Geotechnical Report - Home - Ashburton District Council Report 86 Burnett Street, Ashburton,...

Geotechnical Report

86 Burnett Street, Ashburton, Canterbury

For MWH Mainzeal

Consulting Engineers

16 July, 2012

Project Number: 11556-103 Claim: 3877358

11556-103-Jw-Geotech-R1-120629 Consulting Engineers

Table of Contents

1. INTRODUCTION ................................................................................................................ 1

1.1. RELEVANT DOCUMENTATION ............................................................................................. 1

2. SITE DESCRIPTION .......................................................................................................... 2

3. GEOLOGY .......................................................................................................................... 3

4. SITE INVESTIGATIONS .................................................................................................... 3

4.1. CONE PENETRATION TESTING ........................................................................................... 4 4.1.1. Subsoil .................................................................................................................... 4

5. REQUIREMENTS AND GUIDELINES ............................................................................... 4

6. ASSESSMENT OF LIQUEFACTION ................................................................................. 4

6.1. ULTIMATE LIMIT STATE DESIGN (ULS) ............................................................................... 5 6.1.1. Design Parameters ................................................................................................. 5 6.1.2. Results and Analysis .............................................................................................. 5

6.2. SERVICEABILITY LIMIT STATE DESIGN (SLS) ...................................................................... 8 6.2.1. Design Parameters ................................................................................................. 8 6.2.2. Results and Analysis .............................................................................................. 8

6.3. SUMMARY ....................................................................................................................... 11

7. LIQUEFACTION REMEDIATION MEASURES ............................................................... 11

7.1. SOIL REMEDIATION ......................................................................................................... 11 7.2. STRUCTURAL MODIFICATION............................................................................................ 12

8. STATIC BEARING CAPACITY OF FOUNDATIONS ...................................................... 13

9. FOUNDATIONS ............................................................................................................... 14

10. CONCLUSIONS AND RECOMMENDATIONS............................................................ 15

11. LIMITATIONS ............................................................................................................... 17

12. APPENDIX 1: SITE PLANS ......................................................................................... 19

13. APPENDIX 2: CPT ANALYSIS .................................................................................... 20

14. APPENDIX 3: LIQUEFACTION ASSESSMENT ......................................................... 21


INTRODUCTION 1

1. INTRODUCTION

The dwelling at 86 Burnett St has undergone structural damage and foundation

settlement. It is proposed to develop a strategy for repair or replacement of this

dwelling. Cook Costello Ltd has been engaged to prepare a geotechnical report to

identify any significant issues with the land that may affect the proposed remedial

works. This report considers the following aspects of site development:

Geotechnical properties of the subsoil’s

Potential for settlement and liquefaction

Liquefaction mitigation measures

Investigation of ground bearing capacity and suitable building

foundations/foundation remediation

A site plan is attached as Appendix 1 showing property boundaries, the approximate

location of the existing building and associated field investigations.

1.1. Relevant Documentation

Department of Building and Housing: November 2011 – Guidelines for the

Geotechnical Investigation and Assessment of Subdivisions in the Canterbury

Region.

New Zealand Geotechnical Society Inc: July 2010 – Geotechnical Earthquake

Engineering Practice Module 1: Guideline for the Identification, Assessment

and Mitigation of Liquefaction Hazards.

NZS 1170.5:2004 – Structural Design Actions.

NZS 3604: 2011 - Timber Framed Buildings.

NZS 4402:1986 - Methods of Testing Soils for Civil Engineering Purposes.

NZ Building Code: B1/VM4.

Good Ground – means any soil or rock capable of permanently withstanding an

ultimate bearing pressure of 300kPa (i.e. an allowable bearing of 100kPa using

a factor of safety of 3.0) but excludes;

a) Potentially compressible ground such as topsoil, soft soils such as clay

which can be moulded easily in the fingers, and uncompacted loose gravel

which contains obvious voids,

b) Expansive soils being those that have a liquid limit of more than 50%

when tested in accordance with NZS4402 Test 2.2 and a linear shrinkage


SITE DESCRIPTION 2

of more than 15% when tested from the liquid limit in accordance with NZS

4402 Test 2.6 and,

c) Any ground which could forseeably experience movement of 25mm or

greater for any reason including one or a combination of the following:

land instability, ground creep, subsidence (liquefaction, lateral spread – for

the Canterbury earthquake region only), seasonal swelling and shrinking,

frost heave, changing ground water level, erosion, dissolution of soil in

water, and effects of tree roots.

2. SITE DESCRIPTION

The site is located at 86 Burnett St, Ashburton. Access to the property is via a l

driveway off the south side of Burnett St. The legal description of the site is Lot 1 DP

61939 with an area of 1813m2.

Figure 1. Screen Capture from QuickMap showing property location highlighted in black.

The property has a flat contour. The existing dwelling is located in the middle of the

property and is surrounded by wooden decks and gardens. A separate garage is

located at the south eastern corner of the property.

The building is a 2 storied timber framed structure with unreinforced brick veneer

supported on a concrete ring foundation. The structure has lightweight suspended

timber floors supported on shallow concrete piles. A level survey inside the dwelling

indicates it has undergone settlement of more than 100mm toward the south west.


GEOLOGY 3

3. GEOLOGY

The Institute of Geological and Nuclear Sciences Geological Map 15, Geology of the

Aoraki Area, defines the geology of the site as river deposits (Q1a and Q2a); grey

river alluvium, comprising gravel, sand and silt, in active floodplains (Q1a) with grey

river alluvium beneath plains or low-level terraces (Q2a). The geology of the site is

consistent with the overall geology of the Canterbury/Christchurch region.

Figure 2. Institute of Geological and Nuclear Sciences Geology of the Aoraki Area Geological Map 15, showing the subject area highlighted in red.

4. SITE INVESTIGATIONS

Recommended minimum investigations are specified in the EC8 Guidelines and

NZGS Geotechnical Earthquake Engineering Practice Module 1: Guideline for the

identification, assessment and mitigation of liquefaction hazards. Based on these

guidelines we recommend that the minimum site investigations to confirm building

suitability are:

Continuous profile of the subsoil to firm basement (usually by borehole and/or

CPT)

Measurement of depth to water table


REQUIREMENTS AND GUIDELINES 4

In-situ testing of all susceptible strata (usually by CPT or SPT)

Sampling of all susceptible strata

Grading curves for susceptible soils

Atterberg limit tests for all soils

4.1. Cone Penetration Testing

Geotechnical field investigations were carried out on the 15th of May, 2012. These

investigations consisted of:

Visual inspections and walkover.

Seven cone penetration tests (CPT) to varying depths ranging from 4.7m to

6.0m below the existing ground level

The locations of all cone penetration tests are shown on the site plan attached as

Appendix 1.

4.1.1. Subsoil

CPT results have been analysed with results attached in Appendix 2 and 3.

Results of the soil behaviour plots show alternating layers of Silty CLAY, SILT and

Sandy SILT down to approximately 4.5-6m below ground. Some CPT tests (CPTs 6 &

7) show sensitive fine grained material, interpreted as organics (peat), at a depth of

between 4 and 4.6m. All of the CPTs refused on a competent layer interpreted as

SAND and/or GRAVEL.

The groundwater table ranges from 3.7m to 5.3m below ground level across the site.

5. REQUIREMENTS AND GUIDELINES

The Department of Housing and Building has provided the following guidelines:

Enhanced foundations can be used on sites with potential for liquefaction

provided lateral spreading across the property is less than 50mm.

A slope over the building platform of 0.25% (1 in 400) is acceptable after a

liquefiable event.

6. ASSESSMENT OF LIQUEFACTION


ASSESSMENT OF LIQUEFACTION 5

CPT results have been analysed to assess the potential for soil liquefaction and

settlement. Results are attached in Appendix 3.

The assessment of liquefaction has been undertaken under ultimate limit state design

(ULS) criteria and serviceability limit state design (SLS) criteria.

The ultimate limit state is reached when the applied stresses actually exceed the

strength of the structure or structural elements causing it to fail or collapse.

The serviceability limit state is the point where a structure can no longer be used for

its intended purpose but would still be structurally sound. The tolerances for

serviceability depend on the intended use of the structure and can vary significantly.

6.1. Ultimate Limit State Design (ULS)

6.1.1. Design Parameters

Design parameters have been calculated for analysing the CPT results.

Calculation of the peak horizontal ground acceleration (PGA) has been calculated in

accordance with NZS1170.5:2004 using the following formula:

Ah = Z R C

Where:

Z = 0.3 (base PGA called “hazard factor” given by NZS 1170.5:2004)

R = 1 (1 in 500yr “return period factor” given by NZS 1170.5:2004)

C = 1.33 (Site response factor called “spectral shape factor”, based on class of soil

and given by NZS 1170.5:2004)

Ah = 0.3 x 1 x 1.33 = 0.399 m/s2

The magnitude earthquake recommended for all common liquefaction assessment

procedures in Christchurch is M7.5.

6.1.2. Results and Analysis

The results of the 7 CPT investigations under ULS design earthquake parameters

show that there is generally a low risk of liquefaction across the site. Only one test

location, CPT 6 near the south western corner of the house, indicated a high risk of

liquefaction at a depth of some 3m.

The site is not in close proximity to a river of free excavated bank and is not

considered subject to lateral spreading based on observations from aerial

photographs.



The CPT investigations were undertaken around the outside of the building due to

equipment access limitations. It is assumed that the variability between CPT results

in close proximity will equally apply inside the building footprint.

Vertical Settlement

The CPT locations have been plotted below, and a filled contour plan of vertical

settlements across the site has been generated. A larger version of this plan is

attached in Appendix 3.

Figure 3. Filled contour plan showing vertical settlement across the site under ULS design earthquake parameters.

Maximum settlement under the design earthquake parameters due to liquefaction

was calculated to be approximately 46mm at the location of CPT6 at the south-

western side of the dwelling. Results also show that the western side of the site is

more prone to liquefaction with higher liquefaction potential indexes. The rest of the

site has vertical settlements ranging from 1 to 24mm.

Although liquefaction is a major cause of earthquake damage, little harm occurs

unless liquefaction generates some form of ground surface disruption or ground

failure. A study undertaken by K. Ishihara in 1985 presented preliminary empirical

criteria for assessing the potential for ground surface disruption at liquefaction sites.

The criteria are based on relationships between the thickness of liquefiable sediment

beneath a site and the corresponding thickness of overlying non-liquefiable soil.

A summary of the settlement results, depths to liquefiable layers, thickness of

liquefiable layers and liquefaction potential index across the site are tabulated below:



CPT Settlement (mm)

Depth to liquefied layer

(m)

Thickness of liquefied layer

(m)

Liquefaction Potential Index

(RISK)

1 1 4.5 .1 LOW

2 8 4.5 1.2 LOW

3 6 4.5 0.4 LOW

4 10 4.8 0.9 LOW

5 9 4.1 1.0 LOW

6 46 3.2 1.5 HIGH

7 24 4.3 0.6 LOW

Table 1. Settlement, depths to liquefiable layers, thickness of liquefiable layers and liquefaction potential index for 7 CPT tests undertaken across the site.

Figure 4. Graph showing thickness of surface layer vs. thickness of liquefiable layer with boundary curve from Ishihara for a maximum ground acceleration of 0.4g. All data points above the line signify occurrence of surface effects of liquefaction.

The assessment against data from Ishihara 1985 shows that the thickness of the

surface layer is generally adequate to prevent sand boils and small fissures coming

to the ground surface with the exception at the location of CPT6. It is likely that

surface effects of liquefaction will occur along the southern portion of the house.



Differential Settlement

Differential settlement causes the most damage to structures. It is the differential

vertical and horizontal displacements which cause stresses on the structure and

induce damage to foundations, flooring, structural connections, cladding and the roof.

