Bengt H. Fellenius. Wick Drains and Piling for Cai Mep Container Port, Vietnam, and the true cost of 5 cent per foot. Amsterdam.
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1 Wick Drains and Piling for Cai Mep Container Port, Vietnam, and the true cost of 5 cent per foot Bengt H. Fellenius Amsterdam May 27, 216 Fellenius, B.H. and Nguyen, M.H., 213. Wick Drains and Piling for Cai Mep Container Port, Vietnam. ASCE GeoInstitute Geo-Congress Oakland, March 3-6, 213. In Sound Geotechnical Research to Practice, State of the Art and Practice in Geotechnical Engineering, ASCE, Reston, VA. Armin W. Stuedlein and Barry R. Christopher, eds., Geotechnical Special Publication, pp Paper #217 amongst those for download. 1
2 The Mekong 2
3 Saigon/HoChiMinhCity The General Area x 3
4 Thi Vai Port Cai Mep Port 4
5 Artist View 5
6 The site of the new container facility extends over an 8 m by 6 m area along the Thi Vai River CG CFS 6
7 Locations of Buildings, Boreholes, and Settlement Points 1,2 TCM and CPTU N SS BH Piezometers 1, Extensometers NORTH-SOUTH 8 6 M-Shop Substation 4 BH-14 C-Gate 2 CFS EAST-WEST , 7
8 Soil Profile WATER CONTENT (% ) +3.5 m +5. m MAX GW W 5 GRAIN SIZE DISTRIBUTION wp wn 2. SILT DEPTH (m) DEPTH (m) wn wl CLAY DEPTH (m) 4 CONE STRESS, qtqt (MPa) CONE STRESS, (MPa) SAND 4 CLAY SILT GRAVEL
9 CPTU Sounding Results , DEPTH (m) DEPTH (m) DEPTH (m) DEPTH (m) Friction Ratio, fr (% ) Pore Pressure (KPa) Sleeve Friction, fs (KPa) Cone Stress, qt (MPa)
10 Results from a large series of consolidation tests show the soil to be very compressible, normally consolidated Typical example of results Modulus Number, m 2.4 DEPTH: 9 m From CPTU Sounding mr = DEPTH (m) Void Ratio (- -) m= e = 1.92 Cc = CR =.48 From consolidometer Test 3 1 Stress (KPa) 1, 35 1
11 Risk for flooding in the area is real and the inundation can be severe, as illustrated by the flooding of the Fall of 211. The above shows an areal photo of a Honda factory parking lot in Bangkok (October 211). The highest water level expected at the site is Elev. +4. m, which level is about.5 m above the ground surface. Therefore, the ground elevation will be raised by about 2. m to Elev m in order to avoid flooding and to create a suitable foundation surface. 11
12 Because of the thick very compressible clay and silt layer, the thick fill needed for raising the land ( 2+ m final height) will cause significant settlement, which would continue for a very long time. To shorten that time, vertical drains (wick drains) were installed to 37 m depth across the site (in some places into the sand, in other places, a bit of the clay was left between the drain tip and the sand). Moreover, a temporary surcharge was added raising the surface to Elev. +8 m through Elev. +1 m, i.e., an additional 2.5 m to 4.5 m of fill height. 12
13 Raising the ground near the sloping shore line (and dredging outside the shore line) had consequences Downstream view of the first cracks that appeared at Thi Vai site along the riverbank (April 5, 21) Slope failure on July 12, 21, viewed upstream 13
14 Remedial Solution 14
15 OBSERVATIONS Fill Height vs. Horizontal Displacement Horizontal Displacement vs. Surface Settlement 15
16 Principle of the wick drain and surcharge soil improvement scheme FILL Amount of fill placed FILL HEIGHT Surcharge removed when 8% 9% consolidation is achieved Paving and roadways For case of surcharge not removed For case of surcharge removed ORIGINAL GROUND SURFACE SETTLEMENT Initial compression and consolidation settlement SETTLEMENT ORIGINAL GROUND SURFACE 8 % to 9 % of total consolidation settlement For case of surcharge removed For case of surcharge not removed TIME 16
17 The wick drain used for the project was a 1 mm wide and 3 mm thick consisting of a corrugated,.15 mm thick, plastic core wrapped with a synthetic filter. 17
