Geotechnical Report
86 Burnett Street, Ashburton, Canterbury
For MWH Mainzeal
Consulting Engineers
16 July, 2012
Project Number: 11556-103 Claim: 3877358
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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
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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
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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.
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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
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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
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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.
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ASSESSMENT OF LIQUEFACTION 6
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:
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ASSESSMENT OF LIQUEFACTION 7
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.
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ASSESSMENT OF LIQUEFACTION 8
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.
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ASSESSMENT OF LIQUEFACTION 9
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
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ASSESSMENT OF LIQUEFACTION 10
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.
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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.
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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.
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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
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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
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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
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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.
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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
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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
11556-103-Jw-Geotech-R1-120629 Consulting Engineers
APPENDIX 1: SITE PLANS 19
13. APPENDIX 1: SITE PLANS
11556-103-Jw-Geotech-R1-120629 Consulting Engineers
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
Cumulative settlement
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
CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:53 p.m. 2Project 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 ::
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
CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:53 p.m. 3Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CPe-IT.cpt
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:
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 Plot
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
:: Tabular results ::
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
CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:53 p.m. 4Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CPe-IT.cpt
Project: Liquefaction Assessment
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
Total depth: 5.67 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-02
Location:
Cone resistance qt
Tip resistance (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 qt Constrained Modulus
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
End of PrimaryOv erall
Cumulative settlement
Settlement (cm)0
Dep
th (
m)
0 .035
Cumulative settlement
Settlements calculation according to theory of elasticity*
Caclulation properties
Footing type: RectangularFooting width: 0.00 (m)L/B: 1Footing pressure: 0.00 (kPa)Embedment depth: 0.00 (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. 5Project 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-02
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 0.03 0.04 0.01 0.04 0.00 5.43 0.00 0.000 0.000 0.000
Total primary settlement: 0.00Total secondary settlement: 0.00
Total calculated settlement: 0.00
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
CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:53 p.m. 6Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CPe-IT.cpt
Project: Liquefaction Assessment
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
Total depth: 5.67 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-02
Location:
Bearing Capacity Plot
Footing Width (m)321
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
Bearing Capacity Plot
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
:: Tabular results ::
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
CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:54 p.m. 7Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CPe-IT.cpt
Project: Liquefaction Assessment
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
Total depth: 5.97 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-03
Location:
Cone resistance qt
Tip resistance (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 qt Constrained Modulus
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
End of PrimaryOv erall
Cumulative settlement
Settlement (cm)0
Dep
th (
m)
0 .035
Cumulative settlement
Settlements calculation according to theory of elasticity*
Caclulation properties
Footing type: RectangularFooting width: 0.00 (m)L/B: 1Footing pressure: 0.00 (kPa)Embedment depth: 0.00 (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, 1:01:54 p.m. 8Project 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-03
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 0.03 0.04 0.01 0.04 0.00 4.49 0.00 0.000 0.000 0.000
Total primary settlement: 0.00Total secondary settlement: 0.00
Total calculated settlement: 0.00
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
CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:54 p.m. 9Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CPe-IT.cpt
Project: Liquefaction Assessment
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
Total depth: 5.97 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-03
Location:
Bearing Capacity Plot
Footing Width (m)321
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
Bearing Capacity Plot
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
:: Tabular results ::
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
CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:54 p.m. 10Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CPe-IT.cpt
Project: Liquefaction Assessment
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
Total depth: 5.90 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-04
Location:
Cone resistance qt
Tip resistance (MPa)302010
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 qt Constrained Modulus
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
End of PrimaryOv erall
Cumulative settlement
Settlement (cm)0
Dep
th (
m)
0 .035
Cumulative settlement
Settlements calculation according to theory of elasticity*
Caclulation properties
Footing type: RectangularFooting width: 0.00 (m)L/B: 1Footing pressure: 0.00 (kPa)Embedment depth: 0.00 (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, 1:01:54 p.m. 11Project 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-04
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 0.03 0.04 0.01 0.04 0.00 4.01 0.00 0.000 0.000 0.000
Total primary settlement: 0.00Total secondary settlement: 0.00
Total calculated settlement: 0.00
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
CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:54 p.m. 12Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CPe-IT.cpt
Project: Liquefaction Assessment
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
Total depth: 5.90 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-04
Location:
Bearing Capacity Plot
Footing Width (m)321
Ulti
mat
e B
eari
ng C
apac
ity (
kPa)
500490480470460450440430420410400390380370360350340330320310300290
Bearing Capacity Plot
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
:: Tabular results ::
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
CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:55 p.m. 13Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CPe-IT.cpt
Project: Liquefaction Assessment
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
Total depth: 5.06 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-05
Location:
Cone resistance qt
Tip resistance (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 qt Constrained Modulus
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
End of PrimaryOv erall
Cumulative settlement
Settlement (cm)0
Dep
th (
m)
0 .035
Cumulative settlement
Settlements calculation according to theory of elasticity*
Caclulation properties
Footing type: RectangularFooting width: 0.00 (m)L/B: 1Footing pressure: 0.00 (kPa)Embedment depth: 0.00 (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, 1:01:55 p.m. 14Project 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-05
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 0.03 0.04 0.01 0.04 0.00 8.93 0.00 0.000 0.000 0.000
Total primary settlement: 0.00Total secondary settlement: 0.00
Total calculated settlement: 0.00
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
CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:55 p.m. 15Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CPe-IT.cpt
Project: Liquefaction Assessment
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
Total depth: 5.06 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-05
Location:
Bearing Capacity Plot
Footing Width (m)321
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
Bearing Capacity Plot
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
:: Tabular results ::
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
CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:55 p.m. 16Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CPe-IT.cpt
Project: Liquefaction Assessment
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
Total depth: 4.75 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-06
Location:
Cone resistance qt
Tip resistance (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 qt Constrained Modulus
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
End of PrimaryOv erall
Cumulative settlement
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
Cumulative settlement
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, 1:01:55 p.m. 17Project 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-06
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 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
CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:55 p.m. 18Project 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-06
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 ::
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
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
CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:55 p.m. 19Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CPe-IT.cpt
Project: Liquefaction Assessment
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
Total depth: 4.75 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-06
Location:
Bearing Capacity Plot
Footing Width (m)321
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
Bearing Capacity Plot
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
:: Tabular results ::
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
CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:56 p.m. 20Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CPe-IT.cpt
Project: Liquefaction Assessment
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
Total depth: 4.83 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-07
Location:
Cone resistance qt
Tip resistance (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 qt Constrained Modulus
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
End of PrimaryOv erall
Cumulative settlement
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
Cumulative settlement
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, 1:01:56 p.m. 21Project 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-07
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 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
CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:56 p.m. 22Project 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-07
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 ::
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
Total primary settlement: 0.01Total secondary settlement: 0.00
Total calculated settlement: 0.01
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
CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:56 p.m. 23Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CPe-IT.cpt
Project: Liquefaction Assessment
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
Total depth: 4.83 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-07
Location:
Bearing Capacity Plot
Footing Width (m)321
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
Bearing Capacity Plot
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
:: Tabular results ::
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
CPeT-IT v.1.7.4.11 - CPTU data presentation & interpretation software - Report created on: 16/07/2012, 1:01:56 p.m. 24Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CPe-IT.cpt
11556-103-Jw-Geotech-R1-120629 Consulting Engineers
APPENDIX 3: LIQUEFACTION ASSESSMENT 21
15. APPENDIX 3: LIQUEFACTION ASSESSMENT
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
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
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
Overall vertical settlements 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
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
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
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
This software is licensed to: Cook Costello Ltd CPT name: CPT-01
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
Silty sand & sandy silt
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
This software is licensed to: Cook Costello Ltd CPT name: CPT-01
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
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
Ic (Robertson 1990)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
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
Silty sand & sandy silt
Sand & silty sand
Sand & silty sandSilty sand & sandy siltSand & silty sand
Sand & silty sand
Silty sand & sandy siltSand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty 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. 3Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
SBTn 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
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
This software is licensed to: Cook Costello Ltd CPT name: CPT-01
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
Total cone resistance
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
Ic (Robertson 1990)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
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
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:04 p.m. 4Project 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-01
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
Factor of safety21.510.50
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
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:04 p.m. 5Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
F.S. color scheme
Liquefaction and no liquefaction are equally likely
Unlike to liquefy
Almost certain it will not liquefy
LPI color schemeVery high risk
High risk
Low risk
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
Very likely to liquefy
Almost certain it will liquefy
This software is licensed to: Cook Costello Ltd CPT name: CPT-01
Norm. cone resistance
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
Norm. cone resistance
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
Grain char. factor Corrected norm. cone resistance
Qtn,cs200150100500
Dep
th (
m)
4
3
2
1
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)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
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
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:04 p.m. 6Project 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
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
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
CPT file : CPT-02
4.05 m3.55 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)
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
Cone resistance SBTn Plot
Ic (Robertson 1990)4321
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
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
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
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
Factor of safety21.510.50
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.
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
7
This software is licensed to: Cook Costello Ltd CPT name: CPT-02
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
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)
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
Friction Ratio Pore pressure
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
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)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
Soil Behaviour TypeClay
Clay & silty clay
Clay
Clay & silty clay
Silty sand & sandy siltClay & silty clay
Silty sand & sandy silt
Clay & silty clayClay
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
Silty sand & sandy silt
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:04 p.m. 8Project 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 value7.500.404.05 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.55 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-02
Norm. cone resistance
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
Norm. 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 ( n o r m a l i z e d )
Norm. friction ratio
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
Norm. friction ratio Nom. pore pressure ratio
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
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)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
SBTn Plot Norm. Soil Behaviour Type
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
Silty sand & sandy silt
Clay & silty clay
ClayClay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clayClay & silty clay
Clay & silty clayClay & silty clay
Clay & silty clay
Silty sand & sandy silt
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:04 p.m. 9Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
SBTn 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
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 value7.500.404.05 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.55 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-02
Total 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
Total cone resistance
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
Ic (Robertson 1990)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
SBTn Index Norm. cone resistance
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
Norm. cone resistance 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
Grain char. factor Corrected norm. cone resistance
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
Corrected norm. cone resistance
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:04 p.m. 10Project 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 value7.500.404.05 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.55 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-02
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.
