Challenges in Design and Construction of Deep Excavation With Case Studies - KVMRT in KL Limestone

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1 Challenges in Design and Construction of Deep Excavation With Case Studies - KVMRT in KL Limestone Gue See Sew G&P Professionals Sdn Bhd 20 July 2016

2 CONTENTS INTRODUCTION SOIL PARAMETERS NUMERICAL ANALYSES CASE HISTORIES 3 Underground Stations for KVMRT Circular Shaft for Launching of TBM Hydraulic Penang CONCLUSIONS

3 INTRODUCTION Deep basement construction Urban areas for parking space Infrastructures, e.g. KVMRT Risk associated with deep basement construction high!

4 Human Size Excavated depth 24.5m m (6-level basement) Retaining wall 1.2m thick diaphragm walls

5 FAILURES of DEEP EXCAVATION

6 FAILURES of DEEP EXCAVATION

7 FAILURES of DEEP EXCAVATION

8 Overestimation of shear strength!!! Stress path using Mohr-Coulomb model Stress path of real soil

9

10

11

12 SOIL PARAMETERS

13 SOIL PARAMETERS Some important soil parameters related to retaining wall and support system design: Shear strength parameters (s u, φ & c ) Soil permeability Soil stiffness

14 SOIL PARAMETERS Soil stiffness Important parameters for retaining wall design BUT difficult to obtain reliably In Malaysia, sometimes based on empirical correlations Laboratory tests unreliable and values obtained significantly smaller than appropriate values for retaining wall design Designer should be aware of small-strain nature of retaining wall design

15

16 SOIL PARAMETERS Soil stiffness Seismic tests or seismic piezocone appears promising Basis of empirical correlations should be understood e.g. local soil conditions, constitutive model used, etc. Example, correlations in Kenny Hill formation using hardening soil model of PLAXIS software

17 Field and laboratory methods to evaluate shear wave velocity

18 Soil Type Maximum small-strain shear modulus, G 0 (kpa) Soft clays 2,750 to 13,750 Firm clays 6,900 to 34,500 Silty sands 27,600 to 138,000 Dense sands and gravels 69,000 to 345,000 Typical values of maximum small-strain shear modulus

19 NUMERICAL ANALYSES

20 GROUND MOVEMENT INDUCED BY DEEP EXCAVATION

21 FINITE ELEMENT ANALYSIS Some important considerations in FEM: Locations of the boundaries of the problem Details of mesh Modelling of stages of construction Modelling of interfaces Use of suitable constitutive soil model Use of appropriate soil parameters, especially empirical parameters

22 CONSTITUTIVE SOIL MODELS Various constitutive soil models, e.g. Mohr-Coulomb, Cam Clay, Hardening Soil, Soft Soil, etc. Proper understanding and limitations of each model important! Incorrect use of soil models in Nicoll Highway!

23 Berjaya Times Square Hardening Soil Model of PLAXIS able to model the problem sufficiently accurate From FEM back-analysis, the correlations between soil stiffness (E ) and SPT N as follows: E = 2000*SPT N (kn/m 2 ) E ur = 3*E = 6000*SPT N (kn/m 2 )

24 MONITORING TRIGGER LEVELS

25 MONITORING TRIGGER LEVELS Example for inclinometer: Alert: 0.8*Maximum predicted lateral movement using moderately conservative parameters Action: 0.9*Maximum predicted lateral movement using moderately conservative parameters Alarm: 1.0*Maximum predicted lateral movement using moderately conservative parameters To be developed based on specific project/site requirements depending on factors such as risk to public safety, nature of the works, site control measures, etc.

26 Berjaya Times Square Excavated depth 24.5m m (6-level basement) Retaining wall 1.2m thick diaphragm walls Support system Prestressed Ground Anchors

27 TYPICAL SUBSOIL PROFILE

28 FINITE ELEMENT MODELLING

29 Wall Relative Lateral Displacement (mm) Wall Relative Lateral Displacement (mm) Wall Relative Lateral Displacement (mm) Stage 1 Excavate to R.L.35.0m -10 Stage 2 Excavate to R.L.31.0m -10 Stage 3-10 WALL A -20 Depth (m) Depth (m) -30 Excavate to R.L.27.0m -20 Depth (m) Measured Profile FEM Back Analysed Wall Relative Lateral Displacement (mm) Wall Relative Lateral Displacement (mm) Wall Relative Lateral Displacement (mm) Stage 4-20 Stage 4-20 Stage 6-20 Excavate to R.L.22.5m Depth (m) -30 Excavate to R.L.18.5m Depth (m) -30 Depth (m) Excavate to R.L.16.7m

30 Berjaya Times Square Hardening Soil Model of PLAXIS able to model the problem sufficiently accurate From FEM back-analysis, the correlations between soil stiffness (E ) and SPT N as follows: E = 2000*SPT N (kn/m 2 ) E ur = 3*E = 6000*SPT N (kn/m 2 )

31

32 CASE HISTORIES

33 Case History 1 : Deep Excavation for Three (3) Underground Stations for KVMRT Sungai Buloh to Kajang Line (Line 1)

34 Locations of the MRT Underground Stations

35 Geology of Kuala Lumpur All three underground stations in KL Limestone Formation (with Karstic Features)

36 Karstic Features of Kuala Lumpur Limestone Formation Valley in the bedrock Cavity in the Bedrock Highly fractured bedrock Limestone Pinnacle

37 Typical Karstic Feature :

38 Typical Karstic Feature :

39 Typical Karstic Feature : CAVERN/CAVITY EXPOSED AFTER EXCAVATION

40 Typical Excavation Section for Underground Station (Note: Rock slope strengthening indicated is provisional only. Actual locations and extent of rock slope strengthening are determined after geological mapping works and kinematic analysis).