Differential settlement has been calculated between CPT6 and CPT3, giving an

angular rotation of 0.18% under ULS design parameters which is inside the

regulations. This is taken as rotation from one side of the building platform to the

other. Maximum differential settlement is between CPT6 and CPT5 with an angular

rotation of 0.34%. However, these CPT’s are in close proximity and the stresses

resulting from the differential settlement are expected to be spread across the entire

structure reducing rotation.

6.2. Serviceability Limit State Design (SLS)

6.2.1. Design Parameters

Design parameters have been calculated for analysing the CPT results.

Calculation of the peak horizontal ground acceleration (PGA) has been calculated

using:

Ah = Z R C

Where:

Z = 0.3 (base PGA called “hazard factor” given by NZS 1170.5:2004)

R = 0.25 (1 in 25yr “return period factor” given by NZS 1170.5:2004)

C = 1.33 (Site response factor called “spectral shape factor”, based on class of soil

and given by NZS 1170.5:2004)

Ah = 0.3 x 0.25 x 1.33 = 0.1 m/s2

The magnitude earthquake recommended for all common liquefaction assessment

procedures in Christchurch is M7.5.

6.2.2. Results and Analysis

The results of the 7 CPT investigations show that there is a low risk of liquefaction

under the SLS design earthquake parameters.

Vertical Settlement

The CPT locations have been plotted below, and a filled contour plan of vertical

settlements across the site has been generated. A larger version of this plan is

attached in Appendix 3.



Figure 5. Filled contour plan showing vertical settlement across the site under SLS design earthquake parameters.

Maximum settlement under the SLS design earthquake parameters due to

liquefaction was calculated to be approximately 32mm at the location of CPT5 along

the western side of the dwelling. Settlements of up to 8mm were calculated at the

location of CPT 7, at the south western corner of the dwelling. Calculation of

liquefaction induced settlement at the other CPT locations indicates 0 settlement.

A summary of the settlement results, depths to liquefiable layers, thickness of

liquefiable layers and liquefaction potential index across the site are tabulated below:

CPT Settlement (mm)

Depth to liquefied layer

(m)

Thickness of liquefied layer

(m)

Liquefaction Potential Index

(RISK)

1 0 4.5 0.1 LOW

2 0.4 4.5 0.4 LOW

3 0 4.5 0.35 LOW

4 0 4.8 0.7 LOW

5 0 4.1 0.9 LOW

6 32 3.2 1.5 LOW

7 8 4.3 0.5 LOW



Table 2. Settlement, depth to liquefiable layers, thickness of liquefiable layers and liquefaction potential index for 7 CPT tests under SLS design earthquake parameters.

Figure 6. Graph showing thickness of surface layer vs. thickness of liquefiable layer with boundary curve from Ishihara for a maximum ground acceleration of 0.2g. All data points above the line signify occurrence of surface effects of liquefaction.

The liquefaction assessment using SLS design earthquake parameters shows that

surface effects of liquefaction are not likely to occur during the design earthquake

across the site.

Differential Settlement

Differential settlement has been calculated between CPT6 and CPT3, giving an

angular rotation of 0.15% under SLS design parameters which is inside the

regulations. This is taken as rotation from one side of the building platform to the

other. Maximum differential settlement is between CPT6 and CPT5 with an angular

rotation of 0.29%. However, these CPT’s are in close proximity and the stresses

resulting from the differential settlement are expected to be spread across the entire

structure reducing rotation.


LIQUEFACTION REMEDIATION MEASURES 11

6.3. Summary

A summary of the results from the liquefaction assessment under ultimate limit state

design (ULS) criteria and serviceability limit state design (SLS) criteria is tabulated

below:

Design Criteria

Liquefaction Potential

Index (RISK)

Maximum Vertical

Settlement (mm)

Expected Differential Settlement (% rotation)

Maximum Differential Settlement (% rotation)

ULS LOW to HIGH 46 0.18% 0.34%

SLS LOW 32 0.15% 0.29%

Table 3. Summary of LPI, vertical settlement and differential settlement for 7 CPT tests taken across the site.

7. LIQUEFACTION REMEDIATION MEASURES

Two approaches are generally used to mitigate liquefaction and its consequences:

1. Soil Remediation

2. Structural Modification

While these are discussed herein it is generally impracticable with a building in place

due to the impracticality of large machines working and the cost of working in

confined spaces.

7.1. Soil Remediation

Soil remediation measures effectively reduce ground deformation and effects of

liquefaction by preventing/limiting/slowing-down the development of excess pore

water pressure and/or by limiting the development of shear strains and vertical strains

in the ground. Soil remediation is usually based on one or a combination of the

following measures:

Densification (compaction, vibro-flotation, compaction piles, preloading) to

increase liquefaction resistance and reduce deformability of the soil through

increased strength and stiffness.

Solidification (deep mixing, permeation grouting) through cementation of

soils.

Containment of liquefied soils and limitation of ground deformation by

reinforcement and soil mixing walls.

Drainage (pre-fabricated drains, stone columns) for increased permeability

and faster dissipation of excess pore water pressures.


LIQUEFACTION REMEDIATION MEASURES 12

Results of the 7 CPT tests show that there is generally a low risk of liquefaction

across the site with the exception of the southern end of the dwelling where a high

risk was identified.

An option for soil remediation that may be suitable at the site is vibro-replacement

stone columns or deep soil mixing. This would need to be undertaken with the

building removed and may not be practical in this instance.

During the vibro-replacement method a probe cavity is filled with imported materials

such as crushed stone, gravel or sometimes concrete. Vibro-replacement can

improve the liquefiable soil by densification, increasing the lateral stress, reinforcing

the soil mass with the stiffer columns of fill material and providing increased drainage

of earthquake induced excess pore water pressures.

Deep soil mixing involves the mixing, and sometimes partial replacement, of in-situ

soils with cementitious materials or grout. Deep soil mixing uses mixing augers that

inject the cementitious material or grout into the surrounding soil through the auger

stems as they continue to rotate and mix the injected matter with the existing soils.

Testing is required prior to deep soil mixing; using different levels of cementitious

material mixed with the existing soil to find the ideal unconfined compressive strength.

7.2. Structural Modification

Potential effects of liquefaction can be taken into account and accommodated in the

design or strengthening of the structure in order to reduce differential settlement. This

is commonly achieved by using stiff raft, rigid foundation beams/walls or pile

foundations with sufficient lateral capacity to resist both inertial loads due to vibration

of the structure and kinematic loads due to ground movement.

If the building is to be rebuilt and a stiffened raft option is selected, there is still

potential for the whole structure to rotate. CPT results show that differential

settlement will likely be above the minimum allowable angular rotation of 0.25%.

If no soil remediation measures are undertaken prior to the repair or re-build, then

structural modification of the building will be required to reduce differential settlement

to below the tolerance of 0.25% angular rotation.

If a repair strategy is approached, then the recommended option is to underpin the

perimeter concrete foundation with flexible pile foundations. The piles should be

extended through the liquefiable layer and pinned into the dense material below. This

will require a specific engineered design at the building consent stage of

development.


STATIC SETTLEMENT BELOW FOUNDATIONS 13

8. STATIC SETTLEMENT BELOW FOUNDATIONS

CPT results have been analysed to assess the level of static vertical settlement

beneath foundations of future dwellings at the subdivision.

Due to the identification of a fine grained sensitive soil in CPTs 6 and 7, we anticipate

further static settlements along the south western portion of the structure.

A foundation system consisting of a 0.3m wide x 0.5m deep strip footing (i.e. for a

concrete slab floor) has been used for design purposes with a conservative 30kPa

footing pressure. A length to breadth footing dimension ratio of 1 has been used for

the calculations.

A summary of the static vertical settlement results are summarised below.

CPT Static Vertical Settlement (mm)

1 <1

2 <1

3 <1

4 <1

5 <1

6 <1

7 <1 Table 4. Summary of static vertical settlement at each CPT location.

The results show ongoing static settlement across the site will be negligible. It is

likely that the organic soils identified have already undergone settlement and some of

the settlement observed in the level survey is a result of this.

9. STATIC BEARING CAPACITY OF FOUNDATIONS

The ultimate bearing capacities for a 0.3m wide x 0.5m deep strip footing have been

calculated with varying results between CPT test locations at the site. Allowable

bearing capacity has been determined using a Factor of Safety of 3.

Bearing capacity calculations are included in Appendix 2.

Results shown in Table 4 below show allowable bearing capacities vary significantly

across the site.

CPT Ultimate Bearing Capacity (kPa)

Allowable Bearing Capacity (kPa)

Dependable Bearing Capacity (kPa)

1 750 250 375


FOUNDATIONS 14

2 420 140 210

3 327 109 163

4 400 133 200

5 445 148 222.5

6 871 290 435.5

7 1660 553 830

Table 4. Summary of bearing capacity at each CPT location.

Care is required as the density of the upper layers varies and heavy compaction

below the foundations is recommended prior to construction. Generally the allowable

bearing capacity should be in excess of 100kPa.

10. FOUNDATIONS

Maximum vertical settlement at the site under SLS and ULS design earthquake

parameters was found to be 32mm and 46mm, respectively. In accordance with the

liquefaction deformation limits and house foundation implications (Table 5 below,

taken from DBH Guidelines), the vertical settlements are within the limits

recommended for a TC2 site and therefore enhanced foundation solutions will be

suitable (DBH Guidelines Section 5.2).

Table 5. DBH Guidelines for the Geotechnical Investigation and Assessment of Subdivisions in the Canterbury Region – Liquefaction Deformation Limits and House Foundation Implications.

The liquefaction analysis indicates that the building will be subject to ongoing

settlement from SLS Serviceability Limit Loads and ULS Ultimate Limit Loads during

the ongoing earthquake sequence that is being experienced in the Christchurch area.

The CPTs identified a hard founding layer (gravel) at depths of between 4 and 6m.

The future foundations and building interaction will need to control horizontal and

vertical differential settlement to ensure the induced concentrated stresses do not


CONCLUSIONS AND RECOMMENDATIONS 15

damage the building. The resulting damage from an earthquake event should be

able to be repairable through an earthquake sequence by re-levelling the building.

Considering the thickness to the liquefying layer and geotechnical conclusions

identifying the damage that has occurred to the building foundations treatment of the

ground and/or repairing the foundations are required. This will require

1. Ground improvement

2. Reconstructing the building on a raft foundation.

Completing these options with the building in place will be economically challenging.

If soil remediation measures are undertaken, then a concrete slab floor of stiffened

raft or rib raft design may be constructed directly on the ground surface. Options for

soil remediation are:

1. Cement stabilisation with 3-6% cement re-worked into the existing ground up to

2m thick with building foundations constructed on this layer. This will act as a

bridging layer and prevent liquefaction from reaching the surface. The stabilised

pad should be extended at least 1.5m past the building envelope.

2. Vibro replacement stone columns consisting 600mm diameter columns extended

a minimum of 4-6m below ground level to be pinned into the un-liquefiable

subsoil beneath.

If no soil remediation is undertaken at the site, the following foundation option is

recommended:

3. Construct an enhanced reinforced foundation wall. This would require

underpinning the ring foundation by driving or boring flexible timber piles to

below the un-liquefiable soils at a depth of some 4-6m. A replacement

foundation wall could be constructed on top of these piles and tied into the

existing foundation. This would require specific engineering design.

4. Re-level and repack the concrete piles supporting the timber floors and internal

walls. It may be that some settlement occurs in future events and provision

should be made to re-level the internal footings if this occurs. Alternatively,

strengthening of the structure could restrict this settlement.

11. CONCLUSIONS AND RECOMMENDATIONS

Geotechnical investigations indicate that the subsoil properties do not have strength

parameters necessary for ongoing support of the existing building without ground

improvement and/or repairing the foundation system. Allowable bearing capacity is


CONCLUSIONS AND RECOMMENDATIONS 16

variable across the building platform. A fine grained sensitive soil (peat) was

identified along the south western portion of the dwelling.

