410151 K7 + 914 - K7 + 984 12 5. 3 Midas DOI 10. 7617 /j. issn. 1000-8993. 2013. 09. 020 THE ANALYSIS OF THE DESIGN AND CONSTRUCTION SECURITY OF DEEP FOUNDATION IN PURUI TUNNEL OPEN-CUT SEGMENT Yang Ping Department of Civil Engineering Hunan Technical College of Engineering Changsha 410151 China Abstract The K7 + 914 - K7 + 984 segment of deep foundation pit in the Purui Tunnel is adjacent to the 12-layer building in order to determine the design and construction safety of deep foundation pit the structure of pile-anchor support was used. The 5. 3 calculation software was adopted for the calculation of foundation pit structure at the same time the Midas numerical calculation software was also used to simulate excavation of the foundation pit the data shows that the foundation pit is safe. It was checked the anti floating computation of the main structure of foundation pit the floating resistance value can meet the standard requirements without the need for anti floating design of foundation pit. Keywords deep foundation pit pile-anchor support numerical calculation software safety anti floating design 12 1 2 1 1 K7 + 914 - K7 + 984 K7 + 860 ~ K8 + 020 0 ~ 4 m 1 1977 yangpinggaga@ 126. com 2013-05 - 10 1 2 3 3 4 Industrial Construction Vol. 43 No. 9 2013 2013 43 9 101 Fig. 1 The main structure of pit in Purui Tunnel
4 3 2 1 1 12 4 1 2 6 m 2 12 5 3 6 4 12 12 K7 + 914 - K7 + 984 1 2 3 12 2 K7 + 914 - K7 + 984 m Fig. 2 The plan layout of K7 + 914 - K7 + 984 segment pit 2 K7 + 914 - K7 + 984 14. 49 m 1 000 1 300 mm C30 HRB335 18. 49 m 4 m Fig. 4 800 mm 1 000 mm 4 8 9 10 Table 1 11 m 3. 5 3 800 mm 1 300 100 mm C20 K7 + 914 - K7 + 984 12 5. 3 1 2 4 The internal force and displacement of bored piles 1 The internal force of bored piles / kn m / kn 1 165. 07 104. 33 440. 51 292. 70 706. 03 294. 96 1 361. 68 121. 94 605. 70 1 361. 68 605. 70 605. 70 Fig. 5 1 2 3 5 The displacement of surface subsidence 1 2 3 4 3 Fig. 3 The layout of pit pile-anchor support 1 4 1 2 5 3 6 0. 40 m R = 13. 837 m x = 102 2013 43 9
7 Fig. 7 The pit model 1 2 3 6 Fig. 6 m Check of overall stability - 1. 916 m y = 9. 526 m K s = 1. 667 > 1. 30 4 K s = M p /M a 1 M a M p K s = 1. 335 > 1. 200 ν E /MPa 3 K7 + 914 - K7 + 984 12 3. 1 Midas K7 + 914 - K7 + 984 10 m 70 m30 m 7 1 1 8 12 1 12 P = 600 kn /m 2 2 1 3 2 250 kn 2 4 2 5 3 3 6 3 7 4 0. 5 m 2 4 8 4 9 5 9 10 9 103 Fig. 8 8 Structure element simulation 2 Table 2 Soil parameters γ / / kn m - 3 kn m - 3 c /MPa φ / K 0 10 0. 35 18 19 0. 1 25 0. 58 50 0. 33 19 20 0. 3 30 0. 67 150 0. 30 20 21 0. 5 35 0. 36 1 1 2 2 9 Fig. 9 The sketch of excavation
10 a 1 b 2 c 3 d 4 e 5 f 6 g 7 h 8 10 Fig. 10 Excavation step of pit 3. 2 7 9 11 a 7 b 9 c 7 d 9 Fig. 11 11 mm The horizontal displacement and vertical displacement in pit excavation 11 13 13 8. 86 mm 6. 99 mm 10. 665 mm 2 21. 267 mm 12 14 14 9. 404 mm 986 kn 732 kn m 12 418 kn 3. 3 12 4 12 12 K7 + 914 - K7 + 984 15 ZK7 + 914 0. 374 MPa 3. 4 60. 317 m ZK7 + 984 59. 700 m 66. 000 m 1 16 17 104 2013 43 9
a 7 b 9 12 MPa Fig. 12 The vertical stress nephogram of pit wall rock a b 13 mm Fig. 13 The displacement of bored pile a kn b kn m c Fig. 14 14 The internal force of bored piles 1 2 3 4 5 90 mm + 10 mm + 230 mm 6 150 mm C20 7 C15 8 700 mm C25 15 Fig. 15 The main structure of pit K f = G z + G t + R f /P f 2 G z G t R f 16 K7 + 914 m Fig. 16 The fill at K7 + 914 P f K f = 2. 494 > 1. 05 5 1 119 105
CA20 4 DEMAG CC8800-1 TWIN a b 4 DEMAG CC8800-1 TWIN CA20 m Fig. 4 Hoisting scheme of CA20 module with DEMAG CC8800-1 TWIN in Haiyang project 1. AP1000 M. 2010. 2. AP1000 J. 2006 23 05 55-65. 3. AP1000 J. 2012 42 802-804. 4. AP1000 J. 2011 9 146-149. 5. AP1000 J. 2008 29 4 63-66. 6. J. 2010 8 36-38. 7 GB /T 3811 2008 S. 8. J. 2010 33 2 81-86. 3 9. M. AP1000 45-46. 10 J. 2010 31 1 28-33. 1997. AP1000 105 3 K f = 2. 494 > 1. 05 17 K7 + 984 Fig. 17 The fill at K7 + 984 5. 3 2 Midas-GTS D. 10. 66 mm 7 12 2008 1. J. 2001 20 3 399-402. 2. J. 2002 5 8 55-56. 3. J. 2003 22 S1 2355-2358. 4. J. 2003 22 3 191-193. 5. J. 2007 3 7 1291-1294. 6. 2009.. J. 26 4 348-350. 119