PETRONAS-0001-RT-1422-0004-B
PETRONAS RAPID PROJECT INCOMING DOCUMENT IDENTIFICATION, NUMBERING and TRANSMITTAL
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1422
0004
Final Geotechnical Interpretive Report B INF
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14-Mar-12
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REMARKS, CLARIFICATIONS For attachments, refer to originals in PDB-REF (only technical report is part of PDF file).
Note
SOIL & ROCK ENGINEERING Stability from Experience & Technology Geotechnical risks managed cost-effectively
REFINERY AND PETROCHEMICAL INTEGRATED DEVELOPMENT (RAPID)
Geotechnical Interpretation Report
Report Prepared for
Technip Geoproduction (M) Sdn Bhd 2nd Floor, Menara Technip, 241, Jalan Tun Razak, 50400 Kuala Lumpur
Client
PETRONAS Level 73, Tower 2, Petronas Twin Tower, Kuala Lumpur City Centre, 50088 Kuala Lumpur
MARCH 2012 Mobile 019-3180656 Phone 03-92823855 Fax 03-92818289 Email
[email protected];
[email protected] No: 18-2 Jalan 1/76D Desa Pandan 55100 Kuala Lumpur Malaysia
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REFINERY AND PETROCHEMICAL INTEGRATED DEVELOPMENT (RAPID) PETROLIAM NASIONAL BERHAD (PETRONAS) Technip Geoproduction (M) Sdn Bhd West Pengerang, Pengerang Johor, Malaysia Geotechnical Interpretation Report
Page 2 of 102
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EXECUTIVE SUMMARY Petronas Site is located in West Pengerang,, in the state of Johor, Malaysia, approximately 90 km south-east of the city of Johor Bahru. Bahru The site has an area of approximately 2607 hectares and has been investigated on a relatively coarse grid (up to 250m spacing between test sites) sites with. 300 boreholes; 98 Piezocone Penetration Tests; 40 test pits; 43 auger holes; 10 resistivity surveys; and associated laboratory testing. The significant findings from this study are summarised below: below 1.
Volcanic rocks and soils are present over about 70% of the site with soft ground over the remainder. Rock ridges and outcrops are present and generally demarcate boundaries for different ground improvement im zones.
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Page 3 of 102
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2.
The site is to be cut and filled to a platform specified at RL+7.5m MLSD. Figures 27 and 28 show the extent of cut and fill respectively.
3.
Calculation of cut and fill quantities are outside of the scope of this report. It appears that constructing the platform to +7.5m MLSD will result in a short fall in fill after allowance is made for (i) Remove & Replace (R&R) (ii) settlementcompensating fill and (iii) (ii surcharging.
4.
The site has been divided into four (4) major ground improvement zones with the following sub-zones: zones: Table 10 Major Zones
SubZones
Potential Cut and Fill (Predominant soil type)
1A
Cut (silty CLAY / clayey SILT)
None
1B
Fill (silty CLAY / clayey SILT)
Expected to be minor – ie localised removal of soft material at subgrade level, minimal surcharging
1
2
Cut (rock)
3
Fill (soft clays)
Types of Ground improvement
None – rock to be cut to stable slope. Preloading with PVDs Stone columns providing that residual settlements are acceptable.
4A
Fill (Peaty organic soils over very soft clays)
Major improvement. Removal of peaty organic soils, replace with structural fill. Preloading with PVDs. VC Stone columns providing that residual settlements are acceptable.
4B
Fill (very soft clays)
Major improvement. Preloading with PVDs. Vacuum Consolidation (VC) Stone columns providing that residual settlements are acceptable.
4
Soil and Rock Engineering Stability from Experience & Technology
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REFINERY AND PETROCHEMICAL INTEGRATED DEVELOPMENT (RAPID) PETROLIAM NASIONAL BERHAD (PETRONAS) Technip Geoproduction (M) Sdn Bhd West Pengerang, Pengerang Johor, Malaysia Geotechnical Interpretation Report
Page 4 of 102
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5.
The Zoning Plan is shown below.. The zonal boundaries have been determined from the site investigation grid which is typically at 250m centres. Site variations are expected. Figure 17
6.
In Zones 1A A and 1B, 1B, no significant ground improvement is anticipated. Localised removal of soft materials may be required as part of subgrade preparation prior to filling.
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Page 5 of 102
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7.
In rock cuts (Zone 2), an over-excavation over excavation of 2m (ie RL+5.5m MLSD) is recommended with backfilling using structural fill to the platform. The placement of structural fill in the upper 2m in rock cuts is recommended to facilitate construction of shallow footings footings and trenching for services and drains.
8.
Ground improvement is recommended in Zone 3. Under the weight of the platform, consolidation settlements are estimated to range from 0.5m to 1m for the ground conditions investigated. investigated Generally the clays in Zone 3 are stronger and shallower compared with Zone 4.
9.
The worst ground is located in Zone 4 over the western part of the site. This zone has been subdivided into: into i.
Zone 4A peaty organic soils and peats are present to depths of 14m m but generally less than 5m; and
ii.
Zone 4B enrichment enrichment.
very soft ground to depths of 20m with some organic
10.
The peaty organic soils and peats in Zone 4A should be removed to a depth of 5m and replaced with structural fill.
11.
Ground round improvements are required for Zones 3, 4A (after removal of peaty soils) and Zone 4B to support the weight of the platform.
12.
Staged preloading with Prefabricated Vertical ertical Drains (PVDs) and/or vacuum consolidation are recommended to minimise residual settlements. It is recommended that the ground be consolidated to at least 90% of primary consolidation.
13.
Stone columns can be used providing the residual settlements are acceptable to the end user.
14.
The required quantity of fill can be estimated as the sum of following: (i) (ii) (iii) (iv) (v) (vi)
Removal and Replace R (up to 5m in Zone 4A), plus Top soil stripping in other zones, zones plus Filling from stripped subgrade to the specified platform at +7.5m MLSD, MLSD plus Settlement Settlement-compensating fill; Long term secondary compression and self weight settlement of the fill; plus Surcharge to minimise future settlements of roads, drains and service corridors.
Soil and Rock Engineering Stability from Experience & Technology
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REFINERY AND PETROCHEMICAL INTEGRATED DEVELOPMENT (RAPID) PETROLIAM NASIONAL BERHAD (PETRONAS) Technip Geoproduction (M) Sdn Bhd West Pengerang, Pengerang Johor, Malaysia Geotechnical Interpretation Report
Page 6 of 102
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15.
