Vol. 39 No. 1 Jan. 2012 HYDROGEOLOGY & ENGINEERING GEOLOGY 39 1 2012 1-621701 - - P642. 2 A 1000-3665 2012 01-0058-07 2 ~ 4 2 r 3 3 1 col + dl 500 ~ 1 050m Q 4 2 Q del 4 3 8 ~ 50 ~ 60m 10 r 4 1 2 1 2 2. 1 2 687 ~ 2 690 m 1. 3km 3 140m 5 ~ 20m 150 ~ 450m 100m 57 200m 28 2 820 ~ 2 860m 50 10% 80m 20 ~ 25 2 975 ~ 3 040m 149cm / s 2 Ⅶ 74m 18 U 2011-04-14 2011-07-07 1970-1 E-mail 909chm@ 163. com
1 59 1 KJWJ01 Fig. 1 Geological map of the Kajiwa landslide PDH01 60 ~ 70m 80 ~ 90m 80m 2 930m 556m 641m 598m 465 366m 2 3 723 10 4 m 3 2 Ⅰ 3 4 174m 2 800m 10 4 m 3 2 750m 2 767m 2 782m 3 110 ~ 130m 2. 4 20 ~ 40cm 2 2. 2 r 4 60 ~ 80m 10 2. 3 14 5 1 20m 7m 10. 2 10 4 m 3 Ⅱ 1 192m 2 828m 17m 48. 4 Fig. 2 2 KP1 The KP1 profile of the Kajiwa landslide
60-2012 3 4 Fig. 3 Slip zone of a directional arrangement flakes Fig. 4 Slip zone of soil dry cake shape r 3 HPK06 HPK09 20 30 40 45 40m 50 ~ 60 45 ~ 60 fgl Q 3 24m 1 Table 1 Distribution of part of the exploration points slip zone area m m KJWJ - 1 9. 30 ~ 9. 90 0. 60 HPK01 95. 0 ~ 98. 73 3. 73 5 HPK02 90. 22 ~ 93. 62 3. 40 20% ~ 25% HPK03 91. 61 ~ 92. 01 0. 40 HPK04 75. 40 ~ 75. 85 0. 45 HPK06 60. 18 ~ 65. 75 5. 47 HPK13 49. 15 ~ 49. 65 1. 77 HPK14 82. 50 ~ 84. 16 1. 66 PDH01 134 ~ 145 11 1 ~ 4cm 50% 1 ~ 4cm 15% 60% 10% ~ 15% 1 ~ 2cm 30% 2 ~ 3cm 19% ~ 33% 16% ~ 24% < 0. 075mm 42% ~ 65% < 0. 005mm 23% ~ 41% KJWJ - 1 HPK03 PDH01 3 5 3. 1 200 ~ 250m 45 U
1 61 5 6 Fig. 5 Diagram showing the valley landform 3. 2 - development trend 70 - - 150 ~ 250m - Ⅳ Ⅴ r 4 r 3 0. 5 ~ 4cm 50 ~ 60 45 ~ 60 N35 W SW Ⅱ Ⅲ 40 ~ Fig. 6 6 Analysis chart of the Kajiwa landslide ancient river
62-2012 - 5 ~ 10 7 Fig. 7 7 Schematic diagram showing the slope deformation evolution process 3. 3-11 ~ 12 4. 2 4 4. 1 2 230 35 10m 320 75 ~ 85 3m 1981 7 15 59. 9mm 10 15. 1mm
1 63 6. 7 1976 11 7 110km Ⅴ 7. 3 1948 5 25 Ⅹ 100km 3 Table 3 Stability calculation results KP1 Ⅵ K 5. 12 Fs K 2 Ⅰ 10. 2 10 4 m 3 Ⅱ 48. 4 10 4 m 3 Ⅱ 5 Ⅰ Ⅱ 1 10. 2 10 4 m 3 48. 4 10 4 m 3 4. 3 100m 1 2 2 2 Table 2 Mechanical indexes of the comprehensive values of slip zone soil 3 c kpa φ c kpa φ - PDH1 36. 5 26. 15 1# 40. 33 23. 70 0 24. 50 40 23. 70 0 24. 50 R. 2 2008. YAN Q CHEN M MEI Z P et al. 0. 15g Feasibility study report of the Kajiwa hydropower station on the Muli River Sichuan Province R. Jiangyou 2008. in Chinese KP1 KP2 3 KP2 1 1. 24 1. 22 1. 27 1. 25 2 1. 18 1. 17 1. 20 1. 18 3 + 0. 15g 1. 04 1. 03 1. 05 1. 04 Fs 2 1. 2. R. 3 2006. ZHOU R J YE Y Q et al. Seismic 1. 03 safety evaluation report of engineering site at the
