:11 - fndc.govt.nz · to the RC Checklist available on the Council's website. This contains more...

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7 District Council ·lt·./

4 M trO

04 MAY ZD18Office Use Only

Application Number:

Ptivote Bog 152, Memodol Ave

Koikohe 0440, New Zeolond

Freephone: 0800 920 029

Phone: (09) 401 5200

Fox: (09) 401 2137

1620 634 Email: [email protected]

Website: www.fndc.govt.nz

APPLICATION FOR RESOURCE CONSENT OR FAST-TRACK RESOURCE CONSENT

(Or Associated Consent Pursuant to the Resource Management Act 1991 (RMA))(If applying for a Resource Consent pursuant to Section 87AAC or 88 of the RMA, this form can be used to satisfy the

requirements of Form 9)

Prior to, and during, completion of this application form, please refer to Resource Consent Guidance Notes andSchedule of Fees and Charges - both available on the Council's web page.

1. Pre-Lodgement Meeting

Have you met with a Council Resource Consent representative to discuss this application prior to lodgement? Yes / No

2. Type of Consent being applied for (more than one circle can be ticked):

Land Use O Fast Track Land Use* O Subdivision O Discharge

Extension of time (s. 125) Change of conditions (s. 127) 0 Change of Consent Notice (s.221(3))O Consent under National Environmental Standard (e.g. Assessing and Managing Contaminants in Soil)0 Other (please specify)*The fast track for simple land use consents is restricted to consents with a controlled activity status and requires you provide anelectronic address for service.

3. Would you like to opt out of the Fast Track Process?

4. Applicant Details:

Name/s: (63-6-Pirdrev- Heroes

(. 12 & l' 9&10/e'lsort)Electronic Address for

Service (E-mail): r'reved ith °c,bloatillr-Clnee co • n-7Phone Numbers: Work: 407344-1 Home:

Postal Address: 93 Hokeer, Ave.(or alternative methodof service under kele Kieralsection 352 of the Act)

Post Code:

5. Address for Correspondence: Name and address for service and correspondence (if using an Agent write theirdetails here).

Name/s: 63-€ya Ful r)€¥- 1-jom·es - R/le€cl rtkn Gloart-

Electronic Address for

Service (E-mail): kne«61 41· cho-zit@8}9-Ardr-)er co,ne-Phone Numbers: Work: 4353-34-4-1 Home:

Postal Address: 9395 1-b heovi ttvg&(or alternative methodof service under Kete L KiVLIsection 352 of the Act)

Post Code: 0-250All correspondence will be sent by email in the first instance. Please advise us if you would prefer an alternative means ofcommunication.

6. Details of Property Owner/s and Occupier/s: Name and Address of the Owner/Occupiers of the land to whichthis application relates (where there are multiple owners or occupiers please list on a separate sheet if required)

Name/s: 12rl & Laute cersonPropertyAddress/: lot 17 .317- R{(0385Location

k3212-\ EGELI

7. Application Site Details:Location and/or Property Street Address of the proposed activity:

Site Address/ lot- 17, 1-VE 21({33Location:

Idl212- l 4:212,1

Legal Description:

Certificate of Title:

lot 1-9 , DPEE)©G l©Val Number:

26>9592Please remember to attach a copy of your Certificate of Title to the application, along with relevantconsent notices and/or easements and encumbrances (search copy must be less than 6 months old)

Site Visit Requirements:

Is there a locked gate or security system restricting access by Council staff?Is there a dog on the property?Please provide details of any other entry restrictions that Council staff should be aware of, e.g. health and Salelycaretaker's details. This is important to avoid a wasted trip and having to re-arrange a second visit.

8. Description of the Proposal:Please enter a brief description of the proposal here. Attach a detailed description of the proposed activity and drawings (toa recognized scale, eg. 1:100) to illustrate your proposal. Please refer to Chapter 4 of the District Plan, and GuidanceNotes, for further details of information requirements.

'bellgworks 1* hoerse silft resell-hncof Ira 51beacti of FY##.Ul volu»-e & cOP'Shpa, I

If this is an application for an Extension of Time (s. 125); Change of Consent Conditions (s.127) or Change orCancellation of Consent Notice conditions (s.221(3)), please quote relevant existing Resource Consents andConsent Notice identifiers and provide details of the change(s) or extension being sought, with reasons forrequesting them.

9. Would you like to request Public Notification =40 1

Yfo j

10. Other Consent required/being applied for under different legislation (more than one circle can beticked):

dBuilding Consent (BC ref# ifknown) Regional Council Consent (ref# if known)

O National Environmental Standard consent O Other (please specify)

11. National Environmental Standard for Assessing and Managing Contaminants in Soil to ProtectHuman Health:

The site and proposal may be subject to the above NES. In order to determine whether regard needs to be had to the NES pleaseanswer the following (further information in regard to this NES is available on the Council's planning web pages):

Is the piece of land currently being used or has it historically ever been O yes 6 no O don't knowused for an activity or industry on the Hazardous Industries and ActivitiesList (HAIL)

Is the proposed activity an activity covered by the NES? (If the activity is yes 'no don't knowany of the activities listed below, then you need to tick the 'yes' circle).

Subdividing land Changing the use of a piece of land Disturbing, removing or sampling soil Removing or replacing a fuel storage system12. Assessment of Environmental Effects:

Every application for resource consent must be accompanied by an Assessment of Environmental Effects (AEE). This is arequirement of Schedule 4 of the Resource Management Act 1991 and an application can be rejected if an adequate AEE is notprovided. The information in an AEE must be specified in sufficient detail to satisfy the purpose for which it is required. Your AEE mayinclude additional information such as Written Approvals from adjoining property owners, or affected parties.

Please attach your AEE to this application.

13. Billing Details:This identifies the person or entity that will be responsible for paying any invoices or receiving any refunds associated with processingthis resource consent. Please also refer to Council's Fees and Charges Schedule.

Namels: (please write

all names in full) 60 6*rdn« thjnies

Email: knerast Atn·(-1102-1€19(Devr*·-erro,nz_ .Postal Address: 5352> - 1--CiCy*CDI/9 0-'t43>1

E€12-1 Ideal

Phone Numbers: workdO-9-34£1_ Home:

Post Code: 026(3

Fees Information: An instalment fee for processing this application is payable at the time of lodgement and must accompany your application in orderfor it to be lodged. Please note that if the instalment fee is insufficient to cover the actual and reasonable costs of work undertaken to process theapplication you will be required to pay any additional costs. Invoiced amounts are payable by the 20th of the month following invoice date- You mayalso be required to make additional payments if your application requires notification.

Declaration concerning Payment of Fees: 1/we understand that the Council may charge me/us for all costs actually and reasonably incurred inprocessing this application. Subject to my/our rights under Sections 357B and 358 of the RMA, to object to any costs, 1/we undertake to pay all andfuture processing costs incurred by the Council. Without limiting the Far North District Council's legal rights if any steps (including the use of debtcollection agencies) are necessary to recover unpaid processing costs 1/we agree to pay all costs of recovering those processing costs- If thisapplication is made on behalf of a trust (private or family), a society (incorporated or unincorporated) or a company in signing this application 1/we arebinding the trust, society or company to pay all the above costs and guaranteeing to pay all the above costs in my/our personal capacity.

Name: M«fri itto eli -at (please print)06>JOardnew- Hovrle©Signature: (signature of bill payer - mandatory) Date: 2-(s( C B

14. Important Information:

Note to applicantYou must include all information required by this form. The information must be specified in sufficient detail to satisfy thepurpose for which it is required.You may apply for 2 or more resource consents that are needed for the same activity on the same form.You must pay the charge payable to the consent authority for the resource consent application under the ResourceManagement Act 1991.

Fast-track applicationUnder the fast-track resource consent process, notice of the decision must be given within 10 working days after the datethe application was first lodged with the authority, unless the applicant opts out of that process at the time of lodgement.A fast-track application may cease to be a fast-track application under section 87AAC(2) of the RMA.

Privacy Information:Once this application is lodged with the Council it becomes public information. Please advise Council if there is sensitiveinformation in the proposal. The information you have provided on this form is required so that your application forconsent pursuant to the Resource Management Act 1991 can be processed under that Act. The information willbe stored on a public register and held by the Far North District Council. The details of your application may also bemade available to the public on the Council's website, www.fndc.qovt. nz. These details are collected to inform thegeneral public and community groups about all consents which have been issued through the Far North DistrictCouncil.

Declaration: The information I have supplied with this application is true and complete to the best of my knowledge.

Irel

ture is not required if the appl¢ajion is made

Name: (please print)

Signati (signature) Date

Checklist (please tick if information is provided)

o Payment (cheques payable to Far North District Council)

o A current Certificate of Title (Search Copy not more than 6 months old)

o Copies of any listed encumbrances, easements and/or consent notices relevant to the application

o Applicant / Agent / Property Owner / Bill Payer details provided

o Location of property and description of proposal

o Assessment of Environmental Effects

o Written Approvals / correspondence from consulted parties

o Reports from technical experts (jf required)

o Copies of other relevant consents associated with this application

o Location and Site plans (land use) AND/OR

o Location and Scheme Plan (subdivision)

o Elevations / Floor plans

o Topographical / contour plans

Please refer to Chapter 4 of the District Plan for details of the information that must be provided with an application. Please also referto the RC Checklist available on the Council's website. This contains more helpful hints as to what information needs to be shown onplans.

Only one copy of an application is required, but please note for copying and scanning purposes,documentation should be:

UNBOUND SINGLE SIDED NO LARGER THAN A3 in SIZE

PLAN AREAS:

ROOF AREA: 240.94 mz approxFLOOR AREA: 200.77 mz approx (Over Timber Frame)FLOOR AREA: 208.70 mz approx (Over Brick Line)

NOTES

1,350 from 1) All Services locations and connectionscrn b/peg shown indicative only.

DISTRICT PLAN COMPLIANCE:rule

RESIDENTIAL INTENSITY:

BUILDING HEIGHT:

SUNLIGHT:

STORMWATER MANAGEMENT:

Proposed House RoofArea:

Proposed Driveway area:

Existing Access Way

Total

SETBACKS :

COVERAGE:

Proposed House Area:Eaves > 600mm

Total

Rural Livingpermitted achieved

1 unit 1 unit permitted

9m max 5.4m approx. permitted

2m+45C permitted

12.5%

240.94 m2 approx

93m2 approx outside roofline

147m2 approx

481 mz

12% approx of gross site area permitted

3m >3m setbacks permitted

10%

240.94 m' approx

1.73mz approx.

242.67m'

6% permitted

2) Drainage to comply with AS/NZS3500

SITE DESCRIPTION:

LOT 17 DP 398618

SITE AREA: 4000m2

EARTHWORKS VOLUME: 300m' 568m3 excavation

568m' fill

1136m3

(max in any 12 month period)CUT/FILL FACE: 1.5m max 3,Om cut face Res. discre

RC required

EARTHWORKS PERMIT:

Total EaMhworks

Earthworks within 3m b'dry

1136m3

yes

GENERAL NOTES:

PLANNING ZONE: Rural LivingWIND ZONE: HighEXPOSURE ZONE: CSOIL CLASSIFICATION: E

ROOF PITCH: 250

CLADDING WEIGHT: Heavy

BUILDING CONSENTAl! Construction to comply with Local Authority requirements,NZ Building Code/ Approved Documents and NZS Standards.

DO NOT SCALE. Work only to figured dimensions. AllDimensions and levels are to be checked by contractor beforecommencement of work. Contractor to report any discrepancy.

This document and the copyright in this document remains theproperty of G.J Gardner Homes.

These drawings and accompanying documents are not to beused for construction purposes until issued for Building Consentand stamped "approved documents" by the local authority.

