geotechnical investigation report proposed mixed …... · 2018-05-21 · geotechnical...

KGA Geotechnical Group Limited

Supporting the Construction Industry since 1990

7A William Pickering Drive | Albany | Auckland Unit 3, 201 Opawa Road | Hillsborough | Christchurch

P O Box 302 361 | North Harbour | Auckland 0751 P O Box 6476 | Upper Riccarton | Christchurch 8442

09 478 6655 www.kga.co.nz 03 343 5302

K170412-1

9 August 2017

GEOTECHNICAL INVESTIGATION REPORT

PROPOSED MIXED USE DEVELOPMENT

54 PARKWAY DRIVE

ROSEDALE, AUCKLAND

Prepared For:

Lucy Li

c/- DCS Ltd

Unit 67 Victoria Park Market

PO Box 91247, Victoria Street West

Auckland 1142

Geotechnical Investigation Report K170412-1

Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland

9 August 2017

ii

EXECUTIVE SUMMARY

Geotechnical Investigation Report

Proposed Mixed Use Development

54 Parkway Drive

Rosedale, Auckland

SUBSOIL

CONDITIONS (See borehole logs for

details)

Geology Waitemata Group

Lithology Residual silty clay, clayey silt, silt and sandy silt; and

highly weathered sandstone and mudstone

Groundwater depth Between 0.7m and 5.8m

Shrink/swell classification (AS2870:2011)

Class M (Moderately Reactive)

Soil classification as per NZS 1170.5:2004

Class ‘C’

SITE STABILITY

COMMENT • Stability analysis undertaken for the site returned satisfactory factor of safety results

EARTHWORKS / SITE

FORMATION WORKS • All earthworks to be undertaken in accordance with NZS4431:1989, Earth Fill for

Residential Development

PROVISIONL

FOUNDATION

RECOMMENDATIONS

(see Section 12 for

complete text)

• Any pile foundations will need to be founded in Waitemata Group Rock at depth, below the variable Waitemata Transitional material;

• An ultimate unfactored bearing capacity of 210kPa may be adopted for shallow foundations;

• Foundations should be designed to take account of the characteristic shrink swell movements of Class M soils

CONSTRUCTION

METHODOLOGY

Construction methodology, where provided, must be incorporated within the construction drawings. Where site formation earthworks (cut or fill) are to be undertaken that could affect property boundaries or the stability of the site, KGA must be informed prior to the works commencing. This will enable confirmation of the construction methodology.

REPORT

DISTRIBUTION

A full copy of this report must be provided to all relevant parties involved in the project. This should include, but not be limited to, owner, architectural designers, engineers (civil and structural) and the earthworks/building contractor.



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CONTENTS

EXECUTIVE SUMMARY ............................................................................................................................ ii

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

2. SITE DESCRIPTION ........................................................................................................................ 1

3. PROPOSED DEVELOPMENT ......................................................................................................... 2

4. BACKGROUND INFORMATION ..................................................................................................... 2

5. GEOLOGY ........................................................................................................................................ 3

6. FIELD EXPLORATION..................................................................................................................... 3

7. SUBSURFACE CONDITIONS ......................................................................................................... 4

8. SITE CLASSIFICATIONS ................................................................................................................ 6

9. SLOPE STABILITY .......................................................................................................................... 6

10. SITE FORMATION WORKS ............................................................................................................ 7

10.1 Cut / Fill Earthwork ............................................................................................................... 8

10.2 Roads and Carpark Design .................................................................................................. 8

11. RETAINING WALLS ........................................................................................................................ 8

12. PROVISIONAL FOUNDATION RECOMMENDATIONS ................................................................. 9

13. STORMWATER CONTROL ........................................................................................................... 11

14. REQUIREMENTS FOR DETAILED DESIGN ................................................................................ 11

15. LIMITATIONS ................................................................................................................................. 12

REFERENCES .......................................................................................................................................... 13

Attachments:-

Sheet 1 Site Plan

Sheet 2A – 2D Machine Borehole Logs MH1 – MH4

Appendix A: Preliminary Architectural Drawings

Appendix B: Slope Stability Calculations



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1. INTRODUCTION

At your request, KGA Geotechnical Group Limited (KGA) has carried out a preliminary geotechnical

engineering investigation at 54 Parkway Drive, Rosedale. The scope of our investigation was to

obtain and examine the available Council Property File information, visit site to carry out a detailed

site walkover inspection, and explore the subsurface conditions by drilling four rotary machine

boreholes. The information obtained has been used to assess the ground conditions, review the

stability of the sloping ground and provide preliminary foundation design considerations in support of

preliminary design.

This report, presenting our findings and conclusions has been prepared in support of a Resource

Consent application for a Plan Change application for the property.

2. SITE DESCRIPTION

The site is legally described as Lot 2 DP 486426 and has a total plan area of 7291m². The lot is

irregular in plan shape with its longitudinal axis orientated east-west. It is bound by Sunset Road to

the south, The North Shore Police Station to the northeast, and infrastructure associated with the

Northern Busway occupying the southwestern and northewestern boundaries.

The topography of the site is moderately sloping at an approximate grade of 1 vertical on 5

horizontal, with a northerly trending aspect. The site is predominantly covered in grass, with the

exception of the northwestern corner of the site which has some small shrubs and planted bush

linked to landscaping associated with the Northern Busway. There is no present development

located on site, however there is a relic concrete pad located in the northern section of the site

believed to be the location of site offices associated with the build of the neighbouring Police

Station.



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3. PROPOSED DEVELOPMENT

KGA are in receipt of preliminary architectural drawings prepared by Archimedia Group Limited.

These show that the site is proposed to be utilised for both commercial office space, and for

residential apartments.

The building layout which we have considered for this report, comprises an office complex up to four

storeys in height, to be located in the northern corner of the site, and two residential apartment

blocks up to five storeys in height, located along the southern and western extents of the site. The

plans suggest deep excavations and large retaining will be required for all proposed buildings.

4. BACKGROUND INFORMATION

With reference to the Auckland Council GIS Viewer; Council wastewater and stormwater

infrastructure is shown to be located within the property, spanning the northeastern boundary with

the neighbouring North Shore Police Station site. Potable water infrastructure is shown to extend

along the southern boundary with Sunset Road.

Aerial photographs examined through the GIS Viewer do not show any notable land use changes

across the suite of available images relevant to the site.

The GIS Viewer shows no hydrological drainage or flow path features pertinent to the site.

Information held on the Council Property File for the neighbouring site was filtered by the New

Zealand Police for geotechnical relevance, and released to KGA following specific request. The

limited information provided to us showed an investigation report was prepared by Soil and Rock

Consultants Ltd (SRC), titled “Foundation Investigation for Proposed North Shore Policing Centre,

Parkway Drive, Sunnynook” dated 8 April 2004. This report references an underlying subdivision

Geotechnical Completion Report, dated March 1999, carried out by Harrison Grierson Consultants

Ltd (HGC); and a Geotechnical Investigation report carried out in July 2001, also by SRC.



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The 2004 SRC report shows six hand auger holes and two machine holes were drilled to

supplement seven hand auger holes that were drilled in 2001. The findings of the 2004 report

stated that, for the proposed five storey Police Station, “the site is currently stable and the proposed

development will not have an adverse effect on site stability”. The report also referenced non-

engineered fill noted in the Harrison Grierson Geotechnical Completion Report, and validated its

existence in the area at the front of the Police Station site adjacent to Parkway Drive.

5. GEOLOGY

The geology of the site is detailed on the Institute of Geological and Nuclear Sciences (IGNS)

geologic map, Map 3, Auckland (Scale 1:250,000), dated 2001, and also available through their

website at http://data.gns.cri.nz/geology/. This shows the site to be underlain by the East Coast

Bays Formation of the Warkworth Subgroup, which is a member of the Waitemata Group of

materials of Miocene age. These materials are described as being sandstone and mudstone with

variable volcanic content and interbedded volcaniclastic grits, and are noted to typically weather to

form a mantle of residual soils generally comprising firm to very stiff clays, silts and sands of variable

plasticity. Waitemata Group soils are prone to shrinkage in summer months, and swelling in winter

months due to seasonal fluctuations in groundwater levels.

6. FIELD EXPLORATION

The subsurface conditions were explored by drilling four machine boreholes, MH1 to MH4, at the

locations shown on our Site Plan, attached as Sheet KGA 1. The boreholes were drilled between

13 and 15 June 2017, with the locations selected to provide a representative indication of the

subsurface ground conditions across the site, that was also within proximity to the proposed building

footprints, and to provide cross sectional information for the sloping ground present on the site.

The boreholes were advanced using a tractor mounted, rotary core drill rig, operated by DCN Drilling

Limited, and were designated to be taken to depths between 12 to 15 meters or until less weathered

underlying rock material was intersected. The subsurface conditions encountered at each borehole

location were logged in general accordance with ‘The guidelines for the classification and

description of soil and rock for engineering purposes’, December 2005 as outlined by the NZ

Geotechnical Society.



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A calibrated shear vane, used in accordance with New Zealand Geotechnical Society Guideline for

Hand Held Shear Vane Rest, 2001, was used at regular depth intervals to measure soil strengths,

both in situ and remoulded. The vane shear strengths shown on the attached logs have been

corrected in terms of BS 1377:1990.

The detailed machine borehole logs are presented on attached Sheets KGA 2A to KGA 2D.

