REPORT Palmerston North City Council

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1 REPORT Palmerston North City Council North East Industrial Zone Liquefaction Assessment - Interpretive Geotechnical Report & Desk Top Ground Contamination Assessment. 71

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3 REPORT Palmerston North City Council North East Industrial Zone Liquefaction Assessment - Interpretive Geotechnical Report & Desk Top Ground Contamination Assessment. Report prepared for: Palmerston North City Council Report prepared by: Tonkin & Taylor Ltd Distribution: Palmerston North City Council Tonkin & Taylor Ltd (FILE) 1 copy (+pdf) 1 copy September 2014 T&T Ref:

4 1 Table of contents 1 Introduction 3 2 Background and site description 5 3 Liquefaction description Susceptible soils Triggering Liquefaction effects and consequences 7 4 Earthquake scenarios 8 5 Liquefaction assessment Soil profile, groundwater level and liquefaction assessment Liquefaction susceptibility Liquefaction trigger Historic events Liquefaction Vulnerability Liquefaction Severity Number (LSN) Calculated free field settlement Crust thickness Liquefaction consequences Ministry of Business Innovation and Employment Guidance (MBIE) Background Conclusion 18 6 Identified possible liquefaction mitigation measures 19 7 Desktop review of ground contamination Historic aerial photographs Palmerston North City Council Horizons Regional Council Potential for ground contamination summary and implications 23 8 District plan provisions Information requirements Assessment criteria 26 9 Applicability 27 References 28 B Liquefaction Description iii B1 Process iii B2 Susceptible Soils iii B3 Triggering iv B4 Liquefaction Effects iv B4.1 Surface Ejection of Soil and Water (Sand Boils) iv B4.2 Buoyancy v B4.3 Bearing Capacity Failure v B4.4 Lateral Spreading v B4.5 Settlement vi C1 Broad Classification of Land viii C2 Technical Categories and Foundation Solutions ix NEIZ Liquefaction Assessment - Interpretive Geotechnical Report T&T Ref

5 2 Appendix A: Appendix B: Appendix C: Appendix D: Figures Liquefaction Description Ministry of Business Innovation and Employment (MIBE) Guidance Historical Review of Ground Contamination North East Industrial Zone Liquefaction Assessment - Interpretive Geotechnical Report Job no

6 3 1 Introduction Palmerston North City Council (PNCC) has completed a boundary change with Manawatu District Council (MDC). A majority of the land included in this area now within PNCC s district will be zoned rural, however the extent of land also includes an area identified as a potential extension to the existing North East Industrial Zone (NEIZ). Refer Figure A1, Appendix A for the site extents. Tonkin & Taylor Ltd (T&T) has been engaged by PNCC to undertake an assessment of the liquefaction risk to an area identified as a potential North East Industrial Zone (NEIZ). As a part of the re-zoning process, PNCC have also asked T&T to undertake a high level desktop review of historical site activities to identify potential sources of contamination at the NEIZ site. The scope and conclusions of the liquefaction and contamination assessment work is described in two reports; 1) Factual Geotechnical Report Presenting the investigation results. (North East Industrial Zone, Liquefaction Assessment, Factual Geotechnical Investigation Report Revision 1, July 2014, ). The factual report provides the following information: Site description Purpose of Investigations Scope of Investigations Site regional geology Geological model Location plans Borehole and Cone Penetrometer Test (CPT) Logs Field and laboratory test results 2) Interpretive Geotechnical Report (this report; sections 3-6) Presents findings and conclusions based on results presented in the factual geotechnical report, including options for liquefaction mitigation. (North East Industrial Zone, Liquefaction Assessment - Interpretive Geotechnical Report & Desk Top Ground Contamination Assessment, July 2014, ) The investigation and interpretive work forming this assessment was carried out between November 2012 to March 2013, and then February 2014 to June 2014 in accordance with our proposal of 11 October In parallel with the liquefaction study, a desk top review of ground contamination has been undertaken in accordance with our proposal, dated 11 October The purpose of this investigation has been to identify current and historic activities at NEIZ site, and the potential for these activities to have resulted in ground contamination on that property. The following scope of work was undertaken to meet these objectives: Review historic aerial photographs supplied by PNCC. Review summary of file information held on the Manawatu District Council property database as inherited by PNCC. Request information on contamination incidents from Horizons Regional Council. NEIZ Liquefaction Assessment - Interpretive Geotechnical Report T&T Ref

7 4 Prepare a figure identifying location of historical activities with potential to impact the rezoning. Prepare a summary report setting out the findings. Section 7 of this report summarises our findings and comments on the potential for ground contamination at the site, which may affect the re-zoning. North East Industrial Zone Liquefaction Assessment - Interpretive Geotechnical Report Job no

8 5 2 Background and site description Refer to the Tonkin & Taylor report: North East Industrial Zone, Liquefaction Assessment, Factual Geotechnical Investigation Report, June 2014, for a full description of the site and the data collected during the geotechnical investigation. Figure A1 Site Investigation Plan in Appendix A shows the site layout and current land use. It also shows the locations of the investigations undertaken by T&T. In summary: The proposed extension to the North East Industrial is located around 4 km to the north of Palmerston North City Centre and close to Palmerston North Airport. The site is approximately 140 ha. The site extends across a number of private properties with the main land use comprising grazing for livestock. Access around the site is by sealed roads, and private driveways and farm tracks, both sealed and unsealed. Aerial photograph and LIDAR data show that the site is relatively flat lying with a number of seasonal stream channels draining to the northwest. For ease of reference, the Figures in the factual report have been duplicated in this report. Also, Table 5.1 (Section 5.1 of this report) that includes a summary of the soil profile has been reproduced from the factual report. NEIZ Liquefaction Assessment - Interpretive Geotechnical Report T&T Ref