G.J. Gardner. HOMES

"We're Great Together"1

NOTE

FAR NORTH FRANCHISE

site setout dimensions are to 53 Hobson Avenue, Kerikeriframe line P 09 407 3441

F 094073442

11@Yi 1/E: [email protected]

FL +0.250 Proposed Floor Level \.4/ l / li l / i , rr·,» n

W: www.gjgardner.co,nz

- - --//lit/1/// 111-

-T+0.600«lt-fi 1-1-1 J 4-1 1 11

PROPOSED NEW DWELLINGExisting Ground Level to cut level -11////thl/ FOR L. & R. Stevenson---,«444)2

Proposed Shallow Batter The Ridge, KERIKERI,

®Cf Power, Water and Telephone --- LOT 17 DP 398618connection location

Power, Water & Telecommunications supply

SHEETTITLE

SITE PLAN

110mm0 UPVC SW Drain to connect public SWdrain

100mm0 UPVC SS Drain to discharge to Sewer

connection

Note: location of extg. services to beestablished prior to excavating for proposed.

PROJECT No: 2018-0395 SHEET

SHEETSIZE: A3 A01SCALE: 1:200

REVISION NO.DRAWN: a morrow

BC-H-1DATE: 1/05/2018

stockpile excess spoil

boundary 33° 57' 00" (88 1 lm)

NOTE

It is considered that shallow stripped foundations are suitable 111 \\\for the penmeter footings for the proposed development with aminimum embedment depth of 0 5m bgI into consistentundisturbed natural cohesive stratum

1 I

proposed concrete driveway(99.88 mz)

Datum -1220corner ext

driveway

/0standard silt fence to TP10t 2-:

R 1

IE E

4% 0

E

r cut line-=_27 - 1 l-04201

0 000\k

V

1

r//1

C

0

\1!f

/ 1-la y///

'+1 0801- +1 120 \111!

4+1370I' ,t*

'Uff I

xtu A /

battered bank

1 @ 35° max

1 +2380 %540

n n n 0 -0 n n n ./1 1

I _t I ll il tl t 1111 Itl I l t lilli 111 ! 1111 /1 } 11.11 11»Ult 1///1/111/111111/litilillitilij/77/77/79/ Tyge 3*ta\\ LL/////////Al/////////////// /77--EBagalwa\'1////////////////////4////

ELLU_1112_„.1_Ul„U-U /7//7-N-+1 /44,/1-1/01/LITEJ AZ.Ut-M+UL// / / / / /1 / #/Alruvv///3 uni building Setback _£ / 35440- 76

200

- battered bank @ 45° max

metalstake

NOTE

Retaining Walls - refer toengineers design for details r

.

COMPUTER FREEHOLD REGISTERUNDER LAND TRANSFER ACT 1952

Search Copy //2-R.W. Muir

Registrar-Generalof Land

Identifier 393592

Land Registration District North AucklandDate Issued 04 March 2008

Prior References

360236

Estate Fee SimpleArea 4000 square metres more or less

Legal Description Lot 17 Deposited Plan 398618

Proprietors

Ryan Alan Stevenson and Laura Anne Stevenson

Interests

Appurtenant hereto is a right of way, a right to convey water, electricity, telecommunications and computermedia and a right to drain water and sewage created by Easement Instrument 7586470.9 - 19.10.2007 at 3:56 pmThe easements created by Easement Instrument 7586470.9 are subject to Section 243 (a) Resource ManagementAct 1991

Land Covenant in Easement Instrument 7631728.1 - 27.11.2007 at 9:00 am

Subject to a right (in gross) ofway (vehicular) over part marked R and right to drain sewage over parts markedJB, JA, J and R and right to convey water and right ofway (pedestrian access only) over part marked R on DP398618 in favour ofthe Far North District Council created by Easement Instrument 7737628.3 - 4.3.2008 at 11:08am

The easements created by Easement Instrument 7737628.3 are subject to Section 243 (a) Resource ManagementAct 1991

Subject to a right to drain sewage over part marked JC and right of way over part marked R and right to drainwater over part marked JA, I, H and R on DP 398618 created by Easement Instrument 7737628.4 - 4.3.2008 at 11:08am

Appurtenant hereto is a right ofway and right to drain water created by Easement Instrument 7737628.4 -4.3.2008 at 11:08 am

The easements created by· Easement Instrument 7737628.4 are subject to Section 243 (a) Resource ManagementAct 1991

Subject to a right (in gross) to convey electricity over part marked R on DP 398618 in favour of Top EnergyLimited created by Easement Instrument 7737628.5 - 4.3.2008 at 11:08 am


Subject to a right (in gross) to convey telecommunications and computer media over part marked R on DP398618 in favour of Telecom New Zealand Limited created by Easement Instrument 7737628.6 - 4.3.2008 at 11:08am


Land Covenant in Easement Instrument 7737628.7 - 4.3.2008 at 11:08 am

Subject to a right to drain water over part marked H on DP 398618 created by Easement Instrument 7737628.8 -4.3.2008 at 11:08 am

Transaction Id 52563067

Client Reference 8355 GJ Gardner (Stephenson)Search Copy Dated 18/12/17 1 :46 pm, Page l of 2

Register Only

LgIN

, Identifier 393592


Subject to a right to drain water over part marked H, JA and I on DP 398618 created by Easement Instrument7737628.9 - 4.3.2008 alt 1.1:08 am


Fencing Covenant in Transfer 10983996.2 - 15.12.2017 at 12:56 pm

10983996.3 Mortgage to ANZ Bank New Zealand Limited - 15.12.2017 at 12:56 pm

Transaction Id 52563067

Client Reference 8355 GJ Girdner (Stephenson)Search Copy Dated 18/12/17 1 :46 pm, Page 2 of 2

Register Only

HAIGH WORKMAN 8Civil 6 Structural Engineers

JOB NO: 18033

Specific Structural Engineering

for:

GJ Gardner - Stevenson

Proiect Site:

18 The Ridge,Kerikeri

Description:

Timber pole retaining wall

Prepared byD Xu BE(Hons), GIPENZStructural EngineerFebruary, 2018

Phone: +64 9 407 8327 · Fax: +64 9 407 8378 · [email protected] • www.haighworkman.co.nz

PO Box 89 · 6 Fairway Drive • Kerikeri 0245 • New Zealand

SESOC I SoIlSVersion- 3.2.1.2024, Published. 9 May 2017

Solls design to N.Z. Building Code document Bl/VM4

VaR

DESIGNER: DX

PROJECT: GJ- Gardner-Stevenson

DESCRIPTION:

DATE: 21/02/2018 TIME: 4:17 pm

POLE RETAINING WALL

THE LOAD IS LONG TERM STATIC

DIMENSIONAL DETAILS OF WALL:

Retaining Height Above ground - h: 1.300 m.

Overall Pole Length - h + Lp: 2.600 m.Depth of penetration into ground - Lp: 1.300 m.Depth to start of bearing - fo: 0.250 m.

Diameter of Pole at ground level - Dp: 175.0 mm.Diameter of Conc. encasement below ground - Dc: 600.0 mm.Pole Centres: - PCentres: 1.200 m.

Breadth of horizontal timber bt: 180.0 mm.

Depth of horizontal timber dt: 180.0 mm.

Sp€eifig-ef-horizontal timbcr cp: 360.0 mm.Slope back of Wall from vertical - flw: 6.0 deg.Pole Outer Zone Density - Category: HighThe Pole bending stress for this density foPole is: 52.00 MPaPole Machining Type - Type: ShavingThe factor k20 for this Machining Type is: 0.85Pole Treatment Type - Type: SteamingThe factor k21 for this Treatment Type is: 0.95

LOAD FACTORS USED IN THE DESIGN:

Retained soil static load factor

Seismic Live Load factor

Pole stress factor for juvenile timberPole deflection factor for juvenile timber

- RLL: 1.50

- SLF: 1.00

-fbFac: 1.00

- EFac: 1.00

DETAILS OF RETAINED SOIL:

Density of soil retained

Angle of Shearing resistance

Angle of friction resistance to wall

Surcharge slope of retained soil

Surcharge Load W per m.Distance from back of wall to line Load

Distance down back of wall of Load Action

Uniform Surcharge Load acting on wall

- Ret.y : 18.0 kN/m·

- Ret.0.32.0 deg

- Ret.6 : 21.3 deg.

- flsur, 0-0 deg.-W : 0.0 kN.per m.- Dis : 0.000 m.

- Dnw : 0.000 m,

- flu : 0.000 kPa.

.****.****.***.**

COEFFICIENTS AND FORCES ACTING ON WALL PER M.:

Static Pressure Coefficient

Earthquake Pressure CoefficientPassive Pressure Coefficient UpperPassive Pressure Coefficient Lower

Earthquake Ground Acceleration CoefficientStatic force at angle Delta UnfactoredEarthquake force at angle DeltaHorizontal Static pressure force UnfactoredHorizontal Seismic pressure force UnfactoredFactored Horizontal Static pressure forceFactored Seismic pressure force

- Ka: 0.235

- Kae: 0.235

- KpFront: 5.506- KpBottom: 7.214- Ce: 0.000

- Pa+Wa: 3.6 kN.

- Pae+Wae: 3.6 kN.

- Po: 3.3 kN.

- Poe: 3.3 kN.- PaHStatic: 5.0 kN.

- PaHe: 3.3 kN.

r

Seismic Force from soil

' Seismic Force Centre

Static Overtuming Moment UnfactoredSeismic Overturning Moment Unfactored

€QNGITUDINAL TIMBER DESIGN:-

Support type:Qimply-supported on polesBreadth of horizbstal timberDepth of horizontal tifhbfSpacing of horizontal timberMaximum pressure on longitudi?i'aktimberMoment in longitudinal timber -ULS.Bending stress in hofizerifal timber -*-ULS.Shear stress irLbertiontal timberAllowable Benging-Stress in horizontal timberActual Bg*ltrig Stress in horizontal timberFaclop®8 in horizontal timber

,0{36ilection in longitudinal timber

POLE TIMBER DESIGN PER POLE:-

- SeismicForce: 0.0 kN.- SeisForceCentre: 0.000 m.

- StaticM: 1.7 kNm.

- SeismicM: 1.7 kNm.

- bt:380.0 mm.

746180.0 mm.- sp: 360.0 mm.- kapr: 5.490 kPa.- Moml: 0.534 kNm.per rail.

-- fbt: 14.0 MPa.Xfst: 3.8 MPa.

- fikGAMPa.- Lfb: 0.™Rt- k8: 1.000 fac---

- dflt: 0.2 mm.

k ACAD sket .

Deflection at top of PolesActual working Moment in PolesActual working Sheer in PolesSeismic Shear in Poles,

Bending stress in Pole timberShear stress in Pole timber

Capacity Bending Stress in PolesCapacity Shear Stress in PolesReliable Moment Capacity of PolesPosition of maximum pole momentShear Capacity of PolesInternal Capacity Ratio of wall

*****************

- dfIP: 11.8 mm.- MomP: 5.5 kNm.

-shp: 6.0 kN.- ShPe. 0.0 kN.

- Pfb: 10.5 MPa.

- Pfs: 0.37 MPa.

- fbp: 22.5 MPa.- fsp: 1.89 MPa.- PMom: 9.5 kNm.

- MaxPoint: 0.545 m. below Ground

- PSh: 24.2 kN.

- CpR. 0.58 Ratio,

SOIL FORCES AND STRESSES PER POLE:-

Upper Bearing LengthLower Bearing LengthDistance between centres of upper and lower bearingDistance to centre of upper bearing areaDistance from bottom to centre of lower bearing areaForce applied to top bearing area of pole in groundForce applied to bottom bearing area of PoleCapacity Force at top bearing area of pole (Factored)Capacity Force at lower bearing area of poleCapacity Top maximum bearing pressureCapacity Lower maximum bearing pressureThe bearing reduction factor for pole spacing is

- UpperL: 0.855 m.- LowerL: 0.199 m.

-: 0.444 m.

-: 0.507 m.

-: 0.099 m.

-: 21.9 kN.

-: 15.9 kN.