7. SUBSURFACE CONDITIONS

Reference must be made to the attached borehole logs for detailed descriptions of the strata

underlying the site. It should be noted that whilst small-scale borehole investigations can provide a

good indication of the soil properties across a site, it must be accepted that the subsurface

conditions may vary between borehole locations, particularly when the distance between boreholes

is large, in a way that only becomes apparent at the time of construction. Furthermore, only limited

subsurface data has been obtained for the purposes of this preliminary study.

A summary of the subsurface conditions encountered are described below, with depths illustrated in

Table 1.

Topsoil

A veneer of topsoil was encountered in all boreholes across the site, with up to 400mm of topsoil

intersected in boreholes MH1 and MH4.

Fill

Underlying the veneer of topsoil, fill material comprising clay and some coarse gravel was

intersected in MH2 to a depth of 2.1m, in MH3 to 0.4m depth and to 2.0m depth in MH4. The fill at

the top of the ridge in the location of MH2 is assumed to be from land formation and works

associated with the adjacent Northern Busway access road intersection. The fill at location MH4 is

consistent with the findings of the SRC report for the adjacent site.



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Waitemata Group Residual Soils

Residual soils derived from the in situ weathering of the Waitemata Group of Rocks were generally

encountered across the site, either from ground surface, or beneath the materials mentioned above.

Materials logged comprised stiff to very stiff silty clay, clayey silt and sandy silt. Uncorrected SPT

‘N’ values ranged between 2 and 19.

Waitemata Group Transition Material

A completely weathered to highly weathered horizon of Waitemata Group soil/rock was identified

beneath the residual soil within all of the machine boreholes. Where present, we consider this

horizon to be where, in terms of overall weathering, the in situ materials transition from a soil to a

rock. In general, it was logged as comprising very stiff to hard soil/extremely weak to very weak

rock, silt or sand with varying degrees of silty/sandy horizons and sandstone. Uncorrected SPT ‘N’

values ranged between 5 and 33.

Waitemata Group Rock Material

All machine boreholes encountered highly weathered Waitemata Group rock. These materials

were logged as being very weak and generally comprised alternating, thinly to moderately thickly

bedded sandstone and mudstone. Uncorrected SPT ‘N’ values ranged from 44 to 50+.

Groundwater

The boreholes were checked for standing groundwater levels on 3 July 2017 after the effects of

drilling had dissipated. The standpipes were checked again on 7 August 2017 to observe any

fluctuations groundwater levels. Water levels for both visits were recorded and are indicated in

Table 1.

Peizometers

The boreholes were installed with piezometer standpipes to measure the hydraulic head of different

geological intervals encountered. The PVC pipes were slotted at the screened target depths, to

allow groundwater to enter the standpipe at the respective intervals. Borehole MH1 screened

residual soil between 0.5m and 6m. Borehole MH2 screened a possible planar defect at the base

of the Transitional material between 10.5m and 12.5m. Borehole MH3 targeted the contact

between Transitional material and the underlying Waitemata Group Rock; and borehole MH4

targeted the upper Transitional material contact with the residual soil.



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Table 1: Summary of Subsurface Information

Borehole Topsoil Fill Residual

Waitemata Group Soil

Waitemata Group

Transition

Waitemata Group Rock

Standing Ground-

water Level (03/07/17)

Standing Ground-

water Level (07/08/17)

MH1 0.0 – 0.4 n/a 0.4 – 8.7 8.7 – 12.4 12.4 – 19.95* 4.70 4.44

MH2 0.0 – 0.2 0.2 – 2.1 2.1 – 8.7 8.7 – 9.5 9.5 – 15.45* 5.80 5.64

MH3 0.0 – 0.1 0.1 – 0.4 0.4 – 8.3 8.3 – 15.8 15.8 – 18.45* 4.90 4.80

MH4 0.0 – 0.4 0.4 – 2.0 2.0 – 3.0 3.0 – 11.9 11.9 – 15.15* 0.70 1.00

Note, all depths indicated are in metres, n/a = not encountered * = end of borehole

8. SITE CLASSIFICATIONS

Based on experience of similar soils elsewhere, the near surface clayey silt materials of the

Waitemata Group Formation, as noted in the boreholes, are susceptible to swelling and shrinking

under seasonal variations of water content. For the purposes of preliminary design, the site may be

designated as moderately reactive (Class M) in accordance with AS2870:2011.

The site has been classified as Subsoil Class C in accordance with NZS1170.5:2004 (seismic

design).

9. SLOPE STABILITY

To assess the stability of the slope profile across the site, a representative cross section (A – A’)

was established using contour information obtained from the Auckland Council GIS View website.

The cross section was used for stability analysis using the computer based program “SLIDE” by

Rocscience using the Spencer assumption method for calculating inter-slice forces. The locations

of the cross section is shown on our attached Site Plan. Details of analyses are contained in

Appendix A.

Geotechnical parameters used in the analysis are outlined in Table 2, and the results of the stability

analyses are shown in Table 3. An acceptable factor of safety was met under each set of

conditions analysed. Based on our stability analysis results, the site is currently considered to be

safe and stable.



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Table 2: Geotechnical Parameters used in Stability Analyses

Stratum

Bulk Unit Weight

γ (kN/m³)

Effective Stress Parameters

Cohesion c΄ (kPa)

Angle of Friction, Ø΄ (deg)

Fill 18 2 27

Stiff Residual Waitemata Group Soils 18 3 28

Very Stiff Waitemata Group Soils 18 5 28

Stiff Waitemata Transitional Material 18 5 30

Dense Waitemata Transitional Material 18 5 35

Waitemata Group Rock 18 20 35

Table 3: Factor of Safety obtained in Stability Analysis

Cross Section Profile

Factor of Safety

Measured Groundwater Raised Groundwater Seismic

Circular Non-

Circular Circular

Non-Circular

Circular Non-

Circular

A - A’ 2.7 √ 2.9 √ 2.2 √ 2.2 √ 1.6 √ 1.7 √

Accepted by Council 1.5 1.3 1.2

X = unsatisfactory result, √ = satisfactory result

The above analyses show that the site in its current form is safe and stable. As part of any ongoing

detailed design, the effects of the proposed development works must be assessed and incorporated

into the design process.

10. SITE FORMATION WORKS

It is recommended a construction methodology for any proposed earthworks is prepared as part of

the detailed design and the details incorporated onto relevant construction drawings where

applicable.



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10.1 Cut / Fill Earthwork

From the preliminary drawings provided to us, we anticipate that the building platforms for all of the

proposed structures will primarily involve site excavations to some degree; we do not foresee any

significant filling to be undertaken. However, should filling be incorporated into any of the site

formation works, it must be carried out in accordance with NZS4431:1989 Earth Fill for Residential

Development.

We recommend that all bulk works are carried out during the dryer months of summer, when the

prevailing weather conditions are more conducive for undertaking such works. If any filling is to

take place, the areas where filling is to occur should be stripped of any unsuitables first, and

checked accordingly prior to filling commencing.

10.2 Roads and Carpark Design

Based on the results obtained through our investigation; for preliminary design purposes, a

correlated CBR value of 3% may be adopted for design of any roads, access tracks or carparks.

11. RETAINING WALLS

For the development and construction of the proposed buildings, site cuts into the sloping ground

will be required. The excavations will therefore require specifically designed retaining wall

structures. In the instances where retaining walls are to form basement walls of the proposed

structures; where support is required for both lateral load from the retained soils, and axial load from

any structure above; we suggest the use of reinforced concrete retaining walls.

In this respect we recommend the following geotechnical design parameters for such walls:

• Retained soil effective stress strength parameters c' = 0kPa, Ø' = 28kPa

• Bulk unit weight of retained soil 18kN/m3

• Foundation soil bearing capacity qu = 210kPa (ultimate unfactored)

• “At rest” coefficient of lateral earth pressure, K0 0.59



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All retaining wall surcharges (sloping ground, vehicles and property boundaries) must be designed

in accordance the Auckland Council Practice Note AC2231 (Construction of Retaining Walls V4

November 2016).

External to the buildings, any required retaining walls may take the form of either:

• Reinforced concrete masonry block walls,

• Segmented style block walls with geo-grid reinforced back-fill (Keystone® or similar),

• Cantilever timber pole retaining walls.

Regardless of wall type, we recommend the following geotechnical design parameters for all walls

external to the buildings:

• Retained soil effective stress strength parameters c' = 0kPa, Ø' = 28kPa

• Bulk unit weight of retained soil 18kN/m3

• Foundation soil bearing capacity qu = 210kPa (ultimate unfactored)

• Foundation soil undrained shear strength su = 65kPa

• Min. value of coefficient of earth pressure:

Reinforced concrete block walls k = 0.55

Segmental concrete block walls k = 0.4

Cantilever timber pole walls k = 0.35

Appropriate drainage measures must be installed behind all retaining walls to ensure that

hydrostatic pressures cannot build up behind them. The drainage measures should be installed

such that any water collected by the drains can flow freely, under gravity alone, from the deepest

point of any wall, to the drain outlet. Where water-proofing of these walls is required, we assume

that this will be addressed by others.

12. PROVISIONAL FOUNDATION RECOMMENDATIONS

We point out that the comments below are given as provisional only for the purposes of preliminary

foundation design for any future development. These comments must be subject to confirmation, or

amended as is necessary, on completion of architectural and structural design of the proposed

development.



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Our investigation for the proposed development has identified some areas of engineered fill

extending to depths circa 2m in the north and southwest of the site. Underlying the fill, and all other

areas of site generally comprise residual Waitemata Group soils, transitional Waitemata Group

materials (the zone of weathering where materials can be described as both a soil or a rock), with

Waitemata Group rock at depth.