Design Criteria

Liquefaction Potential

Index (RISK)

Maximum Vertical

Settlement (mm)

Expected Differential Settlement (% rotation)

Maximum Differential Settlement (% rotation)

ULS LOW to HIGH 46 0.18% 0.34%

SLS LOW 32 0.15% 0.29%

Table 3. Summary of LPI, vertical settlement and differential settlement for 7 CPT tests taken across the site.

Calculations to date using the design earthquake parameters from NZS1170.5 show

the following:

SLS maximum dynamic settlement is approximately 32mm with an expected

differential settlement across the building platform north-south of 32mm causing

angular rotation of 0.15%.

ULS dynamic settlement is 46mm with an expected differential settlement across

the building platform north-south of 38mm causing angular rotation of 0.18%.

The un-liquefiable surface layer thickness is generally thick enough to prevent

surface effects of liquefaction including sand boils and small fissures except

along the south western portion of the house where surface effects of

liquefaction may occur.

It is advised that the building under ULS loading is flexible enough to allow these

movements without collapse.

The following recommendations are to be incorporated into the building construction:

1. It is recommended that soil remediation or a new foundation system at the site

be constructed.

2. Soil remediation is recommended to prevent sand boils penetrating the ground

surface, reduce differential settlement and maintain the integrity of the building.

This is unlikely to be economically practicable with the building in place.

a. One option for soil remediation is cement stabilisation of the top 2m

subsoil with 3-6% cement re-worked into the existing ground. The

stabilised pad should be extended at least 1.5m past the building

envelope.

a. Option two for soil remediation is vibro replacement stone columns

consisting of 600mm diameter columns extended a minimum of 4-6m

below ground level to be pinned into the un-liquefiable subsoil

beneath.


LIMITATIONS 17

5. If soil remediation measures are undertaken then the foundations of the new

building may be constructed directly on the re-worked ground. A concrete slab

flooring system of rib raft or stiffened raft design is recommended.

6. If no soil remediation is undertaken at the site, the concrete ring foundation will

need to be replaced with an enhanced reinforced foundation wall and

underpinned with pile foundations to reduce differential settlement. Pile

foundations will likely consist of 100-150mm diameter driven timber piles pinned

into the un-liquefiable subsoil beneath. The internal piles supporting the floor

should be repacked and re-levelled with a provision for furthering re-levelling in

the event of further events.

7. The ground is suitable for the construction of services and these should allow for

being subjected to earthquake dynamic loads and liquefaction zones.

8. All re-build works should be carried out under the guidance of a Chartered

Professional Engineer with relevant experience.

12. LIMITATIONS

This report has been prepared for the benefit of MWH Mainzeal as our client with

respect to geotechnical investigation for repair/reconstruction methodology as defined

in the brief. It shall not be relied upon for any other purpose. The reliance by other

parties on the information or opinions contained in this report shall, without our prior

review and agreement in writing, be at such parties’ sole risk.

Opinions and judgments expressed herein are based on our understanding and

interpretation of current regulatory standards, and should not be construed as legal

opinions. Where opinions or judgments are to be relied on they should be

independently verified with appropriate legal advice. Any recommendations, opinions,

or guidance provided by Cook Costello Ltd in this report are limited to technical

engineering requirements and are not made under the Financial Advisers Act 2008.

Recommendations and opinions in this report are based on data from cone

penetration testing undertaken on site. The nature and continuity of subsoil conditions

away from the cone penetration tests are inferred and it must be appreciated that

actual conditions could vary considerably from the assumed model.

During excavation and construction the site should be examined by an Engineer or

Engineering Geologist competent to judge whether the exposed subsoil’s are

compatible with the inferred conditions on which the report has been based. It is

possible that the nature of the exposed subsoil’s may require further investigation and

the modification of the design based on this report. In any event it is essential that the


LIMITATIONS 18

firm is notified if there is any variation in subsoil conditions from those described in the

report as it may affect the design parameters recommended in the report.

Cook Costello Ltd. have performed the services for this project in accordance with the

standard agreement for consulting services and current professional standards for

environmental site assessment. No guarantees are either expressed or implied.

There is no investigation which is thorough enough to preclude the presence of

materials at the site which presently, or in the future, may be considered hazardous.

Because regulatory evaluation criteria are constantly changing, concentrations of

contaminants present and considered to be acceptable now may in the future become

subject to different regulatory standards which cause them to become unacceptable

and require further remediation for this site to be suitable for the existing or proposed

land use activities.

J T Walker P J Cook

Engineering Geologist Chartered Professional Engineer

BScGE, MIPENZ, BE(hons),Dip Ag, CPEng, MIPENZ , IntPE(NZ), MACENZ, MIOD


APPENDIX 1: SITE PLANS 19

13. APPENDIX 1: SITE PLANS


APPENDIX 2: CPT ANALYSIS 20

14. APPENDIX 2: CPT ANALYSIS

Project: Liquefaction Assessment

Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz

Total depth: 4.72 m, Date: 7/06/2012Surface Elevation: 0.00 m

11556-103: 86 Burnett St, Ashburton

Coords: X:0.00, Y:0.00Cone Type: Uknown

Cone Operator: Uknown

CPT: CPT-01

Location:

Cone resistance qt

Tip resistance (MPa)1412108642

Dep

th (

m)

4 .6

4 .4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Cone resistance qt Constrained Modulus

M(CPT) (MPa)89796959493929199

Dep

th (

m)

4 .6

4 .4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Constrained Modulus

End of PrimaryOv erall

Cumulative settlement

Settlement (cm)0.030.020 .010

Dep

th (

m)

1 .04

1.02

1

0.98

0.96

0.94

0.92

0.9

0.88

0.86

0.84

0.82

0.8

0.78

0.76

0.74

0.72

0.7

0.68

0.66

0.64

0.62

0.6

0.58

0.56

0.54

0.52


Settlements calculation according to theory of elasticity*

Caclulation properties

Footing type: RectangularFooting width: 0.30 (m)L/B: 1Footing pressure: 30.00 (kPa)Embedment depth: 0.50 (m)Footing is rigid: NoRemove excavation load: NoApply 20% rule: YesCalculate secondary settlements: NoTime period for second. settlements: N/A

* Primary settlements calculation is performed according to

the following formula:

)log(S tzCa

* Secondary (creep) settlements calculation is performed

according to the following formula:

zCPT

v

S

CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:53 p.m. 1Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CPe-IT.cpt

This software is licensed to: Cook Costello Ltd CPT name: CPT-01

Point No Start depth(m)

End depth(m)

Thickness(m)

Relativedepth(m)

M(CPT)

(MPa)Iz Settlement

(cm)Delta P(kPa)

Second.settlement

(cm)

Overallsettlement

(cm)

:: Tabular results ::

1 0.50 0.51 0.01 0.01 30.00 23.50 1.00 0.001 0.000 0.001

2 0.51 0.52 0.01 0.01 29.98 24.36 1.00 0.001 0.000 0.001

3 0.52 0.53 0.01 0.03 29.90 25.18 1.00 0.001 0.000 0.001

4 0.53 0.54 0.01 0.04 29.73 26.05 0.99 0.001 0.000 0.001

5 0.54 0.55 0.01 0.04 29.46 26.38 0.98 0.001 0.000 0.001

6 0.55 0.56 0.01 0.06 29.06 26.98 0.97 0.001 0.000 0.001

7 0.56 0.57 0.01 0.06 28.54 27.55 0.95 0.001 0.000 0.001

8 0.57 0.58 0.01 0.07 27.90 28.22 0.93 0.001 0.000 0.001

9 0.58 0.59 0.01 0.09 27.15 28.52 0.91 0.001 0.000 0.001

10 0.59 0.60 0.01 0.10 26.32 28.68 0.88 0.001 0.000 0.001

11 0.60 0.61 0.01 0.10 25.42 28.79 0.85 0.001 0.000 0.001

12 0.61 0.62 0.01 0.12 24.48 29.00 0.82 0.001 0.000 0.001

13 0.62 0.63 0.01 0.13 23.50 29.31 0.78 0.001 0.000 0.001

14 0.63 0.64 0.01 0.14 22.51 30.13 0.75 0.001 0.000 0.001

15 0.64 0.65 0.01 0.14 21.52 31.25 0.72 0.001 0.000 0.001

16 0.65 0.66 0.01 0.15 20.54 32.61 0.68 0.001 0.000 0.001

17 0.66 0.67 0.01 0.17 19.58 33.95 0.65 0.001 0.000 0.001

18 0.67 0.68 0.01 0.17 18.65 36.60 0.62 0.001 0.000 0.001

19 0.68 0.69 0.01 0.18 17.75 39.64 0.59 0.000 0.000 0.000

20 0.69 0.70 0.01 0.20 16.88 42.75 0.56 0.000 0.000 0.000

21 0.70 0.71 0.01 0.20 16.06 44.82 0.54 0.000 0.000 0.000

22 0.71 0.72 0.01 0.21 15.27 47.19 0.51 0.000 0.000 0.000

23 0.72 0.73 0.01 0.23 14.52 49.45 0.48 0.000 0.000 0.000

24 0.73 0.74 0.01 0.23 13.82 51.57 0.46 0.000 0.000 0.000

25 0.74 0.75 0.01 0.24 13.15 53.21 0.44 0.000 0.000 0.000

26 0.75 0.76 0.01 0.26 12.51 54.67 0.42 0.000 0.000 0.000

27 0.76 0.77 0.01 0.27 11.92 56.05 0.40 0.000 0.000 0.000

28 0.77 0.78 0.01 0.28 11.35 57.56 0.38 0.000 0.000 0.000

29 0.78 0.79 0.01 0.28 10.82 60.04 0.36 0.000 0.000 0.000

30 0.79 0.80 0.01 0.29 10.32 62.74 0.34 0.000 0.000 0.000

31 0.80 0.81 0.01 0.30 9.85 66.53 0.33 0.000 0.000 0.000

32 0.81 0.82 0.01 0.32 9.41 66.90 0.31 0.000 0.000 0.000

33 0.82 0.83 0.01 0.33 8.99 67.47 0.30 0.000 0.000 0.000

34 0.83 0.84 0.01 0.34 8.59 68.05 0.29 0.000 0.000 0.000

35 0.84 0.85 0.01 0.34 8.22 68.67 0.27 0.000 0.000 0.000

36 0.85 0.86 0.01 0.35 7.87 68.82 0.26 0.000 0.000 0.000

37 0.86 0.87 0.01 0.36 7.54 68.43 0.25 0.000 0.000 0.000

38 0.87 0.88 0.01 0.38 7.23 67.65 0.24 0.000 0.000 0.000

39 0.88 0.89 0.01 0.39 6.93 66.85 0.23 0.000 0.000 0.000

40 0.89 0.90 0.01 0.40 6.65 66.14 0.22 0.000 0.000 0.000

41 0.90 0.91 0.01 0.41 6.39 65.55 0.21 0.000 0.000 0.000

42 0.91 0.92 0.01 0.41 6.14 64.99 0.20 0.000 0.000 0.000

43 0.92 0.93 0.01 0.42 5.91 64.68 0.20 0.000 0.000 0.000

44 0.93 0.94 0.01 0.43 5.68 64.60 0.19 0.000 0.000 0.000

45 0.94 0.95 0.01 0.45 5.47 64.67 0.18 0.000 0.000 0.000




End depth(m)

Thickness(m)

Relativedepth(m)

M(CPT)

(MPa)Iz Settlement

(cm)Delta P(kPa)

Second.settlement

(cm)

Overallsettlement

(cm)


46 0.95 0.96 0.01 0.46 5.27 64.69 0.18 0.000 0.000 0.000

47 0.96 0.97 0.01 0.47 5.08 64.52 0.17 0.000 0.000 0.000

48 0.97 0.98 0.01 0.47 4.90 64.24 0.16 0.000 0.000 0.000

49 0.98 0.99 0.01 0.48 4.72 63.95 0.16 0.000 0.000 0.000

50 0.99 1.00 0.01 0.49 4.56 63.59 0.15 0.000 0.000 0.000

51 1.00 1.01 0.01 0.51 4.41 63.26 0.15 0.000 0.000 0.000

52 1.01 1.02 0.01 0.52 4.26 62.99 0.14 0.000 0.000 0.000

53 1.02 1.03 0.01 0.53 4.12 62.89 0.14 0.000 0.000 0.000

54 1.03 1.04 0.01 0.54 3.98 62.85 0.13 0.000 0.000 0.000

55 1.04 1.05 0.01 0.55 3.85 62.84 0.13 0.000 0.000 0.000

Total primary settlement: 0.02Total secondary settlement: 0.00

Total calculated settlement: 0.02

AbbreviationsStart depth:End depth:Thickness:Relative depth:Iz:Delta P:Eff. stress:M(CPT):Settlement:Second. settlement:

Start depth of soil layer (penetration depth measured from ground free surface)End depth of soil layer (penetration depth measured from ground free surface)Thickness of soil layerDepth of calculation relative to footingStress influence factorFooting impossed stress:Effective stressConstrained modulus from CPTPrimary settlementSecondary settlemends due to creep








CPT: CPT-01

Location:

Bearing Capacity Plot

Footing Width (m)321

Ulti

mat

e B

eari

ng C

apac

ity (

kPa)

1 ,020

1,000

980

960940

920

900

880

860

840820

800

780

760

740

720700

680

660

640

620


Bearing Capacity calculation isperfromed based on the formula:

soiltkult qqRQ

where:Rk: Bearing capacity factorqt: Average corrected coneresistance over calculation depthqsoil: Pressure applied by soilabove footing

No B(m)

StartDepth

(m)

End Depth(m)

Ave. qt

(MPa)Soil Press.

