Design of Temporary Excavation and Lateral Support System for the DSD Sheung Wan Stormwater Pumping Station
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1 Design of Temporary Excavation and Lateral Support System for the DSD Sheung Wan Stormwater Pumping Station By Eric Li - GCG (Asia) Presented to the HKIE Geotechnical Division 18 th June 2008 Sheung Wan Stormwater Pumping Station (SWSPS) 1
2 Project Set Up DSD Contract DC/2006/10 Contract Sum : HK$ 78 million (approx) Designer : Drainage Services Department (with GEO as in-house geotechnical consultant) Site Supervision : DSD Drainage Project Division (with the engagement of an IGE) Contractor : China National Chemical Engineering Group ELS Designer : Geotechnical Consultant Group (Asia) Ltd. 57m ~ -7.1mPD 43m ~ -5.9mPD Pile Cap Layout Plan 2
3 43m ~ +4.0mPD Retaining Wall Pile Cap / Base Slab ~ -5.9mPD ~ -7.1mPD Typical North-South Section Selection of Retaining Wall Type Wall Types Considered: Diaphragm Wall Bored Pile Wall Pipe Pile Wall Sheet Pile Wall No wall (open cut) Design Objectives: Approximate max. 10m deep excavation Effective control of settlement due to excavation and groundwater drawdown 3
4 Approx. Location of Site Reclamation and Seawall Dredging Plan Approx. Extent of SWSPS Vertical Seawall (Indicative) Victoria Harbour Typical Cross Section 4
5 Pre-Contract Ground investigation 2 series in 2002 & 2006 (32 holes) Common sampling, field and laboratory tests In situ vane & pressuremeter tests Pre-Contract Borehole Location Plan Fill Rock Fill Marine Deposits Sand Fill Alluvium CDG North-South Geological Section 5
6 Existing Salt Water PS Fill Marine Deposits Alluvium CDG East-West Geological Section (away from Seawall) Seawall Cope Line Isopach of Soft Marine Clays 6
7 Small sink hole at sea wall Seawall Cope Line 5m 3 sink hole 7
8 15m 3 sink hole /8/06 31/8/06 10/9/06 20/9/06 30/9/06 10/10/ Settlement (m) SS Markers on Seawall SS1 SS SS3 SS /8/06 31/8/06 10/9/06 20/9/06 30/9/06 GS20 10/10/06 GS21 GS24 GS Settlement (m) GS Markers on Ground Adjacent to Seawall Settlement near Seawall 8
9 Design Considerations Reclamation Site Sensitive Structures nearby, i.e. WSD Pumping Station High water table, i.e. 1.2m below existing ground level (+3.0mPD) Presence of thick layer of variable FILL & soft MARINE DEPOSITS Design Methodology Drained and Undrained Conditions Lateral Stability Global Slope Stability Base Stability Hydraulic Stability Dewatering Ground Deformation / Settlement Structural Capacities 9
10 Plot of SPT-N against Elevation Plot of Undrained Shear Strength (Cu) against Elevation 10
11 FSP IV Sheet Pile Walings & Struts (3 levels) Adopted Shoring Layout Plan Longitudinal Cross Section further from Seawall 11
12 Longitudinal Cross Section nearest Seawall Transverse Cross Section 12
13 Penetration (T.A.M.) Grout Jet Grout Elevation of Wall D (Showing Grouting Ground Improvement) Sheetpile (not shown for clarity) Culvert West East Fill Marine Deposit Alluvium CDG Grout A Grout B Finite Element Analysis (East-West Section) 13
14 δ max = 115mm δ max = 60mm West Wall East Wall Wall Deflection (East-West Section) δ max = 18mm δ max = 82mm West Wall East Wall Ground Settlement (East-West Section) 14
15 δ max = 102mm δ max = 88mm South Wall North Wall Wall Deflection (North-South Section) δ max = 53mm δ max = 75mm South Wall North Wall Ground Settlement (North-South Section) 15
16 Seawater Fill (Sand) Seawall Tilt = 1/650 Fill (Rock) Exaggeration scale: 30 Deformation of Seawall Slope Stability Analysis (South Wall) 16
17 Principal Instrumentation : - Ground settlement markers (SS, GS, SA) - Inclinometers (IN, INX) - Standpipe Piezometer (SP, PZ, PP) - Building Tilt Marker North Wall West Wall East Wall Instrumentation Layout Plan Outline Construction Programme for Key Activities 17
