ROTORUA CIVIL ENGINEERING · Page 1 of 309 Rotorua Civil Engineering Industry Standard 2000...

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Rotorua Civil Engineering Industry Standard 2000 (Version 2004)

ROTORUA CIVIL ENGINEERING INDUSTRY STANDARD 2000

Version 2004

(ENGINEERING CODE OF PRACTICE)

TABLE OF CONTENTS

CHAPTER 1 - GENERAL........................................................................................13

1.1 DEFINITIONS..........................................................................................................................14

1.2 APPLICATION ........................................................................................................................17

1.3 EXTRACTS FROM THE DISTRICT PLAN ..........................................................................18

Refer Appendix 12 Financial Contributions – Minimum Engineering Requirements For Subdivision .................................................................................................................18

CHAPTER 2 – INFORMATION AND DRAUGHTING REQUIREMENTS...19

2.1 INFORMATION REQUIREMENTS.......................................................................................20

2.1.1 Introduction.................................................................................................................20 2.1.2 Development of land...................................................................................................20 2.1.3 Subdivision concept plans and reports .......................................................................20 2.1.4 Subdivision scheme plans and reports ........................................................................20 2.1.5 Copies of applications for subdivisions......................................................................20 2.1.6 Adjacent land ..............................................................................................................20 2.1.7 Subdivision concept plan detail ..................................................................................21 2.1.8 Subdivision scheme plan detail ..................................................................................21 2.1.9 Subdivider’s or developer’s representative ................................................................22 2.1.10 Minor engineering works............................................................................................22 2.1.11 Suitability of site for subdivision................................................................................23 2.1.12 Stability in relation to subdivision and development .................................................23 2.1.13 Approval of plans and specifications for subdivision and development ....................23

2.2 DRAUGHTING REQUIREMENTS........................................................................................24

2.2.1 Size of drawings .........................................................................................................24 2.2.2 Draughting ..................................................................................................................24 2.2.3 Drawings to be submitted ...........................................................................................25 2.2.4 Scales ..........................................................................................................................25 2.2.5 Orientation of plans ....................................................................................................26 2.2.6 “As-built”plans ...........................................................................................................26

2.2.6.1 Information Required...............................................................................26 2.2.6.2 Data Capture Method...............................................................................28 2.2.6.3 Certification by Registered Surveyor ......................................................29 2.2.6.4 As Built Accuracy....................................................................................29 2.2.6.5 Minor engineering works.........................................................................29

2.2.7 Plotting of features......................................................................................................30

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2.2.8 Plotting of survey........................................................................................................30 2.2.9 Benchmarks and standard datum................................................................................30 2.2.10 New Zealand mapping grid ........................................................................................31 2.2.11 Electronic data capture ...............................................................................................31

CHAPTER 3 - EARTHWORKS AND LAND STABILITY................................33


Refer Appendix 13 Subdivision and Development Standards – Earthworks & Land Stability34

3.2 TECHNICAL RESPONSIBILITIES........................................................................................34

3.3 SITE INVESTIGATIONS........................................................................................................34

3.3.1 Preliminary site evaluation .........................................................................................34 3.3.2 Slope stability .............................................................................................................35 3.3.3 Foundation stability ....................................................................................................35 3.3.4 Specialist services .......................................................................................................35

3.4 STORMWATER CONTROL...................................................................................................35

3.5 CONSTRUCTION PROCEDURES.........................................................................................36

3.6 EXEMPTION FROM TESTING REQUIREMENTS..............................................................36

3.7 EARTH FILLS RELATED TO GROUND WATER...............................................................36

3.8 PROTECTION OF PROPERTY FROM INUNDATION .......................................................36

CHAPTER 4 - ROADING AND LANDSCAPING...............................................37


Refer Appendix 14 Subdivision and Development Standards – Roading & Landscaping.......38

4.2 ROADING NETWORK AND DESIGN..................................................................................38

4.2.1 Application .................................................................................................................38 4.2.2 Gradients.....................................................................................................................38 4.2.3 Crossfall on carriageway ............................................................................................38 4.2.4 Superelevation ............................................................................................................38 4.2.5 Kerblines.....................................................................................................................38 4.2.6 Horizontal curves........................................................................................................39 4.2.7 Vertical curves ............................................................................................................39 4.2.8 Slope of berms ............................................................................................................40 4.2.9 Formation width..........................................................................................................40 4.2.10 Batters .........................................................................................................................40 4.2.11 Crossings.....................................................................................................................40