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
Factor of safety21.510.50
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.
Liquefaction potential
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
Liquefaction potential Vertical settlements
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
Lateral displacements
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:04 p.m. 11Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
F.S. color scheme
Liquefaction and no liquefaction are equally likely
Unlike to liquefy
Almost certain it will not liquefy
LPI color schemeVery high risk
High risk
Low risk
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 value7.500.404.05 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.55 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
Very likely to liquefy
Almost certain it will liquefy
This software is licensed to: Cook Costello Ltd CPT name: CPT-02
Norm. cone resistance
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
Norm. cone resistance
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)
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 Corrected norm. cone resistance
Qtn,cs200150100500
Dep
th (
m)
5
4
3
2
1
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)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
SBTn Index Liquefied Su/Sig'v
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
Peak Su ratioLiq. Su ratio
Liquefied Su/Sig'v
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:04 p.m. 12Project 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 value7.500.404.05 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.55 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
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
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
CPT file : CPT-03
4.70 m4.20 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)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
Cone resistance SBTn Plot
Ic (Robertson 1990)4321
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
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
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
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
Factor of safety21.510.50
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.
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, 1:51:05 p.m.Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
13
This software is licensed to: Cook Costello Ltd CPT name: CPT-03
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
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)
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
Friction Ratio Pore pressure
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
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)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
Soil Behaviour Type
Clay
Clay & silty clay
Silty sand & sandy silt
Clay & silty claySilty sand & sandy silt
Clay & silty clay
ClayClay & silty clay
Clay
Clay & silty clayClay
Clay
Clay & silty claySilty sand & sandy siltClay & silty clayClayClay & silty clay
Clay & silty clayClay
Sand & silty sand
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:05 p.m. 14Project 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 value7.500.404.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-03
Norm. cone resistance
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
Norm. 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 ( n o r m a l i z e d )
Norm. friction ratio
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
Norm. friction ratio Nom. pore pressure ratio
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
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)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
SBTn Plot Norm. Soil Behaviour Type
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 TypeClay & silty clay
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty clay
ClayClay & silty clay
Clay & silty clay
Clay
Clay & silty claySilty sand & sandy silt
Clay & silty clayClay
ClayClay & silty clayClay
Sand & silty sand
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:05 p.m. 15Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
SBTn 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
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 value7.500.404.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-03
Total 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
Total cone resistance
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
Ic (Robertson 1990)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
SBTn Index Norm. cone resistance
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
Norm. cone resistance 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
Grain char. factor Corrected norm. cone resistance
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
Corrected norm. cone resistance
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:05 p.m. 16Project 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 value7.500.404.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-03
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.
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
Factor of safety21.510.50
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.
Liquefaction potential
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
Liquefaction potential Vertical settlements
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
0Vertical settlements Lateral displacements
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
Lateral displacements
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:05 p.m. 17Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
F.S. color scheme
Liquefaction and no liquefaction are equally likely
Unlike to liquefy
Almost certain it will not liquefy
LPI color schemeVery high risk
High risk
Low risk
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 value7.500.404.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
Very likely to liquefy
Almost certain it will liquefy
This software is licensed to: Cook Costello Ltd CPT name: CPT-03
Norm. cone resistance
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
Norm. cone resistance
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)
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 Corrected norm. cone resistance
Qtn,cs200150100500
Dep
th (
m)
5
4
3
2
1
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)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
SBTn Index Liquefied Su/Sig'v
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
Peak Su ratioLiq. Su ratio
Liquefied Su/Sig'v
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:05 p.m. 18Project 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 value7.500.404.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
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
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
CPT file : CPT-04
5.30 m4.80 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)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
Cone resistance SBTn Plot
Ic (Robertson 1990)4321
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
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
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
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
Factor of safety21.510.50
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.
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, 1:51:06 p.m.Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
19
This software is licensed to: Cook Costello Ltd CPT name: CPT-04
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
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)
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
Friction Ratio Pore pressure
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
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)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
Soil Behaviour Type
Clay
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy siltClay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clayClay & silty clay
Clay
Clay & silty clay
Silty sand & sandy silt
Clay & silty clayClay
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:06 p.m. 20Project 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 value7.500.405.30 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.80 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-04
Norm. cone resistance
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
Norm. 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 ( n o r m a l i z e d )
Norm. friction ratio
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
Norm. friction ratio Nom. pore pressure ratio
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
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)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
SBTn Plot Norm. Soil Behaviour Type
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
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Silty sand & sandy silt
Clay & silty clayClayClayClay & silty claySilty sand & sandy silt
Sand & silty sandSand
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:06 p.m. 21Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
SBTn 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
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 value7.500.405.30 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.80 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-04
Total 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
Total cone resistance
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
Ic (Robertson 1990)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
SBTn Index Norm. cone resistance
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
Norm. cone resistance 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
Grain char. factor Corrected norm. cone resistance
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
Corrected norm. cone resistance
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:06 p.m. 22Project 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 value7.500.405.30 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.80 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-04
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.
