2012 10 10 169 JOURNAL OF RAILWAY ENGINEERING SOCIETY Oct 2012 NO. 10 Ser. 169 1006-2106 2012 10-0106 - 05 3 ( 中 铁 二 院 昆 明 勘 察 设 计 研 究 院 有 限 责 任 公 司, 昆 明 650200) 3 3 1 3 2 3 + 4 U239. 3 TU47 A Geotechnical Engineering Investigation for Deep Foundation Pit of Line 3 of Kunming Rail Transit and Its Evaluation LIU Wei HE Jia - liang YANG Wen - hui DAI Wei Kunming Survey Design and Research Institute Co. Ltd CREEC Kunming Yunnan 650200 China Abstract Research purposes The line 3 of Kunming rail transit crosses the downtown of Kunming from east to west. The engineering geological condition hydrogeologic condition and surrounding environment are complex. By using the comprehensive survey technologies of the engineering geological mapping drilling geophysical exploration testing - situ tests the engineering geological condition and the hydrogeologic condition of the deep foundation pit for the stations of the Line 3 of Kunming rail transit were investigated. The analysis and evaluation were made for the stability of the site the structure style of the exterior - protected construction for the foundation pit the drainage scheme the anti - floating and anti - raising of pit base the treatment of the base and the construction of foundation pit. Research conclusions 1 The Line 3 of the urban rail transit in Kunming crosses the Kunming downtown featured with the complicated and unfavorable engineering geological condition and hydrogeological condition such as the multiple rock - soil layers rich underground water sandy soil liquefaction karst shallow natural gas filling soil soft soil the special rock and soil and poor regional stability. 2 Based on the comprehensive analysis of the geological condition and surrounding environment of deep foundation pits the open cut method was used for the foundation pit and the top - down method was used for the section where was limited locally by the transportation condition. 3 The diaphragm wall was available for the interior support and sealing up for the deep foundation pit in the basin with the support of the concrete and steel pipe. The drainage ditch and the collecting well were installed in the foundation pit along with the 2012-04 - 22 1967
10 3 107 artificial pumping and draining. The mixing pile and filling were used for the pit base to meet the requirement of anti - float and anti - raising. 4 The the slope excavation could be conducted with the support of the soil nail wall and filling to the pit base for the foundation pit in the essentially level area because of its good engineering geological condition without development of underground water. Key words deep foundation pit geotechnical investigation engineering geological conditions geotechnical engineering evaluation 1 30 ~40 m 20 ~ 30 m 2. 5 ~ 3 3 20 m 3 2 19. 158 km 10 ~ 15 m 2 ~ 3 17. 986 km 1. 172 10 ~ 15 17 6 ~ 10 10 ~ 12 2 ~ 3 158. 1 ~ 307. 6 m 2 ~ 3 120 m 10. 4 ~ 17. 6 m 19. 1 ~ 26. 3 m 3 24. 4 ~ 56. 1 m 14 ~ 18 m 6 24 m 2 70 km 15 ~ 2. 1 25 km 1 500 km 2 306 km 2 1 885 m 3 1 893 ~ 1 955 m 3. 1 3 1 888 ~ 1 896 m 1 900 ~ 1 980 m 3 3 3. 2 Qh Qp 2. 2 50 m 1 ~ 5 m
108 2012 10 30 ~ 40 m 3. 5 P 1 y D 3 z D 2 h 20 m 2 d 1 l 1 c2 3. 3 3 P 1 y 3 15 ~ 30 min 200 m 90% 3. 6 3. 4 1 ~ 5 m 2 ~ 3 m 0 ~ 25 m 1 6. 95% ~ 77. 85% 0. 98 ~ 6. 39 0. 3 ~ 3. 8 m 1. 5 ~ 5. 5 m 35. 6% ~ 497% 1 ~ 1. 5 m 45% ~ 72% 0. 68 1. 692 38% ~ 60% Ⅰ 0. 2 ~ 2. 7 m /d 13. 225 m /d 3. 7 0. 037 ~ 0. 1 m /d 22 km HCO - 3 Ca 2 + Mg 2 + 50 km 1507 HCO - 3 Ca 2 + Na + HCO - 3 Na + K + M = 5. 0 ~ 5 3 /4 8 Ⅵ
10 3 109 0. 20g 1. 5 ~ 2 0. 8 ~ 1 m 160. 4 ~ 239 m /s 50 m Ⅲ Ⅱ 166. 8 ~ 340 m /s 50 m Ⅱ 0. 45 ~ 0. 65 s 3. 8 4. 2 4. 2. 1 3 2 3 1m 4. 2. 5 4. 2. 3 3 10 3 10 1 m 938 ~ 5 255 m 3 /d 83 ~ 190 m 4 3 /d3 4. 1 3 17 3 4. 2. 4 4 100 kpa 4 MPa 4. 2. 2 3 4. 2. 6 3
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