9 6 3 Liquefaction description Appendix B includes a description of the process of liquefaction and its consequences. This section summarises the description and the associated consequences. Liquefaction is where loose soils below the groundwater level lose strength and stiffness in response to an applied cyclic force, like earthquake shaking (refer Appendix B). Liquefaction can cause damage to land, buildings and infrastructure. Only some soil types are susceptible to liquefaction and only some earthquakes are strong enough to cause liquefaction. Geotechnical investigations and analysis can be applied to estimate the likelihood and consequence of liquefaction making up the risk of liquefaction for a specific site. 3.1 Susceptible soils Liquefaction only occurs in some soils. Liquefaction susceptible soils typically have the following characteristics: In general: Non-cohesive Loose to medium dense Saturated (beneath the water table) Not very high permeability Sands and non-plastic silts are most susceptible to liquefaction Gravels can liquefy if they have a low permeability matrix or confining layers top and bottom Clays are generally too cohesive (i.e. sticky or plastic) to liquefy The distinction between silts that are liquefiable or not are described as either being: Sand-like behaviour and therefore susceptible to liquefaction Clay-like behaviour and therefore not susceptible to liquefaction Section 5.2 reports on the susceptibility to liquefaction of the North East Industrial Zone. 3.2 Triggering The intensity and duration of earthquake shaking required to cause (trigger) liquefaction of susceptible soil varies depending on the density and fines content of the soil. The likelihood (return period) of earthquake shaking to trigger liquefaction is assessed by considering: The local seismic hazard. The likelihood (return period) of earthquakes of various duration (related to magnitude) and intensity (peak ground acceleration, PGA) Field penetration test (CPT and SPT) and fines content laboratory test results for the soil, and available empirical relationships between these results and the magnitude and PGA to trigger liquefaction. Section 5.3 reports on the assessed trigger for liquefaction at the North East Industrial Zone. North East Industrial Zone Liquefaction Assessment - Interpretive Geotechnical Report Job no

10 7 3.3 Liquefaction effects and consequences There are a number of liquefaction effects and consequences that can occur during an earthquake, each of which affect buildings and infrastructure differently. These include; Surface ejection of soil and water (Sand Boils) Buoyancy effects on buried pipes, tanks, chambers and basements Reduced bearing capacity of foundations Settlement Lateral spreading Appendix B provides details of these effects and consequences. The degree to which these consequences relate to a particular site depends on the site specific ground conditions. Section 5.5 describes the specific consequences of liquefaction for the North East Industrial Zone. The risk of earthquake induced damage can be accepted, mitigated or avoided. Section 6 discusses liquefaction mitigation options for the North East Industrial Zone. NEIZ Liquefaction Assessment - Interpretive Geotechnical Report T&T Ref

11 8 4 Earthquake scenarios New Zealand Standard, NZS1170.5:2004 Structural Design Actions Part 5 Earthquake Actions, clause specifies that in order to meet the requirements of the New Zealand Building Code, design of structures is to allow for two earthquake scenarios: 1) (SLS) Serviceability limit states for earthquake loading are to avoid damage to... The structure and non-structural components that would prevent the structure from being used as originally intended without repair after the SLS1 earthquake.... 2) (ULS) Ultimate limit state for earthquake loading shall provide... Avoidance of collapse of the structural system... or loss of support to parts... damage to non-structural systems necessary for emergency building evacuation, that renders them inoperative. Table 4.1: Design earthquake scenarios Design Case Peak Ground Acceleration (PGA) (g) Magnitude (M) SLS 0.11g(1) 7.5(1) 25 N/A (Trigger) 0.15g(1) 7.5(1) g(2) 6.5(2) 50 ULS 0.43g(1) Notes: (1) Assumes Seismic Subsoil Class D and Magnitude 7.5 (2) Based on discussions with GNS Return Period (years) PGA has been assessed based on NZS1170.5: 2004 for the following: Building design life Building importance level 2 Return period factor Sub soil class Hazard factor 50 years 1.0 for 500 years, 0.35 for 50 years and 0.25 for 25 years. D (Deep Soil) 0.38 (Palmerston North) The magnitude (M) and peak ground acceleration (PGA) presented in Table 5.1 are proposed for evaluation of liquefaction potential in Palmerston North, North East Industrial Zone. These magnitudes and PGA s have been assessed on the basis of information presented in NZS and discussions with GNS. North East Industrial Zone Liquefaction Assessment - Interpretive Geotechnical Report Job no

12 9 5 Liquefaction assessment The GNS report titled Assessment of liquefaction and related ground failure hazards in Palmerston North, New Zealand, 2011, presents the conclusions of a desk top study and liquefaction assessment across Palmerston North. The GNS assessment was necessarily broad because of the limited available geotechnical data. Now that some site specific investigations have been completed in the North East Industrial Zone, a more detailed assessment of liquefaction potential and consequences is possible. The conclusions of this more detailed assessment are presented below. We have used the following key documents in this liquefaction assessment. Idriss, I.M. & Boulanger, R.W. (2008): Soil liquefaction during earthquakes, Earthquake Engineering Research Institute monograph MNO12. Ministry of Business Innovation and Employment (MIBE) Guidance: Repairing and rebuilding houses effected by the Canterbury earthquakes, December 2012, Part D Subdivisions. This is a basis of assessment of liquefaction potential for residential subdivision purposes. It comments on site investigation techniques, liquefaction assessment, land classification and advisory recommendations. Although prepared specifically for Canterbury and for residential subdivision purposes, the general principals presented are considered relevant to other regions. At this time there is no equivalent national document. New Zealand Geotechnical Society (NZGS) Guidelines for Geotechnical Earthquake Engineering Practice in New Zealand dated July This provides a basis for the assessment of liquefaction potential; Standards New Zealand. NZS1170.5:2004 Structural Design Actions Part 5 Earthquake Actions New Zealand. This is a New Zealand Standard providing procedures for the determination of earthquake actions on structures in New Zealand (earthquake hazard). Tonkin & Taylor report reference dated July 2013 entitled North East Industrial Zone, Factual Geotechnical Investigation Report; 5.1 Soil profile, groundwater level and liquefaction assessment Understanding the soil profile and groundwater level is important when assessing the site`s liquefaction hazard. The investigations show the site is typically underlain by alluvial deposits comprising beds of silt sand and clay or combinations of these materials (i.e. silty sands, sandy silts etc.). Locally, there are areas of organic silt and peat. In general, the shallow soil profile can be divided into four layers which are briefly described in Table 5.1 below. The assessed liquefaction potential is summarised by layer in the table. Groundwater level is very important when assessing the vulnerability of the land to liquefaction damage because it defines the crust thickness of non-liquefiable soils above the potentially liquefiable soils below the water table. In general terms, higher groundwater results in a thinner non liquefied crust and greater potential ground surface damage (providing the soils are susceptible to liquefaction). The ground water on the site typically falls gently from northeast to southwest. Measured ground water levels range between 0m and 7.1m below the ground surface. NEIZ Liquefaction Assessment - Interpretive Geotechnical Report T&T Ref

13 10 For the purpose of the liquefaction analysis, the site was divided into groundwater zones with inferred groundwater level ranging between 0m and 5m below the ground surface. North East Industrial Zone Liquefaction Assessment - Interpretive Geotechnical Report Job no