18 Fill height and ground surface settlement until one month before start of driving piles for the building foundations Placing a "Reclamation layer to Elev.+5m June 2, 29. Finished removing temporary surcharge to Elev.+5.3m SURCHARGE SURFACE ELEVATION (m) 9 Finished installaing PVD June 2, 29 1 Raising surcharge level to Elev.+8m - +1m Development of Surcharge Surface Elevation Ja n 2 6 -Ja n -4 4 L a te ra ld p is la c e m e n t(m m ) Elevation of ground surface before construction 3 2 Development of Original Ground Surface Elevation 1 Station 9 CFS & C-Gate Mar-9 Jun-9 Aug-9 Nov-9 Feb-1 May-1 Aug-1 Nov-1 18
19 Fill height and pore pressures measured June 24, 29, through September 17, 21 (Days -527 and -77) at the CFS building FILL ELEVATION (m) l a c Ja n 2 6 -Ja n L a t e r a l D i s p -4 e m e n t ( m m ) PORE WATER PRESSURE (KPa) The tip elevations are per original installed depth. The settlement of the piezometer tips is not included. Installed tip -33. m elevation m m m 5-8 Removal of surcharge DAYS AFTER START OF PILE DRIVING 19
20 FILL ELEVATION (m) FILL ELEVATION a c a -J n 2 6 a -J n L a t e r a l D i s p l -4 e m e n t ( m m ) Distribution with depth of the pore pressures at the CFS building PORE PRESSURES JUNE 24, 29 THROUGH SEP 17, 21 (KPa) + 5. m June 24, and Sep 18, '9 just before adding surcharge (Days -54 and -447). Sep 17, '9 last reading (Day -77). 5 U Dec 1, '9 maximum reading (Day -365). 1 DEPTH (m)
21 Ground surface settlements DAYS Start of pile driving for the CFS and CG buildings , Settlement (mm) SS-18 SS-3 1,5 Surcharge removal SS-38 2, SS-39 SS-29 2,5 SS-32 SS-14 SS-28 3, 3,5 Container Freight Station, CFS and Container Gate, CG 4, 21
22 View on October 4, 211, taken from the south-east end of CFS building showing some of the about 1,68 piles driven for the CFS. 22
23 The building foundations were placed on precast, ordinary reinforced, concrete piles with a square 4 mm cross section made up by 1-m segments spliced in the field by welding steel end-plates together. For Buildings CFS and CG, the piles were driven to 28 m and 18 m depth, respectively. The intended working loads were 347 KN for the CFS building and 265 KN for the other buildings. One pile at each building was subjected to a static loading test. The test piles were not instrumented, and the test schedule included unloading/reloading cycles and varying load hold durations. Therefore, the test results have very limited use for the design beyond showing that the pile capacities were adequate times 347 KN 6 LOAD (KN) 2 times 265 KN MOVEMENT (mm) The static loading tests (CFS and CG) were carried out in September 21, nine months after pile driving Load-movement curves from static loading tests at CFS and CG buildings 23
24 The below figure shows the settlements measured by the SS-plates at or near the buildings until November 15, 211. The zero date is December 1, 21, the day of the start of the pile driving for the CGS building. Driving was completed on January 24 at the CG building. DAYS Surcharge removal 5 1, Pile driving SS-18 Settlement (mm) SS-3 1,5 2, SS-39 2,5 SS-18 SS-38 3, SS-29 SS-28 3,5 Container Freight Station, CFS and Container Gate, CG SS-32 SS-14 4, 24
25 1, ELEVATION (mm) 9, AS-PLACED FILL HEIGHT 8, SS-29 7, 6, SS-18 ELEV m 5, MAXIMUM WATER LEVEL 4, ORIGINAL GROUND SURFACE MEAN WATER LEVEL 3, 2, DAYS End placing surcharge Start placing fill Removing surcharge PILE DRIVING Pile driving DAYS Settlement (mm) 1, 1,5 2, Red heavy lines are SS-29 and SS-18 2,5 All values are normalized to the 2,9 mm average settlement at Day 4 mm 3, 3,5 AT CFS and CG 4, 25
26 Settlement plate values at the building locations Not set to common settlement at Day Now, showing also the measured pile-head settlement DAYS CONTAINER FREIGHT STATION, CFS AND CONTAINER GATE -8 4 SS-24 SS-3 SS SS-3 SS-22 2 SS-227 SS-29 SS-12 SS-34 CFS SS-234 SS-28 SS-228 SS-23 Pile driving 1,5 2, CFS Average of C-Gate Average of Piles added to Piles added to SS29 SS18 SS-39 Pz-9 Ext-9 2,5 SS-33 3, 5 SS-18 SS-235 SS Surcharge removal 1, Settlement (mm) NORTH-SOUTH -4 5 C-Gate 5-5 SS-36 SS SS SS-18 SS-233 SS-38 SS-29 SS-28 3, EAST-WEST 8 85 Container Freight Station, CFS and Container Gate, CG 9 SS-32 SS-14 4, Container Freight Station (CFS) and Container Gate (CG) 26