(kPa)Ult. bearing cap. (kPa)

Rk


1 0.30 0.50 0.95 3.71 9.50 750.530.20

2 0.50 0.50 1.25 4.62 9.50 932.580.20

3 0.70 0.50 1.55 4.91 9.50 992.150.20

4 0.90 0.50 1.85 5.13 9.50 1035.430.20

5 1.10 0.50 2.15 5.01 9.50 1012.410.20

6 1.30 0.50 2.45 4.80 9.50 968.990.20

7 1.50 0.50 2.75 4.68 9.50 946.070.20

8 1.70 0.50 3.05 4.29 9.50 866.790.20

9 1.90 0.50 3.35 3.98 9.50 804.840.20

10 2.10 0.50 3.65 3.69 9.50 747.040.20

11 2.30 0.50 3.95 3.44 9.50 697.510.20

12 2.50 0.50 4.25 3.21 9.50 651.600.20

13 2.70 0.50 4.55 3.02 9.50 613.580.20

14 2.90 0.50 4.85 3.01 9.50 610.660.20

15 3.10 0.50 5.15 3.01 9.50 610.660.20

16 3.30 0.50 5.45 3.01 9.50 610.660.20

17 3.50 0.50 5.75 3.01 9.50 610.660.20

18 3.70 0.50 6.05 3.01 9.50 610.660.20

19 3.90 0.50 6.35 3.01 9.50 610.660.20








CPT: CPT-02

Location:

Cone resistance qt


Dep

th (

m)

5 .6

5 .4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


M(CPT) (MPa)106866646266

Dep

th (

m)

5 .6

5 .4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Constrained Modulus



Settlement (cm)0

Dep

th (

m)

0 .035







)log(S tzCa



zCPT

v

S




End depth(m)

Thickness(m)

Relativedepth(m)

M(CPT)

(MPa)Iz Settlement

(cm)Delta P(kPa)

Second.settlement

(cm)

Overallsettlement

(cm)


1 0.03 0.04 0.01 0.04 0.00 5.43 0.00 0.000 0.000 0.000












CPT: CPT-02

Location:



Ulti

mat

e B

eari

ng C

apac

ity (

kPa)

440

430

420

410

400

390

380

370

360

350

340

330

320

310

300

290



soiltkult qqRQ


No B(m)

StartDepth

(m)

End Depth(m)

Ave. qt

(MPa)Soil Press.


Rk


1 0.30 0.50 0.95 2.08 0.00 416.300.20

2 0.50 0.50 1.25 2.10 0.00 419.880.20

3 0.70 0.50 1.55 2.21 0.00 441.360.20

4 0.90 0.50 1.85 2.23 0.00 446.610.20

5 1.10 0.50 2.15 2.11 0.00 421.070.20

6 1.30 0.50 2.45 2.00 0.00 399.880.20

7 1.50 0.50 2.75 1.94 0.00 387.070.20

8 1.70 0.50 3.05 1.82 0.00 364.770.20

9 1.90 0.50 3.35 1.72 0.00 343.290.20

10 2.10 0.50 3.65 1.66 0.00 331.780.20

11 2.30 0.50 3.95 1.59 0.00 317.680.20

12 2.50 0.50 4.25 1.53 0.00 305.470.20

13 2.70 0.50 4.55 1.46 0.00 292.960.20

14 2.90 0.50 4.85 1.45 0.00 289.240.20

15 3.10 0.50 5.15 1.43 0.00 285.320.20

16 3.30 0.50 5.45 1.40 0.00 280.830.20

17 3.50 0.50 5.75 1.47 0.00 294.080.20

18 3.70 0.50 6.05 1.47 0.00 294.080.20

19 3.90 0.50 6.35 1.47 0.00 294.080.20








CPT: CPT-03

Location:

Cone resistance qt


Dep

th (

m)

5 .8

5 .6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


M(CPT) (MPa)1921429242

Dep

th (

m)

5 .8

5 .6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Constrained Modulus



Settlement (cm)0

Dep

th (

m)

0 .035







)log(S tzCa



zCPT

v

S




End depth(m)

Thickness(m)

Relativedepth(m)

M(CPT)

(MPa)Iz Settlement

(cm)Delta P(kPa)

Second.settlement

(cm)

Overallsettlement

(cm)


1 0.03 0.04 0.01 0.04 0.00 4.49 0.00 0.000 0.000 0.000












CPT: CPT-03

Location:



Ulti

mat

e B

eari

ng C

apac

ity (

kPa)

560

540

520

500

480

460

440

420

400

380

360

340

320

300

280



soiltkult qqRQ


No B(m)

StartDepth

(m)

End Depth(m)

Ave. qt

(MPa)Soil Press.


Rk


1 0.30 0.50 0.95 1.60 0.00 319.330.20

2 0.50 0.50 1.25 1.81 0.00 362.430.20

3 0.70 0.50 1.55 1.95 0.00 390.370.20

4 0.90 0.50 1.85 2.01 0.00 401.310.20

5 1.10 0.50 2.15 1.90 0.00 380.240.20

6 1.30 0.50 2.45 1.81 0.00 362.090.20

7 1.50 0.50 2.75 1.75 0.00 350.650.20

8 1.70 0.50 3.05 1.66 0.00 331.760.20

9 1.90 0.50 3.35 1.56 0.00 311.470.20

10 2.10 0.50 3.65 1.49 0.00 297.690.20

11 2.30 0.50 3.95 1.43 0.00 285.790.20

12 2.50 0.50 4.25 1.39 0.00 278.670.20

13 2.70 0.50 4.55 1.34 0.00 268.440.20

14 2.90 0.50 4.85 1.36 0.00 272.530.20

15 3.10 0.50 5.15 1.35 0.00 270.180.20

16 3.30 0.50 5.45 1.33 0.00 266.000.20

17 3.50 0.50 5.75 2.00 0.00 400.780.20

18 3.70 0.50 6.05 2.83 0.00 566.700.20

19 3.90 0.50 6.35 2.83 0.00 566.700.20








CPT: CPT-04

Location:

Cone resistance qt


Dep

th (

m)

5 .8

5 .6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


M(CPT) (MPa)203153103533

Dep

th (

m)

5 .8

5 .6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Constrained Modulus



Settlement (cm)0

Dep

th (

m)

0 .035







)log(S tzCa



zCPT

v

S




End depth(m)

Thickness(m)

Relativedepth(m)

M(CPT)

(MPa)Iz Settlement

(cm)Delta P(kPa)

Second.settlement

(cm)

Overallsettlement

(cm)


1 0.03 0.04 0.01 0.04 0.00 4.01 0.00 0.000 0.000 0.000












CPT: CPT-04

Location:



Ulti

mat

e B

eari

ng C

apac

ity (

kPa)

500490480470460450440430420410400390380370360350340330320310300290



soiltkult qqRQ


No B(m)

StartDepth

(m)

End Depth(m)

Ave. qt

(MPa)Soil Press.


Rk


1 0.30 0.50 0.95 1.96 0.00 391.090.20

2 0.50 0.50 1.25 2.10 0.00 419.370.20

3 0.70 0.50 1.55 2.23 0.00 446.250.20

4 0.90 0.50 1.85 2.30 0.00 459.330.20

5 1.10 0.50 2.15 2.17 0.00 433.630.20

6 1.30 0.50 2.45 2.03 0.00 406.300.20

7 1.50 0.50 2.75 1.97 0.00 393.760.20

8 1.70 0.50 3.05 1.86 0.00 372.820.20

9 1.90 0.50 3.35 1.73 0.00 345.970.20

10 2.10 0.50 3.65 1.62 0.00 324.420.20

11 2.30 0.50 3.95 1.54 0.00 308.610.20

12 2.50 0.50 4.25 1.50 0.00 300.330.20

13 2.70 0.50 4.55 1.44 0.00 288.770.20

14 2.90 0.50 4.85 1.44 0.00 287.920.20

15 3.10 0.50 5.15 1.45 0.00 289.000.20

16 3.30 0.50 5.45 1.42 0.00 284.750.20

17 3.50 0.50 5.75 1.93 0.00 386.720.20

18 3.70 0.50 6.05 2.55 0.00 509.130.20

19 3.90 0.50 6.35 2.55 0.00 509.130.20








CPT: CPT-05

Location:

Cone resistance qt


Dep

th (

m)

5

4 .8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


M(CPT) (MPa)1119171513111

Dep

th (

m)

5

4 .8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Constrained Modulus



Settlement (cm)0

Dep

th (

m)

0 .035







)log(S tzCa



zCPT

v

S




End depth(m)

Thickness(m)

Relativedepth(m)

M(CPT)

(MPa)Iz Settlement

(cm)Delta P(kPa)

Second.settlement

(cm)

Overallsettlement

(cm)


1 0.03 0.04 0.01 0.04 0.00 8.93 0.00 0.000 0.000 0.000












CPT: CPT-05

Location:



Ulti

mat

e B

eari

ng C

apac

ity (

kPa)

500

490

480

470

460

450

440

430

420

410

400

390

380

370

360

350

340



soiltkult qqRQ


No B(m)

StartDepth

(m)

End Depth(m)

Ave. qt

(MPa)Soil Press.