14 11 Table 5.1: Soil Profile and Liquefaction Potential North East Industrial Zone Soil profile taken from Factual Report Liquefaction Potential Layer Description Depth to top of layer (m) Approximate thickness (m) 2 CPT q c (MPa) SPT N Susceptibility (Refer Sections 3.1 and 5.2) Trigger (Refer Sections 3.2 and 5.3) Liquefaction potential SLS 25 year event ULS 500 year event 84 1 Topsoil overlying SILT or CLAY, along with lesser beds of sandy SILT; typically grey or grey-brown, mottled orange. 0m Range: 1.5 to 5.2m Average: 3.7m Range: 1 to 25 (typically 1 to 10) Typically: 3 Range: 4 to 23 Average: 13 Typically above ground water table therefore not susceptible 1 Sandy SILT Thin layers may be susceptible where below water table (<0.5m thick, locally <1m in NW) N/A None None year Typically 5-20% of total layer thickness Low High Silty CLAY / clayey SILT not expected to be susceptible due to high plasticity results. N/A None None 1 Ground water level measurements in standpipes were taken between November 2012 and May The average ground water level over this period is summarised on Figure A3 in Appendix A. 2 Based on CPT and SPT sample interpretation NEIZ Liquefaction Assessment - Interpretive Geotechnical Report T&T Ref

15 12 Soil profile taken from Factual Report Liquefaction Potential 2a Only present at South end of site (Refer Figure A3) SAND and SILT (or clayey SILT / silty CLAY); typically grey or bluish-grey. Range: 1.5 to 4m Average: 2.9m Range: 3.4 to 10.3m Average: 7.6m Range: 1 to 24 Typically 2 to 10 Range: 0 to 33 Average: 15 Sand and Sandy SILT susceptible Lesser beds of silt and clay not susceptible year Typically 30-50% of total layer thickness Moderate High (35-45% of layer) 85 2b Only present at North end of site (Refer Figure A3) Organic SILT, SILT and fibrous PEAT with lesser beds of silty fine SAND; typically dark grey or greyish-brown. Range: 1.5 to 4.4m Average: 3m Range: 3.4 to 18.45m+ Average: 10m+ Range: 1 to 20 Typically 2 (silt) 6 (sand) Range: 1 to 36 Average: 14 Silty SAND and loose SAND susceptible Organic SILT and PEAT not susceptible year Typically 30-60% of total layer thickness Moderate - high High 3 - Underlies Layer 1 over a majority of the site (Refer Figure A3) Predominantly finemedium SAND and silty SAND with lesser beds of silt and clay; grey, bluish-grey and brown-grey. Range: 1.5 to 5.2m Average: 3.9m Range: 2 to 8.25m Average: 4.4m Range 1 to 30 Typically 2 (silt) 5 to 10 (sand) Range: 1 to 45 Average: 20 (sand) 13 (silt) Sandy SILT / silty SAND susceptible Lesser beds of silt and clay not susceptible year Typically 30-80% of total layer thickness Low High 4 Underlies all the site Fine or medium SAND, or clayey/organic SILT; typically dark grey or bluish grey. Range: 6.2 to 13.5m Average: 8.9m Not confirmed (proved at least 3m thick) Refusal Range: 36 to 50+ Average: 50+ Not expected N/A None None North East Industrial Zone Liquefaction Assessment - Interpretive Geotechnical Report Job no

16 Liquefaction susceptibility The susceptibility of the site soils to liquefaction has been assessed using industry approved methods on the basis of CPT data, borehole data and laboratory testing. The conclusions are summarised in Table 5.1. In summary, beds within Layers 2a, 2b and 3, and to a lesser extent Layer 1, have been identified as being susceptible to liquefaction. Testing of Layer 1 and 3 (refer Table 5.1) has indicated that some beds of low plasticity silt may be susceptible to liquefaction. The majority of Layer 1 (clay beds and plastic silt beds) has been assessed to have a plasticity outside of the liquefiable range. The liquefiable beds (low plasticity silts) in this layer are typically thin, and less than 0.5m thick. A majority of Layer 1 is also above the groundwater table, and is therefore not as susceptible to liquefaction as those layers below. Within layer 3, the sands have been assessed to be susceptible to liquefaction based on the CPT and borehole data. The beds of silts and clays have been assessed to generally be outside of the liquefiable range due to their plasticity (i.e. they are too plastic to liquefy). 5.3 Liquefaction trigger Analysis has been undertaken to assess the trigger for liquefaction of susceptible soils in the NEIZ by applying the CPT results. Published methods for liquefaction assessment (Idriss & Boulanger, 2008) and settlement (Zhang, Robertson, & Brachman, 2002) were applied. Figure 5.3 presents the assessed cumulative thickness of potentially liquefiable soil (from all the layers) for various return periods of earthquake shaking in a selection of CPT`s across the site. More intense earthquake shaking (higher return period) will trigger liquefaction of more dense soils and thus result in a greater thickness of liquefaction. Figure 5.3: North East Industrial Zone Triggering Liquefied Layer Thickness Cummulative Liquefied Layer Thickness (m) Trigger PGA (g) M=7.5 CPT01 CPT02 CPT03 CPT04 CPT05 CPT06 CPT07 CPT08 CPT09 CPT10 CPT11 CPT12 CPT13 CPT14 CPT15 CPT18 CPT19 CPT20 CPT21 CPT22 CPT23 CPT24 CPT25 CPT26 CPT27 CPT28 CPT29 CPT30 CPT31 CPT32 CPT33 CPT34 CPT35 CPT36 CPT17 NEIZ Liquefaction Assessment - Interpretive Geotechnical Report T&T Ref