-: 27.1 kN.

-: 27.1 kN.

-: 81.32 kPa.

-: 236.35 kPa.

-: 0.500 fac.

Note: The horizontal retaining pressure force is at H/3Note: The horizontal seismic pressure force is at 0.6 x HAssumed height of Hydrostatic buildup behind Wall: 0.00 m.

DETAILS OF FOUNDATION SOIL:

SITE AND FOUNDATION DETAILS

Slope of Site - co: 0.00 deg.

(co set to 0 because De > SetBack * Dc)Distance from slope - De: 20.000 m.

Depth to Water Table - Dw: 5.000m,

Slope of Pole in Ground - A -6.00 deg.Depth to start of Pole bearing in Ground - fo: 0.250 m.

Friction angle of soil with footing - 6: 24.000 deg.

SOIL AND CAPACITY ANALYSIS

Cohesion:- c = 7.00 kPa.

Top Effective Adjacent pressure:-Bottom Effective Adjacent pressure:-

Bearing Strength Reduction Factor

Passive Strength Reduction Factor

Earthquake Strength Reduction Fac.

qt = 15.390 kPa.qb = 23.400 kPa.*bc= 0.45

*pp= 0.45

¢eq -0.60

Soil Density:- r 18.00 kN/maUnder water Soil Density:- y'= 8.19 kN/m3Eff.Angle of Shearing Resist,:- *' = 32.00 deg.Effective stress Cohesion:- c' = 7.00 kPa.

STRESSES APPLIED TO SOIL:

Upper passive pressure: QppUpp= 65.6 kPa.Lower passive pressure: QppLwr= 138.9 kPa.

Applied /Capacity - Upper Limit state of wall:- LimitStatel = 0.81 Ratio.

- Applied /Capacity - Lower Limit state of wall:- LimitState2 = 0.59 Ratio.

Applied /Capacity - Lower Limit state of Poles:- LimitStateP = 0.58 Ratio.

****************************I

SESOC ISOILSVersion 3.2.12024. Published 9 May 2017

Soils design to N.Z. Building Code document Bl/\/M4

DESIGNER: DX


DESCRIPTION:

DATE: 21/02/2018 TIME: 4:14 pm

POLE RETAINING WALL




Overall Pole Length - h + Lp: 4.100 m.Depth of penetration into ground - Lp: 2.300 m.Depth to start of bearing - fo: 0.250 m.

Diameter of Pole at ground level - Dp: 250.0 mm.Diameter of Conc. encasement below ground - Dc: 600.0 mm.Pole Centres: - PCentres: 1.200 m.

Broadth of horizontal timber bt: 180.0 mm.

Depth of horizontal timber - dt: 100.0 rom.

Spacing of horizontal timber - sp: 300.0 mm.Slope back of Wall from vertical - Ow: 6.0 deg.

Pole Outer Zone Density - Category: HighThe Pole bending stress for this density fbPole is: 52.00 MPaPole Machining Type - Type: ShavingThe factor k20 for this Machining Type is: 0.85Pole Treatment Type - Type: SteamingThe factor k21 for this Treatment Type is: 0,95





- RLL: 1.50

- SLF: 1.00

- fbFac: 1.00

-EFac: 1.00

*****************





Surcharge slope of retained soil

Surcharge Load W per m.Distance from back of wall to line Load

Distance down back of wall of Load Action

- Ret.y: 18.0 kN/ml

- Ret. 1> : 32.0 deg.- Ret.6 : 21.3 deg.- flsur: 30.0 deg

- W: 0.0 kN,per m.- Dis : 0.000 m.

- Dnw: 0.000 m.

Uniform Surcharge Load acting on wall - Qu : 0.000 kPa.

*****************





- Ka: 0.460

- Kae: 0.460


- Pa+Wa: 13.4 kN.

- Pae+Wae: 13.4 kN.

-Po: 12.4 kN.

- Poe: 12.4 kN.

- PaHStatic: 18.6 kN.

- PaHe: 12.4 kN.

'D N

Seisrrilc Force from soilSeismic Force Centre

Static Overturning Moment UnfactoredSeismic Overturning Moment Unfactored

- SeismicForce: 0.0 kN.

- SeisForceCentre: 0.000 m.

- StaticM: 8.9 kNm.


CONGITUDINAL TIMBER DESIGN:-

Support t*h>·Sinply-supported on poles1 Breadth of horizdlitat0-nber1 Depth of horizontal timbet:

Spacing of horizontal timber --fMaximum pressure on longitudindllin®erMoment in longitudinal timber ,><ULS.Bending stress in horizon*tirifEer -3ULS.Shear stress in horizslmt01 timber

Allowable Bending §#85§ in horizontal timberActual Bendig,Stfess in horizontal timberFactor k#jrnorizontal timber

flectton in longitudinal timberPOLE TIMBER DESIGN PER POLE:-

,Omm.

).0 mm.

- bt: 180

-dt:380'19; 36(- kapr: 14.909 kPa.Mom!: 1.449 kNm.per rail -fbt: 14.OMPa.

>[email protected] MPa,-fbi: 634

- Lfb: 1.5

- k8: 1.0(

- dflt: 0.4

Mfa,)0 fac.

mm.

Defiection at top of PolesActual working Moment in PolesActual working Shear in PolesSeismic Shear in Poles,Bending stress in Pole timberShear stress in Pole timber

Capacity Bending Stress in PolesCapacity Shear Stress in PolesReliable Moment Capacity of PolesPosition of maximum pole momentShear Capacity of PolesInternal Capacity Ratio of wall

I.**********Il.**

- dfIP: 34.4 mm.

- MomP: 28.9 kNm.

- ShP: 22.4 kN.

- ShPe: 0.0 kN.

- Pfb: 18.9 MPa.

- Pfs: 0.68 MPa.

-fbp: 22.5 MPa,- fsp: 1.89 MPa.- PMom: 27.7 kNm.

- MaxPoint: 1.005 m. below Ground- PSh: 49.5 kN.

- CpR: 1.05 Ratio.



- UpperL: 1.670 m.- LowerL: 0.381 m.-: 0.830 m.

-: 1.031 m.

-: 0.188 m. /

-- 73.1 kN.

-: 50.7 kN.

-: 80.3 kN.

-: 80.3 kN.

-: 135.84 kPa.

-: 367.82 kPa.

-: 0.500 fac.

Note: The horizontal retaining pressure force is at H/3Note: The horizontal seismic pressure force is at 0.6 x HAssumed height of Hydrostatic build up behind Wall: 0.00 m.


SITE AND FOUNDATION DETAILS

Slope of Site -CO: 0.00 deg,


Depth to Water Table - Dw: 5.000 m.

Slope of Pole in Ground - 0: -6.00 degDepth to start of Pole bearing in Ground - fo: 0.250 m.

Friction angle of soil with footing - 8: 24.000 deg.



Top Effective Adjacent pressure:- qt = 30.060 kPa.Bottom Effective Adjacent pressure:- qb = 32.400 kPa.

Bearing Strength Reduction Factor (Dbc= 0.45

Passive Strength Reduction Factor (Dpp = 0.45

Earthquake Strength Reduction Fac. *eq = 0.60

Soil Density:-

Under water Soil Density:-

Eff.Angle of Shearing Resist.:-Effective stress Cohesion:-

r 18.00 kN/may' = 8.19 kN/m'

¢' = 32.00 deg.c' = 7.00 kPa.




Applied /Capacity - Lower Limit state of wall:- LimitState2 = 0.63 Ratio.


SESOC I SOILSVersion. 3.2.1.2024, Published: 9 May 2017

Soils design to N Z. Building Code document B 1 /\/M4

DESIGNER: DX


DESCRIPTION:

DATE: 21/02/2018 TIME: 4:16 pm

POLE RETAINING WALL




Overall Pole Length - h + Lp: 3.600 m.Depth of penetration into ground - Lp: 2,000 m.Depth to start of bearing - fo: 0.250 m.

Diameter of Pole at ground level - Dp: 225.0 mm.Diameter of Conc. encasement below ground - Dc: 600,0 mm.Pole Centres: - PCentres: 1.200 m.Breadth of horizontal timber bt: 180.0.mm.

Depth of horizontal timber ·-- dt: 1 80.0 mm.

Spacing of horizontal timber :p: 360.0 mm.Slope back of Wall from vertical - flw: 6.0 deg.Pole Outer Zone Density - Category: HighThe Pole bending stress for this density fbPole is: 52,00 MPaPole Machining Type - Type: ShavingThe factor k20 for this Machining Type is: 0.85Pole Treatment Type - Type: SteamingThe factor k21 for this Treatment Type is: 0,95





- RLL: 1.50

- SLF: 1.00

- fbFac: 1.00

- EFac: 1.00





Surcharge slope of retained soilSurcharge Load W per m.

- Ret.y : 18.0 kN/m'

- Ret.¢ : 32.0 deg,- Ret.6 : 21.3 deg.- flsur, 30,0 deg- W: 0.0 kN.per m.

Distance from back of wall to line Load - Dis : 0.000 m.

Distance down back of wall of Load Action - Dnw: 0.000 m.

Uniform Surcharge Load acting on wall - flu : 0,000 kPa.

*****************





- Ka: 0.460

- Kae: 0.460


- Pa+Wa: 10.6 kN.

- Pae+Wae: 10.6 kN.- Po: 9.8 kN.

- Poe: 9.8 kN.

- PaHStatic: 14.7 kN.

- PaHe: 9.8 kN.

P , J

Seismic Force from soilSeismic Force Centre

Static Overturning Moment UnfactoredSeismic Overturning Moment Unfactored

- SeismicForce: 0.0 kN.

- SeisForceCentre: 0.000 m.- StaticM: 6.3 kNm.


CONGITUDINAL TIMBER DESIGN:-

Support type>Eimply-supported on polesBreadth of horizofitalilmber - bt: 180.9

Depth of horizontal timBe 0*150,0 m m.; Spacing of horizontal timi sp: 360.0 mm.

Maximum pressure on lor kapr: 13.253 kPa.Moment in longitudinal tir Moml: 1.288 kNm.per railULS.Bending stress in hc fbt: 14.0 MPa.

| ULS.Shear stress in hgozolital timber -hst;48 MPa,; Allowable Bendiqg.Stfess in horizontal timber - fbi: 67*Mfa.Actual Be¤ing-Stress in horizontal timber - Lfb: 1.3 MPa.**Fact*k8 in horizontal timber - k8: 1.000 fac. NXDeflection in longitudinal timber - dflt: 0.4 mm. -./.

igitudinartilm**,Inber -irizontitimber

POLE TIMBER DESIGN PER POLE:-

Deflection at top of PolesActual working Moment in PolesActual working Shear in PolesSeismic Shear in Poles,Bending stress in Pole timberShear stress in Pole timber

Capacity Bending Stress h PolesCapacity Shear Stress in PolesReliable Moment Capacity of PolesPosition of maximum pole momentShear Capacity of PolesInternal Capacity Ratio of wall

*****************

-dfIP: 29.8 mm.

- MomP: 20.8 kNm.- ShP: 17.7 kN.

- ShPe: 0.0 kN.- Pfb: 18.6 MPa.

- Pfs: 0.67 MPa.

- fbp: 22,5 MPa,- fsp: 1.89 MPa.- PMom: 20.2 kNm.

- MaxPoint: 0.895 m. below Ground

- PSh: 40.1 kN.

- CpR: 1.03 Ratio.



- UpperL: 1.425 m,- LowerL: 0.331 m.

-: 0.714 m.

-: 0.872 m.

-: 0.164 m.

-: 58.7 kN.

-: 41.0 kN.

-: 61.5 kN.

-: 61.5 kN.

-: 119.45 kPa.

-: 324.00 kPa.-: 0.500 fac.

Note: The horizontal retaining pressure force is at H/3Note: The horizontal seismic pressure force is at 0.6 x HAssumed height of Hydrostatic build up behind Wall: 0.00 m.