4.2.11.1 Pram Crossings ........................................................................................40 4.2.11.2 Vehicle Crossings ....................................................................................40

4.2.12 Turning circles ............................................................................................................40 4.2.13 Intervisibility at intersections .....................................................................................41 4.2.14 Grades at intersections ................................................................................................41 4.2.15 Structural design of pavements...................................................................................41

4.2.15.1 Introduction..............................................................................................41 4.2.15.2 Submission of Test and Design Data.......................................................41

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4.2.15.3 Low Volume Roads – 0 – 500 vpd ..........................................................42 4.2.15.4 Medium Volume Roads – 500vpd – 4000 < 1.5% HCV.........................42 4.2.15.5 High Volume Roads - > 4000vpd; > 1.5%HCV’s ...................................42

4.2.16 Carriageway design guidelines ...................................................................................43

4.3 ROADING CONSTRUCTION ................................................................................................44

4.3.1 Subgrade drainage ......................................................................................................44 4.3.1.1 Materials for Porous Drains.....................................................................44 4.3.1.2 Cuttings....................................................................................................44 4.3.1.3 Kerb and Channel ....................................................................................44 4.3.1.4 Wet Spots in Subgrade.............................................................................44 4.3.1.5 Subgrade Drainage Systems ....................................................................44

4.3.2 Kerbs, channels and cesspits.......................................................................................45 4.3.2.1 Kerbing and Channelling .........................................................................45 4.3.2.2 Cesspits ....................................................................................................45 4.3.2.3 Testing of Cesspits and Channels ............................................................46

4.3.3 Footpaths.....................................................................................................................46 4.3.3.1 General.....................................................................................................46 4.3.3.2 Construction of Footpath .........................................................................46 4.3.3.3 Dimension of Footpath ............................................................................46 4.3.3.4 Low Level Paths ......................................................................................47

4.3.4 Crossings.....................................................................................................................47 4.3.4.1 Pram Crossings ........................................................................................47

4.3.5 Vehicular crossing ......................................................................................................47 4.3.5.1 Residential ...............................................................................................47 4.3.5.2 Commercial and Industrial Areas ............................................................48 4.3.5.3 Rural.........................................................................................................48 4.3.5.4 Visibility ..................................................................................................48 4.3.5.5 Clearance from services...........................................................................48

4.3.6 Berms..........................................................................................................................48 4.3.7 Grassing ......................................................................................................................48 4.3.8 Pavement construction................................................................................................49

4.3.8.1 Acceptance of Pavement..........................................................................49 4.3.8.2 Two Coat Seal (TNZ P/03)......................................................................50

4.3.9 Weed protection..........................................................................................................50 4.3.10 Alternative surface treatment......................................................................................50

4.3.10.1 Asphaltic Concrete...................................................................................50 4.3.10.2 Bi-Couche Seal System ...........................................................................50

4.3.11 Commercial service lanes ...........................................................................................51 4.3.11.1 Construction.............................................................................................51

4.3.12 Industrial service lanes ...............................................................................................51 4.3.13 Parking bays................................................................................................................51 4.3.14 Accessways.................................................................................................................51

4.3.14.1 Pedestrian.................................................................................................51 4.3.14.2 Private Ways – Formation .......................................................................52 4.3.14.3 Stormwater Drainage ...............................................................................52 4.3.14.4 Surfacing..................................................................................................52 4.3.14.5 Vehicular Access .....................................................................................52 4.3.14.6 Private Services........................................................................................52

4.3.15 Street signs..................................................................................................................53 4.3.16 Street lighting..............................................................................................................53 4.3.17 Pavement markings.....................................................................................................53 4.3.18 Carriageway re-levelling ............................................................................................53

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4.3.19 Bridges and culverts ...................................................................................................53

