Shafts for Urban Underground Works
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1 Shafts for Urban Underground Works Diseño de Túneles y Pozos en Suelo Tarcísio B. Celestino October 18 th, 2014
2 Outline Shaft vs. cut-and-cover excavation Shaft-tunnel interaction Loading on shotcrete shell; reinforcement Need for pre-support Diaphragm walls Luz Station shaft José Eusébio shaft Multiple-Shafts Stations
3
4 Open trench excavation
5 Santos-Guarujá Immersed Tunnel Approaches
6 Shotcrete Supported Shafts
7 Shafts for: Stations Access to tunnels Ventilation Emergency exit Combinations
8 Advantages of Shotcrete Supported Shafts Operational for vertical transportation Low disturbance to adjacent buildings Construction time Mobilization of ground mass strength Etc.
9 Some Line 4 Shafts Table 1 Characteristics of shafts Shaft Purpose L x W x H (m) Geology Ground Conditioning Shotcrete Thickness (cm) Luz Station 83.6 x 42.2 x 37.0 TCS Slurry wall 7 to 50 Butantã Station 34.0 x 34.0 x 37.8 Residual soil & rock None 40 to 70 José Eusébio V.E.E x 17.7 x 37 TCS Local jet grouting 20 to 40 Brasil V.E.E x 11.8 x 35.0 Organic clay, TCS Jet grouting 12 to 60 Caxingui V.E.E x 12.0 x 37.0 Residual soil Local jet grouting 25 to 35 João Teodoro V.E.E x 17.8 x 35.0 TCS Slurry wall 7 to 30 V.E.E. ventilation and emergency exit L x W x H length x width x depth TCS Tertiary clay and sand
10 Butantã Station Shaft
11 Três Poderes Shaft
12 João Teodoro Shaft
13 Brasil Shaft
14 Caxingui Shaft
15 Shaft Tunnel interaction
16
17 1. Initial stage 2. Shaft excavation in stages 3. Tunnel excavation 4. Final stage
18 1 - Horizontal stresses Influence of slope initial condition
19 1 - Horizontal stresses Influence of slope end of shaft excavation
20 1 - Horizontal stresses Influence of slope end of tunnel excavation
21 2 - Deformed excavation surface end of shaft excavation
22 2 - Deformed excavation surface end of tunnel excavation
23 Need for reinforcement Concrete usually simulated as linear elastic for internal dorces evaluation Internal forces taken to design reinforcement Mechanical inconsistencies Need to adopt realistic constitutive model for concrete Need to simulate reinforcement
24
25
26 Martinelli & Takeya beam (1974) Simulation with Willam-Warnke Model (Jamal, 2013)
27 Martinelli & Takeya beam (1974)
28 Concrete pipes, Silva (2011)
29 Concrete pipes, Silva (2011)
30 Concrete pipes, Silva (2011) Simulation with Willam-Warnke Model (Jamal, 2013) Pipe with one layer of reinforcement
31 Concrete pipes, Silva (2011) Pipe with two layers of reinforcement
32 Pre-support Unstable ground Too large diameters (time to close ring) Slurry wall Jet grouting (local or full ring) Isolated piles
33 Alaíde Costa Shaft (1988)
34 Shotcrete Supported Shafts José Eusébio Shaft (São Paulo Line 4)
35 José Eusébio Shaft Diameter: 17.7m Depth: 37.0m Shotcrete: cm Distance to building: 2.0m Ground conditioning: local jet grouting at depth
36 José Eusébio Shaft Excavation Intersection Structural Design (3-D) Plan view
37 José Eusébio Shaft Access Tunnel Typical longitudinal section
38 José Eusébio Shaft Access Tunnel
39 José Eusébio Shaft Empuxos no Revestimento Primário Agp1 3Agp2 3Ag1A 3Ag2 3Ar2 3Ag2 3Ag1B 3Ar1 3Ag1B Elevation Cota (m) [m] - Shaft lining and Parede do poço e fases escavation de escavação phases -Tensões Effectiveefetivas stress at emrest repouso - Earth pressure due to Empuxo devido à excavation escavação - Earth pressure due to Empuxo devido ao Building Edifício -Empuxo Total earth totalpressure Earth Empuxo pressure (kn/m) [kn/m]
40 José Eusébio Shaft
41 José Eusébio Shaft
42 Influence of Length of Excavation Round Normal forces (vertical) Shear stresses (interface)
43 Predicted and Measured Settlement Adjacent Building P1 P1A P1B P2 P2A P3 P3A P4 P , BUILDING Distance from center line (m) 11,0 12,0 Shaft 13,0 14,0 Settlements (mm) 15,0 16,0 17,0 Settlement: 15,5 mm a 384 mm tg a = 0.2/384 =1: mm