SITEAND FOUNDATiON DETAILS

Slope of Site - 00: 0.00 deg.


Depth to Water Table - Dw: 5.000 m.

S[ope of Pole in Ground - 13: -6.00 deg.Depth to start of Pole bearing in Ground - fo: 0.250 m.

Friction angle of soil with footing - 6.24.000 deg.



Top Effective Adjacent pressure:-Bottom Effective Adjacent pressure:-Bearing Strength Reduction Factor.Passive Strength Reduction FactorEarthquake Strength Reduction Fac.

qt = 25.650 kPa.qb = 28.800 kPa.*bc = 0.45

*PP = 0.45*eq = 0.60

Soil Density:- r 18.00 kN/m,Under water Soil Density:- f = 8.19 kN/m'Eff.Angle of Shearing Resist.:- ¢' = 32.00 deg.Effective stress Cohesion:- c' = 7.00 kPa.




Applied /Capacity - Lower Limit state of wall:- LimitState2 = 0.67 Ratio.


*****************************

11

HAIGH WORKMANE1. Civil 6 Structural Engineers

Client: GJ Gardner - Stevenson Job no: 18 033

Title: Retaining wall backing boards design Eng: DX

Planks of 150*50green timber

i.11·- i -1

.1. +11 1" + .1-t

d =45 mm A =140 mm A:=11.7 Mpa L..1 .SG8 in wet condition

11. 1 1.1 1 - 1

k4,= 1.14 - 1 consider 2 members acting together since they both deflect at the same time _L

AB:=1

1 de... ...JA86'1.0 Z:=5·-'-=(47.25·10-£') mt . i

Designed moment capacky

4 .

1

*AJ,1:= 4 ·kl *k4'

Z:-2.b·-

l.1 6 1

k5'k8.fb'Z=:0.3 kN_m

..1 L .

Designed moment capacky I(double)

140.1---4 LI.

+AI,: :=t'kl.kd'k5'kHLfb'Z=0.61 kN·m I . f.

Z:=3·b·ift=(141.75·10-9 m:t F .7. EN..I6

1 1 .1Designed moment capacity . ..-. . 4-lb.In:=ch ki·k:' k5'k.8 jb'Z=0.91. kN·m .,..(Triple) 1. ! 41 4

i L . . /· · . .

1 -* + t

-#* #*7. -1.---I.-1........-1...4 . . +

. . - ; i . . . . . . .

L ..1- :./ 2..1

1.

1 1

t 1-1, -..M

1 - . 4 , 1 1

11+ 1

il -

' - 1- 1

t1 ] 1 ; i - f I.f- -I i I i --1

4-v-·1 ··· · ·· ·· ··· · 1

Date: 21/02/2018 Page 1 of 3

Created with PTC Mathcad Ext)ress. See www.mathcad.com for more information.

HAIGH WORKMANE-- Civil 6 Structural Engineers



_ 4 __ i 1 1 1 - __u -- -i Ji f -5 - _ _-1 -- 5 1- fWall- 2& 3 T 1 1 - 1

' I, 1 - --1 1

. .- Retaining height -2 H:= 1.8 m . - ' I ,

Friction angle 0:=32° 1 4-1 1 g

*- lilI - Spacing ofthe pole -2__4.L Ls=lam

4 f 7 ,-- 1-1 1

1 1 1 1 1.-!1 1-kN _ _ 2 .-

Weight of the soil Z 7:=18_4_ 0 t- 7 - - · ·- -

41 11 1 1 11 1.1 1 1 1 19-4- ---+ + - --- --- - T " .. WI

1 .

Design bending capacity

of Single plank 1 I *Al := 0.3 kN·m From page 11TI 'flt112 f i

Design bending capacity 2--_-*AA:=0·61 kN·m .2 - From page 1 j 7 - 1-- - of double planks

T! lili - 1 . 1- 4p 1 --1

Design bending capacity' of triple planks - - *Wa =0,91 kN·m | _ From page 1

1 -1 1 -- -1 4

i 4. ..4-1 i 4- T 1 1- J -1 -9r-22B := 30 ° Measured from the cross section

3 10

1 2 .- 1

(COS (0-81)= 3.549 ._ Coulomb Formula -fi

2* 2 T sin (5 + 0) · sin(0 -4 1 r -- 1

i [ , (cos (e)) .cos (8 + 6).cos (5 + 8) . cos (0-8) 3 J- ---

- 1 i T - I 11 - · ili 4 1-f -' 1*2 -- ,+.1 1 1 11 - --

Soil pressure at bottom ...... Psozl:=,Ka·7·H· 1.5 = 26.66 kPa 1 1

Surcharge pressure . ' . , -Pieve·=Ka.0 kPa· 1.5 -0 kPa i .

1,1 1-ff -,1 - litPtotol *= (Pwd 0 Fizile . b = 3.73 -kf- !- 3 01 m- lili- L-2 Aluit i - 3 spans or more

Maximum bending at bcttom E-1 Aluit·-Ptota!* ' -Cl 54 MV· m -- 0.88 ' IMax. Double planks10 i *\4211

-- 1 [ i- 1 : 1 1 z ° 1 1 - -IT- ---1 - 1 1 71 1,1 11

3 8tn plank from the bottom Muit x Psoil. (H -6· b) i pive.b·--1-=0.29 kN·m' - =b.96H 10 4*4

--11 7 l l L i 1 + 1 I 11 i 2 -i

-- t H--6 bpO.96m.-| ' 1 11- T f. , - -IT T --1 '

Top 1 Om Single plank , 1.0 to the rest use double planks .1 + 3 -

Il_ Ililli 1 1 1 1 1--1 J 1 1 1 1 1

1 -3- .

i ' 1 1| illlili

17&- 1 1 jo .ft 1 Ii - 2 1 2 7

Date: 21/02/2018 Page 2 of 3

Created with PTC Mathcad Exoress. See www.mathcad.com for more information.

HAIGH WORKMANECivil 6 Structural Engineers



Wall- 1 1 1 11 11'r 1 t 11 11 ,

1 1 EliRetaining height i 11:= 1.3 m 1 - - T I

,! I

Friction . - -_ L

1 11 11: . . -11 1I 1

1 T 1-11Spacing of the pole La:= 1.2 m

111 1 1 1 1!1 4 1!

1 -- 1 ikN - * 1- Iii Weight of the soil 7:=18 -

11 1 1 -- I i 1

Desigh bending capacity *Ml:= 0.3 kN· mFrom page 1 1 1 1,of single plank ,

Design bending capacity ' 2= 0.61 kN· m- of double planks i From page 1 | , i 1f + F + b f ' tj I .

Design bending capacity +Ma:= 0.91 kN· m .

of triple planks I From page ll0 T

li : = 11£- 11 6 4 0 ° B:=0° Measured from the cross section

3,

2

(cos (4 - e))Coulomb Formula i= 0.275

2

2 6111 (,5 + 0) · sin (0 - B) j(Cos (8)) .COS (8 + 5).coS (6 + 8) .cos 03 -e) 3

. , 1 1

1 11 1 11.11 - 1 4 11-1 --1

Soil pressure at bottom 40:j:=Ka.7·H·1.5-9.65 kpa _-_

Surcharge pressure . Plive:=K. • 0 kPa· 1.5 -0 kPaF liu 11 1 1 li +11 7 i J till'1 111 1,11 111

1 --Ptotat ;= (Paozl +Pi,i,r) ·b=1.35 -.kNmi11 1 1

1 1 19-1L.j ' ' Mult

Maximum bending at bottom Mult.= pltntal .2-=0.19 kN·m -=065 3 spans or more10 ' *MlAll single planks 'i- i

1 5 -1 £[t J 1 1. lili:_ Iii '1 - i 1 !! 1 1 1] It '

1. 1

.r . .1

1 11

L.

*'

1 1 1111

Date: 21/02/2018 Page 3 of 3

Created with PTC Mathcad Exoress. See www.mathcad.com for more information.

(Wall 1)

(Wall 2 & 3)

A'all number Timber Rails

1 All single Planks

0.2m to the rest Double2 Top 0 to 0.2m Single

3 Top 0 to 0.4m Single0.4m to the rest Double

L, B,EMBEDMENT BORED 0

(m) (mm)

1.3 450

2.3 450

2.0 450

B

TYPICAL TIMBER POLE RETAINING WALL DETAILN. T. S.

TIMBER SPECIFICATION SUMMARY (REFER TO FULL SPECIFICATIONS AS ATTACHED)

1. EXCAVATION PROTECTION

The excavation and earthwork Contractor shall take all necessary precautions to protect adequately all persons and property liable to be affected by the excavation and earthworks operations.All work must comply with the relevant Labor Department Safety Regulations.

2. EXCAVATION

Excavation for all foundations to the depths and sizes shown. All footings must be taken into original ground capable of supporting the bearing pressure as required on the drawings. Thebottoms of all excavations shall be free of water and loose material before any concrete is placed. Generally excavations shall be kept free of water at all times and the contractor shall performall plumbing, sharing, baling and temporary drainage necessary.

3. FOUNDATION

Soil bearing pressure to be 100kPa minimum. Foundation excavation should be inspected by HW prior to concrete placement.

4. TIMBER POLES

All poles to be naturally round, high density Radiata Pine tapered poles mot Lazer logs or machine shaved logs). Timber treatment to be minimum H5.Small end to top large end in foundation.

5. TIMBER RAILS

SG8 Radiata Pine or similar approved. Timber treatment to be minimum H4. Spans to be continuous i.e. minimum of 2 or more spans.

6. BARRIER BALUSTERS, RAILS & INFILL

SG8 Radiata Pine or similar approved. Timber treatment to be minimum H3.2.

DWG ProjectTimber Pole

18 The Ridge, KerikeriRetaining Wall

6 Fainway Drive T 09 407 8327

Kerikeri, SOL F 09 407 8378 Client

DWG No. STD Sheet No. 1 of 1 Scale N. T. S. E: [email protected] GJ Gardner - Stevenson

Drawn

File

Dx Checked pw Approved PW

Z \H W FILES\18 1083518033 GJGARDNER - Date 21/02/2018{.Trcnicklennnreir-ruM,Ii i n,Ar

DIMENSIONS MUST NOT BE SCALE MEASURED FROM THESE DRAV¢NGS.THE CONTRACTOR SHALL CHECK & VERIFY ALL DIMENSIONS INCLUDING

SITE LEVELS. HEIGHTS AND ANGLES ON SITE PRIOR TO COMMENCING

ANY WORK. ™E COPYRIGHT TO THESE DRAWINGS AND ALL PARTS

THERE OF REMAIN THE PROPERTY OF HAIGH VAORKMAN. ©2006

Project No. 18 033RC no.

Plotted By Dale Xu at 22/02/2018 1:27:12 PM

D

00 2 35°

= 45°

200mm MIN.

SCORIA BACKFILL (100/60)

- H5 TREATED TIMBER POLE (SED),SPACING OF POLES C/C

150x50 H4 TREATED TIMBER RAILS

CONTRACTOR TO PROVIDE 10mm

PACKERS BETWEEN HORIZONTAL F

1000 NOVAFLOW

LU'

LUSOLID FILL WITH 17.5MPa

CONCRETE & VIBRATE

ENGINEER TO INSPECT

PRIOR TO CONCRETE PLACEMENT

TIMBER POLE RETAINII

H, HEIGHT D (SED)SPACING

POLES cWall number (rn) (mm)

1 1 175 1.2

2 1 250 1.2

3 1 225 1.2

ai LELE *;2..J.....Vt..LwARCHITECTS -ACENZ

Building Code Clause(s)... Bl.....

PRODUCER STATEMENT - PS1 - DESIGN(Guidance notes on the use of this form are printed on page 2)

ISSUEDBY: Haigh Workman Limited .(Design Firm)

TO:............ Stevenson care of G.J. Gardner Homes..........................,..,.,,.,,....,.(Owner/Developer)

TO BE SUPPLIED TO: Far North District Council.