Rk


1 0.30 0.50 0.95 2.18 0.00 436.710.20

2 0.50 0.50 1.25 2.48 0.00 496.010.20

3 0.70 0.50 1.55 2.54 0.00 507.470.20

4 0.90 0.50 1.85 2.47 0.00 493.610.20

5 1.10 0.50 2.15 2.41 0.00 481.200.20

6 1.30 0.50 2.45 2.33 0.00 466.500.20

7 1.50 0.50 2.75 2.17 0.00 434.070.20

8 1.70 0.50 3.05 1.99 0.00 398.420.20

9 1.90 0.50 3.35 1.92 0.00 384.900.20

10 2.10 0.50 3.65 1.84 0.00 367.080.20

11 2.30 0.50 3.95 1.83 0.00 365.140.20

12 2.50 0.50 4.25 1.75 0.00 349.430.20

13 2.70 0.50 4.55 1.72 0.00 344.360.20

14 2.90 0.50 4.85 1.69 0.00 337.230.20

15 3.10 0.50 5.15 1.89 0.00 378.130.20

16 3.30 0.50 5.45 1.89 0.00 378.130.20

17 3.50 0.50 5.75 1.89 0.00 378.130.20

18 3.70 0.50 6.05 1.89 0.00 378.130.20

19 3.90 0.50 6.35 1.89 0.00 378.130.20








CPT: CPT-06

Location:

Cone resistance qt


Dep

th (

m)

4 .6

4 .4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


M(CPT) (MPa)1791297929

Dep

th (

m)

4 .6

4 .4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Constrained Modulus



Settlement (cm)0.020 .0150.010.0050

Dep

th (

m)

1 .04

1.02

1

0.98

0.96

0.94

0.92

0.9

0.88

0.86

0.84

0.82

0.8

0.78

0.76

0.74

0.72

0.7

0.68

0.66

0.64

0.62

0.6

0.58

0.56

0.54

0.52







)log(S tzCa



zCPT

v

S




End depth(m)

Thickness(m)

Relativedepth(m)

M(CPT)

(MPa)Iz Settlement

(cm)Delta P(kPa)

Second.settlement

(cm)

Overallsettlement

(cm)


1 0.50 0.51 0.01 0.01 30.00 55.42 1.00 0.001 0.000 0.001

2 0.51 0.52 0.01 0.01 29.98 55.41 1.00 0.001 0.000 0.001

3 0.52 0.53 0.01 0.03 29.90 55.66 1.00 0.001 0.000 0.001

4 0.53 0.54 0.01 0.04 29.73 55.93 0.99 0.001 0.000 0.001

5 0.54 0.55 0.01 0.04 29.46 56.42 0.98 0.001 0.000 0.001

6 0.55 0.56 0.01 0.06 29.06 56.59 0.97 0.001 0.000 0.001

7 0.56 0.57 0.01 0.06 28.54 56.56 0.95 0.001 0.000 0.001

8 0.57 0.58 0.01 0.07 27.90 56.13 0.93 0.000 0.000 0.000

9 0.58 0.59 0.01 0.09 27.15 55.91 0.91 0.000 0.000 0.000

10 0.59 0.60 0.01 0.10 26.32 55.40 0.88 0.000 0.000 0.000

11 0.60 0.61 0.01 0.10 25.42 55.21 0.85 0.000 0.000 0.000

12 0.61 0.62 0.01 0.12 24.48 54.58 0.82 0.000 0.000 0.000

13 0.62 0.63 0.01 0.13 23.50 54.04 0.78 0.000 0.000 0.000

14 0.63 0.64 0.01 0.14 22.51 53.19 0.75 0.000 0.000 0.000

15 0.64 0.65 0.01 0.14 21.52 52.50 0.72 0.000 0.000 0.000

16 0.65 0.66 0.01 0.15 20.54 52.02 0.68 0.000 0.000 0.000

17 0.66 0.67 0.01 0.17 19.58 51.85 0.65 0.000 0.000 0.000

18 0.67 0.68 0.01 0.17 18.65 51.72 0.62 0.000 0.000 0.000

19 0.68 0.69 0.01 0.18 17.75 51.31 0.59 0.000 0.000 0.000

20 0.69 0.70 0.01 0.20 16.88 50.69 0.56 0.000 0.000 0.000

21 0.70 0.71 0.01 0.20 16.06 49.86 0.54 0.000 0.000 0.000

22 0.71 0.72 0.01 0.21 15.27 49.02 0.51 0.000 0.000 0.000

23 0.72 0.73 0.01 0.23 14.52 48.06 0.48 0.000 0.000 0.000

24 0.73 0.74 0.01 0.23 13.82 47.03 0.46 0.000 0.000 0.000

25 0.74 0.75 0.01 0.24 13.15 46.07 0.44 0.000 0.000 0.000

26 0.75 0.76 0.01 0.26 12.51 45.02 0.42 0.000 0.000 0.000

27 0.76 0.77 0.01 0.27 11.92 44.04 0.40 0.000 0.000 0.000

28 0.77 0.78 0.01 0.28 11.35 43.20 0.38 0.000 0.000 0.000

29 0.78 0.79 0.01 0.28 10.82 42.71 0.36 0.000 0.000 0.000

30 0.79 0.80 0.01 0.29 10.32 42.37 0.34 0.000 0.000 0.000

31 0.80 0.81 0.01 0.30 9.85 42.03 0.33 0.000 0.000 0.000

32 0.81 0.82 0.01 0.32 9.41 41.76 0.31 0.000 0.000 0.000

33 0.82 0.83 0.01 0.33 8.99 41.60 0.30 0.000 0.000 0.000

34 0.83 0.84 0.01 0.34 8.59 41.55 0.29 0.000 0.000 0.000

35 0.84 0.85 0.01 0.34 8.22 41.46 0.27 0.000 0.000 0.000

36 0.85 0.86 0.01 0.35 7.87 41.37 0.26 0.000 0.000 0.000

37 0.86 0.87 0.01 0.36 7.54 41.35 0.25 0.000 0.000 0.000

38 0.87 0.88 0.01 0.38 7.23 41.80 0.24 0.000 0.000 0.000

39 0.88 0.89 0.01 0.39 6.93 42.31 0.23 0.000 0.000 0.000

40 0.89 0.90 0.01 0.40 6.65 42.72 0.22 0.000 0.000 0.000

41 0.90 0.91 0.01 0.41 6.39 42.68 0.21 0.000 0.000 0.000

42 0.91 0.92 0.01 0.41 6.14 42.49 0.20 0.000 0.000 0.000

43 0.92 0.93 0.01 0.42 5.91 41.79 0.20 0.000 0.000 0.000

44 0.93 0.94 0.01 0.43 5.68 40.50 0.19 0.000 0.000 0.000

45 0.94 0.95 0.01 0.45 5.47 39.19 0.18 0.000 0.000 0.000




End depth(m)

Thickness(m)

Relativedepth(m)

M(CPT)

(MPa)Iz Settlement

(cm)Delta P(kPa)

Second.settlement

(cm)

Overallsettlement

(cm)


46 0.95 0.96 0.01 0.46 5.27 38.46 0.18 0.000 0.000 0.000

47 0.96 0.97 0.01 0.47 5.08 38.31 0.17 0.000 0.000 0.000

48 0.97 0.98 0.01 0.47 4.90 38.12 0.16 0.000 0.000 0.000

49 0.98 0.99 0.01 0.48 4.72 37.81 0.16 0.000 0.000 0.000

50 0.99 1.00 0.01 0.49 4.56 37.15 0.15 0.000 0.000 0.000

51 1.00 1.01 0.01 0.51 4.41 36.31 0.15 0.000 0.000 0.000

52 1.01 1.02 0.01 0.52 4.26 35.13 0.14 0.000 0.000 0.000

53 1.02 1.03 0.01 0.53 4.12 34.18 0.14 0.000 0.000 0.000

54 1.03 1.04 0.01 0.54 3.98 33.22 0.13 0.000 0.000 0.000

55 1.04 1.05 0.01 0.55 3.85 32.68 0.13 0.000 0.000 0.000












CPT: CPT-06

Location:



Ulti

mat

e B

eari

ng C

apac

ity (

kPa)

860

840

820800

780

760740

720

700

680660

640

620600

580

560

540520

500

480460

440



soiltkult qqRQ


No B(m)

StartDepth

(m)

End Depth(m)

Ave. qt

(MPa)Soil Press.


Rk


1 0.30 0.50 0.95 4.31 0.00 861.600.20

2 0.50 0.50 1.25 4.12 0.00 824.090.20

3 0.70 0.50 1.55 3.88 0.00 775.190.20

4 0.90 0.50 1.85 3.79 0.00 758.750.20

5 1.10 0.50 2.15 3.52 0.00 703.490.20

6 1.30 0.50 2.45 3.32 0.00 663.400.20

7 1.50 0.50 2.75 3.10 0.00 620.590.20

8 1.70 0.50 3.05 2.90 0.00 579.580.20

9 1.90 0.50 3.35 2.76 0.00 551.390.20

10 2.10 0.50 3.65 2.59 0.00 518.090.20

11 2.30 0.50 3.95 2.44 0.00 487.410.20

12 2.50 0.50 4.25 2.29 0.00 457.370.20

13 2.70 0.50 4.55 2.17 0.00 433.670.20

14 2.90 0.50 4.85 2.50 0.00 500.260.20

15 3.10 0.50 5.15 2.50 0.00 500.260.20

16 3.30 0.50 5.45 2.50 0.00 500.260.20

17 3.50 0.50 5.75 2.50 0.00 500.260.20

18 3.70 0.50 6.05 2.50 0.00 500.260.20

19 3.90 0.50 6.35 2.50 0.00 500.260.20








CPT: CPT-07

Location:

Cone resistance qt


Dep

th (

m)

4 .8

4 .6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


M(CPT) (MPa)83736353433323133

Dep

th (

m)

4 .8

4 .6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Constrained Modulus



Settlement (cm)0.0150.010 .0050

Dep

th (

m)

1 .04

1.02

1

0.98

0.96

0.94

0.92

0.9

0.88

0.86

0.84

0.82

0.8

0.78

0.76

0.74

0.72

0.7

0.68

0.66

0.64

0.62

0.6

0.58

0.56

0.54

0.52







)log(S tzCa



zCPT

v

S




End depth(m)

Thickness(m)

Relativedepth(m)

M(CPT)

(MPa)Iz Settlement

(cm)Delta P(kPa)

Second.settlement

(cm)

Overallsettlement

(cm)


