2011 11 11 158 JOURNAL OF RAILWAY ENGINEERING SOCIETY Nov 2011 NO. 11 Ser. 158 1006-2106 2011 11-0104 - 08 1 2 1. 200048 2. 200002 < 20 mm 2 1 788 TU470 A Design and Construction of Deep Excavation Engineering Adjacent to the Subway Tunnel LI Jin - jun 1 WANG Wei - dong 2 1. Xiandai Architectural Design Group Co. Ltd Shanghai 200048 China 2. East China Architectural Design & Research Institute Co. Ltd Shanghai 200002 China Abstract Research purposes With the rapid development of the urban subway traffic in Shanghai China the deep excavations are usually adjacent to the running subway tunnels. The strict deformation demands must be need by the excavation engineering. The designing of excavation adjacent to subway tunnel are controlled by deformation not by strength. So the research on the design method and measurements of the deep excavation which on the basis of successful design and construction of deep excavation engineering adjacent to the subway tunnel in the typical soft soil of Shanghai is necessary and significant. Research conclusions For the protection of adjacent subway tunnel which the accessional settlement of the tunnel induced by the excavation can not exceed 20mm. Considering the protection of adjacent Shanghai No. 2 tunnels of N0. 1788 of west Nanjing road many special measurements were applied to the designing of pit project. Including the proposal of down - up method with zoned construction with a temporary diaphragm wall inside the excavation engineering prediction the accessional deformation of tunnels by numerical analysis and detailed in situ monitoring of the pit and tunnels during excavation. According to the in situ monitoring data The protection of the adjacent tunnels is 2011-05 - 30 1975 1969
11 105 successful and it testified the validity of the designing and construction of the excavation engineering in soft soil. Key words subway tunnel soft soil deep excavation deformation control down - up method with zoned construction 2 ~ 4 118. 5 m 10 343 km 9 1. 2 2. 45 ~ 3. 25 m 2 3 ~ 4 5 0. 93 m 3 1 1 / kn /m 3 C /kpa φ / 1 1 18 0 18 2 18 17 14. 5 3 17. 2 11 13. 5 4 16. 6 13 10. 5 20 mm 5 1-1 17. 8 14 14 R > 15 000 m 5 1-2 18 14 19 1 /2 500 5 4 19. 6 45 16. 5 2. 5 cm /s 7 2 18. 9 0 32 0. 7 ~ 0. 9 m 0. 50 m 7 3. 0 ~ 11. 0 m 7 8. 5 ~ 8. 75 m 32 ~ 40 m 1. 3 1 2 1788 2 2 14. 7 ~ 16. 4 m 6. 2 m 10. 4 ~ 13. 5 m 2 1 1. 1 20 27 3 ~ 6 6. 72 ~ 13. 0 m 1788 29
106 2011 11 2 1 1788 15 m mm 55. 8 m 24 7. 0 ~ 9. 8 m 10 228 m 2 15. 1 m 14. 0 2 3 a Ⅰ Ⅱ I Ⅰ Ⅱ Ⅰ Ⅱ 3 b 2. 1. 1 T 2 3 Ⅰ Ⅱ 2. 1 3 2. 1. 2 T
11 107 2 5 I II I + II + + 2. 2 2. 2. 1 4 5 2. 2. 3 I Ⅱ 650@ 450 I 1 000 mm 1 000 7. 3 m 10 ~ 15 m mm 800 Ⅱ 5. 0 m 7 4 mm m 2. 2. 4 I Ⅱ 6 I 9 m 2 Ⅱ 3 m 10 m I Ⅱ 2. 2. 5 2. 2. 2 Ⅰ 850@ 600 850@ 600
108 2011 11 2 2 6 /mm /mm /mm /mm /mm I 8. 03-1. 61 1. 72 0. 92 18. 34 II 13. 13-2. 66 1. 97 1. 34 31. 47 24 h Ⅱ 3 2. 2. 6 Plaxis 3. 1 2009 5 5 I 2009 12 31 Ⅱ B0 Hardening Soil 236 d model 3 Ⅱ 7 3 1 2 Ⅰ 3 Ⅰ 4 Ⅰ 5 Ⅰ 6 Ⅰ B2 7 Ⅰ B1 8 Ⅰ B0 9 Ⅱ 10 Ⅱ 11 Ⅱ 12 Ⅱ 13 Ⅱ 11 Ⅱ B2 12 Ⅱ B1 13 Ⅱ B0 3. 2 7 II I Ⅱ I Ⅱ
11 109 2 3. 2. 1 8 I QX3 1 000 mm QX14 800 mm QX3-36 mm QX14-47 mm 9 Ⅱ I - 49 mm TX3 Ⅱ - 21 mm 8 I 9 Ⅱ QX5 3. 2. 3 QX7 1 000 mm I Ⅱ I 11 12 I Ⅱ 20 ~ 22 mm 11 I Ⅱ SW8 I 10 mm 12 Ⅱ 3. 2. 2 10 TX3 I TX4 Ⅱ Ⅱ TX3 10
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