STANDARD DRAWINGS - ROADING.................................................................55

RD 01 - Characteristics of Roads & Streets..............................................................................56 RD 02 - Standard Berm Details Location of Services ..............................................................57 RD 03 - Standard Road Cross-Sections ....................................................................................58 RD 04 - Design Graph for Flexible Pavements ........................................................................59 RD 05 - Design Graph for Flexible Pavements for Secondary Streets.....................................60 RD 06 - Design Examples for Cul-De-Sac Heads ....................................................................61 RD 07 - Reformation of Existing Cul-de-Sac Head, Combined Channel, Vehicle Crossing,

Footpath ......................................................................................................................62 RD 08 - Reformation of Existing Cul-De-Sac Heads, Combined Channel with Mountable

Kerb, Vehicle Crossing and Footpath.........................................................................63 RD 09 - Traffic Sightlines at Intersections – Urban Areas .......................................................64 RD 10 - Sight Distances for Rural Entrances ...........................................................................65 RD 11 - Typical Intersection Layout ........................................................................................66 RD 12 - Pram Crossings ...........................................................................................................67 RD 13 - Vehicle Crossing – Residential ...................................................................................68 RD 14 - Vehicle Crossing – Industrial/Commercial.................................................................69 RD 15 - Kerb and Channel Profiles ..........................................................................................70 RD 16 - Vehicle Crossing Kerb “Let-Down” ...........................................................................71 RD 17 - Stormwater Connection to Kerb and Channel ............................................................72 RD 18 - Street Signs .................................................................................................................73 RD 19 - Pedestrian Accessways ...............................................................................................74 RD 20 - Fencing Pedestrian Accessways..................................................................................75 RD 21 - Trench Reinstatement Standards.................................................................................76 RD 22 - Rural Residential Vehicle Entrances...........................................................................77 RD 23 - Rural Commercial Vehicle Entrances.........................................................................78 RD 24 - Multiple Rural Private Access – Four or More Sites ..................................................79 RD 25 - Rural SH 70km/hour, Private Commercial Access or Private Roads ........................80 RD 26 -Side Road Junction......................................................................................................81 RD 27 - Rural Road – Cut Batter Details .................................................................................82 RD 28 - Rural Residential Road – Typical Cross Section ........................................................83

CHAPTER 5 - UTILITY SERVICES STORMWATER AND LAND DRAINAGE ...................................................................................85


Refer Appendix 15 Subdivision and Development Standards – Utility Services: Stormwater and Land Drainage......................................................................................................86

5.2 GENERAL................................................................................................................................86

5.3 RESOURCE CONSENTS........................................................................................................86

5.4 DESIGN REQUIREMENTS....................................................................................................87

5.4.1 General........................................................................................................................87 5.4.2 Protection from flooding.............................................................................................88 5.4.3 Estimation of surface water run-off ............................................................................89 5.4.4 Rational method..........................................................................................................89 5.4.5 Modified rational method ...........................................................................................89 5.4.6 Run-off co-efficient ....................................................................................................90 5.4.7 Slope correction ..........................................................................................................92

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5.4.8 Future development ....................................................................................................92 5.4.9 Rainfall intensity.........................................................................................................92 5.4.10 Time of concentration.................................................................................................92

5.4.10.1 Time of Open Channel Flow ...................................................................95 5.4.10.2 Alternative procedure ..............................................................................97 5.4.10.3 Minimum Time of Concentration ............................................................97

5.4.11 Sizing of surface water system ...................................................................................98 5.4.12 Minimum size of drains ..............................................................................................98 5.4.13 Hydraulic design.........................................................................................................98 5.4.14 Energy loss through structures....................................................................................99 5.4.15 Energy dissipation structures ....................................................................................100 5.4.16 Minimum and maximum velocity ............................................................................101 5.4.17 Disposal to soak pit...................................................................................................101

5.5 OPEN WATERCOURSES.....................................................................................................102

5.6 LOCATION OF PIPELINES .................................................................................................102

5.7 PIPE ........................................................................................................................................102

5.8 JOINT REQUIREMENTS......................................................................................................103

5.9 STRUCTURAL STRENGTH OF PIPES AND BEDDING ..................................................103 5.9.1 Trench slope..............................................................................................................104

5.10 PIPELINE CONSTRUCTION ...............................................................................................104

5.11 BACKFILL REQUIREMENTS .............................................................................................104

5.12 MANHOLES ..........................................................................................................................105