17 14 With reference to Figure 5.3, the potential for liquefaction and thickness of potentially liquefiable soil is relatively small for a SLS 25 year event (0.11g). However at a slightly higher level of shaking, (i.e. a 50 year event), the assessment indicates substantially more liquefaction is triggered. The trigger for liquefaction has also been assessed separately for soil layers 2a, 2b and 3 (refer Table 5.1). The trigger level for the susceptible soils in these layers were similar (i.e. a 50 year event). Figure 5.3 reports results of analysis for magnitude 7.5 events. A sensitivity analysis was undertaken to consider lower magnitude, higher peak ground acceleration events. This analysis concluded a similar return period event to trigger liquefaction (M6.5, PGA 0.18g, return period 50 years refer Table 4.1). Uncertainties in the prediction of the level of earthquake shaking (return period) which could trigger liquefaction include: Varying density (trigger level) through any soil layer Different soil and earthquake shaking characteristics limits the accuracy of the available methods of analysis. Consequently we have reported the trigger in Table 5.1 as a range (40 to 100 year). Liquefaction trigger is expected to be within this range but could be outside this range Historic events Historic, strong earthquakes affecting the Manawatu area are listed in Section 4.2 of the GNS desk top report (2011/108). In summary, within European history (i.e. in the last 150 years and after the 1855 Wairarapa earthquake when Palmerston North City was not in existence), there have been four earthquakes larger than M7.0 that could have caused MM7 intensity ground shaking that could be just strong enough to cause liquefaction. Magnitude M7.0 and felt intensity MM7 approximately relates to the trigger level proposed in Section 5.3. Of these (Napier 1931, Pahiatua 1934, Masterton June 1942 and Masterton August 1942), only one (Pahiatua) resulted in one known report of liquefaction (subsidence) occurring in the city. During the June 1942 Masterton earthquake, damage near Palmerston North was reported at Longburn where bridge approaches suffered subsidence / collapse. Otherwise there was no land damage in the city. The M6.2 earthquake that struck 15km east of Eketahuna on the 20 January 2014 resulted in typically MM5 and 6 intensities in Palmerston North. There was no reported liquefaction damage in the city. 5.4 Liquefaction Vulnerability Vulnerability is the consequences of land surface damage as a result of triggered liquefaction. We have assessed vulnerability of the NEIZ by applying the following assessment tools: Liquefaction Severity Number (LSN); Calculated Tree Field Settlement; Crust Thickness. The following sub sections describe these assessment tools and the conclusions drawn with respect to liquefaction vulnerability. North East Industrial Zone Liquefaction Assessment - Interpretive Geotechnical Report Job no

18 Liquefaction Severity Number (LSN) Liquefaction severity number (LSN) is a method of assessing the vulnerability of land to liquefaction. LSN relates CPT data to ground damage as a result of liquefaction, based on observations from the Canterbury Earthquakes 2. A higher LSN number indicates a greater level of surface ground damage as a result of liquefaction could be expected. The LSN for the site in a ULS event is typically less than 20. This indicates Little to no expression of liquefaction, minor effects to Minor expression of liquefaction, some sand boils could be expected. In localised parts of the lower lying areas to the north east, north west and south west ends of the site, and at discrete areas in the central area, the CPT analysis suggests that the ground could exhibit greater expressions of liquefaction, namely moderate expression of liquefaction, with sand boils and some structural damage (LSN = 20-30) up to severe damage, extensive evidence of liquefaction at surface, severe total and differential settlements affecting structure (LSN= 50+). Only 1 of 64 CPT`s recorded LSN values equivalent to severe damage (LSN 50+). For specific effects and consequences of liquefaction to the NEIZ site, see Table 5.5 below Calculated free field settlement Calculated free field settlements are the settlements which could be expected on flat ground which is not surcharged by buildings or other near surface load. As a consequence of liquefaction surface loads could result in higher settlements than those indicated below. The amount of free field settlements calculated across the site could be in the order of the following: a) Serviceability limit state (SLS) (25 year) earthquake: I. Central site: <10mm II. South western end of site: <10mm to 30mm (typically 10m to 20mm) III. Northern end of site: 15 to 90mm (typically 15 to 35mm) b) Ultimate limit state (ULS) (500 year) earthquake: I. Central site: 15mm to 110mm (typically 30 to 80mm) II. III. South western end of site: 50mm to 120mm (typically 85m to 95mm) Northern end of site: 30mm to 185mm (typically 45mm to 75mm) Figure A5 reports on a plan the calculated free field settlement for ULS design earthquake events. Figure A5 also relates these calculated settlements to the technical categories (TC1 to TC3) applied in Christchurch indicate lands vulnerability as a consequence of liquefaction. The technical categories are define in the MBIE guidance Guidelines for the geotechnical investigation and assessment of subdivisions in the Canterbury Region. Version 3. Dated December The calculated free field settlements indicate the site is predominantly equivalent to land performance TC2 category, with small localised areas of both TC1 and TC3. 2 van Ballegory, S., Lacrosse, V., Jacka, M. and Malan, P. (2013) LSN a new methodology for characterising the effects of liquefaction in terms of relative land damage severity. Proceedings of the the 19 th NZGS Geotechnical Symposium. Editor CY Chin. Queenstown, New Zealand. NEIZ Liquefaction Assessment - Interpretive Geotechnical Report T&T Ref

19 Crust thickness The crust is the non-liquefiable material at the surface. It is material that is above the water table, or dense or plastic enough not to liquefy. A greater crust thickness reduces the consequences of liquefaction and resulting damage at the surface to; land, services, pavements and structures. Observations from Christchurch were that where the crust thickness was greater than 3.5m, surface damage was generally not present. Where the crust thickness is less than 3.5m there can be expected to be a greater risk of, surface damage (sand boils and differential settlement). Figure A5 reports on plan the calculated crust thicknesses for ULS design earthquakes. The crust thicknesses at the NEIZ in a ULS event is typically 3m to 5m. However, at the lower lying southern and northern extremities of the site which have a shallower groundwater level, crust thickness is typically 1-2m. 5.5 Liquefaction consequences Liquefaction and associated ground damage could be expected at this site as a consequence of a year return period (0.15g M7.5) seismic event or more intense shaking. Section 3.3 and Appendix B describe the possible consequences of liquefaction. The photographs in Appendix B present severe examples of liquefaction damage where groundwater is near the surface and thickness of liquefied deposits are large (some Christchurch suburbs). The consequences for the North East Industrial Zone are expected to be significantly less than what is shown in Appendix B because: Groundwater is generally relatively deep (>3m). Soils in the top 3.5m are generally not susceptible to liquefaction due to groundwater level or the nature of these soils. They are also mainly highly plastic silts and clays. Only the thin / less frequent beds of low plasticity silt and sandy silt are assessed to be susceptible making up less than 20% of the soils below the water table and above 3.5m depth. Below 3.5m depth, only the medium dense sand or silty sand beds making up approximately 50% of the soil profile between 3.5m and 7.5m-13.5m depth are assessed to be susceptible. Liquefaction is not expected below m depth due to the density of the soils. Table 5.5 outlines the expected consequences of liquefaction for the North East Industrial Zone. These expected consequences are generalised. Any specific development proposed within the North East Industrial Zone will require specific investigation and assessment of liquefaction consequences. The following table outlines the effects and consequences of liquefaction to the NEIZ for seismic events greater than the trigger level (i.e. > year event). North East Industrial Zone Liquefaction Assessment - Interpretive Geotechnical Report Job no