(Building Consent Authority)

IN RESPECT OF: Timber pole retaining wall .....(Description of Building Work)

AT:..................18 The Ridge, Kerikeri ,

...(Job number 18 033).

(Address)

. LOT.........17.........DP .......398618......... SO ,

We have been engaged by the owner/developer referred to above to provide structural engineering... services inrespect of the requirements of

(Extent of Engagement)

Clause(s) ...Bl (limited to specifically designed structural elements/members).....of the Building Code forAll ® or Part only m (as specified in the attachment to this statement), of the proposed building work.

The design carried out by us has been prepared in accordance with:

® Compliance Documents issued by the Ministry of Business, Innovation & Employment...Verification methods..........or(verification method / acceptable solution)

U Alternative solution as per the attached schedule.....................

The proposed building work covered by this producer statement is described on the drawings titledHaig h Workman .

Timber Pole Retaining Wall Detail ..and numbered Sheet 1 of 1 Reference No 18 033....;together with the specification, and other documents set out in the schedule attached to this statement.On behalf of the Design Firm, and subject to:(i) Site verification of the following design assumptions HW to inspect foundations(ii) All proprietary products meeting their performance specification requirements;

I believe on reasonable grounds that a) the building, if constructed in accordance with the drawings, specifications, andother documents provided or listed in the attached schedule, will comply with the relevant provisions of the Building Codeand that b), the persons who have undertaken the design have the necessary competency to do so. I also recommendthe following level of construction monitoring/observation:ECM1 ®CM2 UCM3 EICM4 CJCM5 (Engineering Categories) Or U as per agreement with owner/developer (Architectural)

I, ...PhiIWorkman...... MIPENZ#144140....am: OCPEng.........................,.#(Name of Design Professional)

C]Reg Arch..................... .#

I am a Member of: ® IPENZ UNZIA and hold the foll*ing qualifications:... BE Civil Engineering, B.sc Physics ......The Design Firm issuing this statement holds a frent policy of Professional Indemnity Insurance no less than$200,000*.

The Design Firm is a member of ACENZ: gl2.\

SIGNED BY......Phil Workman..................,. .. . .. ON BEHALF OF...Haigh Workman Ltd.....(Design Firm)

Date...22/02-2018. (signature).........,,..,,L-·MrNote: This statement shall only be relied upon by the .Buildi¢g Gkbigt Authority gmed-5661. Liability under this statement accrues to theDesign Firm only. The total maximum amount of damages p+yable arisiflg-fre,rrtfii-s statement and all other statements provided to the Building

Consent Authority in relation to this building work, whethr in contract, tort or otherwise (including negligence), is limited to the sum of$200,000*

This form is to accompany Form 2 of the Building (Forms) Regulations 2004 forthe application of a Building Consent.

PRODUCER STATEMENT PS1 October 2013

HAIGH WORKMAN 8.- Civil 6 Structural Engineers

Geotechnical and Earthworks Report of

Lot 17 DP 398618 The Ridge, Kerikeri

for

G.J. Gardner

Haigh Workman reference 18 033

March 2018

Phone: +6494078327 • Fax: +6494078378 • [email protected] • www.haighworkman.co.nz

PO Box 89 • 6 Fairway Drive • Kerikeri 0245 • New Zealand

HAIGH WORKMAN ECivil 6 Structural Engineers

Geotechnical and Earthworks Report

of Lot 17 The Ridge, Kerikerifor G.J. Gardner

HW Ref 18 033

February 2018

Revision History

-C.111.m . .-F -14 ' |'

Revision NQ ssued By Description -*1 I e DateA Akira Kepu First Issue 8 March 2018

Prepared by Reviewed By

Akira <epu Fjohn Pa Ach -

Adv.Dip Struc/Civil Engineer.

MEngNZ.

BE (Civil Engineering),

NZCE, MEngNZ.

..

t



of Lot 17 The Ridge, Kerikeri

for G.j. Gardner

HW Ref 18 033

FebruarY 2018

TABLE OF CONTENTS

Revision History i

Executive Summary 3

1 Introduction 5

1.1 Objective and Scope 5

1.2 Applicability 5

2 Site Details and Description 6

2.1 Site Description 6

3 Geology 7

3.1 Mapped Geology 1

4 Environmental Setting 9

4.1 Hydrology and Flooding 9

5 Fieldworkq 11

5.1 Visual Inspection 11

5.2 Subsurface Investigations .....11

6 Conclusions and Recommendations.. 13

6.1 Shallow Foundations..... 13

6.2 Ground/Slope Stability.. 14

6.3 Retaining Walls 14

6.4 Earthworks 14

6.5 Erosion/Sediment Control Measure. .. 15

6.6 Regulatory Framework 16

6.7 Construction Monitoring 17

6.8 Stormwater Management 17

6.9 Flood Hazard 18

6.10 Wastewater 18

6.11 Site Suitability and Further Works .....18

i REVA

HAIGH WORKMAN QCivil 6 Structural Engineers


of Lot 17 The Ridge, Kerikerifor G J. Gardner

HW Ref 18033

February 2018

Appendix A - Drawings 19

Appendix B - Exploratory Hole Records... 20

Appendix C - Site Photography 21

TABLES

Table 4-1 - Surface Water Features & Flooding ... 9

Tab/e 5-1 -Summary of Ground Conditions...........,.................................................................................... 11

FIGURES

Figure 1 - NZMS Sheet 290 (104/05 Soil Map...... 8

Figure 2 - GNS Science Rock Map Sheet 2 8

ii REV A

HAIGH WORKMAN 8Civil & Structural Engineers


of Lot 17 The Ridge, Kerikerifor G.J. Gardiner

HW Ref 18 033

February 2018

Executive Summary

Haigh Workman Ltd was commissioned by G.J. Gardner Homes to undertake a ground investigation and assessment

of land at Lot 17 DP 398618 The Ridge, Kerikeri. Thisgeotechnical investigation was designed and conducted by Haigh

Workman Ltd in order to provide geotechnical and site suitability advice for the proposed development and to

support a resource consent application for the on-site earthworks.

The client is proposingto develop the site for a low-rise residential end-use comprising a three-bedroom, residential

unit includinga studyand media room with associated areas of soft landscaping, earth retainingstructures and areas

of adoptable hardstanding (driveway and car parking).

At the time of writing, a conceptual development plan (attached to this report); was supplied by the client (builder)

and is subject to the site specific geotechnical recommendations developed by Haigh Workman as part of the scope

of this investigation.

It is understood that changes to ground levels are proposed within the residential development including cuts to

banking of the proposed building platform to improve the desired development platform. Ground levels across

finished exposed areas of the site are expected to have minimal changes and the original site profile is understood

to be retained in the proposed development.

According to available geological plans and the Haigh Workman walkover survey, the underlying soil geology across

the site comprises consistent natural cohesive soils comprising well to moderately well drained Kerikeri friable clay

with large boulders. Soil geology is derived from the weathering of solid geology comprising older basalt flows of the

Kerikeri Volcanics Group (Pvb).

Fieldworks were undertaken by a Haigh Workman Geotechnical Engineer in a single stage on 20 February 2018 and

comprised the drilling of three hand augured boreholes to a maximum of 3.0 m below ground level and extending

with Dynamic Cone Penetrometer (DCP) to terminate at 5.0 m (bgl).

Following interpretation of field data, the following conclusions and recommendations can be made:

• The underlying soil and rock geology conforms to that published by available geological mapping;

• Shallow stripped foundations with a minimum embedment of 0.50m into undisturbed natural ground are

considered suitable for the proposed development:

o Based on the results from the ground investigations and; 'good ground' requirements in accordance

with NZS 3604:2011 for good bearing capacity soils; 2100 kPa (corrected) shearvane strength.

• Retaining wall structures features are suitable forthe proposed development, it is recommended that:

o Proposed new house, more specifically; 1.Om cut face to the eastern edge of the building site; to be

supported through the use of timber pole retaining walls;

o All retaining structures should be designed by a suitably qualified engineer familiar with soilproperties highlighted by this report at the time of building consent.

• Excavations are required; involving the removal of soil, to improve/flatten the desired development

platform; as depicted in the Proposed Development Plans (bythe client) attached.

3 REV A

11

HAIGH WORKMAN 8-1 Civil 6 Structural Engineers



HW Ref 18 033

February 2018

• A Resource Consent is required as the proposed earthworks volume (1,136mz) exceeds the permitted for

Rural Living (300mt Further discussed in Section 6.5

o Anycut face forthe proposed residential unitshould besuitablyshored/supported upon excavation.

o Erosion and sediment control measures should be suitably designed and incorporated to land

directly below the earthworks platform. Measures such as, but not limited to silt fences maysuffice.

• Any further filling (where applicable) > 0.60 m thick, is subjected to compaction in accordance with

engineering standards;

• Construction monitoring of enabling/construction works is conducted by a suitably qualified professional

engineer with a producer statement submitted to the relevant local authority as follows:

o To check the bearing stratum and construction as per specific structural design.

o During (prior to concrete placement) and upon completion of any (timber pole or concrete

cantilever) retaining wall.

• Drainage is installed as per Section 6.8 of this report and the proposed development plan to channel

stormwater landing on impenetrable surfaces away from the building platform.

• Wastewater as discussed in Section 6.10.

It would be prudentto notethat no LIM report has been provided to supplementthis assessment.

4 REV A




for G.J. Gardner

HW Ref 18 033

February 2018

1 Introduction

Haigh Workman Ltd (Haigh Workman) was commissioned by G.J. Gardner (the client) to undertake a ground

investigation and assessment of land at Lot 17 The Ridge, Kerikeri (the "site") for the purpose of a proposed

residential development and to support a resource consent application for the on-site earthworks. This report

presents the factual information available during the appraisal, interpretation of data obtained during fieldworks

with site specific geotechnical recommendations relevant to the defined objectives.

This appraisal has been designed to assess the ground and ground water conditions at the site and readily available

GIS data, in particular in regard to land across the proposed development platforms of the subdivisions.

1.1 Objective and Scope

The objectives of this investigation were to:

• Establish the geological and environmental setting of the site;

• Visually assess the site and surrounding land;

• Investigate the near surface soil and groundwater conditions at the site, and;

• Provide geotechnical and general site suitability recommendations for the proposed development.

To achieve this, the scope of works conducted by Haigh Workman included:

• Site mapping;

• Review of geotechnical databases, available geological and topographical mapping;

• Intrusive site investigation using hand-held tools for evaluation of subsurface conditions, and;

• Preparation of this report with site specific geotechnical recommendations.

1.2 Applicability

This report has been prepared for the use of G.J. Gardner with respect to the particular brief outlined to us. This

report is to be used by our Client and their Consultants and may be relied upon when considering geotechnical and

sitesuitabilityadvice. Furthermore, this report maybe utilised inthe preparation of buildingand/or resource consent

applications with local authorities.

The information and opinions contained within this report shall not be used in other context for any other purpose

without prior review and agreement by Haigh Workman Ltd.

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HAIGH WORKMAN 811 Civil & Structural Engineers



forGI.Gardner

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February 2018

2 Site Details and Description

Site Address: The Ridge, KerikeriLegal Description: Lot 17 DP 398618

Existing Site Area: 4,000 m2

Forthe purpose of this report, from herein all descriptions, investigations and recommendations regarding the "site"referto the proposed site area as highlighted on Drawing No. 18 003/01 within Appendix A of this report.

2.1 Site Description

The site comprises an irregular shaped parcel with grass covered surface of land approximately 650 m South-West

of the Kerikeri township. Site access is an established shared metal road to the northern boundary of the lot. The

property is bounded to both the northern and eastern sides by easements (east to west).

A site location plan is presented as Drawing No. 18 033/01, appended to this report.