We have examined the borehole information and SPT ‘N’ values obtained. The transitional

Waitemata Group materials are considered variable, with extremely weak to weak rock interbedded

with soil layers, and is generally considered unreliable as a bearing stratum for heavily loaded piled

foundations.

Based on the above, we recommend that any foundation piles be taken through this variable

material to found within the Waitemata Group Rock at depth. The surface of the Waitemata Group

rock is variable itself, generally dipping towards the northeast.

We recommend the following geotechnical parameters for pile design within the Waitemata Group

Rock:

• Undrained shear strength (su) 1MPa

• Ultimate unfactored end bearing capacity 4.5MPa

• Skin Friction for smooth piles 0.3MPa

• Skin Friction grooved piles 0.6 MPa

• Strength reduction factor (Ф) 0.5

For shallow foundations, an ultimate unfactored bearing capacity for the foundation soils of 210kPa

may be assumed. The floor slab should be designed to take account of the characteristic

movements of moderately reactive (Class M) soils in accordance with AS2870:2011.

We recommend that any ground bearing or strip footings be embedded a minimum of 600mm depth

below surface to ensure clearance of any unsuitable material. The foundation subgrade soils

should be inspected once the sacrificial layer of clay over each building platform location has been

stripped off. This inspection should be conducted by a Chartered Professional Engineer who is

experienced in the field of soil mechanics and who is also familiar with the contents of this report

and the site, in order to check for any soft spots or other abnormalities prior to the commencement

of the foundation construction.



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Provision should be allowed for the undercutting underneath proposed shallow footings or floor

slabs, in the event that unsuitable, weak materials are encountered at the time of construction.

In any locations where buried public services will be directly beneath, or adjacent to any of the

proposed buildings, the foundations for those buildings must be augmented such that the services

are appropriately bridged in accordance with the current Auckland Council guidelines for

construction near such features.

13. STORMWATER CONTROL

All stormwater from hardstanding areas from the future development both during and following

construction should be directed to an adequately designed stormwater reticulation system. The site

soils are considered to be of low permeability, and as such, individual on site stormwater disposal

via ground soakage is not considered feasible.

Under no circumstances should stormwater be disposed of by allowing it to flow directly on to, or

into the ground at any location across the site.

14. REQUIREMENTS FOR DETAILED DESIGN

We point out that the information provided within this report is for preliminary design purposes only.

For the detailed design phase of the project, further geotechnical input will be required in order to

provide specific geotechnical data tailored both to the final project layout, and the detailed design of

foundations and retaining walls.

In particular, as part of that input, additional subsurface investigation should be undertaken in order

to confirm the ground conditions in the confirmed locations of proposed buildings and retaining walls

to refine the subsurface model.



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Additional considerations should include, but are not limited to;

• Deformation analysis of the major retaining walls to determine structural loading

requirements;

• Assessment of soil relaxation on or near property boundaries;

• Ongoing groundwater measurements, to assess fluctuations in the groundwater regime

relative to the site, and;

• Stability analyses in the areas of any retaining walls and associated cuts, in order to return

sufficient information to assist with the detailed design of these structures.

15. LIMITATIONS

The conclusions made in this report are based upon the results of machine boreholes spaced about

the site as appeared appropriate at the time the field exploration was carried out. While the results

of the machine borehole did not turn up evidence of any deep-seated bedding plane defect or other

adverse lithological feature we consider that it is possible that such features may potentially exist at

depths beyond those drilled by out machine boreholes.

The report was prepared in the context defined in Section 1 above and must not be relied upon by

any other party other than that for whom it was prepared and the relevant Territorial Authority. It has

been compiled with respect to the brief given to us, and must not be relied upon in any other context

or recreated for any other purpose.



9 August 2017

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REFERENCES

Auckland Council. (2017). GeoMaps (GIS viewer). Retrieved from

https://geomapspublic.aucklandcouncil.govt.nz/viewer/index.html

Edbrooke, S.W. (2001). Geology of the Auckland area. Institute of Geological & Nuclear Sciences

1:250 000 geological map 3. 1 sheet + 74p. Lower Hutt, New Zealand: Institute of Geological &

Nuclear Sciences Limited.

Kermode, L.O. (1992). Geology of the Auckland urban area. Institute of Geological & Nuclear

Sciences 1:50 000 geological map 2. 1 sheet + 63 p. Lower Hutt, New Zealand: Institute of

Geological & Nuclear Sciences Limited.

New Zealand Geotechnical Society. (2005). Field description of soil and rock - Guideline for the field

classification and description of soil and rock for engineering purposes.

New Zealand Geotechnical Society. (2001). Guideline for Hand Held Shear Vane Test.

New Zealand Geotechnical Society. (2016). Earthquake geotechnical engineering practice – Module

1: Overview of the guidelines.

Standards Australia. (2011). Australian Standard Residential slabs and footings (AS 2870:2011).

Sydney, NSW: Standards Australia.

Standards New Zealand. (1989). Code of Practice for Earth Fill for Residential Development (NZS

4431: 1989). Wellington, NZ: Standards New Zealand.

Genera

ted b

y G

ER

OC

Core

-GS

Created: 7/08/2017 3:38:18 p.m.

Dep

th

Insta

llati

on

SP

T

MH1

PROJECT:

Lucy Li c/- DCS Ltd

HOLE NO.:

CLIENT:

Geotechnical Investigation K170412

JOB NO.:

Meth

od

MACHINE BOREHOLE LOG

54 Parkway Drive, RosedaleSITE LOCATION:

CO-ORDINATES:

OPERATOR:RIG:

START DATE:

END DATE:

DATUM:

0mE, 0mN ()

DCN Drilling LtdTractor mounted PQ diamond rig

Ground Surface

14/06/2017

15/06/2017

TCR(%)

RQD(%)

25

50

75

25

50

75

Fra

ctu

reS

pacin

g(m

in/a

v/m

ax)

Gro

un

dW

ate

r

Sam

ple

Geo

log

ical

Un

it

Description

Gra

ph

ic L

og

Van

e S

hear

Str

en

gth

(kP

a)

LOGGED BY:

CHECKED BY: -

KB/JS

TOPSOIL; dark brown; firm, moist to wet, medium plasticity. Grass andorganic matter present (TOPSOIL)

Silty CLAY; yellow brown; very stiff, moist, high plasticity (WAITEMATAGROUP SOILS)

Clayey SILT; pink grey, mottled orange; very stiff, moist, medium to highplasticity

SILT with some clay and some sand; grey pink; very stiff, moist, lowplasticity

Clayey SILT; light grey, mottled pink; very stiff, moist, medium to highplasticity

SILT with some clay and minor sand; light grey, mottled pink, stiff to verystiff, moist, low plasticity

Clayey SILT; grey pink; firm to stiff, moist to wet, high plasticity

CORE LOSS


1.0

2.0

3.0

4.0

5.0

N=101, 22, 22, 4

for 75mm

N=81, 12, 12, 3

for 75mm

N=51, 01, 11, 2

for 75mm

RC

ISP

TR

CIS

PT

RC

ISP

TR

C

4.8m - 5.0m: becomes mottled orange

5.5m: becomes mottled orange

07/0

8/2

017

03/0

7/2

017

TO

PS

OIL

WA

ITE

MA

TA

GR

OU

P S

OIL

S

100

70

80

70

154/67

137/53

120/53

87/43

42/20

Page 1 of 4

HOLE DEPTH: 19.95m

REMARKS

Notes & Abbreviations

Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS

Water

In Flow

Shear Vane

Corrected as per NZGS GuidelinesVane No.:4799UTP = Unable To Penetrate+ = Peak Exceeded- = No Result

Standing Water Level

Water Level At Time OfDrilling

Out Flow

www.geroc-solutions.com

Genera

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Created: 7/08/2017 3:38:19 p.m.

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MH1

PROJECT:

Lucy Li c/- DCS Ltd

HOLE NO.:

CLIENT:


JOB NO.:

Meth

od



CO-ORDINATES:

OPERATOR:RIG:

START DATE:

END DATE:

DATUM:

0mE, 0mN ()


Ground Surface

14/06/2017

15/06/2017

TCR(%)

RQD(%)

25

50

75

25

50

75

Fra

ctu

reS

pacin

g(m

in/a

v/m

ax)

Gro

un

dW

ate

r

Sam

ple

Geo

log

ical

Un

it

Description

Gra

ph

ic L

og

Van

e S

hear

Str

en

gth

(kP

a)

LOGGED BY:

CHECKED BY: -

KB/JS


Clayey SILT with some sand; brown orange; stiff, moist to wet, mediumto high plasticity

Silty CLAY; grey, mottled pink and orange; stiff, moist, high plasticity

Sandy SILT with minor clay; pink, mottled grey; stiff to very stiff, moist,low plasticity

SILT with some sand and some clay; orange brown; very stiff, moist, lowto medium plasticity

Silty CLAY; orange grey, mottled with minor orange limonitic sand; verystiff, moist, high plasticity

Silty CLAY; grey mottled pink; very stiff, moist, high plasticity

Clayey SILT with minor sand; pink grey, mottled orange; very stiff, moist,medium to high plasticity (WAITEMATA GROUP TRANSITIONAL)

Silty CLAY with trace sand; grey, mottled pink; very stiff, moist, highplasticity

SILT with minor clay and sand; grey, mottled orange pink; very stiff,moist, low plasticity

SILT with some clay and minor fine sand; bronze orange; stiff to verystiff, moist, low to medium plasticity

6.0

7.0

8.0

9.0

10.0

11.0

N=71, 11, 22, 2

for 75mm

N=161, 23, 33, 4

for 75mm

N=172, 23, 44, 6

for 75mm

N=152, 23, 34, 5

for 75mm

RC

ISP

TR

CIS

PT

RC

ISP

TR

CIS

PT

RC

10.2m: becomes grey, mottled orange

WA

ITE

MA

TA

GR

OU

P S

OIL

SW

AIT

EM

AT

A G

RO

UP

TR

AN

SIT

ION

AL

80

53/17

118/28

146/31

193/21

Page 2 of 4

HOLE DEPTH: 19.95m

REMARKS



Water

In Flow

Shear Vane




Out Flow


Genera

ted b

y G

ER

OC

Core

-GS

Created: 7/08/2017 3:38:19 p.m.