5.12.1 General......................................................................................................................105 5.12.2 Standard manholes....................................................................................................105 5.12.3 Deep manholes..........................................................................................................106 5.12.4 Shallow manholes.....................................................................................................106 5.12.5 Stormwater manholes on larger pipelines.................................................................106 5.12.6 Manhole requirements ..............................................................................................106 5.12.7 Step irons, steps and ladders .....................................................................................106 5.12.8 Drop connections ......................................................................................................106 5.12.9 Manholes in soft ground ...........................................................................................107 5.12.10 Testing of manholes..................................................................................................107

5.13 CONNECTIONS ....................................................................................................................107

5.14 RAMPED RISERS .................................................................................................................107

5.15 CONNECTION TO DEEP LINES.........................................................................................107

5.16 INLET AND OUTLET STRUCTURES ................................................................................108

5.17 INSPECTION AND TESTING..............................................................................................108

5.17.1 Water test ..................................................................................................................108 5.17.2 Low pressure air test .................................................................................................109 5.17.3 High pressure air test ................................................................................................109

STANDARD DRAWINGS - STORMWATER AND LAND DRAINAGE ......111

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SD 01 - Rainfall Intensities.....................................................................................................112 SD 02 - Standard Stormwater Connections ............................................................................113 SD 03 - Standard Cesspit ........................................................................................................114 SD 04 - Double Cesspit...........................................................................................................115 SD 05 - Berm Cesspit .............................................................................................................116 SD 06 - Temporary Cesspit.....................................................................................................117 SD 07 - Standard Precast Concrete Sump Backdrop ..............................................................118 SD 08 - Cast Iron Light Cesspit (Frame and Grate) for off Carriageway Use .......................119 SD 09 - Cast Iron Heavy Cesspit (Frame and Grate)..............................................................120 SD 10 - Standard Manhole Details .........................................................................................121 SD 11 - Shallow Manhole Details ..........................................................................................122 SD 12 - Manhole Components................................................................................................123 SD 13 - Manhole Details [Drop Inlet and Safety Platform] ...................................................124 SD 14 - Manhole Inlet Debris Screen .....................................................................................125 SD 15 - Inlet and Outlet Structures.........................................................................................126 SD 16 - Precast Concrete Deflector ........................................................................................127 SD 17 - Trench Reinstatement Standards ...............................................................................128 SD 18 - Anti-Scour Block Detail ............................................................................................129 SD 19 - Concrete Pipe in Trench [Types of Bedding on Earth] .............................................130 SD 20 - Concrete Pipe Trench [Types of Bedding on Rock] .................................................131 SD 21 - Timber Lined Drain...................................................................................................132 SD 22 - Heavy Duty Lid Replacement for Heavy Traffic ......................................................133 SD 23 - Recessed Cesspit .......................................................................................................134

CHAPTER 6 - UTILITY SERVICES SEWERAGE RETICULATION AND DISPOSAL FACILITIES...........................................................135

6.1 EXTRACTS FROM THE DISTRICT PLAN ........................................................................136

Refer Appendix 16 Subdivision and Development Standards – Utility Services: Sewerage Reticulation and Disposal Facilities .........................................................................136

6.2 GENERAL REQUIREMENTS..............................................................................................136

6.3 FLOW REQUIREMENTS .....................................................................................................136

6.3.1 Domestic flow...........................................................................................................136 6.3.2 Industrial flow...........................................................................................................136 6.3.3 pipe sizes...................................................................................................................136

6.4 GRADIENTS..........................................................................................................................136

6.5 PIPES AND FITTINGS – MATERIAL.................................................................................137

6.6 VALVES AND FITTINGS ....................................................................................................138

6.7 FLANGE JOINTS ..................................................................................................................138

6.8 CONCRETE ...........................................................................................................................138

6.9 PIPE LAYING AND JOINTING ...........................................................................................138

6.9.1 General......................................................................................................................138 6.9.2 Construction..............................................................................................................139 6.9.3 Bedding.....................................................................................................................140 6.9.4 Pipelaying .................................................................................................................140 6.9.5 Concrete surround.....................................................................................................140