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
Factor of safety21.510.50
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.
Liquefaction potential
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
Liquefaction potential Vertical settlements
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
0Vertical settlements Lateral displacements
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
Lateral displacements
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:06 p.m. 23Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
F.S. color scheme
Liquefaction and no liquefaction are equally likely
Unlike to liquefy
Almost certain it will not liquefy
LPI color schemeVery high risk
High risk
Low risk
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 value7.500.405.30 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.80 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
Very likely to liquefy
Almost certain it will liquefy
This software is licensed to: Cook Costello Ltd CPT name: CPT-04
Norm. cone resistance
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
Norm. cone resistance
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)
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 Corrected norm. cone resistance
Qtn,cs200150100500
Dep
th (
m)
5
4
3
2
1
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)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
SBTn Index Liquefied Su/Sig'v
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
Peak Su ratioLiq. Su ratio
Liquefied Su/Sig'v
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:06 p.m. 24Project 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 value7.500.405.30 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.80 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
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
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
CPT file : CPT-05
4.70 m4.20 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)
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
Cone resistance SBTn Plot
Ic (Robertson 1990)4321
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
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
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
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
Factor of safety21.510.50
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.
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, 1:51:07 p.m.Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
25
This software is licensed to: Cook Costello Ltd CPT name: CPT-05
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
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)
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
Friction Ratio Pore pressure
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
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)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
Soil Behaviour TypeClay & silty claySilty sand & sandy silt
Clay & silty clay
Silty sand & sandy siltClay & silty clay
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty claySilty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:07 p.m. 26Project 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 value7.500.404.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-05
Norm. cone resistance
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
Norm. 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 ( n o r m a l i z e d )
Norm. friction ratio
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
Norm. friction ratio Nom. pore pressure ratio
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
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)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
SBTn Plot Norm. Soil Behaviour Type
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
Norm. Soil Behaviour TypeClay & silty clay
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
ClayClay & silty clay
Clay
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:07 p.m. 27Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
SBTn 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
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 value7.500.404.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-05
Total 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
Total cone resistance
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
Ic (Robertson 1990)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
SBTn Index Norm. cone resistance
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
Norm. cone resistance 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
Grain char. factor Corrected norm. cone resistance
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
Corrected norm. cone resistance
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:07 p.m. 28Project 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 value7.500.404.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-05
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.
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
Factor of safety21.510.50
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.
Liquefaction potential
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
Liquefaction potential Vertical settlements
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
0Vertical settlements Lateral displacements
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
Lateral displacements
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:07 p.m. 29Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
F.S. color scheme
Liquefaction and no liquefaction are equally likely
Unlike to liquefy
Almost certain it will not liquefy
LPI color schemeVery high risk
High risk
Low risk
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 value7.500.404.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
Very likely to liquefy
Almost certain it will liquefy
This software is licensed to: Cook Costello Ltd CPT name: CPT-05
Norm. cone resistance
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
Norm. cone resistance
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)
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 Corrected norm. cone resistance
Qtn,cs200150100500
Dep
th (
m)
5
4
3
2
1
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)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
SBTn Index Liquefied Su/Sig'v
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
Peak Su ratioLiq. Su ratio
Liquefied Su/Sig'v
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:07 p.m. 30Project 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 value7.500.404.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
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
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
CPT file : CPT-06
3.70 m3.20 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)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
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, 1:51:09 p.m.Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
31
This software is licensed to: Cook Costello Ltd CPT name: CPT-06
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
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)0.020-0.02
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
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
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sandSilty sand & sandy siltSand & silty sand
Clay & silty clay
Silty sand & sandy siltClay & silty clay
Clay & silty clay
Silty sand & sandy siltClay & silty clay
Clay
Clay & silty clay
Sensitive fine grained
Silty sand & sandy silt
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:09 p.m. 32Project 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 value7.500.403.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-06
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
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
Ic (Robertson 1990)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
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 Type
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy silt
Silty sand & sandy silt
Clay & silty claySilty sand & sandy siltClay & silty clay
Clay & silty clay
Silty sand & sandy silt
Clay & silty claySilty sand & sandy silt
Clay & silty clay
Clay
Clay & silty clay
Silty sand & sandy silt
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:09 p.m. 33Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
SBTn 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
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 value7.500.403.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-06
Total 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
Total cone resistance
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
Ic (Robertson 1990)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
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
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:09 p.m. 34Project 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 value7.500.403.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-06
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
Factor of safety21.510.50
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)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
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
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:09 p.m. 35Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
F.S. color scheme
Liquefaction and no liquefaction are equally likely
Unlike to liquefy
Almost certain it will not liquefy
LPI color schemeVery high risk
High risk
Low risk
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 value7.500.403.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.20 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
Very likely to liquefy
Almost certain it will liquefy
This software is licensed to: Cook Costello Ltd CPT name: CPT-06
Norm. cone resistance
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
Norm. cone resistance
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
Grain char. factor Corrected norm. cone resistance
Qtn,cs200150100500
Dep
th (
m)
4
3
2
1
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)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