To provide an estimate of fill quantities, the following recommendations are made Zone
Top soil stripping (m)
Remove & Replace (m)
Settlementcompensating FILL* (m)
Secondary compression (m)
Surcharge on platform at +7.5m MLSD
1A
-
-
-
-
-
1B
0.1
-
0.2
0.1
1.0
2
-
2.0 (overexcavation in rock cuts)
-
-
-
3
0.3
-
1.0
0.2
3.0
4A
-
5.0 (peaty soils)
2.5
0.3
5.0
4B
0.3
-
3.5
0.4
5.0
* based on upper bound estimates of fill settlement 16.
In cut areas, shallow foundations can be used. Recommended allowable bearing pressures should not exceed • 100kPa in firm clays with SPT(N) values greater than 15 • 200kPa in medium dense sandy soils and in stiff clays • 500kPa on rock
17.
In filled areas, spun piles driven to set are recommended. Safe working loads for spun piles are given in Table 27.
18.
Safe working loads for bored piles ranging in diameter from 500mm 5 0mm to 1000mm are given in Table 28.
19.
Liquefaction potential after ground improvement is deemed to be low. Site hazard assessment is required for design of structures.
20.
Additional site investigation on a finer grid (50m to 100m) is required after platform construction to measure measure post improvement strengths and to determine Geotechnical Models for the design of different facilities.
21.
Additional investigation is required to calculate the quantities of unsuitable peaty soils in Zone 4A.
Soil and Rock Engineering Stability from Experience & Technology
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REFINERY AND PETROCHEMICAL INTEGRATED DEVELOPMENT (RAPID) PETROLIAM NASIONAL BERHAD (PETRONAS) Technip Geoproduction (M) Sdn Bhd West Pengerang, Pengerang Johor, Malaysia Geotechnical Interpretation Report
Page 7 of 102
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Table of Contents Volume 1 of 2 Page 1 of 4 Item
Title
Page
Executive Summary
2–6
Table of Contents
7 – 10
1.0
INTRODUCTION
11
1.1 1.2
Background Objectives of Final Report
11 12
2.0
REFERENCE DOCUMENTS
14
3.0
SITE GEOLOGY
15
4.0
SEISMIC HAZARD ASSESSMENT
18
4.1 4.2 4.3 4.4 4.5 4.6 4.7
Tectonic Setting Generalised Seismic Hazard Recent Earthquakes Seismic Hazards in Peninsular Malaysia Influence of Site Conditions on Ground Acceleration Site Classifications Classification Recommendations for Site-specific Site Seismic Hazard Assessment
18 19 20 20 25 27 28
5.0
SOIL INVESTIGATION SCOPE
29
6.0
RESULTS OF INVESTIGATION
30
6.1 6.2 6.3
Land Use Map Topography Generalised Ground Conditions
30 31 33
6.3.1 6.3.2 6.3.3 6.3.4 6.3.5 6.3.6 6.3.7 6.3.8
Significant Strata Peat and Organic Soils intersected by Boreholes Peat and Organic Soils inferred from PCPT Results Location of Organic Soils Ground water Contour Thicknesses of Soft Clays Contours of SPT(N)>50 Resistivity Surveys
33 33 35 38 38 45 46 47
7.0
GROUND IMPROVEMENT
7.1 7.2
Zoning Geotechnical Models
50 50 52
7.2.1 7.2.2
Zone 1A – Cut Zone 1B – Fill
52 54
Soil and Rock Engineering Stability from Experience & Technology
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REFINERY AND PETROCHEMICAL INTEGRATED DEVELOPMENT (RAPID) PETROLIAM NASIONAL BERHAD (PETRONAS) Technip Geoproduction (M) Sdn Bhd West Pengerang, Pengerang Johor, Malaysia Geotechnical Interpretation Report
Page 8 of 102
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Table of Contents Volume 1 of 2 Page 2 of 4 Item
Title
Page
7.2.3 7.2.4 7.2.5 7.2.6 7.2.7
Zone 3 Zone 4A – Peaty Organic Soils and Very Soft Clays Zone 4B – Very soft Clays – organic in places Fill Parameters Fill Settlement
56 58 60 62 62
7.3
Zone 3 Analysis
63
7.3.1 7.3.2
Platform Settlements Ground Improvement Methods (Zone 3)
63 68
7.4
Zone 4A Analysis
71
7.4.1 7.4.2
Platform Settlements Ground Improvement Methods (Zone 4A)
71 74
7.5
Zone 4B Analysis
75
7.5.1 7.5.2
Platform Settlements Ground Improvement Methods (Zone 4B)
75 78
8.0
PROPOSED EARTHWORKS
8.1 8.2 8.3
Cut Areas Fill Areas Cut and Fill Quantities
83 83 84 85
8.3.1 8.3.2 8.3.3 8.3.4 8.3.5
Bulking Factors Remove and Replace Settlement-compensating compensating FILL Surcharging Long term platform settlement
85 86 86 86 86
8.4 8.5 8.6 8.7
Cut Materials Fill Types Fill Zoning Fill Processing
87 87 88 89
9.0
FOUNDATIONS
9.1 9.2
Shallow Foundations in Cut Areas Piled Foundations in Filled Areas
90 90 90
9.2.1 9.2.2 9.2.3 9.2.4 9.2.5 9.2.6
General DRIVEN Pile Sizes and Safe Working Loads BORED Pile Sizes and Safe Working Loads DRIVEN Pile Toe Levels BORED Pile Toe Levels Pile Testing
90 91 92 93 93 93
9.3
Corrosion Protection
94
10.0
CONCLUSIONS & RECOMMENDATIONS
95
11.0
BIBLIOGRAPHY
100
12.0
CLOSURE
101
Soil and Rock Engineering Stability from Experience & Technology
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REFINERY AND PETROCHEMICAL INTEGRATED DEVELOPMENT (RAPID) PETROLIAM NASIONAL BERHAD (PETRONAS) Technip Geoproduction (M) Sdn Bhd West Pengerang, Pengerang Johor, Malaysia Geotechnical Interpretation Report
Page 9 of 102
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Table of Contents Volume 1 of 2 Page 3 of 4 List of Plates Plate 1
Boreholes, Piezocone CPT and Testpit Locations (A1)
Plate 2
Zoning Plot (Ground Improvement)
Plate 3
Zoning Plot with location of Geotechnical Cross Sections 1-1 1 to 4-4
Plate 4
Longitudinal Cross Section 1-1 1
Plate 5
Longitudinal Cross Section 2-2 2
Plate 6
Transverse Cross Section 3-3 3 & 4-4
Plate 7
Surfer 3D Plot of Topo Levels
Plate 8
Surfer 2D Plot of Topo Contour Levels
Plate 9
Surfer Plot of SPT(N) >50 Levels
Plate 10
Surfer Plot of soft ground from boreholes and CPTs – SPT(N) 50
100
SD
Stiff soil
180 – 370
15< N < 50
50 < Su 3m thick Very high plasticity clays (PI>75%) > 7.5m thick Soft or medium stiff clays > 37m thick
Metric units rounded
Site conditions vary from Special Category (SF) to hard rock (SA).. After ground improvement (Sections 7.2 and 7.3), it is expected that the SF and SE classifications may improve to SD. Testing after platform construction is recommended to quantify the improvement in the seismic site classification.