Topographically the site is of moderate falls; sloping east to west at approximately 130; the eastern site boundaries

representingthe highest site elevation. The southern-most part of the site is grass covered and dips moderately (160)

towards the southern boundary into an easement area populated by gorse and natural vegetation/bush. An existing

concrete crossover features to the northern boundary which is approximately 13 m east offthe western boundary.

Slopes on site were noted to be generally stable ground conditions during the Haigh Workman walkover survey. No

hummocky or terraced ground features were encountered. Furthermore, tension cracks were not encountered

duringthe walkoversurvey.

Waterlogged and/or saturated ground conditions were not identified across the proposed development platform

during the Haigh Workman walkover survey. Land stability and geology at the site is further investigated within

Section 6 of this report.

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3 Geology

3.1 Mapped Geology

Sources of Information:

• GNS Science Geological Map and Memoir 2, 2012,: "Geology of the Whangerai Area";

• NZMS Sheet 290 004/05, 1:100,000 scale map, Edition 1, 1982: "Whangaroa-Kaikohe" (Soils);

• NZMS Sheet 290 004/05, 1:100,000 scale map, Edition 1, 1982: "Whangaroa-Kaikohe" (Rocks);

• GNS Sciences 1:250,000 scale map Sheet 1, 2012: "Whangerai" (Rocks), and;

• GNS Science Geological Overlay for Google Earth.

Weathered Geology (Soils)

The site is shown to be directly underlain by soils of the Rolling and Hill Land formation comprising Kerikeri friable

clay with large boulders, (KEb). Soil at the proposed development platforms comprising KEb are typically described

and categorised as 'well to moderately well drained'.

According to geological memoirs of the area, soil horizons are understood to be derived from weathering processes

acting on underlying rocks.

Site specific soil geology is investigated further as part of field investigations within Section 5 of this report.

Bedrock Geoloqv

Weathered soils are indicated to be underlain, most likely at shallow depth due to the steep topography by solid

geology comprising older basalt flows of the Kerikeri Volcanics Group (Pvb) according to GNS mapping. Pvb forms a

Neogene igneous rock described as biderflows andflow remnants: See Figure 2.

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Figure 1 - NZMS Sheet 290 P04/05 Soil Map

Figure 2 - GNS Science Rock Map Sheet 1

X

NZL_GNS_250K_geological-units_scale500k.787

NZL_GNS_250K_geological_units_scale500k

• geol-units: 788

. geoluni_1: 29467• code: IMiIPI.bas

• unit_code: Pvkb

• main_rock: basalt

• sub_rocks: basanite

• map_unit Basalt flows

• strat-unit: Kerikeri Volcanic Group

• stratlex: Kerikerl Volcanic Group

• terrane_eq: Kaikohe - Bay of Islands Volcanic Field

• group_equi: Kerikeri Volcanic Group• strat_age: IMI-IPI

• abs_min: 1.8

• abs_max: 9.7• confidence: K-Ar

• descriptio: Basalt lava, volcanic plugs and minortuff.

• rock_group: basalt

• rock_class: mafic extrusive

• unique_cod: IMiIPI.kb• text-code: Avb

• simple_nam: Neogene igneous rocks. key_name: Kerikeri Volcanic Group Late Miocene

basalt of Kalkohe - Bay of Islands Volcanic Field

• key_group_: Kerikeri Volcanic Group

• qmap_name: Whangarei• qmap_numbe: 2• basecolour: 0 70 60 0

MAER'irmzl

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6 ;339864%4·NE5600 1031-,

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4 Environmental Setting

Published environmental data relatingtothe site has been reviewed. A summary of relevant information is provided

below.

4.1 Hydrologyand Flooding

A summary of available information pertaining to hydrology and hydrogeology is present in Table 4.1. It should be

noted that detailed flood hazard reporting is outside the scope of this investigation; an examination of Far North

District Council (FNDC) and Northland Regional Council (NRC) online GIS databases is included below.

Table 4-1 - Surface Water Features & Flooding

Presence/Location

Surface Water Easements; northern and

Features (Ponds, southern aspects of the

Lakes etc). property.

Watercourses Puketotara Stream; situated

(within 500m) 170m north west of the

property.

Flood Risk Status None officially recorded within

or within 50m of the site

boundaries.

Flood None recorded.

Susceptibility

9

Comments

The property was visited during summer; therefore, hydrology

activity was minimal.

Puketotara stream a tributary to Pickmere Channel to the

north.

NRC and FNDC GIS databases indicate the site as an area

outside of a model for anticipated maximum flood levels for

both 10 and 100year storm events.

Due to the elevation of the proposed development platforms

in relation to the adjacent waters; there is considered a

negligible risk of flooding at the site of future developments in

10/100year storm events including provisions for climate

change.

Flood susceptibility at the proposed development platforms is

considered to be negligible. Furthermore, the site is not

anticipated to comprise flood susceptible land defined by the

moderate elevation of the site.

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Figure 3- Anticipated 10 and 100year Flood Events. Source: NRC Maps

Legend A X

Parcels

Parcels

i1

River Flood Hazard Zone: 10 year flood extent

10 Year Flood Extent

River Flood Hazard Zone: 100 year flood extent

100 Year Flood Extent

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HAIGH WORKMAN BCivil 6 Structural Engineers



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5 Fieldworks

5.1 Visual Inspection

Visually, the proposed development site was noted to be generally stable at the time of the walkover survey and

with no signs of soil creep/hummocky ground encountered.

Evidence of waterlogging and/or saturated soils were not identified at the site during the walkover survey. The

moderate sloping topography of the site at present, aids with the surface draining of overflows away from the site.

No other signs of instability, including tension cracks were noted during the walkover survey.

A Land Information Memorandum (LIM) report has not been included within the scope of works and is not subject

to this review. It would be prudent to obtain for any further information about the area that may be recorded on

the local authority GIS database which could otherwise cause restrictionsor highlight land hazardsthat maybe raised

at the time of building development.

5.2 Subsurface Investigations

Fieldworks were undertaken by a Haigh Workman Geotechnical Engineer in a single stage on 20 February 2018 and

comprised the drillingof four hand augured boreholes to a maximum depth of 3.0 m below ground level; BH 1 to BH3

across section of the residential development site. BH1 and BH2 were extended to 5.0 m bg[ utilising a Dynamic Cone

Penetrometer (DCP).

All exploratory holes were found to terminate within competent, dense strata of completely to highly weathered

rock.

Exploratory holes formed as part of this investigation were formed generally across the nominated area of the

proposed development and are included in Drawing No. 18 033/02; within Appendix A.

Detailed descriptions of strata and groundwater observations made during the intrusive investigation works are

presented on the Engineers exploratory hole records included as Appendix B. Strata descriptions included on the

exploratory hole records are compliant with New Zealand Geotechnical Society (NZGS) publication 'Field Description

of Soil and Rock'; 2005. The depths of strata and groundwater on the Engineer logs are recorded from ground levels

at each exploratory hole.

5.2.1 Ground conditions

A summary of ground conditions encountered during the intrusive investigation is included in Table 5.1.

Table 5-1 - Summary of Ground ConditionsStrata Depth to Top of Details

Strata (m bgl)

(Thickness)

Topsoil Ground Level Typically ground conditions included a surface covering comprising grassed(0.20 m) topsoil generally described as clayey silt, dark brown, rootlets, dry and firm.

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Natural Cohesive 0.30 m

Soils(KEb) (NE)Natural cohesive soils are understood to be formed from weathering processes

acting upon underlying solid bedrock. Across the investigation area, natural

cohesive soils were described as silty CLAY, generally with low content of fine

gravel sized fragments.

The soils were found to be; orangish brown to red, high plasticity, dry to moist

atshallow depth and very stiff. Ingeneral, natural cohesivesoils were becomingsilty with depth.

NE- Not Encountered.

5.2.2 Material Properties

Thirty in-situ hand shear vane tests were undertaken within the natural cohesive soils of BH1 to BH3 inclusive and

corrected shear strength readings in excess >100 kPa, indicative; 'good ground' for bearing capacity for shallow

foundations in accordancetothe NZS 3604:2011 publication, Section 3.13, 'Building Code for Standard Foundations'.

DCP probe hole Pl and P2, inclusive were conducted in accordance with, M.J. Stockwell (1977) publication;

Determination of allowable bearing pressure under small structures using a Dynamic Cone Penetrometer (DCP). A

shearstrength for natural cohesive soils can be estimated from the sum of DCP blow counts per 100 mm penetration.

DCP blow counts ranged from 4 to 13 blows per 100 mm penetration; mean blow counts per 100 mm penetration

were calculated as 6; indicative of a very stiff material with shear strengths 2 100 kPa

It is considered that the site meets the requirements of 'good ground' across the proposed development platform

however, it is recommended to be confirmed by a qualified engineer at earthworks stage.

Recommendations regarding building foundations are made within Section 6.2 of this report.

5.2.3 Groundwater

Surface water and groundwater were not identified across the proposed site. Soil moisture details are included on

the exploratory hole records included within Appendix B.

Based on the high elevation of the site and the well-drained geology. The worst credible groundwater level is

anticipated to be moderately deep (25.00m bgl)

It should be noted that the water levels are likely to fluctuate with the seasons and therefore may be substantially

higher/lower at wetter or dryer periods of the year compared to those recorded during this investigation.

* Good Ground- Any soil orrock capable of permanently withstandingan ultimate bearing capacity of 300 kPa (ie an allowable bearing capacity of 100

kPa using a factor of safety of 3.0), but excludes;

a) Potentially compressible ground such as top soil, soft soils such as a clay which can be moulded easily in the fingers, and uncompacted loose

gravel which contains obvious voids

b) Expansive soils beingthose thathavea liquid limitof morethan 50% whentested in accordance with NZS 4402 Test 2.2, and a linearshrinkage

of more than 15 % when tested from the liquid limit in accordance with NZS 4402 Test 2.6; and

Anyground which could foreseeably experience movement of 25 mm orgreater foranyreason includingone ora combination of land instability, ground

creep, subsidence, seasonal swelling and shrinking, frost heave, changinggroundwater level, erosion, dissolution of soil in water, and effects of tree roots

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6 Conclusions and Recommendations

Recommendations and opinions contained in this report are based on the field results at exploratory positions as

defined on Drawing No. 18 033/02 included within Appendix A; information from available geological maps and

geotechnical/local authority databases.

The nature and continuity of subsurface soil and groundwater conditions away from the test locations is inferred, it

must be appreciated that the actual ground conditions may vary from the assumed model between exploratory

positions.

The client is proposing to develop the site for a low-rise residential end-use comprising a three-bedroom, residential

unit includinga studyand media room with associated areas of soft landscaping, earth retainingstructures and areas

of adoptable hardstanding (driveway and car parking).

At the time of writing, a conceptual development plan (attached to this report); was supplied bythe client (builder)

and is subject to the site specific geotechnical recommendations developed by Haigh Workman as part of the scope

of this investigation.

It is understood that changes to ground levels are proposed within the residential development including cuts to

banking of the proposed building platform to improve the desired development platform. Ground levels across

finished exposed areas of the site are expected to have minimal changes and the original site profile is understood

to be retained in the proposed development.

It is recommended that structural aspects of the residential unit on this site be specifically designed by a suitably

qualified and experienced structural engineer familiar with this report.

6.1 Shallow Foundations

Followingthe ground investigations, very stiff soils encountered; corrected shear vane strengths in excess > 100 kPa,indicative of 'good ground' for bearing capacity for shallow foundations in accordance with NZS 3604:2011,

Section 3.13.

It is considered that shallow stripped foundations are suitable for the perimeter footings for the proposed

development with a minimum embedment depth of 0.50 m bgI into a consistent undisturbed natural cohesive

stratum. Foundation design allowances for class 'M' (soil expansiveness) site in accordance with AS 2870.

Table 6.1 - Foundation Design Parameters

Undisturbed Natural Ground.