Dep

th

Insta

llati

on

SP

T

MH1

PROJECT:

Lucy Li c/- DCS Ltd

HOLE NO.:

CLIENT:


JOB NO.:

Meth

od



CO-ORDINATES:

OPERATOR:RIG:

START DATE:

END DATE:

DATUM:

0mE, 0mN ()


Ground Surface

14/06/2017

15/06/2017

TCR(%)

RQD(%)

25

50

75

25

50

75

Fra

ctu

reS

pacin

g(m

in/a

v/m

ax)

Gro

un

dW

ate

r

Sam

ple

Geo

log

ical

Un

it

Description

Gra

ph

ic L

og

Van

e S

hear

Str

en

gth

(kP

a)

LOGGED BY:

CHECKED BY: -

KB/JS

SILT with some clay and minor fine sand; bronze orange; stiff to verystiff, moist, low to medium plasticity

Clayey SILT with trace fine sand; grey; stiff to very stiff, moist, medium tohigh plasticity

SILT with some clay; dark grey; stiff to very stiff, moist, low plasticity.Completely weathered extremely weak siltstone/mudstone

SILT with some fine sand; dark grey; medium dense, moist, uniformlygraded. Completely weathered extremely weak sandstone/siltstone(WAITEMATA GROUP ROCK)

SILT with some clay; dark grey; very stiff, moist, low plasticity.Completely weathered extremely weak siltstone/mudstone

SILT with some fine sand; dark grey; dense, moist, uniformly graded.Completely weathered very weak sandstone/siltstone

SILT with minor clay; dark grey; very stiff and dense, moist, low plasticity.Completely weathered very weak siltstone/mudstone with alternatingsandstone/siltstone bands

Fine sandy SILT; dark grey; very dense, moist, uniformly graded.Completely weathered very weak siltstone/sandstone

12.0

13.0

14.0

15.0

16.0

N=242, 34, 56, 9

for 75mm

N=466, 69, 1111, 15for 75mm

N=455, 88, 9

13, 15for 75mm

N=50+

5, 69, 1315, 17for 75

RC

ISP

TR

CIS

PT

RC

ISP

TR

CIS

PT

GR

OU

P T

RA

NS

ITIO

NA

LW

AIT

EM

AT

A G

RO

UP

RO

CK

80

175/31

UTP/-

UTP/-

UTP/-

Page 3 of 4

HOLE DEPTH: 19.95m

REMARKS



Water

In Flow

Shear Vane




Out Flow


Genera

ted b

y G

ER

OC

Core

-GS

Created: 7/08/2017 3:38:19 p.m.

Dep

th

Insta

llati

on

SP

T

MH1

PROJECT:

Lucy Li c/- DCS Ltd

HOLE NO.:

CLIENT:


JOB NO.:

Meth

od



CO-ORDINATES:

OPERATOR:RIG:

START DATE:

END DATE:

DATUM:

0mE, 0mN ()


Ground Surface

14/06/2017

15/06/2017

TCR(%)

RQD(%)

25

50

75

25

50

75

Fra

ctu

reS

pacin

g(m

in/a

v/m

ax)

Gro

un

dW

ate

r

Sam

ple

Geo

log

ical

Un

it

Description

Gra

ph

ic L

og

Van

e S

hear

Str

en

gth

(kP

a)

LOGGED BY:

CHECKED BY: -

KB/JS

Fine sandy SILT; dark grey; very dense, moist, uniformly graded.Completely weathered very weak siltstone/sandstone

Silty SAND; dark grey; very dense, moist, uniformly graded. Completelyweathered very weak siltstone/sandstone

SILT with minor clay; dark grey; very dense, moist, uniformly graded.Completely weathered very weak siltstone/mudstone

Sandy SILT; dark grey; very dense, moist, uniformly graded. Completelyweathered very weak siltstone/sandstone

SILT with some clay; dark grey; very dense, moist, uniformly graded.Completely weathered very weak siltstone/mudstone

EOH: 19.95m

17.0

18.0

19.0

20.0

21.0

22.0

mm

N=445, 58, 9

12, 15for 75mm

N=473, 57, 1412, 14for 75mm

ISP T

RC

ISP

TR

CIS

PT

WA

ITE

MA

TA

GR

OU

P R

OC

K

80

UTP/-

UTP/-

Page 4 of 4

HOLE DEPTH: 19.95m

REMARKS



Water

In Flow

Shear Vane




Out Flow


Genera

ted b

y G

ER

OC

Core

-GS

Created: 7/08/2017 3:38:44 p.m.

Dep

th

Insta

llati

on

SP

T

MH2

PROJECT:

Lucy Li c/- DCS Ltd

HOLE NO.:

CLIENT:


JOB NO.:

Meth

od



CO-ORDINATES:

OPERATOR:RIG:

START DATE:

END DATE:

DATUM:

0mE, 0mN ()


Ground Surface

13/06/2017

13/06/2017

TCR(%)

RQD(%)

25

50

75

25

50

75

Fra

ctu

reS

pacin

g(m

in/a

v/m

ax)

Gro

un

dW

ate

r

Sam

ple

Geo

log

ical

Un

it

Description

Gra

ph

ic L

og

Van

e S

hear

Str

en

gth

(kP

a)

LOGGED BY:

CHECKED BY: -

KB/JS

TOPSOIL; dark brown; soft to firm, low to medium plasticity, moist to wet.Organic material (TOPSOIL)

FILL; silty clay with gravels; yellow brown to dark brown, stiff, mediumplasticity, moist to wet. Minor rootlets sporadic throughout (FILL)

Clayey SILT w/ trace sand; grey brown mottled yellow; stiff to very stiff,medium to high plasticity, moist (WAITEMATA GROUP SOILS)

Clayey SILT w/ some sand; yellow brown, mottled grey orange pink; verystiff, medium to high plasticity, moist

Fine sandy SILT w/ some clay; pink grey, mottled orange; stiff to verystiff, low to medium plasticity, moist

1.0

2.0

3.0

4.0

5.0

N=121, 22, 23, 5

for 75mm

N=51, 11, 11, 2

for 75mm

N=81, 12, 22, 2

for 75mm

RC

ISP

TR

CIS

PT

RC

ISP

TR

C

0.8m - 1.0m: increased gravels

1.2m - 1.9m: yellow brown, silty clay w/ minor rootlets

2.0m - 2.1m: clay w/ gravel

5.3m - 5.5m: increased silty clay, medium to high plasticity

07/0

8/2

017

TO

PS

OIL

FIL

LW

AIT

EM

AT

A G

RO

UP

SO

ILS

90

100

90

80

90

10

103/23

95/23

116/46

75/40

116/21

Page 1 of 3

HOLE DEPTH: 15.45m

REMARKS



Water

In Flow

Shear Vane




Out Flow


Genera

ted b

y G

ER

OC

Core

-GS

Created: 7/08/2017 3:38:45 p.m.

Dep

th

Insta

llati

on

SP

T

MH2

PROJECT:

Lucy Li c/- DCS Ltd

HOLE NO.:

CLIENT:


JOB NO.:

Meth

od



CO-ORDINATES:

OPERATOR:RIG:

START DATE:

END DATE:

DATUM:

0mE, 0mN ()


Ground Surface

13/06/2017

13/06/2017

TCR(%)

RQD(%)

25

50

75

25

50

75

Fra

ctu

reS

pacin

g(m

in/a

v/m

ax)

Gro

un

dW

ate

r

Sam

ple

Geo

log

ical

Un

it

Description

Gra

ph

ic L

og

Van

e S

hear

Str

en

gth

(kP

a)

LOGGED BY:

CHECKED BY: -

KB/JS

Fine sandy SILT w/ some clay; pink grey, mottled orange; stiff to verystiff, low to medium plasticity, moist

Clayey SILT w/ some sand; yellow grey, mottled pink; stiff to very stiff,medium plasticity, moist

Fine sandy SILT w/ some clay; pink grey, mottled yellow; very stiff, low tomedium plasticity, moist

Clayey SILT w/ some fine sand; yellow grey; stiff to very stiff, mediumplasticity, moist

Sandy SILT w/ minor clay; yellow grey; very stiff, low plasticity, moist

Silty SAND; grey; very stiff, Completely weathered massiveSANDSTONE, very weak (WAITEMATA GROUP TRANSITIONAL)

Completely to highly weathered, grey, massive SANDSTONE, very weak(WAITEMATA GROUP ROCK)

Highly weathered, grey, thickly banded MUDSTONE, weak to very weak

6.0

7.0

8.0

9.0

10.0

11.0

N=121, 12, 33, 4

for 75mm

N=191, 14, 44, 7

for 75mm

N=303, 45, 79, 9

for 75mm

N=465, 79, 9

12, 16for 75mm

RC

ISP

TR

CIS

PT

RC

ISP

TR

CS

CP

RC

6.7m - 6.8m: increased clay

03/0

7/2

017

WA

ITE

MA

TA

GR

OU

P S

OIL

SW

AIT

EM

AT

A G

RO

UP

TR

AN

SIT

ION

AL

WA

ITE

MA

TA

GR

OU

P R

OC

K

95

90

80

78/22

179/20

UTP/-

Page 2 of 3

HOLE DEPTH: 15.45m

REMARKS



Water

In Flow

Shear Vane




Out Flow


Genera

ted b

y G

ER

OC

Core

-GS

Created: 7/08/2017 3:38:45 p.m.