18 Settlement against Time H-Piling, Sheetpiling, Ground Improvement Grouting Excavation Settlement (m) SS Markers on Seawall Pile Cap SS3 SS2 SS1 SS Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan-08 Date Settlement against Time Settlement (m) GS Markers on Ground Adjacent to Seawall GS23 GS24 GS Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan-08 Date Ground Settlement Time Plot behind North Wall (Seawall) Settlement against Time H-Piling, Sheetpiling, Ground Improvement Grouting Excavation Pile Cap Settlement (m) GS31 GS34 GS Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan-08 Date Ground Settlement Time Plot behind East Wall 18
19 GS28 (6.2m) GS31 (9.6m) GS34 (15.6m) Predicted δ max = 82mm Inclinometer IN2 (1m) Predicted δ max = 115mm Ground Deformation behind East Wall (due to excavation only) Settlement against Time Settlement (m) Predicted δ max = 18mm SS13 SS9 SS10 SS Aug Aug Aug Sep Sep Oct Oct Nov Nov Dec Dec Jan Jan Jan Feb Feb Mar Mar Apr Apr May May Jun Jun Jul Jul Jul Aug Aug Sep Sep Oct Oct Nov Nov Dec Dec Jan-08 Date Ground Settlement Time Plot behind West Wall 19
20 4.0 Displacement (mm) Elevation (mpd) "+" toward excavation Predicted δ max = 60mm Inclinometer IN5 (1m) Ground Deformation behind West Wall (due to excavation only) Jet grouting Jet grout cuts insitu soft clay and mixes that with injected cement Disturbed clay is displaced to surface in slurry form Jet nozzle is typically 1.4mm to 3mm dia. Applicable to more cohesive soils where T.A.M. grouting may not work 20
21 Temporary casing for drilling through fill. Withdrawn prior to jetting. (optional) Soil Overburden PVC tubing to assist spoil return. (optional) Jet Grout Zone Typical Set up of Jet Grouting (Double Tube Method) Ref. : CNCEC 1. Set up rig 2. Drill to toe level 3. Test jetting 4. Commence Jetting 5. Simultaneously withdrawal and rotation of grout string to next level Sequence of Jet Grouting 6. Jet grout completed. Withdraw grout string Ref. : CNCEC 21
22 Jet grout parameters Jet grout parameters adopted at SWSPS Target grouted dia. = mm Grout pressure = bars Air pressure = 8-12 bars Withdraw rate = 13 to 15 min/m Rotation rate = 6 7 rev/step Target strength & stiffness UCS = 600 kpa Elastic modulus = 150 MPa 22
23 23
24 Jet Grout Core Sample 24
25 Hole S5 Hole S2 (UCS: typically 7-10 MPa, sometimes >40 MPa) Jet Grout Core Sample T.A.M. Grout Core Sample 25
26 T.A.M. Grout Core Sample Sheetpiling (by push-in method) Suitable in area where vibration is undesirable With limited penetration depth Difficult to overcome obstruction Tend to be more costly 26
27 Sheetpiling by push-in method At SWSPS Giken rig with special tool to overcome obstruction (up to 1m) Maximum 24m long sheet pile Limited to Type IV sheetpile Ref : Giken Seisakusho Co. Ltd Sheetpiling by push-in method 27
28 Augering to assist penetration 28
29 Drilling through Obstructions Cutter Head for Rock Obstructions 29
30 Alignment out-of-line when encountering obstructions Groundwater leaking through retaining wall 30
31 Excavation in progress Disposal by barge 31
32 Installing waling and strut Excavation completed 32
33 Concreting in progress Concreting in progress (3 concrete pumps & 13 concrete trucks) 33
34 Foundation Completed 散石徑 / 太極區 園林景觀工程設計 海濱長廊 綠化天台 小型廣場 方形花園 海濱長廊海濱長廊海濱長廊海濱長廊海濱長廊海濱長廊海濱長廊海濱長廊 觀賞園林 遮雨蓬 長椅 散石徑 裝飾性街燈 Asia HKIE Technical Talk ELS Design for Ref. SWSPS : DSD 18 June
35 Before Commencement After Completion Ref. : DSD Summary Issues to be considered in ELS design Site history Site characterization Design parameters (drained or undrained) Design objective and constraints Retaining wall installation effects Economy and construction programme 35
36 Acknowledgement Drainage Services Department China National Chemical Engineering Corp Hyder Consulting Limited Thank You! 36
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