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Page 28 of 102
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4.7
Recommendations for Site-specific Seismic Hazard Assessment ssessment
A site-specific seismic hazard assessment and site response studies should be carried out in the detailed engineering phase to generate bedrock motions motion and amplifications through the overburden. Details of these study objectives are summarised below. Table 3 Item
Description
1
1) 2) 3)
2
1) 2)
Remarks
Review literature on available regional geological and tectonic setting. Identify regional earthquake activity. Prepare a seismic sources zone for use in seismic hazard analyses Develop Seismo-tectonic tectonic Model for the region surrounding the site. Determine site-specific specific ground motion criteria
An alternative approach is to assume bedrock acceleration from a site zoning g and then to select a “relevant” bedrock acceleration– acceleration time history from a PEER database. The selected accelerogram should have the same basic characteristics of the local earthquake.
3
Select ground motion attenuation relationships appropriate for fault types
4
Determine seismic hazard parameters such as: • a-b value • slip rate • maximum magnitude that will be used in a Probabilistic Seismic Hazard Analysis (PSHA)
5
Carry out PSHA to determine the maximum ground acceleration and response spectra at bedrock level for different return period of earthquake loading.
6
Carry de-aggregation aggregation hazard analyses to determine the controlling earthquake and selection of ground motions from the dede aggregation hazard analysis for input into a 1-D 1 wave propagation analysis.
7
Carry out site response analyses using 1-D 1 shear wave propagation theory to determine the peak ground acceleration and response spectra at the ground surface. Carry out liquefaction analyses
Software such as SHAKE 2000, ERA. NERA, Cyclic v4 are available for site response analyses. analyses
8
Carry out liquefaction assessment in areas of loose to very loose SANDS (N50 may require ripping in cuts to increase production rates. Piled foundations will refuse at relatively shallow penetrations into N>50 strata.
Contours of N>50 50 levels are shown in Figure 16.
The deepest N>50 strata (to RL--35m 35m MLSD) are present over the western part of the site and is located in the valley between the high outcrop along the western boundary and the rocky ridges between Phases 1 and 3. Piles driven to set in this area may penetrate more than 45m.
Soil and Rock Engineering Stability from Experience & Technology
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REFINERY AND PETROCHEMICAL INTEGRATED DEVELOPMENT (RAPID) PETROLIAM NASIONAL BERHAD (PETRONAS) Technip Geoproduction (M) Sdn Bhd West Pengerang, Pengerang Johor, Malaysia Geotechnical Interpretation Report
Page 47 of 102
_________________________________________________________________________________________________ 6.3.8
Resistivity Surveys
Ten (10) resistivity surveys were carried out using the Wenner 4-pin method. Layered resistivity profiles are tabulated below. They have been extracted from the Geolab report (Reference 2a.) Table 7 Resistivity Survey
Layer
Resistivity (ohm-metres)
From (m) GL 0.54 1.35 3.13 7.58 10.2
To (m) 0.64 1.35 3.13 7.58 10.20 39.6
308 998 490 607 411 236
ERT-2
GL 1.84 5.81 12.52 18.38
1.84 5.81 12.52 18.38 39.6
367 144 57 28 50
ERT-3
GL 1.09 1.47 1.90 5.69 9.16 11.28
1.09 1.47 1.90 2.20 9.16 11.28 39.6
887 335 62 28 54 33 1830
ERT-4
GL 0.55 0.95 3.40 6.18 16.96
0.55 0.95 3.40 6.18 16.96 38.6
215 70 40 30 387 100
ERT-5
GL 0.5 1.33 3.31 4.26 23.6
0.5 1.33 3.31 4.26 23.6 39.6
169 32 30 74 345 357
ERT-1
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Page 48 of 102
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Table 7 cont’d Resistivity Survey
Layer
Resistivity (ohm-metres)
From GL 0.57 2.39 4.62 5.39 17.64 GL 0.78 1.62 4.86 7.34 7.75
to 0.57 2.39 4.62 5.39 17.64 39.6 0.78 1.62 4.86 7.34 7.75 39.60
1028 296 367 341 76 342 84 54 17 34 1003 1535
ERT-502
GL 0.59 1.62 5.00 11.17 18.75
0.59 1.03 5.00 11.17 18.75 39.6
23 17 28 27 38 2626
ERT-801
GL 0.67 1.55 2.25 5.45 15.16
0.67 1.55 2.25 5.45 15.16 39.60
134 39 10 1.5 2.1 44
ERT-802
GL 0.44 1.23 7.98 14.7 24.01
0.44 1.23 7.98 14.7 24.01 39.60
13 21 16 16 14 72
ERT-6
ERT-501
Factors that affect resistivity are as follows: i. ii. iii. iv. v. vi.
Type of earth (eg, clay, loam, sandstone, granite). Stratification – different layers of soil. soil Moisture content - resistivity may fall rapidly as the moisture content increases, however value of about 20% the rate of decrease is much less. Chemical composition and concentration of dissolved salt. Presence of metal and concrete pipes, tanks, large slabs. slabs Topography - rugged topography has a similar effect on resistivity measurement measur as local surface resistivity variation caused by weathering and moisture.
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Page 49 of 102
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Typical values of resistivity are given below: Table 8
Typical Resistivities for Soil and Water (Source: Earthing Techniques)
Type of Soil & Water
Typical Resistivity (Ωm)
Typical Range (Ωm)
Conductors
Clay Clay & sand mixtures Shale, slate and sandstone Peat loam and mud Sand Ridge gravel Solid granite
40 100 120
8 to 70 4 to 300 10 to 100
Good
150 2000 15000 25000
5 to 250 200 to 3000 3000 to 30000 10000 to 50000
Seawater Lake water
2 250
0.1 to 10 100 to 400
Bad
Resistivity values for clays and sand mixtures mixture are very dependent on the moisture content as indicated below. Table 9
Effect of moisture content on Resistivities for sands and clays (Source: Earthing Techniques)
Moisture content (% by weight)
0 2.5 5 10 15 20 30
Typical Resistivity (Ωm)
Clay mixed with sand
Silica sands
>100000 1500 430 185 105 63 42
>100000 50000 2100 630 290 -
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Page 50 of 102
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7.0
GROUND IMPROVEMENT
7.1
Zoning
Based on the results of the investigation, four (4) major zones have been identified relating to the extent of ground improvement required to construct the platform to RL+7.5m, MLSD: MLSD Table 10
Major Zones
SubZones
Potential Cut and Fill (Predominant soil type)
1A
Cut (silty CLAY / clayey SILT)
None
1B
Fill (silty CLAY / clayey SILT)
Expected to be minor – ie localised removal of soft material at subgrade level, minimal surcharging
1
2
Cut (rock)
3
Fill (soft clays)
Types of Ground improvement
None – rock to be cut to stable slope. Preloading with PVDs Stone columns providing that residual settlements are acceptable.