Dep

th

Insta

llati

on

SP

T

MH2

PROJECT:

Lucy Li c/- DCS Ltd

HOLE NO.:

CLIENT:


JOB NO.:

Meth

od



CO-ORDINATES:

OPERATOR:RIG:

START DATE:

END DATE:

DATUM:

0mE, 0mN ()


Ground Surface

13/06/2017

13/06/2017

TCR(%)

RQD(%)

25

50

75

25

50

75

Fra

ctu

reS

pacin

g(m

in/a

v/m

ax)

Gro

un

dW

ate

r

Sam

ple

Geo

log

ical

Un

it

Description

Gra

ph

ic L

og

Van

e S

hear

Str

en

gth

(kP

a)

LOGGED BY:

CHECKED BY: -

KB/JS

Highly weathered, grey, thickly banded MUDSTONE, weak to very weak

Highly weathered, grey, moderately thickly banded SANDSTONE, weak

Highly weathered, grey, moderately thickly banded MUDSTONE, weak


Highly weathered, grey, moderately thickly banded MUDSTONE, weak


EOH: 15.45m

12.0

13.0

14.0

15.0

16.0

N=509, 1319, 21

10for 0mm

N=508, 1314, 1415, 7for 30mm

N=507, 1114, 15

21for 0mm

RC

SC

PR

CS

CP

RC

SC

P

11.5m - 11.6m: Band of Sandstone

11.7m - 11.8m: high angle/very steep (~70deg) defect, with smoothundulating surfaces

14.4m - 14.5m: Highly weathered, grey, moderately thickly bandedMUDSTONE, weak

P R

OC

K

80

75

90

Page 3 of 3

HOLE DEPTH: 15.45m

REMARKS



Water

In Flow

Shear Vane




Out Flow


Kieran

Stamp

Genera

ted b

y G

ER

OC

Core

-GS

Created: 7/08/2017 3:38:58 p.m.

Dep

th

Insta

llati

on

SP

T

MH3

PROJECT:

Lucy Li c/- DCS Ltd

HOLE NO.:

CLIENT:


JOB NO.:

Meth

od



CO-ORDINATES:

OPERATOR:RIG:

START DATE:

END DATE:

DATUM:

0mE, 0mN ()


Ground Surface

14/06/2017

14/06/2017

TCR(%)

RQD(%)

25

50

75

25

50

75

Fra

ctu

reS

pacin

g(m

in/a

v/m

ax)

Gro

un

dW

ate

r

Sam

ple

Geo

log

ical

Un

it

Description

Gra

ph

ic L

og

Van

e S

hear

Str

en

gth

(kP

a)

LOGGED BY:

CHECKED BY: -

KB/JS

FILL; silty clay; dark brown with orange and grey streaks; moist (FILL)

Silty CLAY; yellow light brown; stiff to very stiff, moist, high plasticity (WAITEMATA GROUP SOILS)

Silty CLAY; light grey, mottled yellow/orange; stiff, moist, medium to highplasticity

Clayey SILT with minor sand; grey, minor mottled orange; form to stiff,moist, medium to high plasticity

Clayey SILT with some sand; grey- light yellow; stiff, moist, mediumplasticity

Sandy SILT with minor clay; grey with minor mottled orange; stiff, moist,medium plasticity

1.0

2.0

3.0

4.0

5.0

N=61, 11, 12, 2

for 75mm

N=41, 11, 11, 1

for 75mm

N=81, 11, 22, 3

for 75mm

RC

ISP

TR

CIS

PT

RC

ISP

TR

C

0.3m - 0.4m: oarse gravel

2.4m - 2.7m: firm, easily indented with

07/0

8/2

017

03/0

7/2

017

FIL

LW

AIT

EM

AT

A G

RO

UP

SO

ILS

85

95

80

90

80

119/22

83/42

93/15

83/18

Page 1 of 4

HOLE DEPTH: 18.45m

REMARKS



Water

In Flow

Shear Vane




Out Flow


Genera

ted b

y G

ER

OC

Core

-GS

Created: 7/08/2017 3:38:58 p.m.

Dep

th

Insta

llati

on

SP

T

MH3

PROJECT:

Lucy Li c/- DCS Ltd

HOLE NO.:

CLIENT:


JOB NO.:

Meth

od



CO-ORDINATES:

OPERATOR:RIG:

START DATE:

END DATE:

DATUM:

0mE, 0mN ()


Ground Surface

14/06/2017

14/06/2017

TCR(%)

RQD(%)

25

50

75

25

50

75

Fra

ctu

reS

pacin

g(m

in/a

v/m

ax)

Gro

un

dW

ate

r

Sam

ple

Geo

log

ical

Un

it

Description

Gra

ph

ic L

og

Van

e S

hear

Str

en

gth

(kP

a)

LOGGED BY:

CHECKED BY: -

KB/JS

Clayey SILT, brown-grey mottled orange; stiff, moist, medium - highplasticity

Sandy SILT; grey brown; stiff, moist, low plasticity

Clayey SILT with trace sand; grey with minor mottled orange; stiff, moist,medium to high plasticity

Sandy SILT with trace clay; grey-brown with minor mottled yellow, stiff,moist, low plasticity

SILT with minor clay; darker grey, stiff to very stiff, moist, mediumplasticity (WAITEMATA GROUP TRANSITIONAL)

Silty SAND; dark grey; very loose to loose, moist, uniformly graded

Fine SILT with minor clay; dark grey, stiff to very stiff, moist, mediumplasticity

Silty fine SAND, dark grey, loose to medium dense, moist, uniformlygraded

SILT with some clay; dark grey; stiff to very stiff, moist, medium plasticity

6.0

7.0

8.0

9.0

10.0

11.0

N=91, 22, 22, 3

for 75mm

N=111, 12, 33, 3

for 75mm

N=141, 12, 33, 6

for 75mm

N=141, 22, 34, 5

for 75mm

RC

ISP

TR

CIS

PT

RC

ISP

TR

CIS

PT

RC

WA

ITE

MA

TA

GR

OU

P S

OIL

SW

AIT

EM

AT

A G

RO

UP

TR

AN

SIT

ION

AL

80

90

95

60

91/20

68/10

103/15

119/22

Page 2 of 4

HOLE DEPTH: 18.45m

REMARKS



Water

In Flow

Shear Vane




Out Flow


Genera

ted b

y G

ER

OC

Core

-GS

Created: 7/08/2017 3:38:58 p.m.

Dep

th

Insta

llati

on

SP

T

MH3

PROJECT:

Lucy Li c/- DCS Ltd

HOLE NO.:

CLIENT:


JOB NO.:

Meth

od



CO-ORDINATES:

OPERATOR:RIG:

START DATE:

END DATE:

DATUM:

0mE, 0mN ()


Ground Surface

14/06/2017

14/06/2017

TCR(%)

RQD(%)

25

50

75

25

50

75

Fra

ctu

reS

pacin

g(m

in/a

v/m

ax)

Gro

un

dW

ate

r

Sam

ple

Geo

log

ical

Un

it

Description

Gra

ph

ic L

og

Van

e S

hear

Str

en

gth

(kP

a)

LOGGED BY:

CHECKED BY: -

KB/JS

Silty fine SAND; dark grey, loose to medium dense, moist, uniformlygraded

SILT with some clay; dark grey, very stiff, moist, medium to highplasticity

Silty fine SAND; dark grey, loose to medium dense, moist, uniformlygraded

Fine SILT with some clay; dark grey; very stiff, moist, medium to highplasticity

Silty fine SAND; dark grey; medium dense, moist, uniformly graded

Fine SILT with some clay; dark grey; stiff, moist, medium to highplasticity

Silty fine SAND; dark grey; medium dense, moist, uniformly graded

Fine SILT with some clay; dark grey; very stiff, moist, medium plasticity

Silty fine SAND; dark grey; medium dense to dense, moist, uniformlygraded. Completely weathered sandstone (WAITEMATA GROUPROCK)

Fine SILT with some clay; dark grey; dense to very dense, moist,uniformly graded. Completely weathered very weak siltstone/mudstone

Silty fine SAND; dark grey; very dense, moist, uniformly graded.Completely weathered very weak siltstone/sandstone

12.0

13.0

14.0

15.0

16.0

N=162, 23, 44, 5

for 75mm

N=212, 34, 56, 6

for 75mm

N=333, 47, 78, 11for 75mm

N=504, 59, 1114, 16for 75mm

RC

ISP

TR

CIS

PT

RC

ISP

TR

CIS

PT

WA

ITE

MA

TA

GR

OU

P T

RA

NS

ITIO

NA

LW

AIT

EM

AT

A G

RO

UP

RO

CK

60

90

75

95

60

220/46

103/20

UTP/-

UTP/-

Page 3 of 4

HOLE DEPTH: 18.45m

REMARKS



Water

In Flow

Shear Vane




Out Flow


Genera

ted b

y G

ER

OC

Core

-GS

Created: 7/08/2017 3:38:58 p.m.

