m K K K K m Fig. 2 The plan layout of K K segment p

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1 K K Midas DOI /j. issn 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 China Abstract The K K 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 K K K ~ K ~ 4 m yangpinggaga@ 126. com Industrial Construction Vol. 43 No Fig. 1 The main structure of pit in Purui Tunnel

2 m K K K K m Fig. 2 The plan layout of K K segment pit 2 K K m mm C30 HRB m 4 m Fig mm mm Table 1 11 m mm mm C20 K K The internal force and displacement of bored piles 1 The internal force of bored piles / kn m / kn Fig The displacement of surface subsidence Fig. 3 The layout of pit pile-anchor support m R = m x =

3 7 Fig. 7 The pit model Fig. 6 m Check of overall stability m y = m K s = > K s = M p /M a 1 M a M p K s = > ν E /MPa 3 K K Midas K K m 70 m30 m P = 600 kn /m kn m Fig. 8 8 Structure element simulation 2 Table 2 Soil parameters γ / / kn m - 3 kn m - 3 c /MPa φ / K Fig. 9 The sketch of excavation

4 10 a 1 b 2 c 3 d 4 e 5 f 6 g 7 h 8 10 Fig. 10 Excavation step of pit a 7 b 9 c 7 d 9 Fig mm The horizontal displacement and vertical displacement in pit excavation mm mm mm mm mm 986 kn 732 kn m kn K K ZK MPa m ZK m m

5 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 The internal force of bored piles mm + 10 mm mm mm C20 7 C 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 K m Fig. 16 The fill at K P f K f = >

6 CA20 4 DEMAG CC TWIN a b 4 DEMAG CC TWIN CA20 m Fig. 4 Hoisting scheme of CA20 module with DEMAG CC TWIN in Haiyang project 1. AP1000 M AP1000 J AP1000 J AP1000 J AP1000 J J GB /T S. 8. J M. AP J AP K f = > K Fig. 17 The fill at K Midas-GTS D mm J J J S J J J

#4 ~ #5 12 m m m 1. 5 m # m mm m Z4 Z5

#4 ~ #5 12 m m m 1. 5 m # m mm m Z4 Z5 2011 6 6 153 JOURNAL OF RAILWAY ENGINEERING SOCIETY Jun 2011 NO. 6 Ser. 153 1006-2106 2011 06-0014 - 07 300142 ABAQUS 4. 287 mm 6. 651 mm U455. 43 A Analysis of Impact of Shield Tunneling on Displacement