4A
Fill (Peaty organic soils over very soft clays)
Major improvement. Removal of peaty organic soils, replace with structural fill. Preloading with PVDs. VC Stone columns providing that residual settlements are acceptable.
4B
Fill (very soft clays)
Major improvement. Preloading with PVDs. Vacuum Consolidation (VC) Stone columns providing that residual settlements are acceptable.
4
The Zoning Plan is shown in Figure 17 below. The zonal boundaries have been determined from the site investigation grid which is typically at 250m centres. Site variations are expected.
Soil and Rock Engineering Stability from Experience & Technology
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Page 51 of 102
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Figure 17 Map of Ground Improvement Zones
Geotechnical Models are given below for soil zones. For each zone, a scatter plot of N values with depth is provided. Lower bound N values and Geotechnical Model are provided for preliminary design. The purpose of these Geotechnical Models is to carry out preliminary design studies only. A more detailed site investigation (typically typically on a 50m to 100m grid) is required to develop Geotechnical Models to be used for detailed design.
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Page 52 of 102
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7.2
Geotechnical al Models
7.2.1
Zone 1A - Cut
A scatter plot of N values with elevation is given below. Lower bound SPT(N) values are superimposed and are proposed for preliminary design. Figure 18
RAPID - Zone 1A - Cut (Ground Level > +7.50m MLSD) 0
4
8
12
16
20
24
28
32
36
40
44
SPT "N" 48 52
50.0
40.0
30.0
RL (m)
20.0
10.0
0.0
Proposed Platform Level RL7.50m Firm CLAY /SILT Stiff CLAY/SILT Very stiff CLAY/SILT
-10.0
-20.0
Hard CLAY/SILT
-30.0
-40.0
Soil and Rock Engineering Stability from Experience & Technology
BH21 BH50 BH52 BH69 BH71 BH87 BH88 BH89 BH90 BH106 BH107 BH125 BH133 BH138 BH141 BH148 BH149 BH151 BH152 BH153 BH155 BH156 BH157 BH162 BH163 BH164 BH165 BH170 BH171 BH506 BH507 BH508 BH512 BH513 BH515 BH516 BH517 BH518 BH519 BH523 BH526 BH527 BH529 BH534 BH538 BH539 BH540 BH541 BH542 BH548 BH549 BH550 BH551 BH558
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Page 53 of 102
_________________________________________________________________________________________________
A Geotechnical Model based on the lower bound N values is given below Table 11
Strata (1)
Generalised Description of Soil Strata (2)
1
Firm CLAY/SILT
2
Stiff CLAY/SILT
3
Very Stiff CLAY/SILT
4
Hard CLAY/SILT
Assumed Elevation RL (m) (3)
Depth below GL (m) (4)
7.50 6.50 5.50 4.50 4.00 2.00 0.00 -2.00 -3.00 -4.00 -5.50 -7.50 -8.50 -9.50 -12.00 -14.50 -19.50 -24.50 -30.00
0.00 1.00 2.00 3.00 3.50 5.50 7.50 9.50 10.50 11.50 13.00 15.00 16.00 17.00 19.50 22.00 27.00 32.00 37.50
SPT(N) Nmax=50 (5)
Cu (kPa) (6)
φu (deg) (7)
7 7 8 8 9 10 13 16 18 20 23 30 36 45 50 50 50 50 50
35 35 40 40 45 50 65 80 90 100 115 150 180 225 250 250 250 250 250
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Parameters for preliminary design Eu c' E' φ' (kPa) (kPa) (kPa) (deg) (8) (9) (10) (11) 12250 12250 14000 14000 18000 20000 26000 32000 40500 45000 51750 67500 90000 112500 125000 125000 125000 125000 125000
2 2 2 2 3 3 3 3 5 5 5 5 10 10 10 10 10 10 10
24 24 24 24 26 26 26 26 28 28 28 28 35 35 35 35 35 35 35
Key (5)
Based on the DESIGN SPT(N) Profile superimposed on the measles plot. Maximum assumed value of N is 50.
(6)
Cu denotes undrained cohesion, Cu = 5xN kPa has been used. This is the average of Stroud & Butler range.
(7)
Φu denotes undrained angle of internal friction. Φu = 0 has been assigned to clays and silts.
(8)
Eu denotes undrained elastic Modulus. Eu = 200 x cu for very soft clays & silts Eu = 350 x cu for firm clays & silts Eu = 400 x cu for stiff clays & silts Eu = 450 x cu for very stiff clays & silts Eu = 500 x cu for hard clays & silts
(9)
c’ denotes effective cohesion to be used in effective stress analysis.
(10)
Φ’’ denotes effective angle of internal friction to be used in effective effecti stress analysis.
(11)
E’ denotes drained modulus of Elasticity. E‘= 0.87 x Eu for Poisson’s ratio = 0.3.