44 Igarapava Shaft Rio Metro Ventilation and Emergency Exit
45 Igarapava Shaft Ventilation and Emergency Exit
46 Igarapava Shaft
47 Igarapava Shaft
48 Diaphragm Wall Execution of Diaphragm Wall 1st STEP NATURAL GROUND
49 Diaphragm Wall Execution of Diaphragm Wall 2nd STEP Guide walls
50 Diaphragm Wall Execution of Diaphragm Wall 3rd Step Excavation
51 Diaphragm Wall Execution of Diaphragm Wall 4th Step Positioning reinforcing cage
52 Diaphragm Wall Execution of Diaphragm Wall 5th Step Concreting with tremie pipes
53 Diaphragm Wall Execution of Diaphragm Wall 6th Step Other panels AVANÇO DA OBRA
54 Diaphragm Wall Execution of Diaphragm Wall 7th Step Wall completed
55 Diaphragm Wall Some works EUCALIPTOS SATION BROOKLIN STATION LUZ STATION Coutesy of CMSP
56 Brooklin Station Shaft Diaphragm Wall Escavação guia com Clamshell Coutesy of CMSP
57 Brooklin Station Shaft Diaphragm Wall Escavação guia com Clamshell Coutesy of CMSP
58 Brooklin Station Shaft Diaphragm Wall Escavação Hidrofresa Coutesy of CMSP
59 Brooklin Station Shaft Diaphragm Wall Içamento e Descida da Armadura (~80ton.) Coutesy of CMSP
60 Brooklin Station Shaft Diaphragm Wall Lowering reinforcing cage (~80ton.) Coutesy of CMSP
61 Brooklin Station Shaft Diaphragm Wall Concreting Coutesy of CMSP
62 Brooklin Station Shaft Diaphragm Wall Excavation
63 Multiple-Shaft Stations Brooklin Station Shaft Source: Hugo C. Rocha
64 Brooklin Station Shaft Coutesy of CMSP
65 Brooklin Station Shaft Coutesy of CMSP
66 Settlements caused by shaft excavation (Dias et al., 2014) Soft to medium clays Stiff clays
67 Luz Station - São Paulo Metro Line 4
68 Luz Station Shaft - Geology
69 General Information Location Northern part of São Paulo downtown area Densely constructed area Some historic buildings nearby
70 Geological Aspects
71 Geological System Dewatering lower of sand layers Compressible alluvial deposits at surface preserve 19th century hotels
72 Luz Station Shaft
73 Luz Station Shaft
74 Luz Station Shaft - Instrumentation 40 Poço Central Luz - Deslocamentos Horizontais na retro-análise Inclinômetos à distância de 5 m 35 Retrianálise considerando FS na Parede Diafragma Cota (m) Cota (m) Poço Central Luz - Deslocamentos Horizontais na retro-análise -40 Deslocamentos (mm) Inclinômetos à distância de 3,5 m -50 Retrianálise com parâmetros de resistência medidos na Parede Diafragma Instrumentação: I-02_Eixo a Instrumentação: I-05_Eixo a Retrianálise considerando FS na Parede Diafragma Retrianálise com parâmetros de resistência medidos na Parede Diafragma Instrumentação: I-07_Eixo a Deslocamentos (mm) -50
75 Lay-Out Design CASPER LIBERO ACCESS ~ 85m CPTM ACCESS ~44m Plan view LINE 1 ACCESS
76 Lay-Out Design TRIPLE SHAFTS SHIELD TUNNEL STATION TUNNEL Typical longitudinal section
77 Lay-Out Design CPTM Access Line 1 Access North Tunnel North Shaft movie
78 Excavation Sequence - Shafts
79 Behavior During Excavation 1: :9000 Diametral Convergence versus Time (Central Shaft) Diametral Convergence versus Time - Central Shaft Diametral Convergence 1:8000 1:7000 1:6000 1:5000 1:4000 1:3000 1:2000 1:1000 1: Mar-06 Mar-06 Apr-06 May-06 Date Jun-06 Jul-06 Aug-06 Sep-06 N1-N4 (el. 731) N2-N5 (el. 731) N3-N6 (el. 731) N1-N4 (el. 721) N2-N5 (el. 721) N3-N6 (el. 721) N1-N4 (el. 711) N2-N5 (el. 711) N3-N6 (el. 711)
80
81
82
83 Final Remarks Well designed and constructed shotcrete supported shafts are safe and reliable for urban settings Damage to adjacent buildings can be negligible Pre-support required only in particular conditions of geology and water Cost effective and construction-friendly
84 Final Remarks (contd.) Multi-shaft excavation for metro station advantageous with respect to conventional diaphragm walls No need for anchors (time, cost water) Possibility of using diaphragm walls or shotcrete
85 Thank you!
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