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
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:09 p.m. 36Project 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 value7.500.403.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.20 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
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
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
CPT file : CPT-07
4.18 m3.68 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)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
Cone resistance SBTn Plot
Ic (Robertson 1990)4321
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
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
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
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
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
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
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, 1:51:11 p.m.Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
37
This software is licensed to: Cook Costello Ltd CPT name: CPT-07
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
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)
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
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)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
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)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
Soil Behaviour TypeSensitive fine grained
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty clay
Sensitive fine grained
Silty sand & sandy silt
Silty sand & sandy siltClay & silty clay
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:11 p.m. 38Project 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 value7.500.404.18 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.68 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-07
Norm. cone resistance
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
Norm. 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 ( n o r m a l i z e d )
Norm. friction ratio
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
Norm. friction ratio Nom. pore pressure ratio
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
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)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
SBTn Plot Norm. Soil Behaviour Type
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
Norm. Soil Behaviour TypeSilty sand & sandy silt
Sand & silty sand
Silty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sand
Silty sand & sandy siltSand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay
Clay & silty claySensitive fine grained
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:11 p.m. 39Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
SBTn 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
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 value7.500.404.18 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.68 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-07
Total 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
Total cone resistance
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
Ic (Robertson 1990)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
SBTn Index Norm. cone resistance
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
Norm. cone resistance 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
Grain char. factor Corrected norm. cone resistance
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
Corrected norm. cone resistance
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:11 p.m. 40Project 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 value7.500.404.18 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.68 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-07
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.
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
Factor of safety21.510.50
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
FS Plot
During earthq.
Liquefaction potential
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
Liquefaction potential Vertical settlements
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
Vertical settlements Lateral displacements
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
Lateral displacements
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:11 p.m. 41Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq ULS.clq
F.S. color scheme
Liquefaction and no liquefaction are equally likely
Unlike to liquefy
Almost certain it will not liquefy
LPI color schemeVery high risk
High risk
Low risk
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 value7.500.404.18 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.68 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
Very likely to liquefy
Almost certain it will liquefy
This software is licensed to: Cook Costello Ltd CPT name: CPT-07
Norm. cone resistance
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
Norm. cone resistance
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)
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
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
3
2
1
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)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
SBTn Index Liquefied Su/Sig'v
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
Peak Su ratioLiq. Su ratio
Liquefied Su/Sig'v
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 27/06/2012, 1:51:11 p.m. 42Project 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 value7.500.404.18 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.68 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
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
Overall Liquefaction Potential Index report
Project title : Liquefaction Assessment - SLS
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
0.000 0 0 0 0
0.947
0
LPI color schemeVery high risk
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
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
Overall vertical settlements report
Project title : Liquefaction Assessment - SLS
Location : 11556-103: 86 Burnett St, Ashburton
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
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 value7.500.10
G.W.T. (in-situ):G.W.T. (earthq.):Average results interval:Ic cut-off value:Unit weight calculation:
Project title : Liquefaction Assessment - SLS Location : 11556-103: 86 Burnett St, Ashburton
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
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: 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-01
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
Silty sand & sandy silt
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
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 value7.500.104.10 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-01
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
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
Ic (Robertson 1990)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
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
Silty sand & sandy silt
Sand & silty sand
Sand & silty sandSilty sand & sandy siltSand & silty sand
Sand & silty sand
Silty sand & sandy siltSand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty 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. 3Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
SBTn 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
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 value7.500.104.10 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-01
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
Total cone resistance
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
Ic (Robertson 1990)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
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
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:32 a.m. 4Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.104.10 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-01
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
Factor of safety21.510.50
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
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
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:32 a.m. 5Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
F.S. color scheme
Liquefaction and no liquefaction are equally likely
Unlike to liquefy
Almost certain it will not liquefy
LPI color schemeVery high risk
High risk
Low risk
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 value7.500.104.10 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
Very likely to liquefy
Almost certain it will liquefy
This software is licensed to: Cook Costello Ltd CPT name: CPT-01
Norm. cone resistance
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
Norm. cone resistance
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
Grain char. factor Corrected norm. cone resistance
Qtn,cs200150100500
Dep
th (
m)
4
3
2
1
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)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
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
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:32 a.m. 6Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.104.10 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
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 value7.500.10
G.W.T. (in-situ):G.W.T. (earthq.):Average results interval:Ic cut-off value:Unit weight calculation:
Project title : Liquefaction Assessment - SLS Location : 11556-103: 86 Burnett St, Ashburton
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
CPT file : CPT-02
4.05 m3.55 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)
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
Cone resistance SBTn Plot
Ic (Robertson 1990)4321
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
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
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
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
Factor of safety21.510.50
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.