(12)
γ denotes saturated unit weight
Soil and Rock Engineering Stability from Experience & Technology
10535 10535 12040 12040 15480 17200 22360 27520 34830 38700 44505 58050 77400 96750 107500 107500 107500 107500 107500
γ (kN/m3) (12) 17 17 17 17 18 18 18 18 19 19 19 19 20 20 20 20 20 20 20
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Page 54 of 102
_________________________________________________________________________________________________ 7.2.2
Zone 1B - Fill
A scatter plot of N values with elevation is given below. Lower bound SPT(N) values are superimposed and are proposed for preliminary design. Figure 19
RAPID - Zone 1B - Fill (Ground Level < 7.50m)
0
4
8
12
16
20
24
28
32
36
40
10.0
5.0
0.0
Firm CLAY/SILT -5.0
RL (m)
-10.0
Stiff CLAY/SILT -15.0
-20.0
-25.0
Very stiff CLAY/SILT
Hard CLAY/SILT
-30.0
-35.0
-40.0
Soil and Rock Engineering Stability from Experience & Technology
SPT "N" 44 48 52
BH1 BH3 BH5 BH8 BH10 BH12 BH15 BH17 BH20 BH23 BH25 BH32 BH34 BH36 BH38 BH40 BH42 BH51 BH54 BH56 BH58 BH60 BH70 BH73 BH75 BH78 BH92 BH94 BH96 BH108 BH110 BH112 BH114 BH118 BH128 BH130 BH132 BH139 BH143 BH145 BH147 BH159 BH161 BH167 BH169 BH502 BH504 BH509 BH511 BH520 BH522 BH530 BH532 BH535 BH537 BH545 BH547 BH553 BH555 BH562 BH801 BH812 BH827 BH838 Design
BH2 BH4 BH6 BH9 BH11 BH13 BH16 BH19 BH22 BH24 BH26 BH33 BH35 BH37 BH39 BH41 BH49 BH53 BH55 BH57 BH59 BH68 BH72 BH74 BH77 BH91 BH93 BH95 BH105 BH109 BH111 BH113 BH117 BH127 BH129 BH131 BH134 BH142 BH144 BH146 BH158 BH160 BH166 BH168 BH501 BH503 BH505 BH510 BH514 BH521 BH525 BH531 BH533 BH536 BH544 BH546 BH552 BH554 BH561 BH563 BH802 BH820 BH834 BH843
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Page 55 of 102
_________________________________________________________________________________________________
A Geotechnical Model based on the lower bound N values is given below Table 12 Strata (1)
Generalised Description of Soil Strata (2)
1
Firm CLAY/SILT
2
Stiff CLAY/SILT
3
Very Stiff CLAY/SILT
4
Hard CLAY/SILT
Assumed Elevation RL (m) (3) 7.00 5.00 3.00 1.00 -1.50 -4.00 -6.50 -9.00 -10.00 -11.50 -13.00 -14.50 -15.50 -17.00 -19.00 -21.00 -22.00 -23.00 -28.00 -34.00 -40.00
Depth below GL (m) (4) 0.00 2.00 4.00 6.00 8.50 11.00 13.50 16.00 17.00 18.50 20.00 21.50 22.50 24.00 26.00 28.00 29.00 30.00 35.00 41.00 47.00
SPT(N) Nmax=50 (5)
Cu (kPa) (6)
φu (deg) (7)
5 5 5 5 5 6 7 8 9 11 13 15 17 20 25 32 37 50 50 50 50
25 25 25 25 25 30 35 40 45 55 65 75 85 100 125 160 185 250 250 250 250
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Parameters for preliminary design Eu c' E' φ' (kPa) (kPa) (kPa) (deg) (8) (9) (10) (11) 8750 8750 8750 8750 8750 10500 12250 14000 18000 22000 26000 30000 38250 45000 56250 72000 92500 125000 125000 125000 125000
2 2 2 2 2 2 2 2 3 3 3 3 5 5 5 5 10 10 10 10 10
24 24 24 24 24 24 24 24 26 26 26 26 28 28 28 28 35 35 35 35 35
Key (5)
Based on the DESIGN SPT(N) Profile superimposed on the measles plot. Maximum assumed value of N is 50.
(6)
Cu denotes undrained cohesion, Cu = 5xN kPa has been used. This is the average of Stroud & Butler range.
(7)
Φu denotes undrained angle of internal friction. Φu = 0 has been assigned to clays and silts.
(8)
Eu denotes undrained elastic Modulus. Eu = 200 x cu for very soft clays & silts Eu = 350 x cu for firm clays & silts Eu = 400 x cu for stiff clays & silts Eu = 450 x cu for very stiff clays & silts Eu = 500 x cu for hard clays & silts
(9)
c’ denotes effective cohesion to be used in effective stress analysis.
(10)
Φ’’ denotes effective angle of internal friction to be used in effective stress analysis.
(11)
E’ denotes drained modulus of Elasticity. E‘= 0.87 x Eu for Poisson’s ratio = 0.3.
(12)
γ denotes saturated unit weight
Soil and Rock Engineering Stability from Experience & Technology
7525 7525 7525 7525 7525 9030 10535 12040 15480 18920 22360 25800 32895 38700 48375 61920 79550 107500 107500 107500 107500
γ (kN/m3) (12) 17 17 17 17 17 17 17 17 18 18 18 18 19 19 19 19 20 20 20 20 20
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Page 56 of 102
_________________________________________________________________________________________________ 7.2.3
Zone 3
A scatter plot of N values with elevation is given below. Lower bound SPT(N) values are superimposed and are proposed for preliminary design. Figure 20
RAPID - Zone 3 0
4
8
12
16
20
24
28
32
36
40
5.0
RL (m)
0.0
-5.0
Very soft to soft CLAY
-10.0
Firm CLAY/SILT
-15.0
Stiff CLAY/SILT
-20.0
Very stiff CLAY/SILT
-25.0
-30.0
Hard CLAY/SILT
-35.0
-40.0
Soil and Rock Engineering Stability from Experience & Technology
44
SPT "N" 48 52
BH7 BH14 BH18 BH27 BH28 BH29 BH30 BH31 BH43 BH44 BH45 BH46 BH47 BH48 BH61 BH62 BH63 BH64 BH65 BH66 BH67 BH76 BH79 BH80 BH81 BH82 BH83 BH84 BH85 BH86 BH97 BH98 BH99 BH100 BH101 BH102 BH103 BH104 BH116 BH119 BH120 BH121 BH122 BH123 BH124 BH135 BH136 BH137 BH150 BH159 Design
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Page 57 of 102
_________________________________________________________________________________________________
A Geotechnical Model based on the lower bound N values is given below Table 13 Strata (1)
Generalised Description of Soil Strata (2)
1
Very Soft to Soft CLAY/SILT
2
Firm CLAY/SILT
3
Stiff CLAY/SILT
4
Very Stiff CLAY/SILT
5
Hard CLAY/SILT
Assumed Elevation RL (m) (3) 3.00 1.00 -1.00 -3.00 -5.00 -6.50 -8.00 -9.00 -11.00 -13.00 -14.00 -16.00 -18.00 -19.00 -21.00 -23.00 -25.00 -26.00 -28.00 -30.00 -35.00 -40.00
Depth below GL (m) (4) 0.00 2.00 4.00 6.00 8.00 9.50 11.00 12.00 14.00 16.00 17.00 19.00 21.00 22.00 24.00 26.00 28.00 29.00 31.00 33.00 38.00 43.00
SPT(N) Nmax=50 (5)
Cu (kPa) (6)
φu (deg) (7)
2 2 2 2 3 4 4 5 6 8 10 12 16 17 21 25 30 50 50 50 50 50
10 10 10 10 15 20 20 25 30 40 50 60 80 85 105 125 150 250 250 250 250 250
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Parameters for preliminary design Eu c' E' φ' (kPa) (kPa) (kPa) (deg) (8) (9) (10) (11) 2000 2000 2000 2000 3000 4000 4000 8750 10500 14000 20000 24000 32000 38250 47250 56250 67500 125000 125000 125000 125000 125000
1 1 1 1 1 1 1 2 2 2 3 3 3 5 5 5 5 10 10 10 10 10
22 22 22 22 22 22 22 24 24 24 26 26 26 28 28 28 28 35 35 35 35 35
Key (5)
Based on the DESIGN SPT(N) Profile superimposed on the measles plot. Maximum assumed value of N is 50.