20 17 Table 5.5: Specific effects and consequences of liquefaction to the NEIZ site Effects Sand Boils Buoyancy and uplift of buried pipes and manholes Bearing failure of shallow foundations and associated subsidence Free field settlement of ground surface Lateral spread Consequences to Industrial Development Generally not expected. Local sand boils possible. More widespread sand boils are possible at the south west end of the site where ground surface level is lower (ground surface close to groundwater level). Sand boils can result in ground surface damage including damage to paved surfaces. Generally not expected because pipes and manholes likely to be above the groundwater level (typically 3m depth). Could be an issue for deep pits, or other buried vessels at the south west end of the site where groundwater level is likely to be closer to the surface. Generally not expected for light timber residential type structures. Could occur in south west end of site. Likely to be an issue for more heavily loaded foundations. Refer section 5.4. Free field ground surface settlement as a consequence of liquefaction of typically 30mm to 80mm are calculated for seismic events greater than the trigger. Larger settlement could be expected where surface loads are applied such as shallow foundations. These total and differential settlements could result in damage to underground services and paved surfaces (falls on pipes and surfaces) and to buildings. Some lateral displacement toward the old watercourses which cross the site (see Figure A2) could occur as a result of severe earthquake shaking and liquefaction (>100 year return period). These total and differential lateral displacements could result in cracking of paved surfaces and damage to buildings and underground services. Any lateral displacement at greater than 50m from the watercourse is likely to be small. 5.6 Ministry of Business Innovation and Employment Guidance (MBIE) Background Calculated free field settlement has been considered in Christchurch in assessing the performance of residential land in the event of liquefaction. This method of assessment of Christchurch residential land is set out in Part D Guidelines for the investigation and assessment of subdivisions in the Canterbury region, of the MBIE guidance document entitled Repairing and rebuilding houses affected by the Canterbury earthquakes, December Based on this assessment and performance following the earthquakes, flat residential land in Christchurch has been assigned into three land performance technical categories (or TC s). At a high level, each technical category is defined by amounts of vertical settlement or lateral spreading that could be expected. Technical categories apply to Christchurch residential land. NEIZ Liquefaction Assessment - Interpretive Geotechnical Report T&T Ref

21 18 They are not directly applicable outside Christchurch, nor are they directly applicable to commercial or industrial development. However, in light of no equivalent national document being available, the guidelines provide a useful framework of general principles for the investigations and assessment of liquefaction potential. Suitably qualified geotechnical engineering practitioners could apply the frame work to other regions or other types of development using their own judgement and considering local authority requests and objectives. As such, this method is considered useful in assessing the suitability of the site for supporting light weight residential type buildings up to 2 storeys. Appendix C provides an overview of the broad classification of land (the technical categories criteria) as provided in the MBIE Guidance document stated above Conclusion The MBIE Guidance broadly classifies the NEIZ land as Technical Category 2. This implies that for residential type buildings some enhancement of foundations is required to allow for potential liquefaction. North East Industrial Zone Liquefaction Assessment - Interpretive Geotechnical Report Job no

22 19 6 Identified possible liquefaction mitigation measures The NEIZ is considered suitable for industrial development, however that development will require specific investigation, design and construction to mitigate the effects of liquefaction that have been identified in our assessment. For various items of building and infrastructure development within the NEIZ, Table 6.1 provides an outline of identified possible works to mitigate liquefaction effects and the residual risks. Table 6.1 Liquefaction Mitigation and Residual Risk for Structures in the NEIZ Item Description Mitigation Residual Risk (i.e. risks remaining after remedial works have been completed) 1 Lightly Loaded foundations (Single story residential type structures, shallow foundations less than 600mm width) 2 Heavily loaded foundations (Large shed type structures as expected in an industrial development) A foundation system similar to a Technical Category 2 type foundation as proposed for Christchurch (Refer Appendix C) is likely to be suitable. The foundation system would need to be specifically selected and designed considering: Site specific ground conditions and liquefaction potential. Loads to be supported Tolerance for the structure to differential movement. Acceptance of risk by the building owner and occupier Options include: a) Support the building and floor slab on piles founding within layer 4 (table 5.1). The floor slab is to be suspended between piles. b) Support the building on piles founding within layer 4 (Table 5.1). The floor slab is supported on subgrade. c) Concrete ground beam foundations and thickened floor slab in a continuous monolithic raft bearing on the subgrade. Differential settlement. Relevelling of the structure could be required after a liquefaction event ( year return period earthquake). The following residual risk of liquefaction damage could remain for foundation options a) to c). a) Land, hard landscaping and services beyond the building footprint (not supported on piles) would remain at risk. b) As for a) plus, provides protection to the building but not the floor slab. Differential settlement between the building foundations, floor slab and surrounding ground possible. Differential settlement of floor slab. c) As for a) plus some differential settlement and tilt possible. Likely that it could be corrected post event by compaction grouting if necessary. NEIZ Liquefaction Assessment - Interpretive Geotechnical Report T&T Ref

23 20 Pile foundation options include, driven timber, driven precast concrete and steel screw piles. The founding layer (layer 4) would need to be proved by investigation. 3 Roads, footpaths and paved surfaces 4 Piped underground services Accept risk and repair post event. Accept risk and repair post event. For services with limited tolerance to ground movement (e.g. gravity fall pipes) their routes should be specifically investigated and the services designed to mitigate effects of liquefaction. Mitigation measures could include: Provide flexible (polyethylene type) pipes with a minimum of joints. Joints to be strong. Pipes and manholes to be laid above groundwater level. All gravity fall services (stormwater and sanitary sewer) to be laid as steep as possible to provide some redundancy against differential settlement. Connections to structures on deep foundations to be detailed to allow for differential settlement. Risk of damage associated with liquefaction remains. Refer Table 5.1. Risk of damage associated with liquefaction remains. Refer Table Areas of development where lateral spread could present a risk to development, including areas within 50m of the watercourses that cross the site (See Figure A2). Specifically investigate and assess the risk of lateral spread. Where necessary implement mitigation measures. Possible mitigation measures include: Set back distances from watercourses and other free faces or slopes. No or limited development in the set back zone. Earthworks to modify the ground surface profile and remove/reduce free faces or steep slopes like watercourses. Construct strips of ground improvement or retaining structures to restrain lateral spread. Design and construct development to tolerate possible lateral spread. Tie buildings and other structures together. North East Industrial Zone Liquefaction Assessment - Interpretive Geotechnical Report Job no