Dep

th

Insta

llati

on

SP

T

MH3

PROJECT:

Lucy Li c/- DCS Ltd

HOLE NO.:

CLIENT:


JOB NO.:

Meth

od



CO-ORDINATES:

OPERATOR:RIG:

START DATE:

END DATE:

DATUM:

0mE, 0mN ()


Ground Surface

14/06/2017

14/06/2017

TCR(%)

RQD(%)

25

50

75

25

50

75

Fra

ctu

reS

pacin

g(m

in/a

v/m

ax)

Gro

un

dW

ate

r

Sam

ple

Geo

log

ical

Un

it

Description

Gra

ph

ic L

og

Van

e S

hear

Str

en

gth

(kP

a)

LOGGED BY:

CHECKED BY: -

KB/JS


Fine SILT with some clay; dark grey; dense to very dense, moist,uniformly graded. Completely weathered very weak siltstone/mudstone


EOH: 18.45m

17.0

18.0

19.0

20.0

21.0

22.0

N=504, 8

10, 1213, 15for 70mm

ISP T

RC

ISP

T

WA

ITE

MA

TA

GR

OU

P R

OC

K

60

UTP/-

Page 4 of 4

HOLE DEPTH: 18.45m

REMARKS



Water

In Flow

Shear Vane




Out Flow


Genera

ted b

y G

ER

OC

Core

-GS

Created: 7/08/2017 3:39:11 p.m.

Dep

th

Insta

llati

on

SP

T

MH4

PROJECT:

Lucy Li c/- DCS Ltd

HOLE NO.:

CLIENT:


JOB NO.:

Meth

od



CO-ORDINATES:

OPERATOR:RIG:

START DATE:

END DATE:

DATUM:

0mE, 0mN ()


Ground Surface

15/06/2017

15/06/2017

TCR(%)

RQD(%)

25

50

75

25

50

75

Fra

ctu

reS

pacin

g(m

in/a

v/m

ax)

Gro

un

dW

ate

r

Sam

ple

Geo

log

ical

Un

it

Description

Gra

ph

ic L

og

Van

e S

hear

Str

en

gth

(kP

a)

LOGGED BY:

CHECKED BY: -

KB/JS

TOPSOIL; dark brown; firm, moist to wet, medium plasticity. Organicroots present, with fine to coarse gravels throughout (TOPSOIL)

FILL; clayey silt with minor gravel; brown, yellow brown; moist, mediumto high plasticity. Trace organic material sporadic throughout (FILL)

Clayey SILT; light grey, mottled orange; stiff, moist, medium to highplasticity (WAITEMATA GROUP SOILS)

Silty CLAY; white grey; stiff, moist, high plasticity

SILT with some sand and minor clay; dark grey, mottled brown; soft tofirm, moist to wet, low plasticity (WAITEMATA GROUP TRANSITIONAL)

SILT with some clay; grey, firm to stiff, moist, medium plasticity

SILT with minor clay and fine sand; grey; firm, moist, low to mediumplasticity

SILT with some clay; grey; stiff, moist, medium plasticity

SILT with some clay and minor fine sand; grey; firm to stiff, moist, lowplasticity

1.0

2.0

3.0

4.0

5.0

N=61, 11, 22, 1

for 75mm

N=20, 00, 01, 1

for 75mm

N=50, 01, 11, 2

for 75mm

RC

ISP

TR

CIS

PT

RC

ISP

TR

C

5.4m - 5.5m: increased clay content & decreased sand

03/0

7/2

017

07/0

8/2

017

TO

PS

OIL

FIL

LW

AIT

EM

AT

A G

RO

UP

SO

ILS

WA

ITE

MA

TA

GR

OU

P T

RA

NS

ITIO

NA

L

70

50

100

40

60

80

87/21

UTP/-

59/25

28/6

Page 1 of 3

HOLE DEPTH: 15.15m

REMARKS



Water

In Flow

Shear Vane




Out Flow


Genera

ted b

y G

ER

OC

Core

-GS

Created: 7/08/2017 3:39:11 p.m.

Dep

th

Insta

llati

on

SP

T

MH4

PROJECT:

Lucy Li c/- DCS Ltd

HOLE NO.:

CLIENT:


JOB NO.:

Meth

od



CO-ORDINATES:

OPERATOR:RIG:

START DATE:

END DATE:

DATUM:

0mE, 0mN ()


Ground Surface

15/06/2017

15/06/2017

TCR(%)

RQD(%)

25

50

75

25

50

75

Fra

ctu

reS

pacin

g(m

in/a

v/m

ax)

Gro

un

dW

ate

r

Sam

ple

Geo

log

ical

Un

it

Description

Gra

ph

ic L

og

Van

e S

hear

Str

en

gth

(kP

a)

LOGGED BY:

CHECKED BY: -

KB/JS

Silty SAND; grey; loose, moist, uniformly graded

Sandy SILT with some clay; grey; very stiff to dense, moist, mediumplasticity

Sandy SILT; grey; dense to very dense, moist, uniformly graded

6.0

7.0

8.0

9.0

10.0

11.0

N=181, 22, 44, 6

for 75mm

N=261, 34, 76, 9

for 75mm

N=273, 43, 68, 10for 75mm

N=283, 34, 58, 11for 75mm

RC

ISP

TR

CIS

PT

RC

ISP

TR

CIS

PT

RC

8.6m - 8.7m: increased clay

WA

ITE

MA

TA

GR

OU

P T

RA

NS

ITIO

NA

L

80

90

119/14

115/14

UTP/-

171/25

Page 2 of 3

HOLE DEPTH: 15.15m

REMARKS



Water

In Flow

Shear Vane




Out Flow


Genera

ted b

y G

ER

OC

Core

-GS

Created: 7/08/2017 3:39:11 p.m.

Dep

th

Insta

llati

on

SP

T

MH4

PROJECT:

Lucy Li c/- DCS Ltd

HOLE NO.:

CLIENT:


JOB NO.:

Meth

od



CO-ORDINATES:

OPERATOR:RIG:

START DATE:

END DATE:

DATUM:

0mE, 0mN ()


Ground Surface

15/06/2017

15/06/2017

TCR(%)

RQD(%)

25

50

75

25

50

75

Fra

ctu

reS

pacin

g(m

in/a

v/m

ax)

Gro

un

dW

ate

r

Sam

ple

Geo

log

ical

Un

it

Description

Gra

ph

ic L

og

Van

e S

hear

Str

en

gth

(kP

a)

LOGGED BY:

CHECKED BY: -

KB/JS

Sandy SILT; grey; dense to very dense, moist, uniformly graded

Sandy SILT with some clay; grey; very stiff to dense, moist, low plasticity (WAITEMATA GROUP ROCK)

Highly to completely weathered, grey, moderately thinly beddedMUDSTONE, very weak

Highly to completely weathered, grey, moderately thickly beddedSANDSTONE, very weak


Highly to completely weathered, grey, moderately thinly beddedSANDSTONE, weak to very weak


Highly to completely weathered, grey, moderately thinly beddedSANDSTONE, very weak


EOH: 15.15m

12.0

13.0

14.0

15.0

16.0

N=50+

6, 89, 1215, 24for 75mm

N=506, 1015, 24

11for 0mm

N=5023, 27

for 75mm

RC

ISP

TR

CIS

PT

RC

ISP T

11.6m - 11.7m: minor clay band

WA

ITE

MA

TA

GR

OU

PT

RA

NS

ITIO

NA

LW

AIT

EM

AT

A G

RO

UP

RO

CK90

UTP/-

UTP/-

UTP/-

Page 3 of 3

HOLE DEPTH: 15.15m

REMARKS



Water

In Flow

Shear Vane




Out Flow




9 August 2017

1

APPENDIX A

Preliminary Architectural Drawings

PARK

WAY

DRIVE

SUNSET ROAD

NORTHERN BUSWAY

APARTMENT 2

APARTMENT 1

COMMERCIAL

PRECINCT

COURTYARD

LANDSCAPED PAR

K LAND

VEHICLE ACCESS TO SITE

AND APARTMENT CARPARK

VEHICLE ACCESS TO

COMMERCIAL PRECINCT

CARPARK

PEDESTRIAN ACCESS TO

COMMERCIAL PRECINCT


SITE


SITE

PEDESTRIAN

LANE WAY

PEDESTRIAN LANE

WAY BELOW

SU

M M E RS

UNW

I N T E RS

UN

TR

UE

N

OR

TH

Sheet NumberDrawnDate

Project number

Sheet TitleProjectClient Consultants

Signed

Revision

Level 01 Shed 19 Princes Wharf PO Box 106 257 Downtown Auckland

Phone 64 9 377 6414 Fax 64 9 377 6418 Email [email protected]