1 0.50 0.51 0.01 0.01 30.00 50.82 1.00 0.001 0.000 0.001

2 0.51 0.52 0.01 0.01 29.98 53.25 1.00 0.001 0.000 0.001

3 0.52 0.53 0.01 0.03 29.90 55.25 1.00 0.001 0.000 0.001

4 0.53 0.54 0.01 0.04 29.73 57.65 0.99 0.001 0.000 0.001

5 0.54 0.55 0.01 0.04 29.46 59.57 0.98 0.000 0.000 0.000

6 0.55 0.56 0.01 0.06 29.06 61.94 0.97 0.000 0.000 0.000

7 0.56 0.57 0.01 0.06 28.54 63.88 0.95 0.000 0.000 0.000

8 0.57 0.58 0.01 0.07 27.90 66.48 0.93 0.000 0.000 0.000

9 0.58 0.59 0.01 0.09 27.15 68.37 0.91 0.000 0.000 0.000

10 0.59 0.60 0.01 0.10 26.32 70.24 0.88 0.000 0.000 0.000

11 0.60 0.61 0.01 0.10 25.42 71.17 0.85 0.000 0.000 0.000

12 0.61 0.62 0.01 0.12 24.48 72.31 0.82 0.000 0.000 0.000

13 0.62 0.63 0.01 0.13 23.50 73.37 0.78 0.000 0.000 0.000

14 0.63 0.64 0.01 0.14 22.51 74.45 0.75 0.000 0.000 0.000

15 0.64 0.65 0.01 0.14 21.52 75.13 0.72 0.000 0.000 0.000

16 0.65 0.66 0.01 0.15 20.54 75.60 0.68 0.000 0.000 0.000

17 0.66 0.67 0.01 0.17 19.58 76.19 0.65 0.000 0.000 0.000

18 0.67 0.68 0.01 0.17 18.65 76.74 0.62 0.000 0.000 0.000

19 0.68 0.69 0.01 0.18 17.75 77.11 0.59 0.000 0.000 0.000

20 0.69 0.70 0.01 0.20 16.88 77.13 0.56 0.000 0.000 0.000

21 0.70 0.71 0.01 0.20 16.06 77.08 0.54 0.000 0.000 0.000

22 0.71 0.72 0.01 0.21 15.27 76.88 0.51 0.000 0.000 0.000

23 0.72 0.73 0.01 0.23 14.52 76.68 0.48 0.000 0.000 0.000

24 0.73 0.74 0.01 0.23 13.82 76.32 0.46 0.000 0.000 0.000

25 0.74 0.75 0.01 0.24 13.15 76.01 0.44 0.000 0.000 0.000

26 0.75 0.76 0.01 0.26 12.51 75.59 0.42 0.000 0.000 0.000

27 0.76 0.77 0.01 0.27 11.92 75.19 0.40 0.000 0.000 0.000

28 0.77 0.78 0.01 0.28 11.35 74.80 0.38 0.000 0.000 0.000

29 0.78 0.79 0.01 0.28 10.82 74.55 0.36 0.000 0.000 0.000

30 0.79 0.80 0.01 0.29 10.32 74.50 0.34 0.000 0.000 0.000

31 0.80 0.81 0.01 0.30 9.85 74.50 0.33 0.000 0.000 0.000

32 0.81 0.82 0.01 0.32 9.41 74.65 0.31 0.000 0.000 0.000

33 0.82 0.83 0.01 0.33 8.99 74.78 0.30 0.000 0.000 0.000

34 0.83 0.84 0.01 0.34 8.59 75.08 0.29 0.000 0.000 0.000

35 0.84 0.85 0.01 0.34 8.22 75.33 0.27 0.000 0.000 0.000

36 0.85 0.86 0.01 0.35 7.87 75.75 0.26 0.000 0.000 0.000

37 0.86 0.87 0.01 0.36 7.54 76.04 0.25 0.000 0.000 0.000

38 0.87 0.88 0.01 0.38 7.23 76.32 0.24 0.000 0.000 0.000

39 0.88 0.89 0.01 0.39 6.93 76.59 0.23 0.000 0.000 0.000

40 0.89 0.90 0.01 0.40 6.65 76.94 0.22 0.000 0.000 0.000

41 0.90 0.91 0.01 0.41 6.39 77.34 0.21 0.000 0.000 0.000

42 0.91 0.92 0.01 0.41 6.14 77.80 0.20 0.000 0.000 0.000

43 0.92 0.93 0.01 0.42 5.91 78.31 0.20 0.000 0.000 0.000

44 0.93 0.94 0.01 0.43 5.68 79.07 0.19 0.000 0.000 0.000

45 0.94 0.95 0.01 0.45 5.47 79.90 0.18 0.000 0.000 0.000




End depth(m)

Thickness(m)

Relativedepth(m)

M(CPT)

(MPa)Iz Settlement

(cm)Delta P(kPa)

Second.settlement

(cm)

Overallsettlement

(cm)


46 0.95 0.96 0.01 0.46 5.27 80.95 0.18 0.000 0.000 0.000

47 0.96 0.97 0.01 0.47 5.08 81.64 0.17 0.000 0.000 0.000

48 0.97 0.98 0.01 0.47 4.90 82.09 0.16 0.000 0.000 0.000

49 0.98 0.99 0.01 0.48 4.72 82.03 0.16 0.000 0.000 0.000

50 0.99 1.00 0.01 0.49 4.56 81.85 0.15 0.000 0.000 0.000

51 1.00 1.01 0.01 0.51 4.41 81.04 0.15 0.000 0.000 0.000

52 1.01 1.02 0.01 0.52 4.26 80.04 0.14 0.000 0.000 0.000

53 1.02 1.03 0.01 0.53 4.12 78.85 0.14 0.000 0.000 0.000

54 1.03 1.04 0.01 0.54 3.98 77.88 0.13 0.000 0.000 0.000

55 1.04 1.05 0.01 0.55 3.85 76.91 0.13 0.000 0.000 0.000












CPT: CPT-07

Location:



Ulti

mat

e B

eari

ng C

apac

ity (

kPa)

1 ,650

1,600

1,550

1,500

1,450

1,400

1,350

1,300

1,250

1,200

1,150

1,100

1,050

1,000

950

900

850

800

750



soiltkult qqRQ


No B(m)

StartDepth

(m)

End Depth(m)

Ave. qt

(MPa)Soil Press.


Rk


1 0.30 0.50 0.95 8.26 9.50 1662.430.20

2 0.50 0.50 1.25 7.75 9.50 1559.760.20

3 0.70 0.50 1.55 7.45 9.50 1500.110.20

4 0.90 0.50 1.85 7.12 9.50 1432.720.20

5 1.10 0.50 2.15 6.67 9.50 1342.940.20

6 1.30 0.50 2.45 6.20 9.50 1248.600.20

7 1.50 0.50 2.75 5.90 9.50 1189.290.20

8 1.70 0.50 3.05 5.44 9.50 1096.560.20

9 1.90 0.50 3.35 5.05 9.50 1019.460.20

10 2.10 0.50 3.65 4.70 9.50 950.200.20

11 2.30 0.50 3.95 4.40 9.50 890.380.20

12 2.50 0.50 4.25 4.11 9.50 830.600.20

13 2.70 0.50 4.55 3.87 9.50 782.620.20

14 2.90 0.50 4.85 3.70 9.50 748.800.20

15 3.10 0.50 5.15 3.70 9.50 748.800.20

16 3.30 0.50 5.45 3.70 9.50 748.800.20

17 3.50 0.50 5.75 3.70 9.50 748.800.20

18 3.70 0.50 6.05 3.70 9.50 748.800.20

19 3.90 0.50 6.35 3.70 9.50 748.800.20



APPENDIX 3: LIQUEFACTION ASSESSMENT 21

15. APPENDIX 3: LIQUEFACTION ASSESSMENT


Overall Liquefaction Potential Index report

Project title : Liquefaction Assessment - ULS

Location : 11556-103: 86 Burnett St, Ashburton

CPTU name

CPT-

01

CPT-

02

CPT-

03

CPT-

04

CPT-

05

CPT-

06

CPT-

07

LPI

valu

e

17.00

16.00

15.00

14.00

13.00

12.00

11.00

10.00

9.00

8.00

7.00

6.00

5.00

4.00

3.00

2.00

1.00

0.00

0.152

1.033 0.8081.271 1.073

5.168

2.381

LPI color schemeVery high risk

High risk

Low risk

Basic statistics

Total CPT number: 7

85.71% low risk

14.29% high risk

0.00% very high risk

CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software 1Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq


Overall vertical settlements report

Project title : Liquefaction Assessment - ULS


CPTU name

CPT-

01

CPT-

02

CPT-

03

CPT-

04

CPT-

05

CPT-

06

CPT-

07

Ver

tica

l set

tlem

ent

(cm

)

5.00

4.80

4.60

4.40

4.20

4.00

3.80

3.60

3.40

3.20

3.00

2.80

2.60

2.40

2.20

2.00

1.80

1.60

1.40

1.20

1.00

0.80

0.60

0.40

0.20

0.00

0.114

0.7450.608

0.9890.875

4.574

2.396

CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software 1Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq

L I Q U E F A C T I O N A N A L Y S I S R E P O R T

Input parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:

NCEER (1998)NCEER (1998)Based on Ic value7.500.40

G.W.T. (in-situ):G.W.T. (earthq.):Average results interval:Ic cut-off value:Unit weight calculation:

Project title : Liquefaction Assessment - ULS Location : 11556-103: 86 Burnett St, Ashburton


CPT file : CPT-01

4.10 m3.60 m32.60Based on SBT

Use fill:Fill height:Fill weight:Trans. detect. applied:Kσ applied:

NoN/AN/ANoYes

Clay like behaviorapplied:Limit depth applied:Limit depth:

Sands onlyNoN/A

Cone resistance

qt (MPa)1412108642

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Cone resistance SBTn Plot

Ic (Robertson 1990)4321

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

SBTn Plot CRR plot

CRR & CSR0.60.40.20

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cyc

lic S

tres

s R

atio

* (C

SR*)

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction

Normalized friction ratio (%)0.1 1 10

Nor

mal

ized

CPT

pen

etra

tion

res

ista

nce

1

10

100

1,000

Friction Ratio

Rf (%)1086420

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Friction Ratio

Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential

FS Plot

Factor of safety21.510.50

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loadingZone A2: Cyclic liquefaction and strength loss likely depending on loading and groundgeometryZone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softeningZone C: Cyclic liquefaction and strength loss possible depending on soil plasticity,brittleness/sensitivity, strain to peak undrained strength and ground geometry

CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:04 p.m.Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq

1


Cone resistance

qt (MPa)1412108642

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Cone resistance

C P T b a s i c i n t e r p r e t a t i o n p l o t s

Friction Ratio

Rf (%)1086420

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Friction Ratio Pore pressure

u (kPa)0-0.02-0.04

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

SBT Plot Soil Behaviour Type

SBT (Robertson et al. 1986)181614121086420

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Soil Behaviour TypeSensitive fine grained

Clay

Clay & silty clayClay

Clay & silty clay

Silty sand & sandy silt

Clay & silty clay


Clay & silty clay

Clay

Clay & silty clay

Clay

Clay

Clay & silty clay

Clay

CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:04 p.m. 2Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq

Input parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):

NCEER (1998)NCEER (1998)Based on Ic value7.500.404.10 m

Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:

3.60 m32.60Based on SBTNoN/A

Fill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:

N/ANoYesSands onlyNoN/A

SBT legend1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to

9. Very stiff fine grained


Norm. cone resistance

Qtn200150100500

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d )

Norm. friction ratio

Fr (%)1086420

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Norm. friction ratio Nom. pore pressure ratio

Bq10.80.60.40.20-0.2

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Nom. pore pressure ratio SBTn Plot


Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

SBTn Plot Norm. Soil Behaviour Type

SBTn (Robertson 1990)181614121086420

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Norm. Soil Behaviour TypeSilty sand & sandy silt

Clay & silty clay


Sand & silty sand

Sand & silty sandSilty sand & sandy siltSand & silty sand

Sand & silty sand

Silty sand & sandy siltSand & silty sand


Clay & silty clay


Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay

Clay


SBTn legend1. Sensitive fine grained

2. Organic material















Total cone resistance

qt (MPa)1412108642

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s ( i n t e r m e d i a t e r e s u l t s )

SBTn Index


Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

SBTn Index Norm. cone resistance

Qtn200150100500

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Norm. cone resistance Grain char. factor

Kc109876543210

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Grain char. factor Corrected norm. cone resistance

Qtn,cs200150100500

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Corrected norm. cone resistance









CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.

L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s

FS Plot


Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.

Liquefaction potential

LPI20151050

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Liquefaction potential Vertical settlements

Settlement (cm)0.10.080.060.040.020

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Vertical settlements Lateral displacements

Displacement (cm)0

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Lateral displacements


F.S. color scheme

Liquefaction and no liquefaction are equally likely

Unlike to liquefy

Almost certain it will not liquefy


High risk

Low risk







Very likely to liquefy

Almost certain it will liquefy



Qtn16014012010080604020

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


C h e c k f o r s t r e n g t h l o s s p l o t s ( O l s e n & S t a r k ( 2 0 0 2 ) )

Grain char. factor

Kc109876543210

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

4

3

2

1

Corrected norm. cone resistance SBTn Index


Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

SBTn Index Liquefied Su/Sig'v

Su/Sig'v0.50.40.30.20.10

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Peak Su ratioLiq. Su ratio

Liquefied Su/Sig'v














CPT file : CPT-02



NoN/AN/ANoYes


Sands onlyNoN/A

Cone resistance

qt (MPa)1412108642

Dep

th (

m)

5.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2



5.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

SBTn Plot CRR plot

CRR & CSR0.60.40.20

5.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cyc

lic S

tres

s R

atio

* (C

SR*)

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction


Nor

mal

ized

CPT

pen

etra

tion

res

ista

nce

1

10

100

1,000

Friction Ratio

Rf (%)1086420

5.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

Friction Ratio


FS Plot


5.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

0FS Plot

During earthq.



7


Cone resistance

qt (MPa)1412108642

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Cone resistance


Friction Ratio

Rf (%)1086420

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


u (kPa)0-0.01-0.02-0.03-0.04

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Soil Behaviour TypeClay

Clay & silty clay

Clay

Clay & silty clay

Silty sand & sandy siltClay & silty clay



ClayClay & silty clayClayClay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clayClay & silty clayClay & silty clayClay

Clay

Clay & silty clay










2. Organic material










Qtn200150100500

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2




Fr (%)1086420

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Bq10.80.60.40.20-0.2

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


SBTn (Robertson 1990)181614121086420

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Norm. Soil Behaviour TypeClay & silty clay

Clay & silty clay


Clay & silty clay

ClayClay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clayClay & silty clay


Clay & silty clay




2. Organic material
















qt (MPa)1412108642

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



SBTn Index


Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn200150100500

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Kc109876543210

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2










CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.