24 21 7 Desktop review of ground contamination Historical information relating to the site has been collected from a variety of sources including the PNCC property database, Horizons Regional Council (HRC) HAIL Register, and historic aerial photographs. The reviewed information is summarised below. Figure 7.1 below provides a location reference system for specific activities discussed in the following sections. Figure 7.1: Grid reference system for historical activities summarised in sections below (site boundary indicated in yellow) 7.1 Historic aerial photographs Historic aerial photographs were obtained and reviewed from PNCC and Google Earth. Relevant features of the site and surrounds are summarised from each aerial photograph in Table 7.1. The aerial photographs are included as Appendix D. NEIZ Liquefaction Assessment - Interpretive Geotechnical Report T&T Ref

25 22 Table 7.1: Historic aerial photograph review Aerial Photograph (source) 1956 (PNCC) April 1961 (PNCC) March 1968 (PNCC) April 2002 (PNCC) February 2007 (Google Earth) Onsite activities Non-rectangular section with corners at H5, H8, K5, M7, M2, K1 & I3: photo indicates this part of the site was rural farm land in Two dwellings and a number of farm sheds are located within the site boundary. Rectangular section with corners at C9, E11, J3 & K5: photo indicates this part of the site was rural farm land. Three dwellings and four farm sheds are located along the southern boundary of the site. Road access to the dwellings are off the main roads. These roads are likely to be gravel sealed. Disturbed strips of ground within the site boundary are likely to be unsealed/gravelled farm tracks. Area is mostly pasture (sheep grazing) and crops. No sheep dip structures are visible in this photo. There are seven stream channels within the site boundary. Rectangular section with corners at C9, E11, J3 & K5: no significant changes Non-rectangular section with corners at I3, M7, M2 & K1: pasture and crops. There are a total of seven large buildings, surrounded by smaller building structures on this aerial photo. It is expected that some of these smaller building are likely to be farm sheds used for storage of farm chemicals. A road (currently known as Richardson Line) runs through site from J3 to K5. It is not apparent from the photo if there is access to any of the site buildings from this road. There are three stream channels visible in this section of the site. Section north of I4 to J6: Roberts Line separates the northeast and southwest parts of the site. Sealed driveways extend to all dwellings from Roberts Line. Land within triangular section with corners at K5, M7 & M4 appears tilled land, most likely for crops. Area appears to have been subdivided since Sealed driveways extend to all dwellings from Richardson Line, Roberts Line and Railway Road. The land use appears to be predominantly grazing and crops. Sheep are seen on the north eastern section of the site. Approximately 21 dwellings are located within the site boundary. Above ground tanks are noted near some the dwellings, and are most likely rainwater storage tanks. A produce garden is noted near one of the dwellings. Off-site activities Land outside of the site boundary is rural farm land. Photograph does not extend beyond this. An unnamed tributary of the Manawatu River is approximately 180m northwest of the site (at its closest point). This stream flows to the southwest. Numerous stream channels are located outside of the site boundary. The airport runway is approximately 200m south of the site. Two dwellings are located approximately 150m northeast of the site, and another dwelling is present approximately 50m south of the southern site boundary. Further north, multiple streams are seen to be feeding into the unnamed tributary of the Manawatu River. Two dwellings are located approximately 200m north of the site. The area surrounding the site is typically also rural farm land. A main road (currently known as Railway Road) runs north to south adjacent to the northeast boundary of the site. Land outside of the site boundary is rural farm land. The photo does not extend beyond this. The surrounding area is still predominantly rural however commercial and industrial activities are located 200m south (Airport) and 500m southeast (Ezibuy Distribution Centre) of the site. North East Industrial Zone Liquefaction Assessment - Interpretive Geotechnical Report Job no

26 23 Aerial Photograph (source) Onsite activities Two farm ponds are present (E8, H7). The pond present at E8 was present in Both ponds were not present on aerial photos reviewed earlier than Off-site activities March 2013 (Google Earth) Three small scale livestock loading pens are noted (J2.5, J4 & M3). A couple of stockpiles (inferred to be wood, possibly rubbish) are noted at J2.5. The area where the two stockpiles were noted at J2.5 now appear to be covered with gravel fill. Foodstuff Distribution Centre is located opposite to the site on Roberts Line road. 7.1 Palmerston North City Council File information held on the Manawatu District Council property database as inherited by PNCC was accessed on 11 October This database did not indicate any historical activities with potential to cause ground contamination on the site (refer Figure D1, Appendix D). The closest activity to the site was effluent discharge onto a property approximately 2km northeast of the site (ID 3, refer Figure D1, Appendix D). Based on the location and nature of the activity, this is not expected to have affected the NEIZ site. 7.2 Horizons Regional Council A request was made to Horizons Regional Council (HRC) for information regarding past pollution incidents or records of contamination at the site. Records are held on the Horizons Regional Council s HAIL Register, a list of properties identified as having been used for activities on the Ministry for the Environment s Hazardous Activities and Industries List. The database identifies sites where activities have occurred that have the potential to contaminate land. The record of a property in the database does not necessarily imply contamination is present. Similarly, the absence of information does not necessarily mean that the property is not contaminated. HRC staff reported that as at 2 April 2014, the site was not on the HRC HAIL register. As at 23 September 2013, HRC staff reported the following pollution incidents held on file: 25 May 2005 An incident report was filed regarding the presence of animal carcasses near a pond, of which the outlet drains through neighbour s property. Based on co-ordinate information provided by HRC staff, this incident was located onsite at D8 (refer Figure 7.1). 10 December Complaint about possible over-abstraction and contamination from truck wash. Based on co-ordinate information provided by HRC staff, this incident was located onsite at F10 (refer Figure 7.1). As at 26 September 2013, the file contained no further information on whether truck wash was confirmed to be operating. Our review of aerial photos did not indicate structures in this area. 7.3 Potential for ground contamination summary and implications This historical review has not identified evidence of ground contamination that would preclude commercial or industrial development across the proposed NEIZ. NEIZ Liquefaction Assessment - Interpretive Geotechnical Report T&T Ref

