzerland Agency; Kanagawa Japan Taisei Corporation; Tokyo, Japan Laboratório de Engenharia de Macau; Macau CHINA Tekken Corporation; Tokyo, Japan Laboratório Nacional de Engenharia Civil (LNEC); Lisbon, Terracore Services, Ltd; Attard, Malta Portugal The Zenitaka Corporation; Osaka, Japan LEMO - Laboratório de Ensaio de Materiais de Obras; Paço Tobishima Coporation; Tokyo, Japan de Arcos, Portugal Toda Construction Co. Ltd; Tokyo, Japan Lulea Tekniska Universitet; Lulea, Sweden Ordem dos Engenheiros de Angola; Luanda, Angola PAT, Laboratorio Geotecnico Servizio Geologico; Trento, E ± ELECTRICITY SUPPLY COMPANIES Italy Chugoku Electric Power Co. Inc.; Hiroshima, Japan Royal Institute of Technology - KTH; Stockholm, Sweden Electricidade de Portugal; Lisbon, Portugal Skanska AB; Danderyd, Sweden Electric Power Development Co. Ltd; Tokyo, Japan Universidade de Aveiro ² Serviços de Documentação; Hokuriku Electric Power Co. Inc.; Toyama, Japan Aveiro, Portugal Kyushu Electric Power Co. Inc.; Fukuoka, Japan Shikoku Electric Power Co. Inc.; Kagawa, Japan I ± OTHER CORPORATE MEMBERS The Chubu Electric Power Co. Inc.; Nagoya, Japan China Railway Eryuan Engineering Group Co.Ltd; China The Hokkaido Electric Power Co. Inc.; Sapporo, Japan China Three Gorges Project Corp.; China The Kansai Electric Power Co. Inc.; Osaka, Japan CSIRO Petroleum; Syndal, Australia The Tokyo Electric Power Co. Inc.; Japan Geosigma AB; Uppsala, Sweden Tohoku Electric Power Co. Inc.; Sendai, Japan GS Engineering & Construction, Korea Tokyo Electric Power Services Co. Ltd; Tokyo, Japan Guangdong Hongda Blasting Engineering Co. Ltd; China Immeuble Eurostade ± SNCF; La Plaine St. Denis, France F ± MINING COMPANIES ITOCHU Techno ± Solutions Corporation; Japan CSIR Mining Technology; Auckland Park, South Africa Japan Atomic Energy Agency; Japan Huainan Coal Mining (Group) Co., Ltd; China Kokusai Kogyo Co.; Tokyo, Japan LKAB; Luleå, Sweden Kumagai Gumi Co. Ltd; Tokyo, Japan Nittetsu Mining Co. Ltd; Tokyo, Japan Lotte Engineering & Construction Co., Ltd Somincor; Castro Verde, Portugal Okumura Corporation; Osaka, Japan Ssangyong Engineering & Construction Co., Ltd; Korea G ± RESEARCH ORGANIZATIONS Sweco VBB AB; Stockholm, Sweden BRGM; Orléans, France Terracore Services, Ltd.; Attard, Malta Central Research Institute of Electric Power Industry; WSP; Stockholm, Sweden Chiba, Japan China Coal Research Institute; China Laboratoire Central des Ponts et Chaussées; Paris, France Laboratório de Engenharia de Macau; Macau, China Laboratório Nacional de Engenharia Civil (LNEC); Lisbon, Portugal LEMO - Laboratório de Ensaio de Materiais de Obras; Paço de Arcos, Portugal Norwegian Public Roads Administration; Oslo, Norway Nottingham Centre for Geomechanics; Nottingham, UK Petrobras ± Petroleo Brasileiro S.A.; Rio de Janeiro, Brasil SKB; Stockholm, Sweden

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You are invited to the 2010 ISRM Field Trip in Switzerland

John A Hudson, UK ([email protected]) & Luis Lamas, Portugal, ([email protected])

Sunday and Monday, 13 & 14 June 2010 This 2nd ISRM Annual Field Trip takes place in June 2010 on the two

days immediately before the EUROCK2010 Symposium. Christophe Bonnard It starts and finishes in Lausanne, Switzerland. Field Trip Leader