(6)
Cu denotes undrained cohesion, Cu = 5xN kPa has been used. This is the average of Stroud & Butler range.
(7)
Φu denotes undrained angle of internal friction. Φu = 0 has been assigned to clays and silts.
(8)
Eu denotes undrained elastic Modulus. Eu = 200 x cu for very soft clays & silts Eu = 350 x cu for firm clays & silts Eu = 400 x cu for stiff clays & silts Eu = 450 x cu for very stiff clays & silts Eu = 500 x cu for hard clays & silts
(9)
c’ denotes effective cohesion to be used in effective stress analysis.
(10)
Φ’ denotes effective ve angle of internal friction to be used in effective stress analysis.
(11)
E’ denotes drained modulus of Elasticity. E‘= 0.87 x Eu for Poisson’s ratio = 0.3.
(12)
γ denotes saturated unit weight
Soil and Rock Engineering Stability from Experience & Technology
1720 1720 1720 1720 2580 3440 3440 7525 9030 12040 17200 20640 27520 32895 40635 48375 58050 107500 107500 107500 107500 107500
γ (kN/m3) (12) 16 16 16 16 16 16 16 17 17 17 18 18 18 19 19 19 19 20 20 20 20 20
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Page 58 of 102
_________________________________________________________________________________________________ 7.2.4
Zone 4A - Peaty Organic Soils and Very Soft Clays
A scatter plot of N values with elevation is given below. Lower bound SPT(N) values are superimposed and are proposed for preliminary design. Figure 21
RAPID - Zone 4A (PEAT ORGANIC SOILS) 0
4
8
12
16
20
24
28
32
36
40
44
SPT "N" 48 52
5.0
0.0
-5.0
-10.0
PEAT ORGANIC SOILS (To be removed if area is to be developed) average thickness 5m Very soft to soft CLAY
BH809 BH817 BH821 BH824 BH825 BH828 BH829 BH835 BH836 BH839
lowest PEAT level investigated RL (m)
-15.0
-20.0
BH840 BH841
Firm CLAY/SILT
BH845 BH846 BH847 BH851 BH853
-25.0
Stiff CLAY/SILT
BH854 BH855 BH856 BH857 BH858
-30.0
Design
Hard CLAY/SILT -35.0
-40.0
Soil and Rock Engineering Stability from Experience & Technology
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Page 59 of 102
_________________________________________________________________________________________________
A Geotechnical Model based on the lower bound N values is given below Table 14 Strata (1)
1
Generalised Description of Soil Strata (2) PEATY ORGANIC MATERIALS
2
Very Soft to Soft CLAY/SILT
3
Firm CLAY/SILT
4
Stiff CLAY/SILT
5
Hard CLAY/SILT
Assumed Elevation RL (m) (3) 1.50 -1.00 -3.50 -4.00 -4.50 -6.00 -8.00 -10.00 -12.00 -14.00 -16.00 -18.00 -20.00 -22.00 -23.50 -26.00 -28.50 -29.00 -32.00 -35.00 -38.00
Depth below GL (m) (4) 0.00 2.50 5.00 5.50 6.00 7.50 9.50 11.50 13.50 15.50 17.50 19.50 21.50 23.50 25.00 27.50 30.00 30.50 33.50 36.50 39.50
SPT(N) Nmax=50 (5)
Cu (kPa) (6)
φu (deg) (7)
Parameters for preliminary design Eu c' E' φ' (kPa) (kPa) (kPa) (deg) (8) (9) (10) (11)
γ (kN/m3) (12)
PEAT - Average thickness 5m, lowest level investigated RL-11.65m RL (To be removed if area is to be developed) 1 1 1 1 2 3 4 5 7 9 10 12 15 50 50 50 50
5 5 5 5 10 15 20 25 35 45 50 60 75 250 250 250 250
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1000 1000 1000 1000 2000 3000 4000 8750 12250 15750 20000 24000 30000 125000 125000 125000 125000
1 1 1 1 1 1 1 2 2 2 3 3 3 10 10 10 10
20 20 20 20 20 20 20 24 24 24 26 26 26 35 35 35 35
Key (5)
Based on the DESIGN SPT(N) Profile superimposed on the measles plot. Maximum assumed value of N is 50.
(6)
Cu denotes undrained cohesion, Cu = 5xN kPa has been used. This is the average of Stroud & Butler range.
(7)
Φu denotes undrained angle of internal friction. Φu = 0 has been assigned to clays and silts.
(8)
Eu denotes undrained elastic Modulus. Eu = 200 x cu for very soft clays & silts Eu = 350 x cu for firm clays & silts Eu = 400 x cu for stiff clays & silts Eu = 450 x cu for very stiff clays & silts Eu = 500 x cu for hard clays & silts
(9)
c’ denotes effective cohesion to be used in effective stress analysis.
(10)
Φ’’ denotes effective angle of internal friction to be used in effective stress analysis.
(11)
E’ denotes drained modulus of Elasticity. E‘= 0.87 x Eu for Poisson’s ratio = 0.3.