64-2012 shawan and Kajiwa hydropower station on the Muli 454. HUANG R Q. Large-scale landslides and their River Sichuan Province R. Jiangyou 2006. in sliding mechanisms in China since the 20th century Chinese J. Chinese Journal of Rock Mechanics and 3. Engineering 2007 26 3 433-454. in Chinese J. 1998 18 4 48-54. ZHANG S X LIU W Y WANG S X. Current crust deformation field and earthquake of western Sichuan J. Crustal Deformation and Earthquakes 1998 18 4 48-54. in Chinese Hydrogeology and Engineering 1983. in Chinese 4. 9. J. 2002 18 1 28-37. LV Y P LIAO H SU Q et al. Current crust deformation of the rhombic block boundary at Sichuan and Yunnan. J. China Earthquake 2002 18 1 28-37. in Chinese in Southwest China J. Southwest Jiaotong 5. University 2004 39 5 609-613. in Chinese J. 2006 14 10. J. 3 289-294. JIANG L W HUANG R Q. 2001 1 11-14. LUO Z J. Discussed Bending yielding and tensile cracking critera for failure of rock slope whose dip direction opposite to the dip failure pattern of rocky slope J. Guangdong Highway Traffic 2001 S1 11-14. in Chinese direction of strata J. Chinese Journal of Engineering Geology 2006 14 3 289-294. in Chinese 6 M. 2. 8. C 1983. WANG L S ZHANG Z Y. Basic geomechanics models of slope deformation and failure C Discussion on J. 2004 39 5 609-613. SHI Y C FENG W K LIU H C et al. Patterns and Mechanisms of High Slope Deformation and Failure of Hydropower Station 11. J. 2008 27 8 1525-1544. HUANG R Q. Geodynamical process and. stability control of high rock slope development J. 1994. ZHANG Z Y Chinese Journal of Rock Mechanics and Engineering WANG S T WANG L S et al. Analysis of 2008 27 8 1525-1544. in Chinese engineering geology principles M. Second Edition. 12. J. Beijing Geological Publishing House 1994. in 2004 19 3 443-449. HUANG Chinese R Q. Mechnism of large scale landslides in western 7. 20 China J. Advance in Earth Sciences 2004 19 3 J. 2007 26 3 433-443 - 449. in Chinese The formation mechanism and stability analysis of bend-crack landslide Taking the Kajiwa landslide of Muli River as an example CHEN Min LIU Liang-chun YE Sheng-hua Hydrogeology and Engineering Geological Team NO. 909 BGEEMRSP Jiangyou 621701 China Abstract The Kajiwa landslide is a large bedrock and ancient landslide which is located in the left bank in downstream of the plan to build the dam site of the Kajiwa hydropower station of the Muli River and it is the typical representative of the bend-crack landslide in high mountains and canyons in western Sichuan. Based on the study of the history of the river-valley landforms the formation mechanism of the landslide is elaborated. According to the macro analysis and quantitative calculation method the stability of landslide is evaluated. Therefore the results have a certain significance in the study of the same type of landslides. Key words the Kajiwa landslide bend-crack formation mechanism stability