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6.9.6 Felxibility of encased pipes ......................................................................................140 6.9.7 Thrust blocks ............................................................................................................140 6.9.8 Cover.........................................................................................................................141 6.9.9 Pipes through walls...................................................................................................141 6.9.10 Pipelaying below water.............................................................................................141 6.9.11 Backfilling ................................................................................................................142

6.9.11.1 General...................................................................................................142 6.9.11.2 Haunching..............................................................................................142 6.9.11.3 Initial Backfilling...................................................................................142 6.9.11.4 Final Backfilling ....................................................................................142 6.9.11.5 Compaction Requirements.....................................................................142 6.9.11.6 Backfilling in Carriageways ..................................................................143

6.10 CONNECTIONS ....................................................................................................................143

6.10.1 General......................................................................................................................143 6.10.2 Branch connections...................................................................................................143 6.10.3 Position of laterals to properties ...............................................................................143 6.10.4 Connections to pipelines...........................................................................................144 6.10.5 Saddling ....................................................................................................................144 6.10.6 Marker posts .............................................................................................................144 6.10.7 Easements .................................................................................................................144

6.11 MANHOLES ..........................................................................................................................144

6.11.1 General......................................................................................................................144 6.11.2 Shallow manholes.....................................................................................................144 6.11.3 Standard manholes....................................................................................................145 6.11.4 Step irons ..................................................................................................................145 6.11.5 Manhole lids and covers ...........................................................................................145 6.11.6 Drop junctions ..........................................................................................................146 6.11.7 Manholes on unsuitable foundation material............................................................146 6.11.8 Fall through manholes ..............................................................................................146 6.11.9 Backfilling around manholes....................................................................................146 6.11.10 Precast lids ................................................................................................................146 6.11.11 Precast riser sections.................................................................................................146 6.11.12 Manhole benching ....................................................................................................147 6.11.13 Cast-in-situ bases ......................................................................................................147 6.11.14 Precast bases .............................................................................................................147 6.11.15 Finishes to manholes.................................................................................................147

6.12 CLEANING EYES .................................................................................................................147

6.13 TESTING GRAVITY SEWERS AND MANHOLES ...........................................................148

6.13.1 Testing – general.......................................................................................................148 6.13.2 Infiltration test ..........................................................................................................148 6.13.3 Lamping/inspection ..................................................................................................148 6.13.4 High pressure air test ................................................................................................148 6.13.5 Water test ..................................................................................................................149 6.13.6 Testing of manholes..................................................................................................149

6.14 PRESSURE LINE TESTING.................................................................................................149

6.15 SEWAGE PUMPING STATIONS.........................................................................................150

6.15.1 General......................................................................................................................150 6.15.2 Duty ..........................................................................................................................151

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6.15.3 Emergency provisions ..............................................................................................151 6.15.4 Site ............................................................................................................................151 6.15.5 Telemetry monitoring system...................................................................................151 6.15.6 Power supply ............................................................................................................151 6.15.7 Water supply.............................................................................................................151 6.15.8 Access .......................................................................................................................151 6.15.9 Fencing .....................................................................................................................151 6.15.10 Typical design...........................................................................................................152

6.16 TREATMENT PLANTS ........................................................................................................152

6.16.1 General......................................................................................................................152 6.16.2 Power supply ............................................................................................................152 6.16.3 Water supply.............................................................................................................152 6.16.4 Access .......................................................................................................................152 6.16.5 Fencing .....................................................................................................................152 6.16.6 Site ............................................................................................................................152

STANDARD DRAWINGS - SEWERAGE RETICULATION AND DISPOSAL FACILITIES................................................................................153

SS 01 - Trench Reinstatement Standards – Carriageway and Footpath .................................154 SS 02 - Chart for Hydraulic Design of Sewers .......................................................................155 SS 03 - Sewerage Pipe Flow – Co-efficient of Roughness.....................................................156 SS 04 - Pipe Bedding Detail ...................................................................................................157 SS 05 - Sewer Connections.....................................................................................................158 SS 06 - Sewer Connection – Depth Less Than 2.5m..............................................................159 SS 07 - Cleaning Eye ..............................................................................................................160 SS 08 - Standard Manhole ......................................................................................................161 SS 09 - 500mm Heavy Duty Manhole Cover and Frame .......................................................162 SS 10 - Manhole Components ................................................................................................163 SS 11 - Internal Drop Connection for 100mm Diameter Pipes ..............................................164 SS 12 - External Drop Connection for 150 and 225 Diameter Pipes......................................165 SS 15 - Thrust Block Details ..................................................................................................166 SS 16 - Polypropylene Inspection Chamber ...........................................................................167 SS 17 - Trade Waste Pre-Treatment Device for Automotive Wastewaters Schematic Diagram