26 Clifton Road Hamilton PO Box 4166 Hamilton East


Figured dimensions are to be taken in preference to scaled dimensions. Verify all

dimensions on the job before preparing shop drawings or commencing work. This

drawing is COPYRIGHT and is the property of Archimedia Group Ltd c

QA CheckedScale @ A1

Scale @ A3

PLOTTED: Notes 1 : 500 1 : 500 1 : 500 1 : 500

4/08/2017 4:54:55 PM4/08/2017 4:54:55 PM4/08/2017 4:54:55 PM4/08/2017 4:54:55 PM

CLIENTCLIENTCLIENTCLIENT 54 PARK WAY DRIVE54 PARK WAY DRIVE54 PARK WAY DRIVE54 PARK WAY DRIVE

16030160301603016030

RC-002RC-002RC-002RC-002

PROPOSED SITE PLANPROPOSED SITE PLANPROPOSED SITE PLANPROPOSED SITE PLAN

AuthorAuthorAuthorAuthor

CheckerCheckerCheckerChecker

PROPOSED SITE PLAN

Rev Date Description

BBBB

IIIIHHHH

2A2A2A2A

3A3A3A3A

4A4A4A4A

5555

6666

7777

8888

7A7A7A7A

8A8A8A8A

CCCC

DDDD

EEEE

JJJJ

FFFF

GGGG KKKK NNNN OOOO

9A9A9A9A

10A10A10A10A

11A11A11A11A

12A12A12A12A

13A13A13A13A

9999

12121212

12B12B12B12B

11111111

11B11B11B11B

4998

6700

5000

5000

LLLL MMMM PPPP

8 11 14 18

19

22 25 28 31

32

35 38

41

44

47

1

4

67200.000

67200.000

67200.000

COURTYARD

TENANCY

1111

2222

3333

4444

G1G1G1G1

AAAA

PARKW

AY DR

IVE

SUNSET ROAD

NORTHERN BUSWAY

2

3

5

6

7 9 10 12 13 15 16 17

20

21

23 24 26 27 29 30

33

34

36 37 39 4042

43

45

46

10101010

5600

6700

5000

5000

6700

5000

1A1A1A1A

CORE 1

CORE 2

CORE 3

BIKE

RACKS

PLANT

12000

EXISTING POLICE STATION

PEDESTRIAN ENTRY

VEHICLE ENTRY TO

CARPARK67200.000

EXISTING

DRIVEWAY TO SITE

TO BE USED

APARTMENTS

COMMERCIAL/OFFICES/RETAIL

SU

M M E RS

UNW

I N T E RS

UN

TR

UE

N

OR

TH


Project number


Signed

Revision









Scale @ A3

PLOTTED: Notes

AAAAFOR INFORMATIONFOR INFORMATIONFOR INFORMATIONFOR INFORMATION

As indicatedAs indicatedAs indicatedAs indicated4/08/2017 4:54:56 PM4/08/2017 4:54:56 PM4/08/2017 4:54:56 PM4/08/2017 4:54:56 PM


16030160301603016030

RC-06RC-06RC-06RC-06

COMMERCIAL - GROUNDCOMMERCIAL - GROUNDCOMMERCIAL - GROUNDCOMMERCIAL - GROUND

FLOOR PLANFLOOR PLANFLOOR PLANFLOOR PLAN

CADCADCADCAD

CHKCHKCHKCHK

1 : 250RC-020

GROUND FLOOR CAR PARK1


A 04.08.2017 FOR INFORMATION

BBBB

IIIIHHHH

2A2A2A2A

3A3A3A3A

4A4A4A4A

5555

6666

7777

8888

7A7A7A7A

8A8A8A8A

CCCC

DDDD

EEEE

JJJJ

FFFF

GGGG KKKK NNNN OOOO

9A9A9A9A

10A10A10A10A

11A11A11A11A

12A12A12A12A

13A13A13A13A

9999

12121212

12B12B12B12B

11111111

11B11B11B11B

LLLL MMMM PPPP

71200.000

71200.000

67200.000

1111

2222

3333

4444

G1G1G1G1

AAAA

PARKW

AY DR

IVE

SUNSET ROAD

NORTHERN BUSWAY

10101010

OFFICES

OFFICES

OFFICES

COURTYARD BELOW (L1)

COURTYARD BELOW

(GROUND)

1A1A1A1A

CORE 1

CORE 2

CORE 3

71200.000

71200.000


APARTMENTS


SU

M M E RS

UNW

I N T E RS

UN

TR

UE

N

OR

TH


Project number


Signed

Revision









Scale @ A3

PLOTTED: Notes




16030160301603016030


COMMERCIAL - LEVEL 1COMMERCIAL - LEVEL 1COMMERCIAL - LEVEL 1COMMERCIAL - LEVEL 1




1 : 250RC-020

LEVEL 1 COMM1



BBBB

IIIIHHHH

2A2A2A2A

3A3A3A3A

4A4A4A4A

5555

6666

7777

8888

7A7A7A7A

8A8A8A8A

CCCC

DDDD

EEEE

JJJJ

FFFF

GGGG KKKK NNNN OOOO

9A9A9A9A

10A10A10A10A

11A11A11A11A

12A12A12A12A

13A13A13A13A

9999

12121212

12B12B12B12B

11111111

11B11B11B11B

LLLL MMMM PPPP

74700.000

74700.000

74700.000

74700.000

74700.000

71200.0001111

2222

3333

4444

G1G1G1G1

AAAA

PARKW

AY DR

IVE

SUNSET ROAD

NORTHERN BUSWAY

74700.000

OFFICES

OFFICES

OFFICES

COURTYARD BELOW (L1)

67200.000

COURTYARD

(GROUND)