41 Conchrane Underground Station Subsoil Bedrock Material type Silty Sand Limestone Average 5m 5m below depth Unit weight 18 kn/m 3 24 kn/m 3 SPT N RQD % Average - 50 MPa UCS Effective shear strength c = 1 kpa ɸ = 29º c = 400 kpa ɸ = 32º Elastic Modulus, E' (kpa) Hydraulic conductivity, k E-5 m/s 1.0E6 1.0E Lugeon

42 Conchrane Station Bedrock Contour

43 Secant Pile Wall

44 Secant Pile Wall

45 Typical Secant Pile Wall Elevation View

46 Temporary Ground Anchor Support System Description Properties Working loads (kn) 212; 424; 636; 848 No. of strand 2; 4; 6; 8 Strand diameter 15.24mm Breaking load kn Factor of safety 1.6 Strand U-turn radius 47.5mm Reduction factor 0.65 Drill hole diameter 175mm Allowable bond 400 kpa (limestone) stress Free length Varies (until bedrock) Bond length (m) 3; 3; 4.5; 6

47 Curtain & Base Grouting to seal the Limestone Karstic Features Grouted Layer

48 Typical Curtain & Base Grouting Holes Layout

49 Construction Sequence

50 Constrution Sequence (con t)

51 Exposed Vertical Rock Face of the Excavation Rock Bolting and Shotcrete.

52 Maluri Portal (excavation in progress)

53 Steel Decking for the Traffic diversion Maluri Maximum 25m deep

54 TRX Station (Excavation in Progres) Maximum 45m deep

55 Conchrane Station (Excavation Stage)

56 Conchrane Station (Launching of 2 nd TBM) Maximum 35m deep

57 Case History 2 : Circular Shaft for Launching of TBM

58 Circular TBM Launching Shaft

59 Circular Shaft during Excavation

60 Design Based on Hoop Force <

61 Case History 3 : Hydraulic Penang

62 100 Years Ago

63 The Site

64 Subsoil Profile

65 Original Design

66 Original Retaining Wall (Insufficient Depth)

67 Original Retaining Wall (Insufficient Depth) Thickness of Clay insufficient to resist Water Uplift Pressure Water Uplift Pressure

68 Original Retaining Wall (Insufficient Depth) Water flowed through cracks in the Silty Clay layer Water Uplift Pressure

69 Original Retaining Wall (Insufficient Depth) Lowering of ground water level Causing settlement to surrounding ground Water Ponding in the Pit Water Uplift Pressure

70 The Site after Failure Ponding of water gushed in.

71 Cracks of Houses

72 Settlement of Ground

73 Groundwater Changes Distance from Excavation (m) Ground level 2 Estimated Original Groundwater Table Reduced Level (mcd) 0-2 Ground water level from Piezometer (Days from the date of investigation) (28 days) (49 days) (84 days) Ground Level PZ 7-4 PZ 4 PZ 5 PZ 8-6 PZ 1 PZ 2 PZ Distance from Excava tion / Depth of Excavation

74 Additional Settlement Excavation Side Retained Side 0 Distance from Excavation (m) Additional Settlement (mm) Earlier settlement before investigation not available. Settlement Profile Line no. (Days from the date of investigation) Line 3 (27 days) Line 3 (62 days) Line 4 (27 days) Line 4 (62 days) Line 5 (27 days) -30 Line 5 (62 days) Distance from Excavation / Depth of Excavation

75 Remedial Works

76 HYDRAULIC FAILURE Base instability caused by piping Seepage due to high groundwater level Available methods Terzaghi s method Critical hydraulic gradient method

77 HYDRAULIC FAILURE CHECKS

78 HYDRAULIC FAILURE Terzaghi s method recommended Based on latest research by Tanaka & Verruijt (1999) Factor of safety required 1.2 to 1.5

79 HEAVING DUE TO ARTESIAN PRESSURE

80 HYDRAULIC FAILURE Heaving due to artesian pressure Factor of safety 1.0 to 1.2 Smaller FOS sufficient as it did not consider shear strength or adhesion strength of the ground and retaining wall

81 Video of Hydraulic Failure

82 CONCLUSIONS

83 CONCLUSIONS Successful deep excavation depends on: Parameters & calibrations Constitutive models Impact of lowering water table & Mitigation measures

84 G&P Professionals Sdn Bhd ACKNOWLEDGEMENT The input from the following team members for KVMRT and in this presentation are very much appreciated:- - Ir. TAN Yean Chin - Ir. CHOW Chee Meng - Ir. KOO Kuan Seng - TIONG Chiong Ngu - Ir. Dr. GUE Chang Shin

85 THANK YOU Q & A G&P Professionals Sdn Bhd

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