27 24 Historic and current aerial photographs indicate that the site is likely to have been used for grazing and crops and related farming activities. This use is unlikely to have resulted in significant contamination across large tracts of the area. The use of weed control sprays may have caused some contamination of surface soil, but based on our experience, the concentrations likely to be present are unlikely to preclude commercial/industrial development. Other agricultural activities may have caused hot spots of contamination, for example: Areas used to burn farm rubbish Farm rubbish disposal areas (none specifically observed on aerial photographs but potentially present) Storage of farm chemicals Livestock dips (not observed on aerial photographs but potentially present) Truck wash (not confirmed but potentially present) Further investigation would be required to identify and determine the remediation required, if any, at these hot spots, but remediation is expected to be feasible in all areas. Any further investigations should be carried out in accordance with MfE s Contaminated Land Management Guidelines. These guidelines outline the best practice that should be followed for sampling and analysis of soils on sites where hazardous substances are present or are suspected to be present. The first stage of any further investigation would involve a site specific desk study assessment. Subject to the findings of the desk study, intrusive investigations may be required, involving soil sampling, laboratory testing and interpretation of results, according to the protocols in the MfE guidelines. This work should be carried out by an experienced contaminated land professional. The National Environmental Standard for Assessing and Managing Contaminants in Soil to protect Human Health regulations (2011) provide a mechanism under which these investigations would be required, to ensure that contamination is identified and managed during development of the site (e.g., subdivision, change of use, or soil disturbance). North East Industrial Zone Liquefaction Assessment - Interpretive Geotechnical Report Job no

28 25 8 District plan provisions Based on the investigations and liquefaction assessment completed for the NEIZ, we have identified risks to future development from natural hazards, particularly liquefaction. If the area were to be rezoned as the NEIZ, in order to ensure that any future development takes these risks into consideration, a set of Information Requirements and Assessment Criteria for subdivision resource consent applications need to be followed. The Information Requirements and Assessment Criteria outlined below have been prepared by PNCC. T&T has provided a geotechnical engineering review, but have not provided any resource management expertise, as that has been provided by PNCC. 8.1 Information requirements PNCC has prepared the following Information requirements with geotechnical engineering input from T&T: (i) A report from a Chartered Professional Engineer (Practice field geotechnical) experienced in geotechnical engineering identifying geo-physical features and characteristics of the land, including potential erosion, falling debris, subsidence, slippage, inundation or presence of hazardous contaminants, and the likely risks that those features or characteristics present for the land, adjoining land, or any structure likely to be constructed on the land. Specific assessment of liquefaction is to be included. The report is to contain recommendations as to the design and construction of public roads and services that are appropriate to mitigate any characteristic or feature identified. This must include an assessment of the performance of these works in the event of liquefaction associated with 50 year and 200 year return period seismic events. To inform the assessment and report, borehole and/or CPT investigations shall be undertaken at not greater than 100m intervals along the proposed routes of public roads and services. The report must also contain any recommendations as to the design and construction of foundations, cuts, fills and retaining structures that are appropriate to mitigate any characteristic or feature identified. Accompanying the report should be a certificate from the Chartered Professional Engineer confirming that the analysis undertaken is in accordance with professional standards, appropriate to the risks identified and of sufficient quality in order to be relied upon as a comprehensive hazards assessment. A copy of any site investigations including bore logs / CPT records must accompany the report. (ii) A report from a hydraulic engineer identifying the characteristics of the land including potential avulsion or inundation and the likely risks that those features or characteristics present for the land and its future use. This report must also contain any recommendation as to the location, design and construction of foundations that are appropriate to mitigate any characteristic or feature identified. A copy of any site investigations including bore logs must accompany the report. The rationale in developing the geotechnical engineering aspects of the above Information Requirements are as follows: A specific assessment of liquefaction is stated because liquefaction is an identified hazard for this site. NEIZ Liquefaction Assessment - Interpretive Geotechnical Report T&T Ref

29 26 A reference to public roads and services is stated because these will be the responsibility of PNCC and so the future risk to PNCC needs to be understood and where considered necessary, mitigated. 50 year and 200 year return period seismic events are specified because unlike buildings (structures), there are no specific seismic design requirements for roads and services. 50 year return period seismic events relates to trigger for liquefaction at this site, and 200 year return period seismic events to the level of shaking which could be expected to result in liquefaction of most liquefaction prone soils at the site. CPT investigations shall be undertaken at not greater than 100m intervals is included to promote that an appropriate level of investigations are undertaken. This level of investigation is consistent with MIBE document for Canterbury subdivisions. Following the subsequent paragraph relating to foundations, no specific design cases are proposed because this is covered by the Building Code. The Building Code considers 25 year (no damage) and 500 year (life safety, avoid collapse, may not be repairable etc.). PNCC could consider including in the Information requirements and Assessment criteria assessment / mitigation for an intermediate seismic event (100 year) with the aim of the development being repairable and/or operational after such event. This would be beyond current Building Code requirements. We have included cuts, fills and retaining structures in the Information Requirements for completeness. 8.2 Assessment criteria PNCC has proposed the following assessment criteria for Natural Hazards. Natural Hazards (i) (ii) (iii) (iv) (v) The extent to which natural hazard risks are identified and the effects are avoided or mitigated. The extent to which subdivision considers and implements the findings of the applicants geotechnical report to address land stability issues and identified mitigation measures. The effect any earthworks will have on natural hazard risk and/or land stability, including effects on overland flow paths, and sedimentation. The extent to which flood avoidance or mitigation is provided to ensure the protection of development in a 0.5% Annual Exceedance Probability flood event. The extent to which stormwater management is provided onsite to ensure the protection of development in a 0.5% Annual Exceedance Probability stormwater event. From a geotechnical engineering perspective T&T notes that this criteria is general rather than specific, offering PNCC flexibility in assessment, but with lack of clarity of intent. More specific assessment criteria could include: Public roads and services are to be designed and constructed such that following a 50 year seismic event they remain serviceable and any repairs required are minor and following a 200 year event they are economically repairable. North East Industrial Zone Liquefaction Assessment - Interpretive Geotechnical Report Job no

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31 28 References Beetham, R.D.; Begg, J.G.; Barker, P.; Levick, S.; Beetham, J Assessment of liquefaction and related ground failure hazards in Palmerston North, New Zealand, GNS Science Consultancy Report CR 2011/ p. Idriss, I. M., & Boulanger, R. W. (2008). Soil Liquefaction During Earthquakes. MNO-12, Earthquake Engineering Research Institute, 242p. MBIE Guidance: Repairing and rebuilding houses affected by the Canterbury earthquakes, December 2012 NZGS Geotechnical Earthquake Engineering Practice. Module 1. Guidelines for the Identification, Assessment and Mitigation of Liquefaction Hazards, July Standards New Zealand (2004). Structural Design Actions Part 5 Earthquake Actions New Zealand. New Zealand Standard NZS1170.5:2004 Standards New Zealand (2011) NZS3604:2011, Timber Framed Buildings, Standards New Zealand Tonkin & Taylor Ltd Palmerston North City Council City North East Industrial Area Liquefaction Assessment Factual Geotechnical Investigation Report, April 2012 Zhang, G., Robertson, P. K., & Brachman, R. W. I. (2002). Estimating liquefaction-induced ground settlement from CPT for level ground. Canadian Geotechnical Journal, 39, pp. North East Industrial Zone Liquefaction Assessment - Interpretive Geotechnical Report Job no