FS Plot


Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.


LPI20151050

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Settlement (cm)0.60.40.20

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

0Vertical settlements Lateral displacements

Displacement (cm)0

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



F.S. color scheme


Unlike to liquefy



High risk

Low risk











Qtn16014012010080604020

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Grain char. factor

Kc109876543210

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

5

4

3

2

1



Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Su/Sig'v0.50.40.30.20.10

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Liquefied Su/Sig'v














CPT file : CPT-03



NoN/AN/ANoYes


Sands onlyNoN/A

Cone resistance

qt (MPa)30252015105

Dep

th (

m)

5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2



5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

SBTn Plot CRR plot

CRR & CSR0.60.40.20

5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cyc

lic S

tres

s R

atio

* (C

SR*)

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction


Nor

mal

ized

CPT

pen

etra

tion

res

ista

nce

1

10

100

1,000

Friction Ratio

Rf (%)1086420

5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

Friction Ratio


FS Plot


65.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

0FS Plot

During earthq.



13


Cone resistance

qt (MPa)30252015105

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Cone resistance


Friction Ratio

Rf (%)1086420

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


u (kPa)0.040.020-0.02

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Soil Behaviour Type

Clay

Clay & silty clay


Clay & silty claySilty sand & sandy silt

Clay & silty clay


Clay


Clay

Clay & silty claySilty sand & sandy siltClay & silty clayClayClay & silty clay


Sand & silty sand









2. Organic material










Qtn200150100500

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2




Fr (%)1086420

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Bq10.80.60.40.20-0.2

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


SBTn (Robertson 1990)181614121086420

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Clay & silty clay


Clay & silty clay

Clay

Clay & silty clay


Clay & silty clay

Clay



ClayClay & silty clayClay

Sand & silty sand



2. Organic material
















qt (MPa)30252015105

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



SBTn Index


Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn200150100500

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Kc109876543210

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2










CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.


FS Plot


Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.


LPI20151050

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Settlement (cm)0.60.50.40.30.20.10

Dep

th (

m)

6

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Displacement (cm)0

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



F.S. color scheme


Unlike to liquefy



High risk

Low risk











Qtn30025020015010050

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Grain char. factor

Kc109876543210

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

5

4

3

2

1



Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Su/Sig'v0.50.40.30.20.10

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Liquefied Su/Sig'v














CPT file : CPT-04



NoN/AN/ANoYes


Sands onlyNoN/A

Cone resistance

qt (MPa)302010

Dep

th (

m)

5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2



5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

SBTn Plot CRR plot

CRR & CSR0.60.40.20

5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cyc

lic S

tres

s R

atio

* (C

SR*)

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction


Nor

mal

ized

CPT

pen

etra

tion

res

ista

nce

1

10

100

1,000

Friction Ratio

Rf (%)1086420

5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

Friction Ratio


FS Plot


5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

0FS Plot

During earthq.



19


Cone resistance

qt (MPa)30252015105

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Cone resistance


Friction Ratio

Rf (%)1086420

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


u (kPa)0.020-0.02-0.04-0.06

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Soil Behaviour Type

Clay

Clay & silty clay





Clay & silty clay

Clay & silty clay

Clay

Clay & silty clay

Clay


Clay

Clay & silty clay



Clay & silty clay


Sand & silty sand









2. Organic material










Qtn200150100500

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2




Fr (%)1086420

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Bq10.80.60.40.20-0.2

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


SBTn (Robertson 1990)181614121086420

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Norm. Soil Behaviour Type

Clay

Clay & silty clay


Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay


Clay & silty clayClayClayClay & silty claySilty sand & sandy silt

Sand & silty sandSand



2. Organic material
















qt (MPa)30252015105

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



SBTn Index


Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn200150100500

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Kc109876543210

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2










CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.


FS Plot


Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.


LPI20151050

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Settlement (cm)10.80.60.40.20

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Displacement (cm)0

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



F.S. color scheme


Unlike to liquefy



High risk

Low risk











Qtn30025020015010050

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Grain char. factor

Kc109876543210

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

5

4

3

2

1



Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Su/Sig'v0.50.40.30.20.10

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Liquefied Su/Sig'v














CPT file : CPT-05



NoN/AN/ANoYes


Sands onlyNoN/A

Cone resistance

qt (MPa)1412108642

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.21

0.8

0.6

0.4

0.2



5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.21

0.8

0.6

0.4

0.2

SBTn Plot CRR plot

CRR & CSR0.60.40.20

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.21

0.8

0.6

0.4

0.2

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cyc

lic S

tres

s R

atio

* (C

SR*)

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction


Nor

mal

ized

CPT

pen

etra

tion

res

ista

nce

1

10

100

1,000

Friction Ratio

Rf (%)1086420

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.21

0.8

0.6

0.4

0.2

Friction Ratio


FS Plot


5

4.8

4.6

4.4

4.24

3.8

3.6

3.4

3.23

2.8

2.6

2.4

2.22

1.8

1.6

1.41.2

1

0.8

0.6

0.40.2

FS Plot

During earthq.



25


Cone resistance

qt (MPa)1412108642

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Cone resistance


Friction Ratio

Rf (%)1086420

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


u (kPa)0.020.010-0.01-0.02

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Soil Behaviour TypeClay & silty claySilty sand & sandy silt

Clay & silty clay



Clay & silty clay


Clay & silty clay


Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay

Clay


Clay & silty clay










2. Organic material










Qtn200150100500

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2




Fr (%)1086420

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Bq10.80.60.40.20-0.2

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


SBTn (Robertson 1990)181614121086420

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Clay & silty clay


Clay & silty clay


Sand & silty sand


Sand & silty sand


Clay & silty clay


Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay


Clay

Clay & silty clay


Clay & silty clay




2. Organic material
















qt (MPa)1412108642

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



SBTn Index


Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn200150100500

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Kc109876543210

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2










CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.


FS Plot


Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.


LPI20151050

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Settlement (cm)0.80.60.40.20

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Displacement (cm)0

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



F.S. color scheme


Unlike to liquefy



High risk

Low risk











Qtn14012010080604020

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Grain char. factor

Kc109876543210

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

5

4

3

2

1



Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Su/Sig'v0.50.40.30.20.10

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Liquefied Su/Sig'v














CPT file : CPT-06



NoN/AN/ANoYes


Sands onlyNoN/A

Cone resistance

qt (MPa)302010

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

SBTn Plot CRR plot

CRR & CSR0.60.40.20

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cyc

lic S

tres

s R

atio

* (C

SR*)

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction


Nor

mal

ized

CPT

pen

etra

tion

res

ista

nce

1

10

100

1,000

Friction Ratio

Rf (%)1086420

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Friction Ratio


FS Plot


4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.



31


Cone resistance

qt (MPa)30252015105

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Cone resistance


Friction Ratio

Rf (%)1086420

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


u (kPa)0.020-0.02

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Clay & silty clay


Sand & silty sand



Clay & silty clay


Clay & silty clay


Clay

Clay & silty clay

Sensitive fine grained










2. Organic material










Qtn200150100500

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2




Fr (%)1086420

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Bq10.80.60.40.20-0.2

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


SBTn (Robertson 1990)181614121086420

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Sand & silty sand


Sand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy silt


Clay & silty claySilty sand & sandy siltClay & silty clay

Clay & silty clay



Clay & silty clay

Clay

Clay & silty clay




2. Organic material
















qt (MPa)30252015105

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



SBTn Index


Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn200150100500

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Kc109876543210

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2










CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.


FS Plot


Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.


LPI20151050

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Settlement (cm)43210

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Displacement (cm)0

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



F.S. color scheme


Unlike to liquefy



High risk

Low risk











Qtn300200100

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Grain char. factor

Kc109876543210

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

4

3

2

1



Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Su/Sig'v0.50.40.30.20.10

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Liquefied Su/Sig'v














CPT file : CPT-07



NoN/AN/ANoYes


Sands onlyNoN/A

Cone resistance

qt (MPa)8642

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

SBTn Plot CRR plot

CRR & CSR0.60.40.20

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cyc

lic S

tres

s R

atio

* (C

SR*)

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction


Nor

mal

ized

CPT

pen

etra

tion

res

ista

nce

1

10

100

1,000

Friction Ratio

Rf (%)1086420

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Friction Ratio


FS Plot


4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.



37


Cone resistance

qt (MPa)87654321

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Cone resistance


Friction Ratio

Rf (%)1086420

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


u (kPa)20,000,00010,000,0000

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Sand & silty sand

Sand & silty sand


Clay & silty clay


Clay & silty clay

Clay

Clay & silty clay












2. Organic material










Qtn200150100500

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2




Fr (%)1086420

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Bq10.80.60.40.20-0.2

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


SBTn (Robertson 1990)181614121086420

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Sand & silty sand

Silty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sand



Clay & silty clay


Clay & silty clay

Clay

Clay

Clay & silty claySensitive fine grained



Clay & silty clay



2. Organic material
















qt (MPa)87654321

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



SBTn Index


Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn200150100500

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Kc109876543210

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2










CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.


FS Plot


Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.


LPI20151050

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Settlement (cm)21.510.50

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Displacement (cm)0

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



F.S. color scheme


Unlike to liquefy



High risk

Low risk











Qtn14012010080604020

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Grain char. factor

Kc109876543210

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

4

3

2

1



Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Su/Sig'v0.50.40.30.20.10

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Liquefied Su/Sig'v









Overall Liquefaction Potential Index report

Project title : Liquefaction Assessment - SLS


CPTU name

CPT-

01

CPT-

02

CPT-

03

CPT-

04

CPT-

05

CPT-

06

CPT-

07

LPI

valu

e

17.00

16.00

15.00

14.00

13.00

12.00

11.00

10.00

9.00

8.00

7.00

6.00

5.00

4.00

3.00

2.00

1.00

0.000 0 0 0 0

0.947

0


High risk

Low risk

Basic statistics

Total CPT number: 7

100.00% low risk

0.00% high risk

0.00% very high risk

CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software 1Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq


Overall vertical settlements report

Project title : Liquefaction Assessment - SLS


CPTU name

CPT-

01

CPT-

02

CPT-

03

CPT-

04

CPT-

05

CPT-

06

CPT-

07

Ver

tica

l set

tlem

ent

(cm

)

3.60

3.40

3.20

3.00

2.80

2.60

2.40

2.20

2.00

1.80

1.60

1.40

1.20

1.00

0.80

0.60

0.40

0.20

0.000 0.036 0 0 0

3.221

0.776

CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software 1Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq





Project title : Liquefaction Assessment - SLS Location : 11556-103: 86 Burnett St, Ashburton


CPT file : CPT-01



NoN/AN/ANoYes


Sands onlyNoN/A

Cone resistance

qt (MPa)1412108642

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

SBTn Plot CRR plot

CRR & CSR0.60.40.20

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cyc

lic S

tres

s R

atio

* (C

SR*)

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction


Nor

mal

ized

CPT

pen

etra

tion

res

ista

nce

1

10

100

1,000

Friction Ratio

Rf (%)1086420

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Friction Ratio


FS Plot


4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.


CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:32 a.m.Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq

1


Cone resistance

qt (MPa)1412108642

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Cone resistance


Friction Ratio

Rf (%)1086420

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


u (kPa)0-0.02-0.04

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Clay


Clay & silty clay


Clay & silty clay


Clay & silty clay

Clay

Clay & silty clay

Clay

Clay

Clay & silty clay

Clay

CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:32 a.m. 2Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq








2. Organic material










Qtn200150100500

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2




Fr (%)1086420

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Bq10.80.60.40.20-0.2

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


SBTn (Robertson 1990)181614121086420

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Clay & silty clay


Sand & silty sand


Sand & silty sand



Clay & silty clay


Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay

Clay



2. Organic material
















qt (MPa)1412108642

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



SBTn Index


Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn200150100500

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Kc109876543210

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2










CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.