(12)
γ denotes saturated unit weight
Soil and Rock Engineering Stability from Experience & Technology
860 860 860 860 1720 2580 3440 7525 10535 13545 17200 20640 25800 107500 107500 107500 107500
15 15 15 15 15 15 15 17 17 17 18 18 18 20 20 20 20
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Page 60 of 102
_________________________________________________________________________________________________ 7.2.5
Zone 4B – Very soft Clays – organic in places
A scatter plot of N values with elevation is given below. Lower bound SPT(N) values are superimposed and are proposed for preliminary design. Figure 22
RAPID - Zone 4B 0
4
8
12
16
20
24
28
32
36
40
44
SPT "N" 48 52
5.0
0.0
BH813 BH814
-5.0
Very soft to soft CLAY
BH816 BH818 BH822 BH826
-10.0
BH830 BH844
RL (m)
-15.0
BH859 BH860
-20.0
Firm CLAY/SILT
-25.0
Stiff CLAY/SILT
-30.0
Very stiff CLAY/SILT
-35.0
Hard CLAY/SILT
-40.0
Soil and Rock Engineering Stability from Experience & Technology
Design
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_________________________________________________________________________________________________
A Geotechnical Model based on the lower bound N values is given below Table 15 Strata (1)
Generalised Description of Soil Strata (2)
1
Very Soft to Soft CLAY/SILT
2
Firm CLAY/SILT
3
Stiff CLAY/SILT
4
Very Stiff CLAY/SILT
5
Hard CLAY/SILT
Assumed Elevation RL (m) (3) 1.50 -0.50 -3.00 -5.50 -8.00 -10.50 -13.00 -15.50 -18.00 -19.00 -21.00 -23.00 -23.50 -26.00 -28.50 -29.00 -30.50 -32.00 -32.50 -35.00 -37.50 -40.00
Depth below GL (m) (4) 0.00 2.00 4.50 7.00 9.50 12.00 14.50 17.00 19.50 20.50 22.50 24.50 25.00 27.50 30.00 30.50 32.00 33.50 34.00 36.50 39.00 41.50
SPT(N) Nmax=50 (5)
Cu (kPa) (6)
φu (deg) (7)
1 1 1 1 1 1 2 3 4 5 7 8 9 12 15 16 18 20 50 50 50 50
5 5 5 5 5 5 10 15 20 25 35 40 45 60 75 80 90 100 250 250 250 250
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Parameters for preliminary design Eu c' E' φ' (kPa) (kPa) (kPa) (deg) (8) (9) (10) (11) 1000 1000 1000 1000 1000 1000 2000 3000 4000 8750 12250 14000 18000 24000 30000 36000 40500 45000 125000 125000 125000 125000
1 1 1 1 1 1 1 1 1 2 2 2 3 3 3 5 5 5 10 10 10 10
Key (5)
Based on the DESIGN SPT(N) Profile superimposed on the measles plot. Maximum assumed value of N is 50.
(6)
Cu denotes undrained cohesion, Cu = 5xN kPa has been used. This is the average of Stroud & Butler range.
(7)
Φu denotes undrained angle of internal friction. Φu = 0 has been assigned to clays and silts.
(8)
Eu denotes undrained elastic Modulus. Eu = 200 x cu for very soft clays & silts Eu = 350 x cu for firm clays & silts Eu = 400 x cu for stiff clays & silts Eu = 450 x cu for very stiff clays & silts Eu = 500 x cu for hard clays & silts
(9) (10) (11) (12)
c’ denotes effective cohesion to be used in effective stress analysis. Φ’ denotes effective e angle of internal friction to be used in effective stress analysis. E’ denotes drained modulus of Elasticity. E‘= 0.87 x Eu for Poisson’s ratio = 0.3. γ denotes saturated unit weight
Soil and Rock Engineering Stability from Experience & Technology
20 20 20 20 20 20 20 20 20 24 24 24 26 26 26 28 28 28 35 35 35 35
860 860 860 860 860 860 1720 2580 3440 7525 10535 12040 15480 20640 25800 30960 34830 38700 107500 107500 107500 107500
γ (kN/m3) (12) 15 15 15 15 15 15 15 15 15 17 17 17 18 18 18 19 19 19 20 20 20 20
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_________________________________________________________________________________________________ 7.2.6
Fill Parameters
Fill materials comprise Type A, B and C fill (refer Section 8.5)) and free draining sand fill for PVD installation. The fill parameters should be determined from laboratory testing on undisturbed samples taken from the compacted fill. For preliminary design, the following fill parameters p are proposed:
Table 16
Fill parameters
Fill Material (1)
C’ (kPa) (2)
Φ’ (deg) (3)
E’ (MPa) (4)
γ 3 (kN/m ) (5)
Compacted earth FILL (Types A and B, Section 8.5)
5
28
25
18.0
Uncompacted earth FILL (Type C, Section 8.5)
0.1
25
10
16.5
Free draining sand layer (for PVD installation)
0.1
28
15
17.0
7.2.7
Fill Settlement
The fill will undergo self-weight weight settlement with time. self weight settlement of compacted and uncompacted fills that have Tomlinson (2001)) reports on self-weight been measured over a 10 year research period in the UK. It is possible that the compacted fill may settle 0.5% of its height whereas the uncompacted fill may settle in excess of 2% of the fill height. In areas of deep filling (eg Zone 4A) 4 ) where the fill height may exceed 12m (ie 5m of R&R and 7m of filling and surcharging), then self-weight fill settlements may be in the order of 50mm to 100mm. This is in addition to the settlement of the soft clays loaded by the fill.
Soil and Rock Engineering Stability from Experience & Technology
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_________________________________________________________________________________________________
7.3
Zone 3 Analysis
7.3.1 (i)
Platform Settlements Immediate and Consolidation Settlement
Platform settlements have been calculated using the following modus operandi: a)
First principle primary consolidation analyses applied to boreholes BH8, 27, 29, 43, 67 and 76 with average compressibility parameters derived from laboratory testing. Refer Appendix D1 Elastic settlement analyses applied to PCPT 12, 16, 29, 33, 35, 40 & 42 to calculate settlements settleme using two different methods and taking an average of these settlements. Refer Appendix D2 Method 1 calculates settlement using the following relationships i. Sc = Σ mv x dσ x H ii. mv = 1/M M iii. M = α x qc Method 2 calculates settlements using the following relationships iv. Sc = Σ ug x mv x dσ x H v. mv = 1/E E vi. E = 100 00 x su vii. su = (qc – σ’vo) / Nk where
ug mv dσ H E M
α
su qc σ’vo Nk
= geological factor (assume 1.25) 2 = coefficient of volume decrease (m / MN) = change in stress causing settlement (kPa) = thickness of compressible stratum = elastic soil modulus = constrained modulus = ratio of constrained modulus to cone resistance (assume 3) = undrained shear strength (kPa) = cone resistance (kPa) = effective vertical stress (kPa) = cone factor (17.5 assumed)
b)
Plaxis 2D finite element analysis of BH27 to obtain settlement vs time relationship.. Refer Appendix E1.
c)
Calculation of Unit Settlement Factor (USF) for each spreadsheet calculation. USF is calculated as the total settlement divided by the platform height (Hplatform) divided by the thickness of very soft clay (Tsoft clay). In this context, soft clay is defined as soils having SPT(N) < 4 and cone resistance < 0.6MPa. MPa.