12th century Chillon castle, on the Lake Geneva shore, displays furniture and medieval weapons The anticipated outline schedule of the Field Trip visits is given below Sunday 13 June 2010 08.00 Meeting of the group in front of Lausanne cathedral (XIIIth century, visit to the painted porch 08.30 Travel by bus to Belmont and see high rebuilt anchored wall along Motorway A9 09.30 Travel by bus to Chexbres stopping at the Cornallaz land- slide and seeing mollasse outcrop 10.30 Travel by bus to Fribourg with stop for coffee at La Gruyère service area on the A12 11.30 Visit to Fribourg old town located along the Mollasse cliffs 1994 Falli Hölli landslide with a formed by the river Sarine displacement of 250 m in 4 months 12.30 Lunch in a restaurant in Fribourg 14.00 Travel by bus to Falli Hölli landslide near Plasselb, with a look at the Zollhaus outcrop 16.00 Travel by bus to Gruyères, with visit to the ancient castle and village; typical dinner in a restaurant and overnight in a nice hotel (La Fleur de Lys)

Monday 14 June 2010 08.00 7UDYHOWRO¶(WLYD]FKHHVHFDYHVWRSSLQJRQWKHZD\WRVHH some outcrops of the Prealps formations 10.00 Travel to the double arch Hongrin dam and visit to the Aigremont rockfall zone 12.00 Lunch in a restaurant at Le Sépey (maybe picnic) Hongrin dam 14.00 Visit La Frasse landslide and recently built drainage gallery Field Trip cost will be ~ ¼250 17.00 Look at a Dolomite quarry at Villeneuve (large rockfall in To register: 1922) that is still exploited contact Sofia Meess at 18.00 Visit to Chillon castle between Villeneuve and Lausanne [email protected] 19.30 Arrival back in Lausanne The Field Trip information will be updated on the ISRM website: www.isrm.net

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You are invited to EUROCK2010 in Switzerland: 15-18 June

Jian Zhao, Switzerland ([email protected]) EUROCK2010 EUROCK2010 is organised by the Swiss Na- tional Group of ISRM and the Swiss Federal Institute of Technology in Lausanne (EPFL), and the Organising Committee is chaired by Jian Zhao. The symposium will take place on the EPFL campus on Lake Geneva on 15-18 June 2010. ABSTRACTS RECEIVED EUROCK2010 has received an overwhelming number of abstracts ± exceeding 340. Consid- ering all the limitations, we accepted 220 abstracts from 36 countries and the authors are preparing full-length papers and presentations.

KEYNOTES AND SPECIAL PRESENTATIONS x Keynotes will be given by Herbert Einstein, Claus Erich- VHQ3HWHU.DLVHU0DUHN.ZDĞQLHZVNL-HDQ6XOHPDQG Robert Zimmerman. x Special presentations will be given on the DECO- VALEX and TIMODAZ radioactive waste repository modelling projects and on the construction of the Lötschberg and the Gotthard long base tunnels. x At the Open Session there will be overview reports on rock mechanics teaching, research, engineering activities in Europe and the future outlook. The Open Session will be chaired by Giovanni Barla and Håkan Stille.

OTHER EVENTS A pre-Symposium field trip, the 2nd Annual ISRM Field Trip, has been organized by the ISRM ± and details of the trip are available on the opposite page. We have also planned a few options for technical visits on 18 June, the last day of the Symposium, primarily to the tunnelling and slope sites. Short courses will be organ- ised; several proposals have been received; these will be evaluated and announced on the Symposium website.

EXHIBITION AND SPONSORSHIP In conjunction with the Symposium, we will have Exhibitions by consultants, contractors and suppliers, as well as a set of 48 panels HDFK P [ P  HQWLWOHG ³1HZ 5DLO /LQN through the Alps: a Swiss Pioneer Achieve- PHQW´E\WKH)RXQGDWLRQ³+lQJJLWXUP´(Q nenda and Museum for the Art of Civil Engi- neering.

Companies wishing to have an Exhibition stand at the Symposium and/or wishing to sponsor the Symposium, please email the Symposium organiser directly for detailed Further information is available at the Symposium website: http://lmr.epfl.ch/eurock2010

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Invitation to ARMS6, New Delhi, India www.arms2010.org

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