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: 29/06/2012, 11:35:33 a.m.Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
7
This software is licensed to: Cook Costello Ltd CPT name: CPT-02
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
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)
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
Friction Ratio Pore pressure
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
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)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
Soil Behaviour TypeClay
Clay & silty clay
Clay
Clay & silty clay
Silty sand & sandy siltClay & silty clay
Silty sand & sandy silt
Clay & silty clayClay
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
Silty sand & sandy silt
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:33 a.m. 8Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.104.05 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.55 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-02
Norm. cone resistance
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
Norm. 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 ( n o r m a l i z e d )
Norm. friction ratio
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
Norm. friction ratio Nom. pore pressure ratio
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
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)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
SBTn Plot Norm. Soil Behaviour Type
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
Silty sand & sandy silt
Clay & silty clay
ClayClay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clayClay & silty clay
Clay & silty clayClay & silty clay
Clay & silty clay
Silty sand & sandy silt
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:33 a.m. 9Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
SBTn 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
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 value7.500.104.05 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.55 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-02
Total 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
Total cone resistance
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
Ic (Robertson 1990)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
SBTn Index Norm. cone resistance
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
Norm. cone resistance 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
Grain char. factor Corrected norm. cone resistance
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
Corrected norm. cone resistance
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:33 a.m. 10Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.104.05 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.55 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-02
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.
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
Factor of safety21.510.50
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.
Liquefaction potential
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
Liquefaction potential Vertical settlements
Settlement (cm)0.030.020.010
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
Lateral displacements
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:33 a.m. 11Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
F.S. color scheme
Liquefaction and no liquefaction are equally likely
Unlike to liquefy
Almost certain it will not liquefy
LPI color schemeVery high risk
High risk
Low risk
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 value7.500.104.05 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.55 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
Very likely to liquefy
Almost certain it will liquefy
This software is licensed to: Cook Costello Ltd CPT name: CPT-02
Norm. cone resistance
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
Norm. cone resistance
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)
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 Corrected norm. cone resistance
Qtn,cs200150100500
Dep
th (
m)
5
4
3
2
1
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)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
SBTn Index Liquefied Su/Sig'v
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
Peak Su ratioLiq. Su ratio
Liquefied Su/Sig'v
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:33 a.m. 12Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.104.05 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.55 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
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 value7.500.10
G.W.T. (in-situ):G.W.T. (earthq.):Average results interval:Ic cut-off value:Unit weight calculation:
Project title : Liquefaction Assessment - SLS Location : 11556-103: 86 Burnett St, Ashburton
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
CPT file : CPT-03
4.70 m4.20 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)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
Cone resistance SBTn Plot
Ic (Robertson 1990)4321
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
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
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
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
Factor of safety21.510.50
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.
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: 29/06/2012, 11:35:34 a.m.Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
13
This software is licensed to: Cook Costello Ltd CPT name: CPT-03
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
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)
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
Friction Ratio Pore pressure
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
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)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
Soil Behaviour Type
Clay
Clay & silty clay
Silty sand & sandy silt
Clay & silty claySilty sand & sandy silt
Clay & silty clay
ClayClay & silty clay
Clay
Clay & silty clayClay
Clay
Clay & silty claySilty sand & sandy siltClay & silty clayClayClay & silty clay
Clay & silty clayClay
Sand & silty sand
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:34 a.m. 14Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.104.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-03
Norm. cone resistance
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
Norm. 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 ( n o r m a l i z e d )
Norm. friction ratio
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
Norm. friction ratio Nom. pore pressure ratio
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
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)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
SBTn Plot Norm. Soil Behaviour Type
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 TypeClay & silty clay
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty clay
ClayClay & silty clay
Clay & silty clay
Clay
Clay & silty claySilty sand & sandy silt
Clay & silty clayClay
ClayClay & silty clayClay
Sand & silty sand
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:34 a.m. 15Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
SBTn 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
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 value7.500.104.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-03
Total 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
Total cone resistance
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
Ic (Robertson 1990)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
SBTn Index Norm. cone resistance
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
Norm. cone resistance 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
Grain char. factor Corrected norm. cone resistance
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
Corrected norm. cone resistance
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:34 a.m. 16Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.104.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-03
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.
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
Factor of safety21.510.50
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.
Liquefaction potential
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
Liquefaction potential Vertical settlements
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
0Vertical settlements Lateral displacements
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
Lateral displacements
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:34 a.m. 17Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
F.S. color scheme
Liquefaction and no liquefaction are equally likely
Unlike to liquefy
Almost certain it will not liquefy
LPI color schemeVery high risk
High risk
Low risk
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 value7.500.104.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
Very likely to liquefy
Almost certain it will liquefy
This software is licensed to: Cook Costello Ltd CPT name: CPT-03
Norm. cone resistance
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
Norm. cone resistance
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)
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 Corrected norm. cone resistance
Qtn,cs200150100500
Dep
th (
m)
5
4
3
2
1
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)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
SBTn Index Liquefied Su/Sig'v
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
Peak Su ratioLiq. Su ratio
Liquefied Su/Sig'v
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:34 a.m. 18Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.104.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
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 value7.500.10
G.W.T. (in-situ):G.W.T. (earthq.):Average results interval:Ic cut-off value:Unit weight calculation:
Project title : Liquefaction Assessment - SLS Location : 11556-103: 86 Burnett St, Ashburton
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
CPT file : CPT-04
5.30 m4.80 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)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
Cone resistance SBTn Plot
Ic (Robertson 1990)4321
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
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
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
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
Factor of safety21.510.50
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.