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38 Appendix B: Liquefaction Description 108

39 B Liquefaction Description Liquefaction is where loose soils below the groundwater level lose strength and stiffness in response to an applied cyclic force, like earthquake shaking. Liquefaction can cause damage to land, buildings and infrastructure. Only some soil types are susceptible to liquefaction and only some earthquakes are strong enough to cause liquefaction. Geotechnical investigations and assessment can estimate the likelihood and consequence making up the risk of liquefaction for a specific site. B1 Process The process of liquefaction is described by Figure B1 and the commentary below. Figure B1: Process of liquefaction Figure B1: Liquefaction process During Shaking The support of the overlying ground is transferred from the soil grains to the water between the soil grains. The result is a large increase in water pressure and a loss of soil shear strength (i.e. it becomes like a viscous liquid). After Shaking The high water pressures result in water and soil escaping to the surface as sand boils (See Section B4.1). The soil grains re-orientate into a denser configuration. This densification in conjunction with the expulsion of soil and water to the surface, results in settlement. B2 Susceptible Soils Liquefaction only occurs in some soil. Liquefaction susceptible soils are typically: Non-cohesive Loose to medium dense Saturated (beneath the water table) Not very high permeability In general: Sands and non-plastic silts are most susceptible to liquefaction Gravels can liquefy if they have a low permeability matrix or confining layers top and bottom 109

40 Clays are too cohesive to liquefy The distinction between silts that are liquefiable or not are described as either being: Sand-like behaviour and therefore susceptible to liquefaction Clay-like behaviour and therefore not susceptible to liquefaction The NZ Geotechnical Society Guideline for the identification, assessment and mitigation of liquefaction hazards (NZGS, 2010) provides further criteria for the assessment of liquefaction susceptible soils. Particular guidance is provided for fine grained soils (silts etc.). B3 Triggering The intensity and duration of earthquake shaking required to cause (trigger) liquefaction of susceptible soil (Refer Section A1.2) varies depending on the density and fines content of the soil. The likelihood (return period) of earthquake shaking to trigger liquefaction is assessed by considering: B4 The local seismic hazard. The likelihood (return period) of earthquakes of various duration (magnitude) and intensity ( peak ground acceleration, PGA) Field penetration test (CPT and SPT) and fines content results for the soil, and available empirical relationships between these results and the magnitude and PGA to trigger liquefaction. Liquefaction Effects There is a number of liquefaction effects each of which affect buildings and infrastructure differently. The risk of earthquake induced damage can be accepted, mitigated or avoided. B4.1 Surface Ejection of Soil and Water (Sand Boils) Liquefied soils often release their water pressures to the surface. This is particularly evident where the crust of non-liquefied soil is relatively thin. This can result in water and soil being ejected to the surface. These are observed as sand boils or mini volcanos. This flow of water and soil to the surface can damage floor slabs, pavements and services. Of the effects of liquefaction sand boils is typically the most damaging to residential developments. It results in; uneven subsidence of the ground surface, and damage to buildings, paved surfaces and infrastructure. Figure B2: Surface ejection of soil and water as sand boils 110

41 B4.2 Buoyancy Liquefaction raised ground water pressures cause buoyancy forces on structures and services. These forces along with the reduced strength of liquefied soils can lead to uplift of pipes, manholes, chambers and swimming pools extending below the groundwater level. Figure B3: Manhole uplifted due to buoyancy B4.3 Bearing Capacity Failure Liquefaction causes a loss of soil strength and stiffness resulting in reduced support (bearing capacity) to shallow foundations. This can result in subsidence of both shallow and deep foundations if the liquefiable layer is directly beneath the foundation. B4.4 Lateral Spreading Lateral spreading is the displacement of the ground horizontally with shaking. Associated vertical displacement can also occur. Lateral spreading can occur on sloping or unrestrained ground (ground adjoining a river, foreshore or other free face). It is as a result of ground sliding on a liquefied layer during and possibly after (flow failure) the shaking. Sloping ground only needs to be very gentle for lateral spreading to occur. Lateral spreading of a number of meters can occur immediately adjoining a free face, and can be a number of tens of millimetres at 100m distance. However, in Christchurch where there was gently sloping ground back from the free face, displacements of 100 s of millimetres at 100 meters back from the free face were observed. 111

42 Figure B4: Lateral spreading showing horizontal and vertical displacement of land causing damage to structures B4.5 Settlement As discussed in Section B1.1, settlement can occur from densification of the liquefied soil layer and from expulsion of water and soil to the surface. Settlements of the ground surface are broken down in to two components: Total settlement General overall settlement of the area Differential settlement The difference in settlement between points within the area Settlement of a few hundred millimetres can occur depending on the thickness, depth and density, of the liquefied layer. Settlement can cause damage to buildings and infrastructure. In Christchurch damage as a result of settlement was relatively small compared to that attributed to sand boils (refer B4.1) and loss of support to foundations (refer B4.3). 112

43 Appendix C: Ministry of Business Innovation and Employment (MIBE) Guidance 113

44 C1 Broad Classification of Land MIBE Guidance: Repairing and rebuilding houses affected by the Canterbury earthquakes, December 2012, Part D Subdivisions table 16.1 broadly classifies land on the basis of assessed liquefaction deformations and the types of foundations (technical categories) required to address these deformations. Table 16.1 is reproduced below: Table 16.1: Liquefaction deformation limits and house foundation implications 114

45 C2 Technical Categories and Foundation Solutions Part A of the MIBE Guidance provides information on suitable foundations for the various technical categories. The descriptions of these suitable foundations are outlined in Part A table 5.1 of the guidance which is reproduced below. Table 5.1: Summary of proposed foundation solutions for rebuilt foundations or new foundation on the flat 115

46 Appendix D: Historical Review of Ground Contamination D1 Figure D1 - PNCC Property file records (from MDC) D2 April 1961 Aerial Photograph (from PNCC) D3 March 1968 Aerial Photograph (from PNCC) D4 September 2013 Aerial Photograph (from Google Earth) 116

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Comparison between predicted liquefaction induced settlement and ground damage observed from the Canterbury earthquake sequence

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