Ultimate Bearing Capacity300 kPa

(Un-factored)

Site Expansive Class M

Minimum Embedment 0.50 m

(AS 2870, Masonry Veneer)

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6.2 Ground/Slope Stability

Signs of ground instability/soil creepduringthe walkoversurvey were notencountered atthesite. It is recommended

for the proposed structure to be > 5m; as a minimum setback safety factor; off the strong slope (160) pertaining to

the southern part of the site. As shown in Figure 12.

6.3 Retaining Walls

6.3.1 House Platform

Retaining wall to be constructed; in particulartothe eastern side/cut face of the proposed house site. It is considered

a suitable earth retaining feature can be constructed in the format of a timber pole structure.

It is recommended that where timber pole retaining walls are proposed to support a retained height (above finished

ground level) of >1.00 m; the structure is designed by a suitably qualified engineer using soil parameters highlighted

in Table 6.1.2 below.

6.3.2 Soil Parameters for Retaining Wall Design

Interpretation of ground conditions encountered during the intrusive investigation have created site specific soil

parameters for the design of retaining features. Site specific soil parameters are highlighted in the table below.

Table 6.1.2 - Recommended Geotechnical Design Parameters

Natural Cohesive Soil NE 100 17.5 7 32 M >5.00

6.4 Earthworks

The new development is proposed to be on a cut platform due to the moderate sloping nature of the site. The

proposed earthworks volume (1,136mz) exceeds the permitted for Rural Living (300m2) according to the FNDC rules.

Methodologies

The project requires the excavation of the proposed platform east to west. Eastern side representing deeper

excavation which is to be supported using an engineered timber pole retaining wall. Excavation and construction will

need to be carefully coordinated to ensure adequate support is provided to the cut face at all times.

The excavated material will be used to fill the western edge base of the site. It is recommended that the contractors

detailed construction methodology be reviewed bythe buildings structural designerto ensure that load paths during

the staged construction of the retaining walls are all fully accounted for.

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HAIGH WORKMAN E-VA Civil 6 Structural Engineers



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Any open cut faces not properly retained may be prone to erosion in the future, particularly during intense storm

events. It is recommended for any open cuts > 1.00 m; to be retained by specific engineered retaining wall designed

by a suitably qualified engineer using design parameters as set out in Table 6.1.2.

Filling

Based on the proposed development plans; it is envisaged; minor filling around the dwelling in effect of light

landscapingand garden areas.

6.5 Erosion/Sediment Control Measure.

6.5.1 General

During construction it will be important for the applicant to control the potential mobilisation of silt to prevent it

entering the stormwater system, to the greatest extent practicable. Some of the silt material will be of a very fine

colloidal nature, inclined to be very slow to settle out and to cause discolouration of waterways.

The following advice is in accordance with Auckland Council Guideline Document 2016/005 - Erosion and Sediment

Control Guide for Land Disturbing Activities in the Auckland Region (herein referred to as "GD05").

The best way to minimise erosion and control sediment discharge is by disturbing as little soil as possible at any one

time and maintaining as much vegetative cover as possible. Exposed areas are to be stabilised as soon as possible

using hay mulch on landscaped areas and crushed rock metal fortrafficked areas.

All erosion and sediment controls shall be maintained in place until bare earthworks areas have been stabilised and

landscaped areas mulched or achieved a minimum 80 % grass strike.

6.5.2 Clean Water Diversion

Clean waterdiversion drainsareto be installed aboveall excavations. Drainsshall bedesigned, constructed, operatedand maintained in accordance with Section E2.1 of GD05.

Drains with gradients greater than 2% shall be lined. The upslope property catches stormwater across the steepest

section of the development area. At this area a pipe will convey stormwaterto the base of the site.

Retaining walls may be used to divert clean water if the drainage metal backfill is exposed at the surface.

6.5.3 Stabilised Entranceway

A stabilised entranceway is required. The entranceway shall be designed, constructed and maintained in accordance

with Section E2.6 of GD05. A road base aggregate may be used instead of the washed aggregate specified in GD05.

6.5.4 Stabilising Disturbed Ground

Ground that has been disturbed shall be stabilised as soon as possible. Pavements and building areas are to be

stabilised with the specified sub-base materials. Landscape areas should be seeded with grass as soon as conditions

are suitable for germination. Grassed areas not being developed should be protected from damage and kept clearfrom vehicles and stored materials.

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6.5.5 Stockpiles

If any stripped topsoil is to be kept on site it shall be compacted into properly formed stockpiles and covered

immediately or stabilised using mulch or seeded. Only minor, temporary stock piles of topsoil are envisaged here.

6.5.6 Silt Fences

Recommended to be installed along the southern/south west of the site to arrest sediment by intercepting sheet

flow downslope south. The above shall be designed, constructed, operated and maintained in accordance with

Section Fl.3.lof GD05.

6.5.7 On Site Works

Operations involving concrete washings such as water blasting concrete surfaces, washing down equipment,

concrete and tile cutting shall be undertaken with care since these products are highly alkaline and can contain

oxides, heavy metals (copper drill lubricants) and or petroleum products. Release of these products into the

stormwater system or waterways shall be prevented.

• If washing cement or concrete fines, make sure the wash water is contained on site and the contaminants

removed preferably by allowingtime forthe sedimentto settle out.

• When water blasting, contain the run-off. Cement and chemical additives must not be discharged to

stormwater drains.

6.5.8 Pumped Water

Theneedtopumpsediment laden water fromtrenchesor foundationsonthesite is notanticipated. However, should

the need arise, dirty watershall be directed tothe sediment controls on site. Under no circumstances shall sediment

laden water be pumped off site untreated.

6.5.9 Review

Review of sedimentation control measures is to be undertaken at each major stage of the earthworks and following

heavy rain storm events.

6.6 Regulatory Framework

6.6.1 Far North District Plan

The earthworks are not a permitted activity as they exceed a volume of 300 mi The proposed earthworks had been

assessed against the Assessment Criteria in Section 12.3.7 of the Far North District Plan as follows:

Table 6-1 - FNDC Earthworks Assessment Criteria

Criterion Assessment

(a) the degree to which the activity may cause or The proposed fill and buildings will not cause or

exacerbate erosion and/or other natural hazards on the exacerbate erosion and/or other natural hazards.

site or in the vicinity of the site, particularly lakes,

rivers, wetlands and the coastline;

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(b) any effects on the life supporting capacity of thesoil;

(c) any adverse effects on stormwater flow within the

site, and stormwater flow to or from other properties in

the vicinity of the site including public roads;

(d) any reduction in water quality;

(e) any loss of visual amenity or loss of natural character

of the coastal environment;

(f) effects on Outstanding Landscape Features and

Outstanding Natural Features (refer to Appendices lA

and 18 in Part 4, and Resource Maps);

(g) the extent to which the activity may adversely affect

areas of significant indigenous vegetation or significant

habitats of indigenous fauna;

(h) the extent to which the activity may adversely affect

heritage resources, especially archaeological sites;

(i) the extent to which the activity may adversely affect

the cultural and spiritual values of Maori, especially

Sites of Cultural Significance to Maori and wahi tapu (aslisted in Appendix lF \n Part 4, and shown on the

Resource Maps),·

0) any cumulative adverse effects on the environment

arising from the activity;

(k) the effectiveness of any proposals to avoid, remedy

or mitigate any adverse effects arising from the activity;

(1) the ability to monitor the activity and to take

remedial action if necessary;

(m) the criteria in Section 11.20 Development Plans \nPart 2.

6.7 Construction Monitoring

Soil beyond the building foundations and paved areas will

be suitable for lawn and landscape planting

The proposed fill will not obstruct local drainage paths as

detailed in this report

Sediment control will be implemented duringthe

earthworks operation using GD05.No loss of visual here

No effects here

Given the proposed control measures, adverse effects areconsidered minimal here.

No adverse effects here.

N/A

No cumulative effects envisaged here

The sediment control plan is designed to avoid or mitigateerosion and sediment runoff.

The sediment control plan is required to be monitoredand action taken to avoid, remedy or mitigate risks.

Not applicable as not a quarrying operation.

Areas of the proposed development have been identified as requiring construction monitoring. Verification of

construction methods and compliance with design specification should be undertaken by a suitably qualified,

professional engineer upon completion of the following processes:

• During (prior to concrete placement) and upon completion of any (timber pole or concrete cantilever)

retainingwall.

o To check the bearing stratum and construction as per specific structural designs.

A producer statement should be submitted to the relevant local authority by a professional engineer uponcompletion of all monitoring listed above.

6.8 Stormwater Management

It is imperative to the stability of this site that all storm water be piped and channelled well away from any futureproposed developmentto avoid over saturation of the underlying natural soils.

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HAIGH WORKMAN 8 of Lot 17 The Ridge, Kerikeri February 2018

Geotechnical and Earthworks Report HW Ref 18 033

for G.J. Gardner

-1 Civil 6 Structural Engineers

All storm water concentrations from the following sources should be directed away from the building platform.

• Driveway and areas of hard standing (car parking) drain, and;

• All roof water/water tank overflows.

Maintenance of natural onsite watercourse (clearing of the channel) and any installed drainage, especially within

areas of natural bush land will be imperative tothe effective removal of storm water from the proposed development

platforms.

6.9 Flood Hazard

Detailed flood hazard reporting is outside the scope of this investigation; an examination of FNDC and NRC online

GIS databases has indicated the site as an area outside of a zone of risk from flood levels anticipated from 10 and

100year events including provisions for climate change.

It is considered that there is a negligible risk of flooding to the proposed development. General maintenance of

proposed drainage channels and systems are considered necessary to maintain the present flood risk.

6.10 Wastewater

The property is within a reticulated area as shown in the FNDC maps.

6.11 Site Suitability and Further Works

It is considered based on the findings of this report that the site is suitable forthe proposed development providing

recommendations provided in this report are followed.

Areas of further works have been highlighted upon completion of this investigation. Further works are to be

completed priorto building consent; these points do not affect resource consent and include:

• Structural design of proposed units to mitigate against excessive stresses anticipated due to the nature of

the development. Structural design may rely upon information provided in this report and should be

conducted for:

o Structural aspects of the residential unit;

o Timber pole retaining walls.

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Geotechnical and Earthworks Reportof Lot 17 The Ridge, Kerikeri

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Appendix A - Drawings

Drawing No. Title Scale

18 033/01 Site Location Plan 1:1,000

18 033/02 Site Features and Borehole Location Plan 1:500

18 033/03 Proposed Development and Geotechnical Plan 1:500

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Appendix B - Exploratory Hole Records

20 REV A

PO Box 89,0245

6 Fairway Drive

Kerikeri, 0230

New Zealand

--

HAIGH WORKMAN 8Civil Er Structural Engineers

Phone 09407 8327

Fax 09407 8378

www.haiqhworkman.co.nz

[email protected]

BOREHOLE LOG No. 1 Hole Location: Refer to Site Plan JOB No. 18 033

CLIENT: G.J. Gardner SITE: Lot 17 The Ridge, Kerikeri.

Date Started: 20/02/2018 DRILLING METHOD: Hand Auger LOGGED BY: AK

Date Completed: 22/02/2018 HOLE DIAMETER (mm) 50mm CHECKED BY: JP

Soil DescriptionBased on NZGS Logging Guidelines 2005

Corrected Shear Vane

Strength (kPa)

Scala Penetrometer

(blows/100mm drop)

TOPSOIL, clayey silt, dark brown, rootlets, dry and firm. .1.7 0246810

Slity CLAY, orangish brown to red,dry to moist, high plasticity and very stiff.I .11

:2«I ---

dry : OX

: >>I-:

speckled red '; OX:t--*-

F.*5.; OX

3 *3

i 23f.-ZODI I.-_-

....

i *FiI ...

i %§I ---

2 ivy

Clayey SILT, red, moist, moist, high plasticity and very stiff. 2.5 3 EF

- X)*>

>I:%:;

i iii!EOBH @ 3.Om 3.0

Extended with DCP to 5.Om.

= 1111

{1

.