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: 29/06/2012, 11:35:36 a.m.Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
19
This software is licensed to: Cook Costello Ltd CPT name: CPT-04
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
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)
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
Friction Ratio Pore pressure
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
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)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
Soil Behaviour Type
Clay
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy siltClay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clayClay & silty clay
Clay
Clay & silty clay
Silty sand & sandy silt
Clay & silty clayClay
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:36 a.m. 20Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.105.30 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.80 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-04
Norm. cone resistance
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
Norm. 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 ( n o r m a l i z e d )
Norm. friction ratio
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
Norm. friction ratio Nom. pore pressure ratio
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
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)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
SBTn Plot Norm. Soil Behaviour Type
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
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Silty sand & sandy silt
Clay & silty clayClayClayClay & silty claySilty sand & sandy silt
Sand & silty sandSand
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:36 a.m. 21Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
SBTn 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
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 value7.500.105.30 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.80 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-04
Total 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
Total cone resistance
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
Ic (Robertson 1990)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
SBTn Index Norm. cone resistance
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
Norm. cone resistance 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
Grain char. factor Corrected norm. cone resistance
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
Corrected norm. cone resistance
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:36 a.m. 22Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.105.30 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.80 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-04
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.
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
Factor of safety21.510.50
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.
Liquefaction potential
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
Liquefaction potential Vertical settlements
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
0Vertical settlements Lateral displacements
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
Lateral displacements
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:36 a.m. 23Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
F.S. color scheme
Liquefaction and no liquefaction are equally likely
Unlike to liquefy
Almost certain it will not liquefy
LPI color schemeVery high risk
High risk
Low risk
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 value7.500.105.30 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.80 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
Very likely to liquefy
Almost certain it will liquefy
This software is licensed to: Cook Costello Ltd CPT name: CPT-04
Norm. cone resistance
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
Norm. cone resistance
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)
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 Corrected norm. cone resistance
Qtn,cs200150100500
Dep
th (
m)
5
4
3
2
1
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)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
SBTn Index Liquefied Su/Sig'v
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
Peak Su ratioLiq. Su ratio
Liquefied Su/Sig'v
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:36 a.m. 24Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.105.30 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.80 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
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 value7.500.10
G.W.T. (in-situ):G.W.T. (earthq.):Average results interval:Ic cut-off value:Unit weight calculation:
Project title : Liquefaction Assessment - SLS Location : 11556-103: 86 Burnett St, Ashburton
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
CPT file : CPT-05
4.70 m4.20 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)
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
Cone resistance SBTn Plot
Ic (Robertson 1990)4321
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
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
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
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
Factor of safety21.510.50
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.
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: 29/06/2012, 11:35:37 a.m.Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
25
This software is licensed to: Cook Costello Ltd CPT name: CPT-05
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
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)
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
Friction Ratio Pore pressure
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
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)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
Soil Behaviour TypeClay & silty claySilty sand & sandy silt
Clay & silty clay
Silty sand & sandy siltClay & silty clay
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty claySilty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:37 a.m. 26Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.104.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-05
Norm. cone resistance
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
Norm. 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 ( n o r m a l i z e d )
Norm. friction ratio
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
Norm. friction ratio Nom. pore pressure ratio
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
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)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
SBTn Plot Norm. Soil Behaviour Type
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
Norm. Soil Behaviour TypeClay & silty clay
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
ClayClay & silty clay
Clay
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:37 a.m. 27Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
SBTn 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
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 value7.500.104.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-05
Total 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
Total cone resistance
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
Ic (Robertson 1990)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
SBTn Index Norm. cone resistance
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
Norm. cone resistance 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
Grain char. factor Corrected norm. cone resistance
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
Corrected norm. cone resistance
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:37 a.m. 28Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.104.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-05
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.
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
Factor of safety21.510.50
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.