27 Settlements of ground surface and pile heads Settlements measured for SS-plates and 28 m long piles at the CFS and CG buildings until November 15, 211 DAYS Settlement (mm) 2,5 2,6 CG Average values of pile head settlement added to SS-18 2,7 SS-18 2,8 2,9 CFS Average values of pile head settlement added to SS-29 SS-29 3, 27
28 Settlement distribution measured in an extensometer station (multi-anchor points) outside the CFS building during 18 months: from July 17, 29 (one to three months after start of placing fill) through January 14, 211, one month after piles were driven near the location of the extensometer station. SETTLEMENT (m) + 5. m First Fill Surface Relative settlement between anchor points during last five months of monitoring 5 R 4 mm/m 1 DEPTH (m) 15 June 29, 21, after the temporary surcharge had been removed R 6 mm/m R 12 mm/m 2 R 3 mm/m 25 July 17, 29 January 14, Zero Reading of was taken on July 17, 29. The settlement plates located within the CFS footprint then showed that.6 m settlement had already occurred (since February 2, 29). Total plate settlement on January 14, 211, was 3.8 m. The curves show readings spaced about one month apart. 4 28
29 Fill height and settlement Measurements used as input to analysis 14 Stress from fill adjusted for settlement and buoyancy STRESS (KPa) 12 1 Stress from as-placed fill (approximated) 8 Removal of Surcharge 6 Stress from fill elevation 4 Stress reduction due to settlement and buoyancy MONTHS 29
30 UniSettle4 input and results 3
31 MONTHS Immediate Compression 5 Secondary Compression SETTLEMENT (mm) 1, 1,5 2, Full fill height reached Measured settlement Settlement calculated with the drains assumed functioning along the full depth 2,5 3, 3,5 4, Surcharge removed Piles driven Settlement calculated with the drains assumed not to function below 2 m depth 31
32 Analysis of the 18 m long pile and after lengthening to 44 m N.B. Different Scale 32
33 Settlement before lengthening Settlement after lengthening Settlement of the CFS Settlement Building for before 28 m Pile 28 m CFS Pile m 28 m and4after Before CFS CFS lengthening lengthening Pile Pile Settlement of the CFS Building Settlement afterfor 28 m Pile lengthening SETTLEMENT SETTLEMENT PILE PILE SOIL CLAY Neutral Plane Neutral Plane SOIL CLAY Neutral Plane Toe Movement Neutral Plane SAND SAND DEPTH DEPTH 33
34 View on October 4, 211, taken from the south end of CFS building showing some of the about 75 piles driven for the CFS building. In the background, lengthened piles are being driven for the CG building. 34
35 Photos from the driving of piles with extension 35
36 36 36
37 37 37
38 38
39 39
40 4
41 41
42 Settlement of M-Shop and Substation buildings constructed on the lengthened piles 42
43 CONCLUSIONS The most probable cause to the continued consolidation below about 2 m depth is that large soil stresses have squashed the wick drains preventing the drains from functioning properly. The consequence is that the overall area and the piles will continue to settle even if no new fills are placed. The problem with the settling piled foundations can be (and was hopefully) resolved by lengthening the piles to bring the neutral plane (the depth to the settlement equilibrium) into the non-settling sand below the clay. It is not realistic to install new and better drains or arrange, say, for vacuum treatment to get the consolidation to occur quickly. The site will have to live with continuing to add fill to compensate for excessive settlement, which will in turn add consolidation. And, to suffer the maintenance actions that regularly will be required for non-piled foundations. The monitoring scheme was designed to confirm that the wick drain method worked. When the measurements showed that the method did not work, the method became very much inadequate, and it could not be of any assistance for selecting a solution to the problem. Every monitoring programme should have redundancy and be designed to resolve issues should the design show to be unsuccessful. How to resolve the question "what if we're wrong?" should always be kept in mind and kept foremost in the planning of a monitoring programme. 43
44 The Lotus Vietnam's National Flower Thank you for your attention 44
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