FS Plot


Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.


LPI20151050

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Settlement (cm)0

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Displacement (cm)0

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



F.S. color scheme


Unlike to liquefy



High risk

Low risk











Qtn16014012010080604020

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Grain char. factor

Kc109876543210

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

4

3

2

1



Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Su/Sig'v0.50.40.30.20.10

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Liquefied Su/Sig'v














CPT file : CPT-02



NoN/AN/ANoYes


Sands onlyNoN/A

Cone resistance

qt (MPa)1412108642

Dep

th (

m)

5.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2



5.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

SBTn Plot CRR plot

CRR & CSR0.60.40.20

5.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cyc

lic S

tres

s R

atio

* (C

SR*)

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction


Nor

mal

ized

CPT

pen

etra

tion

res

ista

nce

1

10

100

1,000

Friction Ratio

Rf (%)1086420

5.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

Friction Ratio


FS Plot


5.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

0FS Plot

During earthq.



7


Cone resistance

qt (MPa)1412108642

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Cone resistance


Friction Ratio

Rf (%)1086420

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


u (kPa)0-0.01-0.02-0.03-0.04

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Soil Behaviour TypeClay

Clay & silty clay

Clay

Clay & silty clay




ClayClay & silty clayClayClay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clayClay & silty clayClay & silty clayClay

Clay

Clay & silty clay










2. Organic material










Qtn200150100500

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2




Fr (%)1086420

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Bq10.80.60.40.20-0.2

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


SBTn (Robertson 1990)181614121086420

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Clay & silty clay


Clay & silty clay


Clay

Clay & silty clay

Clay

Clay & silty clay

Clay



Clay & silty clay




2. Organic material
















qt (MPa)1412108642

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



SBTn Index


Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn200150100500

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Kc109876543210

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2










CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.


FS Plot


Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.


LPI20151050

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Displacement (cm)0

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



F.S. color scheme


Unlike to liquefy



High risk

Low risk











Qtn16014012010080604020

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Grain char. factor

Kc109876543210

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

5

4

3

2

1



Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Su/Sig'v0.50.40.30.20.10

Dep

th (

m)

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Liquefied Su/Sig'v














CPT file : CPT-03



NoN/AN/ANoYes


Sands onlyNoN/A

Cone resistance

qt (MPa)30252015105

Dep

th (

m)

5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2



5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

SBTn Plot CRR plot

CRR & CSR0.60.40.20

5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cyc

lic S

tres

s R

atio

* (C

SR*)

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction


Nor

mal

ized

CPT

pen

etra

tion

res

ista

nce

1

10

100

1,000

Friction Ratio

Rf (%)1086420

5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

Friction Ratio


FS Plot


65.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

0FS Plot

During earthq.



13


Cone resistance

qt (MPa)30252015105

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Cone resistance


Friction Ratio

Rf (%)1086420

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


u (kPa)0.040.020-0.02

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Soil Behaviour Type

Clay

Clay & silty clay



Clay & silty clay


Clay


Clay

Clay & silty claySilty sand & sandy siltClay & silty clayClayClay & silty clay


Sand & silty sand









2. Organic material










Qtn200150100500

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2




Fr (%)1086420

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Bq10.80.60.40.20-0.2

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


SBTn (Robertson 1990)181614121086420

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Clay & silty clay


Clay & silty clay

Clay

Clay & silty clay


Clay & silty clay

Clay



ClayClay & silty clayClay

Sand & silty sand



2. Organic material
















qt (MPa)30252015105

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



SBTn Index


Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn200150100500

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Kc109876543210

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2










CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.


FS Plot


Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.


LPI20151050

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Settlement (cm)0

Dep

th (

m)

6

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Displacement (cm)0

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



F.S. color scheme


Unlike to liquefy



High risk

Low risk











Qtn30025020015010050

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Grain char. factor

Kc109876543210

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

5

4

3

2

1



Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Su/Sig'v0.50.40.30.20.10

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Liquefied Su/Sig'v














CPT file : CPT-04



NoN/AN/ANoYes


Sands onlyNoN/A

Cone resistance

qt (MPa)302010

Dep

th (

m)

5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2



5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

SBTn Plot CRR plot

CRR & CSR0.60.40.20

5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cyc

lic S

tres

s R

atio

* (C

SR*)

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction


Nor

mal

ized

CPT

pen

etra

tion

res

ista

nce

1

10

100

1,000

Friction Ratio

Rf (%)1086420

5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

Friction Ratio


FS Plot


5.85.65.45.2

54.84.64.44.2

43.83.63.43.2

32.82.62.42.2

21.81.61.41.2

10.80.60.40.2

0FS Plot

During earthq.



19


Cone resistance

qt (MPa)30252015105

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Cone resistance


Friction Ratio

Rf (%)1086420

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


u (kPa)0.020-0.02-0.04-0.06

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Soil Behaviour Type

Clay

Clay & silty clay





Clay & silty clay

Clay & silty clay

Clay

Clay & silty clay

Clay


Clay

Clay & silty clay



Clay & silty clay


Sand & silty sand









2. Organic material










Qtn200150100500

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2




Fr (%)1086420

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Bq10.80.60.40.20-0.2

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


SBTn (Robertson 1990)181614121086420

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Clay

Clay & silty clay


Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay


Clay & silty clayClayClayClay & silty claySilty sand & sandy silt

Sand & silty sandSand



2. Organic material
















qt (MPa)30252015105

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



SBTn Index


Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn200150100500

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Kc109876543210

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2










CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.


FS Plot


Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.


LPI20151050

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Settlement (cm)0

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Displacement (cm)0

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



F.S. color scheme


Unlike to liquefy



High risk

Low risk











Qtn30025020015010050

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Grain char. factor

Kc109876543210

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

5

4

3

2

1



Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Su/Sig'v0.50.40.30.20.10

Dep

th (

m)

5.8

5.6

5.4

5.2

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Liquefied Su/Sig'v














CPT file : CPT-05



NoN/AN/ANoYes


Sands onlyNoN/A

Cone resistance

qt (MPa)1412108642

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.21

0.8

0.6

0.4

0.2



5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.21

0.8

0.6

0.4

0.2

SBTn Plot CRR plot

CRR & CSR0.60.40.20

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.21

0.8

0.6

0.4

0.2

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cyc

lic S

tres

s R

atio

* (C

SR*)

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction


Nor

mal

ized

CPT

pen

etra

tion

res

ista

nce

1

10

100

1,000

Friction Ratio

Rf (%)1086420

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.21

0.8

0.6

0.4

0.2

Friction Ratio


FS Plot


5

4.8

4.6

4.4

4.24

3.8

3.6

3.4

3.23

2.8

2.6

2.4

2.22

1.8

1.6

1.41.2

1

0.8

0.6

0.40.2

FS Plot

During earthq.



25


Cone resistance

qt (MPa)1412108642

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Cone resistance


Friction Ratio

Rf (%)1086420

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


u (kPa)0.020.010-0.01-0.02

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Soil Behaviour TypeClay & silty claySilty sand & sandy silt

Clay & silty clay



Clay & silty clay


Clay & silty clay


Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay

Clay


Clay & silty clay










2. Organic material










Qtn200150100500

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2




Fr (%)1086420

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Bq10.80.60.40.20-0.2

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


SBTn (Robertson 1990)181614121086420

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Clay & silty clay


Clay & silty clay


Sand & silty sand


Sand & silty sand


Clay & silty clay


Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay


Clay

Clay & silty clay


Clay & silty clay




2. Organic material
















qt (MPa)1412108642

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



SBTn Index


Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn200150100500

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Kc109876543210

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2










CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.


FS Plot


Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.


LPI20151050

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Settlement (cm)0

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Displacement (cm)0

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



F.S. color scheme


Unlike to liquefy



High risk

Low risk











Qtn14012010080604020

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Grain char. factor

Kc109876543210

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

5

4

3

2

1



Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Su/Sig'v0.50.40.30.20.10

Dep

th (

m)

5

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Liquefied Su/Sig'v














CPT file : CPT-06



NoN/AN/ANoYes


Sands onlyNoN/A

Cone resistance

qt (MPa)302010

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

SBTn Plot CRR plot

CRR & CSR0.60.40.20

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cyc

lic S

tres

s R

atio

* (C

SR*)

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction


Nor

mal

ized

CPT

pen

etra

tion

res

ista

nce

1

10

100

1,000

Friction Ratio

Rf (%)1086420

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Friction Ratio


FS Plot


4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.



31


Cone resistance

qt (MPa)30252015105

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Cone resistance


Friction Ratio

Rf (%)1086420

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


u (kPa)0.020-0.02

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Clay & silty clay


Sand & silty sand



Clay & silty clay


Clay & silty clay


Clay

Clay & silty clay











2. Organic material










Qtn200150100500

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2




Fr (%)1086420

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Bq10.80.60.40.20-0.2

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


SBTn (Robertson 1990)181614121086420

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Sand & silty sand


Sand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy silt


Clay & silty claySilty sand & sandy siltClay & silty clay

Clay & silty clay



Clay & silty clay

Clay

Clay & silty clay




2. Organic material
















qt (MPa)30252015105

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



SBTn Index


Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn200150100500

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Kc109876543210

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2










CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.


FS Plot


Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.


LPI20151050

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Settlement (cm)3210

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Displacement (cm)0

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



F.S. color scheme


Unlike to liquefy



High risk

Low risk











Qtn300200100

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Grain char. factor

Kc109876543210

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

4

3

2

1



Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Su/Sig'v0.50.40.30.20.10

Dep

th (

m)

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Liquefied Su/Sig'v














CPT file : CPT-07



NoN/AN/ANoYes


Sands onlyNoN/A

Cone resistance

qt (MPa)8642

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

SBTn Plot CRR plot

CRR & CSR0.60.40.20

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.

Qtn,cs200180160140120100806040200

Cyc

lic S

tres

s R

atio

* (C

SR*)

0.6

0.5

0.4

0.3

0.2

0.1

0

Liquefaction

No Liquefaction


Nor

mal

ized

CPT

pen

etra

tion

res

ista

nce

1

10

100

1,000

Friction Ratio

Rf (%)1086420

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Friction Ratio


FS Plot


4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.



37


Cone resistance

qt (MPa)87654321

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Cone resistance


Friction Ratio

Rf (%)1086420

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


u (kPa)20,000,00010,000,0000

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Sand & silty sand

Sand & silty sand


Clay & silty clay


Clay & silty clay

Clay

Clay & silty clay












2. Organic material










Qtn200150100500

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2




Fr (%)1086420

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Bq10.80.60.40.20-0.2

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


SBTn (Robertson 1990)181614121086420

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Sand & silty sand

Silty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sand



Clay & silty clay


Clay & silty clay

Clay

Clay

Clay & silty claySensitive fine grained



Clay & silty clay



2. Organic material
















qt (MPa)87654321

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



SBTn Index


Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn200150100500

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Kc109876543210

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2










CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

CRR plot

During earthq.


FS Plot


Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2

FS Plot

During earthq.


LPI20151050

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Displacement (cm)0

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



F.S. color scheme


Unlike to liquefy



High risk

Low risk











Qtn14012010080604020

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2



Grain char. factor

Kc109876543210

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Qtn,cs200150100500

Dep

th (

m)

4

3

2

1



Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Su/Sig'v0.50.40.30.20.10

Dep

th (

m)

4.8

4.6

4.4

4.2

4

3.8

3.6

3.4

3.2

3

2.8

2.6

2.4

2.2

2

1.8

1.6

1.4

1.2

1

0.8

0.6

0.4

0.2


Liquefied Su/Sig'v








Geotechnical Report - Home - Ashburton District Council Report 86 Burnett Street, Ashburton,...

Documents

Transcript of Geotechnical Report - Home - Ashburton District Council Report 86 Burnett Street, Ashburton,...