Liquefaction potential
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
Liquefaction potential Vertical settlements
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
0Vertical settlements Lateral displacements
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
Lateral displacements
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:37 a.m. 29Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
F.S. color scheme
Liquefaction and no liquefaction are equally likely
Unlike to liquefy
Almost certain it will not liquefy
LPI color schemeVery high risk
High risk
Low risk
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 value7.500.104.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
Very likely to liquefy
Almost certain it will liquefy
This software is licensed to: Cook Costello Ltd CPT name: CPT-05
Norm. cone resistance
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
Norm. cone resistance
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)
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 Corrected norm. cone resistance
Qtn,cs200150100500
Dep
th (
m)
5
4
3
2
1
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)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
SBTn Index Liquefied Su/Sig'v
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
Peak Su ratioLiq. Su ratio
Liquefied Su/Sig'v
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:37 a.m. 30Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.104.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
4.20 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
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 value7.500.10
G.W.T. (in-situ):G.W.T. (earthq.):Average results interval:Ic cut-off value:Unit weight calculation:
Project title : Liquefaction Assessment - SLS Location : 11556-103: 86 Burnett St, Ashburton
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
CPT file : CPT-06
3.70 m3.20 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)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
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: 29/06/2012, 11:35:38 a.m.Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
31
This software is licensed to: Cook Costello Ltd CPT name: CPT-06
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
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)0.020-0.02
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
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
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sandSilty sand & sandy siltSand & silty sand
Clay & silty clay
Silty sand & sandy siltClay & silty clay
Clay & silty clay
Silty sand & sandy siltClay & silty clay
Clay
Clay & silty clay
Sensitive fine grained
Silty sand & sandy silt
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:38 a.m. 32Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.103.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-06
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
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
Ic (Robertson 1990)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
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 Type
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy silt
Silty sand & sandy silt
Clay & silty claySilty sand & sandy siltClay & silty clay
Clay & silty clay
Silty sand & sandy silt
Clay & silty claySilty sand & sandy silt
Clay & silty clay
Clay
Clay & silty clay
Silty sand & sandy silt
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:38 a.m. 33Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
SBTn 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
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 value7.500.103.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-06
Total 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
Total cone resistance
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
Ic (Robertson 1990)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
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
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:38 a.m. 34Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.103.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.20 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-06
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
Factor of safety21.510.50
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)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
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
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:38 a.m. 35Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
F.S. color scheme
Liquefaction and no liquefaction are equally likely
Unlike to liquefy
Almost certain it will not liquefy
LPI color schemeVery high risk
High risk
Low risk
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 value7.500.103.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.20 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
Very likely to liquefy
Almost certain it will liquefy
This software is licensed to: Cook Costello Ltd CPT name: CPT-06
Norm. cone resistance
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
Norm. cone resistance
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
Grain char. factor Corrected norm. cone resistance
Qtn,cs200150100500
Dep
th (
m)
4
3
2
1
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)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
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
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:38 a.m. 36Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.103.70 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.20 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
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 value7.500.10
G.W.T. (in-situ):G.W.T. (earthq.):Average results interval:Ic cut-off value:Unit weight calculation:
Project title : Liquefaction Assessment - SLS Location : 11556-103: 86 Burnett St, Ashburton
Cook|CostelloConsulting EngineersChristchurchhttp://www.coco.co.nz
CPT file : CPT-07
4.18 m3.68 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)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
Cone resistance SBTn Plot
Ic (Robertson 1990)4321
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
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
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
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
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
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
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: 29/06/2012, 11:35:41 a.m.Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
37
This software is licensed to: Cook Costello Ltd CPT name: CPT-07
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
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)
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
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)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
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)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
Soil Behaviour TypeSensitive fine grained
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty clay
Sensitive fine grained
Silty sand & sandy silt
Silty sand & sandy siltClay & silty clay
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:41 a.m. 38Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.104.18 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.68 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-07
Norm. cone resistance
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
Norm. 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 ( n o r m a l i z e d )
Norm. friction ratio
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
Norm. friction ratio Nom. pore pressure ratio
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
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)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
SBTn Plot Norm. Soil Behaviour Type
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
Norm. Soil Behaviour TypeSilty sand & sandy silt
Sand & silty sand
Silty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sand
Silty sand & sandy siltSand & silty sand
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay
Clay & silty claySensitive fine grained
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:41 a.m. 39Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
SBTn 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
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 value7.500.104.18 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.68 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-07
Total 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
Total cone resistance
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
Ic (Robertson 1990)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
SBTn Index Norm. cone resistance
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
Norm. cone resistance 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
Grain char. factor Corrected norm. cone resistance
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
Corrected norm. cone resistance
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:41 a.m. 40Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.104.18 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.68 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
This software is licensed to: Cook Costello Ltd CPT name: CPT-07
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.
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
Factor of safety21.510.50
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
FS Plot
During earthq.
Liquefaction potential
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
Liquefaction potential Vertical settlements
Settlement (cm)0.60.40.20
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
Vertical settlements Lateral displacements
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
Lateral displacements
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:41 a.m. 41Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.clq
F.S. color scheme
Liquefaction and no liquefaction are equally likely
Unlike to liquefy
Almost certain it will not liquefy
LPI color schemeVery high risk
High risk
Low risk
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 value7.500.104.18 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.68 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
Very likely to liquefy
Almost certain it will liquefy
This software is licensed to: Cook Costello Ltd CPT name: CPT-07
Norm. cone resistance
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
Norm. cone resistance
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)
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
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
3
2
1
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)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
SBTn Index Liquefied Su/Sig'v
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
Peak Su ratioLiq. Su ratio
Liquefied Su/Sig'v
CLiq v.1.5.1.26 - CPT Liquefaction Assessment Software - Report created on: 29/06/2012, 11:35:41 a.m. 42Project file: C:\Users\Jordan\Documents\Cook Costello\11556\11556-103-3877358-86 Burnett Street\Calculations\11556-103 CLiq SLS.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 value7.500.104.18 m
Depth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:
3.68 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