Soil and Rock Engineering Stability from Experience & Technology
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REFINERY AND PETROCHEMICAL INTEGRATED DEVELOPMENT (RAPID) PETROLIAM NASIONAL BERHAD (PETRONAS) Technip Geoproduction (M) Sdn Bhd West Pengerang, Pengerang Johor, Malaysia Geotechnical Interpretation Report
Page 64 of 102
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d)
Calculation of consolidation settlements (Sc) differentt ground conditions intersected by boreholes using the following approximate relationship: Sc = USF x Hplatform x Tsoft clay
Our experience in Malaysia is that the USF can vary from 10mm to 30mm for each metre of fill placed and for each metre of highly compressible, compressible non-organic, cohesive soils. The results of borehole analyses are tabulated below: Table 17
(1)
Ground Level RL (m) (2)
Thickness of soft clay (m) (3)
Platform thickness (m) (4)
Estimated Settlement (mm) (5)
Unit Settlement Factor mm/m/m (6)
BH 8
4.45
4.5
8.0
735
20
BH 27
2.39
16.5 .5
8.0
1985
15
BH 29
2.12
7.5
8.0
1060
18
BH 43
1.63
6.0
8.0
1850
18
BH 67
3.53
12.0 .0
8.0
1575
16
BH 76
2.22
10.5
8.0
1420
17
BH
Average
Soil and Rock Engineering Stability from Experience & Technology
17
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c:\Soil Soil & Rock Engineering\word2007\SRE20\GER3.doc Engineering (14Mar12)
Project: Owner: Client: Location: Subject:
REFINERY AND PETROCHEMICAL INTEGRATED DEVELOPMENT (RAPID) PETROLIAM NASIONAL BERHAD (PETRONAS) Technip Geoproduction (M) Sdn Bhd West Pengerang, Pengerang Johor, Malaysia Geotechnical Interpretation Report
Page 65 of 102
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The results of PCPT analyses are tabulated below: Table 18
Settlement
Settlement
Average Settlement
CPT (1)
Method 1 (m) (2)
Method 2 (m) (3)
(m) (4)
12
1.64
1.32
16
1.55
1.32
29 33 35 40 42
0.79 1.67 1.01 1.04 0.79
0.63 1.40 0.82 0.86 0.67
1.48 1.43 0.71 1.54 0.91 0.95 0.73
Thickness of soft Clay (m)
Fill Thickness
(5)
(6)
14.0 9.0
10.0 10.0
8.0
10.0
9.0
10.0
6.0
10.0
9.0
10.0
6.0
10.0
(m)
Average
Unit Settlement Factor (USF) mm/m/m (7) 11 16 9 17 15 11 12 13
Plaxis analysis was carried out for 8m thick platform fill placed over ground conditions represented by BH27. The results are presented in Appendix E1.. Input parameters are given on Plate E1/4. The results of the 2D finite element analyses are summarised below: i.
Estimated consolidation settlement (Sc) = 2.0m (same as spreadsheet analysis for BH27).
ii.
Unit Settlement Factor = 2.0 / 8m fill / 16.5m of very soft clay = 0.015m/m/m m/m/m.
iii. Time to achieve 90% 0% consolidation without PVDs is approximately 6000 days. This -9 assumes a relatively low coefficient of permeability (Kv) of 1.25x10 m/sec which was estimated from back-analysis analysis of dissipation tests). tests) iv. Time to achieve 90% consolidation without PVDs at 1.2m centers is approximately 250 days. In reality, we would expect a faster consolidation time. In summary i. From the borehole analyses, Sc = 0.017 x Hplatform x Tsoft clay ii. From the CPT analyses, Sc = 0.013 x Hplatform x Tsoft clay iii. From the Plaxis analysis (BH27), Sc = 0.015 x Hplatform x Tsoft clay
Soil and Rock Engineering Stability from Experience & Technology
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c:\Soil Soil & Rock Engineering\word2007\SRE20\GER3.doc Engineering (14Mar12)
REFINERY AND PETROCHEMICAL INTEGRATED DEVELOPMENT (RAPID) PETROLIAM NASIONAL BERHAD (PETRONAS) Technip Geoproduction (M) Sdn Bhd West Pengerang, Pengerang Johor, Malaysia Geotechnical Interpretation Report
Page 66 of 102
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Upper and Lower Bound consolidation settlements were analysed for the soft ground in Zone 3 using the following generalised relationship: Sc = 0.010 to 0.020 x Hplatform x Tsoft clay .... (settlement in metres). Upper and Lower Bound settlement estimates for platform loading of soft clays in Zone 3 are summarised in Table 19 below:
Borehole
Ground Elevation (m)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Estimated LOWER Bound Settlement USF=0.010 (m) (8)
5 8 9 18 27 29 43 62 67 76 79 85 86 97 98 99 102 103 104 112 115 116 119 120 121 122 123 124 135 136 137
2.988 4.451 4.256 2.963 2.391 2.117 1.634 2.167 3.529 2.223 1.991 1.941 2.312 1.770 1.618 2.234 2.787 3.989 3.193 2.486 3.444 1.633 2.895 2.867 2.882 3.447 3.381 3.848 3.735 3.455 3.209
2.0 3.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.5 0.0 0.0 0.0 3.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0
6.0 4.5 6.0 3.0 16.5 7.5 6.0 9.0 12.0 10.5 10.5 9.0 6.0 6.0 10.5 9.0 15.0 10.5 9.0 10.5 3.0 10.5 9.0 10.5 11.0 10.5 4.5 7.5 6.0 7.5 6.0
4.0 1.5 3.0 3.0 16.5 7.5 6.0 9.0 9.0 10.5 10.5 6.0 6.0 6.0 10.5 9.0 15.0 10.5 9.0 3.0 3.0 10.5 9.0 7.5 8.0 10.5 4.5 7.5 6.0 7.5 6.0
4.51 3.05 3.24 4.54 5.11 5.38 5.87 5.33 3.97 5.28 5.51 5.56 5.19 5.73 5.88 5.27 4.71 3.51 4.31 5.01 4.06 5.87 4.61 4.63 4.62 4.05 4.12 3.65 3.77 4.05 4.29
7.01 5.55 5.74 7.04 7.61 7.88 8.37 7.83 6.47 7.78 8.01 8.06 7.69 8.23 8.38 7.77 7.21 6.01 6.81 7.51 6.56 8.37 7.11 7.13 7.12 6.55 6.62 6.15 6.27 6.55 6.79
0.28 0.08 0.17 0.21 1.26 0.59 0.50 0.70 0.58 0.82 0.84 0.48 0.46 0.49 0.88 0.70 1.08 0.63 0.61 0.23 0.20 0.88 0.64 0.53 0.57 0.69 0.30 0.46 0.38 0.49 0.41
Highly compressible strata (N (N