€3

€1

/

I

0

5.0

LEGEND

rw-31

|ed{ TOPSOI CLAY

Corrected shear vane reading I

SILT SAND GRAVEL FILL:::':t Remoulded shear vane reading I

Scala Penetrometer e

Average Scala Blows 6.95

Average Soil Sensitivity O.0

.

PO Box 89,0245

6 Fairway Drive

Kerikeri, 0230

New Zealand


Phone 09407 8327

Fax 09407 8378


[email protected]






TOPSOIL, clayey silt, dark brown, rootlets, dry and firm.

Silty CLAY, orangish brown to red,dry to moist, high plasticity and very stiff.

R 3 3 ·8 Corrected Shear VaneE-1 m 0 Strength (kPa)5 14 Z

*CO

- 199

Scala Penetrometer

(blows/100mm drop)

0246810

dry ---- 199

sped<led orange - - 199

dry

OX C 199

199

199

199

199

Clayey SILT, red, moist, moist, high plasticity and very stiff. 2.5 REF

-A" 2 ., 187

.-Ill'

V I.X) 12 185EOBH @ 3.Om 3.0 :I: Mil 35 i


Ie

C

€;

5.0

LEGEND

1021 TOPSOI CLAY """1 SILT1.....,1

#/0tititil

Corrected shear vane reading I

SAND GRAVEL FILL Remoulded shearvane reading IScala Penetrometer •


Average Soil Sensitivity 2.274

PO Box 89,0245

6 Fairway Drive

Kerikeri, 0230

New Zealand


Phone 09407 8327

Fax 09407 8378


[email protected]







Strength (kPa)

Scala Penetrometer

(blows/100mm drop)

TOPSOIL, clayey silt, dark brown, rootlets, dry and firm. 0 2 4 6 8 10

Silty CLAY, orangish brown to red,dry to moist, high plasticity and very stiff.- 8355

.»:€ 3 185: 523

dry - -535 199

-4 199

-199

I ---I.

199

C -c------- J "Ill//I'll' 199

L= 0 199

Clayey SILT, red, moist, moist, high plasticity and very stiff. - FTT

9: :i 1991- I X ,

2::;

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LEGEND

[412-----1

|11(,i| TOPSOI CLAY

Corrected shear vane reading :::X:; SILT SAND GRAVEL FILL::::N: Remoulded shearvane reading I

Scala Penetrometer •

Average Scala Blows 0


W.i'Ant

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for G.J. Gardner

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February 2018

Appendix C - Site Photography.

Figure 4 - General site photography facing west

Figure 5 - General site photography facing south west.

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Figure 6 - General site photography looking south.

Figure 7 - General site photography east/south east facing.

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Figure 8 - Nominated site photography looking north.

Figure 9 - General site photography north facing.

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Geotechnica[ and Earthworks Report

of lot 17 The Ridge, Kerikerifor G.J. Gardner

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Figure 10 -General site photography along southern boundary.

Figure 11 - General site photography along the south/south western boundary.

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Figure 12 - Facing south west/west.

Figure 13- Moderate downslope along southern edge of the building site, facing west.

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HAIGH WORKMAN Q, Civil & Structural Engineers

Geotechnical and Earthworks Reportof Lot 17 The Ridge, Kerikeri

for G.J. Gardner

HW Ref 18 033

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Figure 14 - General site photography site services to the north.

Figure 15 - General site photography features; facing west.

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Figure 16 - General site photography west facing

Figure 17 - General site photography; power, data etc.

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Issue Date Revision DWG -- Project Proposed New House DWG No.Site Location Plan HAIGH WORKMANE

A 22/02/2018 FIRST ISSUE .- Civil 6 Structural Engineers Lot 17 The Ridge, Kerikeri O16 Fairway Drive T: 094078327

10 5 0 10 20 30 Kerikeri, BOL F: 094078378 Client

Scale 1:1000 @A3 6==6Im Date 22/02/2018E: [email protected] G.J. Gardner Sheet No.

DIMENSIONS MUST NOT BE SCALE MEASURED FROM THESE DRAWINGS.

Drawn AK Checked jp Approved Jp THECONTRACTOR SHALLCHECK& VERIFYALLDIMENSIONS INCLUDING,RC no. lof3SITE LEVELS, HEIGHTS AND ANGLES ON SITE PRIOR TO COMMENCING Project No. 18 033ANY WORK. THE COPYRIGHT TO THESE DRAWINGS AND ALL PARTS

File Z:\18 JOBS\18033 GJ GARDNER - STEVENSON\DRAWINGSUB 033 GERPT TITLEBLOCK YEAR2017.DWGTHERE OF REMAIN THE PROPERTY OF HAIGH WORKMAN. ©2006/. A /k

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I. I.Issue Date Revision DWG .AVA Project Proposed New House DWG No. /

Site Features and Borehole Location Plan HAIGH WORKMANEA 22/02/2087 FIRST ISSUE -- Civil 6 Structural Engineers Lot 17 The Ridge, Kerikeri 02

5 2.5 0 5 10 15

Scale 1:500 @/\3 Date 22/02/2018m

Drawn AK Checked JP Approved JP

File Z \18 JOBSI 8033 GJ GARDNER - STEVENSON\D IAWINGS18 033 GERPT TITLEBLOCK YEAR2017.DWG

6 Fairway Drive T: 094078327

Kerikeri, BOI. F: 094078378 ClientE: [email protected]

DIMENSIONS MUST NOT BE SCALE MEASURED FROM THESE DRAWINGS.

THE CONTRACTOR SHALL CHECK & VERIFY ALL DIMENSIONS INCLUDING

SITE LEVELS, HEIGHTS AND ANGLES ON SITE PRIOR TO COMMENCING Project No. 18 033ANY WORK. THE COPYRIGHT TO THESE DRAWINGS AND ALL PARTSTHERE OF REMAIN THE PROPERTY OF HAIGH WORKMAN. ©2006

G.J. Gardner Sheet No.

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Issue Date Revision DWG -- ProjectProposed Geotechnical and HAIGH WORKMANEA 22/02/2018 FIRST ISSUE .1 Civil 6 Structural Engineers

Sediment Control Plan6 Fairway Drive T: 09407 8327

5 2.5 0 5 10 15 Kerikeri. BOI. F: 09407 8378 Client

Scale 1 500 @t\3 rn Date 22/02/2018 E: [email protected]

DIMENSIONS MUST NOT BE SCALE MEASURED FROM THESE DRAWINGS

Drawn AK Checked Jp Approved Jp THE CONTRACTOR SHALL CHECK & VERIFY ALL DIMENSIONS INCLUDING,SITE LEVELS. HEIGHTS AND ANGLES ON SITE PRIOR To COMMENCING Project No.

FileANY WORK. THE COPYRIGHT TO THESE DRAWINGS AND ALL PARTS

2.218 JOBS:18033 GJ GARDNER - STEVENSONDRAWINGS\18033 GERPT TITLEBLOCK YEAR2017.DWGTHERE OF REMAIN THE PROPERTY OF HAIGH WORKMAN. ©2006

Proposed New House DWG No.

Lot 17 The Ridge, Kerikeri 03

G.J. Gardner Sheet No.

RC no. 3 of 318 033

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February 2018

Appendix B - Exploratory Hole Records

21 REVA

PO Box 89,0245

6 Fairway Drive

Kerikeri, 0230

New Zealand

--

HAIGH WORKMANECivil 6 Structural Engineers

Phone 09407 8327

Fax 09407 8378


[email protected]







Silty CLAY orangish brown to red,dry to moist, high plasticity and very stiff.


Strength (kPa)

Scala Penetrometer

(blows/100mm drop)

0246810

dry x----roM

speckled redX

- - //////////// 199

- XXX;

Clayey SILT, red, moist, moist, high plasticity and very stiff. 2.5 - XXX;

- - I.XXXX,

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XXX:XXX;

::%:-./.; 199

EOBH @ 3.0m 30 I=E ZES

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0

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5.0

LEGEND

r...INT] Corrected shear vane reading I

1•31,31 TOPSOI CLAY .1 S I LT SAND GRAVEL FILL Remoulded shear vane reading IScala Penetrometer •



PO Box 89,0245

6 Fairway Drive

Kerikeri, 0230

New Zealand


Phone 09407 8327

Fax 09407 8378


[email protected]






TOPSOIL, clayey si[t, dark brown, rootiets, dry and firm.



Strength (kPa)

Scala Penetrometer

(blows/100mm drop)

0246810

dry joxI V.1

speckled orange - 83%

dry 2 355199

--. /////////////// 199

Clayey SILT, red, moist, moist, high plasticity and very stiff. 2.5 *NE

EOBH @ 3.0m 3.0


i}imX,X,

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1.lau"· Imm-1 Corrected shear vane reading I TOPSOI 1.....,1 Remoulded shear vane reading I

CLAY 1.....)1 SILT SAND GRAVEL FILL[0 8 ?LKE_tl




PO Box 89,0245

6 Fairway Drive

Kerikeri, 0230

New Zealand

--


Phone 09407 8327

Fax 09407 8378


[email protected]








. i g .% ·8 Corrected Shear VaneStrength (kPa)

3 185

Scala Penetrometer

(blows/100mm drop)

0246810

dry

199

Clayey SILT, red, moist, moist, high plasticity and very stiff.

EOBH @ 3.0m 3.0 2 199

5.0

LEGEND

Corrected shear vane reading I|| TOPSOI CLAY S I LT SAND GRAVEL FILL Remoulded shear vane reading I


Average Scala Blows 0


.

SCALA PENETROMETER SHEET

SITE: Lot 17 The Ridge, Kerikeri.JOB#: 18 033 IScalas Byl At< 1 DATE: 1 22/02/2018

Test No. 1234 1 1 1 1DEPTH (m) SCALA Blows/100mm

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

2.0

2.1

2.2

2.3

2.4

2.5

2.6

2.7

2.8

2.9

3.0

3.1 4 4

3.2 4 3

3.3 4 3

3.4 4 3

3.5 4 3

3.6 4 3

3.7 4 4

3.8 4 3

3.9 4 4

4.0 4 4

4.1 5 6

4.2 8 6

4.3 8 6

4.4 7 6

4.5 9 8

4.6 11 8

4.7 13 8

4.8 13 10

4,9 12 11

5.0 13 13

5.1

5.2

5.3

5.4

5,5

5,6

57

5,8

5,9

6.0

6,1

6.2

6,3

6.4

6.5

6,6

6.7

6.8

6.9

7.0

7.1

7.2

7.3

7.4

7.5

7.6

77

7.8

7.9

Total Depth 5.Om 5.Om 0-Om o.om o.om




for G.].Gardner

HW Ref 18 033

February 2018

Appendix C - Site Photography.

Figure 4 - General site photography facing west

Figure 5 - General site photography facing south west.

22 REV A

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HAIGH WORKMAN gCivil 6 Structural Engineers



for G.J. Gardner

HW Ref 18 033

February 2018

Figure 6 - General site photography looking south.

Figure 7 - General site photography east/south east facing.

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Figure 8 - Nominated site photography looking north.

Figure 9 - General site photography north facing.1!r

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4

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Figure 10 - General site photography along southern boundary.

Figure 11 - General site photography along the south/south western boundary.

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of Lot 17 The Ridge, Kerikerifor G.J, Gardner

HW Ref 18 033

February 2018

Figure 12 - Facing south west/west.

Figure 13 - Moderate downslope along southern edge of the building site; facing west.

ij.*' 4 ",9 / : 1...4* <9§4 41 1,1 41,1

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HW Ref 18 033

February 2018

Figure 14 - General site photography site services to the north.

Figure 15 - General site photography features; facing west.

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HAIGH WORKMAN Q11 Civil 8 Structural Engineers



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Figure 16 - General site photography west facing

Figure 17 - General site photography; power, data etc.

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HW Ref 18 033

February 2018

Figure 18 - General site photography east facing; upslope right of way.

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