10101010

1A1A1A1A


CORE 1

CORE 2

CORE 3

LANE WAY

LANE WAY

APARTMENTS


SU

M M E RS

UNW

I N T E RS

UN

TR

UE

N

OR

TH


Project number


Signed

Revision









Scale @ A3

PLOTTED: Notes




16030160301603016030




CADCADCADCAD

CHKCHKCHKCHK

1 : 250RC-020

LEVEL 2 COMM1



BBBB

BBBB

IIIIHHHH

2A2A2A2A

3A3A3A3A

4A4A4A4A

5555

6666

7777

8888

7A7A7A7A

8A8A8A8A

CCCC

CCCC

DDDD

DDDD

EEEE

EEEE

JJJJ

FFFF

FFFF

GGGG KKKK NNNN OOOO

9A9A9A9A

10A10A10A10A

11A11A11A11A

12A12A12A12A

13A13A13A13A

9999

12121212

12B12B12B12B

11111111

11B11B11B11B

LLLL MMMM PPPP

71200.000

78200.000

1111

2222

3333

4444

G1G1G1G1

G1G1G1G1

AAAA

AAAA

PARKW

AY DR

IVE

SUNSET ROAD

NORTHERN BUSWAY

APARTMENTS

APARTMENTS

74700.000

74700.000

OFFICES BELOW

74700.000

10101010

1A1A1A1A


CORE 2

CORE 3

APARTMENTS


SU

M M E RS

UNW

I N T E RS

UN

TR

UE

N

OR

TH


Project number


Signed

Revision









Scale @ A3

PLOTTED: Notes




16030160301603016030




CADCADCADCAD

CHKCHKCHKCHK

1 : 250RC-020

LEVEL 3 COMM1



BBBB

IIIIHHHH

2A2A2A2A

3A3A3A3A

4A4A4A4A

CCCC

DDDD

EEEE

JJJJ

FFFF

GGGG KKKK NNNN OOOOLLLL MMMM PPPP5000

6750

5250

8000 8000

COURTYARD ABOVE

10655 8000 8500 8000 8000 8500 80008500 8500

75655

19 26 32 40

57 64 72

2500

76700.000

1111

2222

3333

4444

G1G1G1G1

AAAA

8000

8500

8000

8000

8500

8500

49500

1

7

13

41

44

50

76700.000

78262.659

80750.000 80663.848 80710.247

80546.494

78016.585

76700.00079373.617

81285.902

78232.401

78256.887

80469.334

1A1A1A1A


PEDESTRIAN ACCESS

FROM APARTMENTS

PEDESTRIAN ACCESS

FROM APARTMENTS

PARKW

AY DR

IVE

SUNSET ROAD

NORTHERN BUSWAY

COMMERCIAL PRECINCT

LANDSCAPED PARK LAND



APARTMENTS


SU

M M E RS

UNW

I N T E RS

UN

TR

UE

N

OR

TH


Project number


Signed

Revision









Scale @ A3

PLOTTED: Notes




16030160301603016030

RC-010RC-010RC-010RC-010

APARTMENT -APARTMENT -APARTMENT -APARTMENT -

BASEMENT FLOOR PLANBASEMENT FLOOR PLANBASEMENT FLOOR PLANBASEMENT FLOOR PLAN



1 : 250RC-020

BASMENT APMT1



BBBB

IIIIHHHH

2A2A2A2A

3A3A3A3A

4A4A4A4A

CCCC

DDDD

EEEE

8000 8000 10655 8000 8500 8000 8000 8500 8000

JJJJ

FFFF

GGGG KKKK NNNN OOOO

1RC-020

LLLL MMMM PPPP

75655

1111

2222

3333

4444

G1G1G1G1

AAAA

8000

8500

8000

8000

8500

8500

80200.000

80200.000

80200.000

49500

2RC-020

PARKW

AY DR

IVE

SUNSET ROAD

NORTHERN BUSWAY

COURTYARD


COMMERCIAL PRECINCT

1A1A1A1A


LANEWAY BELOW LANEWAY BELOW



1 BED - 50-55M2

2 BED - 75M2

3 BED - 90M2

SU

M M E RS

UNW

I N T E RS

UN

TR

UE

N

OR

TH


Project number


Signed

Revision









Scale @ A3

PLOTTED: Notes




16030160301603016030

RC-011RC-011RC-011RC-011

APARTMENT - GROUNDAPARTMENT - GROUNDAPARTMENT - GROUNDAPARTMENT - GROUND




1 : 250RC-020

GROUND APMT1

APARTMENT LEGEND



BBBB

IIIIHHHH

2A2A2A2A

3A3A3A3A

4A4A4A4A

CCCC

DDDD

EEEE

JJJJ

FFFF

GGGG KKKK NNNN OOOOLLLL MMMM PPPP

1111

2222

3333

4444

G1G1G1G1

AAAA

8000

8500

8000

8000

8500

8500

83700.000

83700.00083700.000 83700.000

PARKW

AY DR

IVE

SUNSET ROAD

NORTHERN BUSWAY

8000 8000 10655 8000 8500 8000 8000 8500 8000

1A1A1A1A



COMMERCIAL PRECINCT

COURTYARD BELOW

1 BED - 50-55M2

2 BED - 75M2

3 BED - 90M2

SU

M M E RS

UNW

I N T E RS

UN

TR

UE

N

OR

TH


Project number


Signed

Revision









Scale @ A3

PLOTTED: Notes




16030160301603016030

RC-012RC-012RC-012RC-012

APARTMENT - LEVELAPARTMENT - LEVELAPARTMENT - LEVELAPARTMENT - LEVEL

1-3 FLOOR PLAN1-3 FLOOR PLAN1-3 FLOOR PLAN1-3 FLOOR PLAN



1 : 250RC-020

LEVEL 1 APMT1

APARTMENT LEGEND



GROUND APMT80.200 m

LEVEL 3 COMM78.200 m



LEVEL 1 APMT83.700 m



ROOF AMPT94.200 m

2A2A2A2A 3A3A3A3A 4A4A4A4A

GROUND COMM67.200 m

7A7A7A7A 8A8A8A8A 9A9A9A9A 10A10A10A10A 11A11A11A11A 12A12A12A12A 13A13A13A13A

BASMENT APMT76.700 m

ROOF COMM81.700 m

3500

3500

3500

3500

3500

3500

3500

3500

4000

CAR PARK

APARTMENT

APARTMENT

APARTMENT

APARTMENT

APARTMENTS

CAR PARK

OFFICES

OFFICES

OFFICES

OFFICES

TENANCY

BALCONY VIE

W LINE

1A1A1A1A

45.0°

3000

RECE

SSIO

N PL

ANES

SOUTHERN B

OUNDARY

NORTHERN B

OUNDARY

16.5M ROLLING HEIGHT PLANE

GROUND APMT80.200 m







ROOF AMPT94.200 m

GROUND COMM67.200 m

BASMENT APMT76.700 m

ROOF COMM81.700 m

1111222233334444

500072504750

3500

3500

3500

3500

3500

3500

3500

3500

4000CAR PARK

OFFICES

OFFICES

APARTMENTS

OFFICES

OFFICES

APARTMENTS

CAR PARK

APARTMENT

APARTMENT

APARTMENT

APARTMENT

COMMERCIAL

WESTERN B

OUNDARY

EASTERN B

OUNDARY

16.5M ROLLING H

EIGHT PLANE

APARTMENTS



Project number


Signed

Revision









Scale @ A3

PLOTTED: Notes




16030160301603016030

RC-020RC-020RC-020RC-020

SITE MASSING SECTIONSSITE MASSING SECTIONSSITE MASSING SECTIONSSITE MASSING SECTIONS



1 : 200RC-011

SITE SECTION 11

1 : 200RC-011

SITE SECTION 22



SUNS

ET RO

AD

PARKWAY D

RIVE

NORTHERN BUSWAY

SUNSET ROAD

PARKWAY DRIVE

NORTHERN B

USWAY

APARTMENTS



Project number


Signed

Revision









Scale @ A3

PLOTTED: Notes


1 : 20 1 : 20 1 : 20 1 : 204/08/2017 4:55:04 PM4/08/2017 4:55:04 PM4/08/2017 4:55:04 PM4/08/2017 4:55:04 PM


16030160301603016030

RC-030RC-030RC-030RC-030

3D SITE MASSES OP 13D SITE MASSES OP 13D SITE MASSES OP 13D SITE MASSES OP 1



NORTHEAST SITE AXO NORTHWEST SITE AXO

PARKWAY DRIVE VIEW 2PARKWAY DRIVE VIEW 1

OPTION 1

- 3 & 4 LEVELS FOR COMMERCIAL PRECINCT



SUNS

ET ROA

D

PARKWAY D

RIVE

NORTHERN BUSWAY

SUNSET ROAD

PARKWAY DRIVE

NORTHERN B

USWAY

APARTMENTS



Project number


Signed

Revision









Scale @ A3

PLOTTED: Notes


1 : 20 1 : 20 1 : 20 1 : 204/08/2017 4:55:07 PM4/08/2017 4:55:07 PM4/08/2017 4:55:07 PM4/08/2017 4:55:07 PM


16030160301603016030

RC-031RC-031RC-031RC-031

3D SITE MASSES OP 23D SITE MASSES OP 23D SITE MASSES OP 23D SITE MASSES OP 2



NORTHEAST SITE AXO NORTHWEST SITE AXO

PARKWAY DRIVE VIEW 1 PARKWAY DRIVE VIEW 2

OPTION 2

- 4 LEVELS FOR ALL OF COMMERCIAL PRECINCT





9 August 2017

APPENDIX B

Slope Stability Calculations

2.72.7

W

W

2.72.7

Material Name ColorUnit Weight

(kN/m3)Strength Type

Cohesion(kPa)

Phi(deg)

Fill 18 Mohr-Coulomb 2 27

^Ɵī �t ĂŝƚĞŵĂƚĂ�' ƌŽƵƉ�̂ ŽŝůƐ 18 Mohr-Coulomb 3 28

sĞƌǇ�̂ Ɵī �t ĂŝƚĞŵĂƚĂ�' ƌŽƵƉ�̂ ŽŝůƐ 18 Mohr-Coulomb 5 28

^Ɵī �t ĂŝƚĞŵĂƚĂ�' ƌŽƵƉ�dƌĂŶƐŝƟŽŶĂů 18 Mohr-Coulomb 5 30

�ĞŶƐĞ�t ĂŝƚĞŵĂƚĂ�' ƌŽƵƉ�dƌĂŶƐŝƟŽŶĂů 18 Mohr-Coulomb 5 35

Waitemata Group Rock 18 Mohr-Coulomb 20 35

ResultsspencerSurface Type: CircularSearch Method: Grid SearchRadius Increment: 10Composite Surfaces: EnabledReverse Curvature: Invalid SurfacesMinimum Elevation: Not DefinedMinimum Depth: Not DefinedEvery available surface2.7

Safety Factor0.00.30.50.81.01.31.51.82.02.32.52.83.03.33.53.84.04.34.54.85.05.35.55.86.0+

80

60

40

20

0

-60 -40 -20 0 20 40 60 80 100

Analysis DescriptionRun 1 - Measured Groundwater, Circular

CompanyKGA

Scale1:700

Drawn ByKB

File NameSection A - Run 1.slim

Date1/08/2017

Project

Stability Analysis - 54 Parkway Drive, Rosedale

SLIDEINTERPRET 6.039

2.92.9

W

W

2.92.9



Cohesion(kPa)

Phi(deg)







ResultsspencerSurface Type: Non-Circular Path SearchNumber of Surfaces: 5000Pseudo-Random Surfaces: EnabledConvex Surfaces Only: DisabledSegment Length: Auto DefinedMinimum Elevation: Not DefinedMinimum Depth: Not DefinedUpper Angle: Auto DefinedLower Angle: Auto DefinedThe 100 surfaces with the lowest factors of safety2.9

Safety Factor0.00.30.50.81.01.31.51.82.02.32.52.83.03.33.53.84.04.34.54.85.05.35.55.86.0+

80

60

40

20

0

-80 -60 -40 -20 0 20 40 60 80 100

Analysis DescriptionRun 2 - Measured Groundwater, Non Circular

CompanyKGA

Scale1:700

Drawn ByKB


Date1/08/2017

Project



2.22.2W

W

2.22.2



Cohesion(kPa)

Phi(deg)








Safety Factor0.00.30.50.81.01.31.51.82.02.32.52.83.03.33.53.84.04.34.54.85.05.35.55.86.0+

80

60

40

20

0

-60 -40 -20 0 20 40 60 80 100 120

Analysis DescriptionRun 3 - Raised Groundwater, Circular

CompanyKGA

Scale1:700

Drawn ByKB


Date1/08/2017

Project



2.22.2W

W

2.22.2



Cohesion(kPa)

Phi(deg)








Safety Factor0.00.30.50.81.01.31.51.82.02.32.52.83.03.33.53.84.04.34.54.85.05.35.55.86.0+

80

60

40

20

0

-60 -40 -20 0 20 40 60 80 100

Analysis DescriptionRun 4 - Raised Groundwater, Non Circular

CompanyKGA

Scale1:700

Drawn ByKB


Date1/08/2017

Project



1.61.6

W

W

1.61.6Material Name Color

Unit Weight(kN/m3)

Strength TypeCohesion

(kPa)Phi

(deg)








0.12

Safety Factor0.00.30.50.81.01.31.51.82.02.32.52.83.03.33.53.84.04.34.54.85.05.35.55.86.0+

10

08

06

04

02

00

-80 -60 -40 -20 0 20 40 60 80 100

Analysis DescriptionRun 5 - Seismic, Measured Groundwater, Circular

CompanyKGA

Scale1:700

Drawn ByKB


Date1/08/2017

Project



1.71.7

W

W

1.71.7



Cohesion(kPa)

Phi(deg)








0.12

Safety Factor0.00.30.50.81.01.31.51.82.02.32.52.83.03.33.53.84.04.34.54.85.05.35.55.86.0+

80

60

40

20

0

-60 -40 -20 0 20 40 60 80 100

Analysis DescriptionRun 6 - Seismic, Measured Groundwater, Non Circular

CompanyKGA

Scale1:700

Drawn ByKB


Date1/08/2017

Project



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