..................................................................................................................................168 SS 18 - Trade Waste Grease Trap – Pre-Treatment Device for Food Industry ......................169 SS 19 - Trade Waste Sampling Inspection Chamber..............................................................170 SS 20 - Car and Vehicle Wash – Without Roof......................................................................171 SS 21 - Car and Vehicle Wash – With Roof...........................................................................172 SS 22 - 500mm Heavy Duty Replacement Lid for Heavy Traffic Areas ...............................173

CHAPTER 7 - UTILITY SERVICES WATER SUPPLY AND RETICULATION .......................................................................175


Refer Appendix 17 Subdivision and Development Standards – Utility Services: Water Supply and Reticulation ........................................................................................................176

7.2 DESIGN REQUIREMENTS..................................................................................................176

7.3 ADDITIONAL RETICULATION REQUIREMENTS .........................................................176

7.4 GENERAL REQUIREMENTS..............................................................................................176

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7.5 WATER MAINS ....................................................................................................................177

7.6 RIDER MAINS.......................................................................................................................177

7.7 SERVICE PIPES AND CONNECTIONS .............................................................................178

7.8 POSITION OF MAINS AND RIDER MAINS......................................................................179

7.9 VALVES.................................................................................................................................179

7.10 HYDRANTS...........................................................................................................................179

7.11 HYDRANT FLOW TEST ......................................................................................................180

7.12 AIR RELEASE, DRAINING OF MAINS .............................................................................180

7.13 DEPTH OF MAINS AND RIDER MAINS ...........................................................................180

7.14 THRUSTING..........................................................................................................................180

7.15 INDICATION.........................................................................................................................181

7.16 PIPE FITTINGS......................................................................................................................182

7.17 SURFACE BOXES ................................................................................................................182

7.18 THRUST BLOCKS ................................................................................................................183

7.19 PIPE LAYING........................................................................................................................183

7.20 BACKFILLING......................................................................................................................183

7.21 ORDER OF COMMISSIONING ...........................................................................................184

7.22 TESTING................................................................................................................................184

7.23 PIGGING ................................................................................................................................185

7.24 DISINFECTION.....................................................................................................................185

7.25 CONNECTION TO EXISTING RETICULATION ..............................................................186

STANDARD DRAWINGS - WATER SUPPLY AND RETICULATION .......187

WS 01 - Sluice Valve Installation...........................................................................................188 WS 02 - Fire Hydrant Installation in Berms ...........................................................................189 WS 03 - Screw Down Hydrant Box........................................................................................190 WS 04 - Valve and Hydrant Markers .....................................................................................191 WS 05 - Rider Main Connection to Main...............................................................................192 WS 06 - Service Connections .................................................................................................193 WS 07 - Heavy Duty Metered Connection .............................................................................194 WS 08 - Low Risk Backflow Preventer..................................................................................195 WS 09 - Cast Iron Toby Box ..................................................................................................196 WS 10 - Cast Iron Water Metre Box ......................................................................................197 WS 11 - Light Duty Water Meter Box....................................................................................198 WS 12 - Valve and Hydrant Box ............................................................................................199

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WS 13 - Thrust Block Details.................................................................................................200 WS 14 - Trench Reinstatement Standards ..............................................................................201 WS 15 - Rider Mains In Private Driveways ...........................................................................202

CHAPTER 8 - UTILITY SERVICES STREET LIGHTING POWER TELECOMMUNICATIONS GAS NETWORK UTILITY DUPLICATION AND OTHERS...............................................203


Refer Appendix 18 Subdivision and Development Standards – Utility Services: Electricity, Street Lighting, Telecommunications and Gas.........................................................204

8.2 STREET LIGHTING..............................................................................................................204

8.3 POWER RETICULATION ....................................................................................................204

8.4 TELECOMMUNICATIONS..................................................................................................204

8.5 GAS RETICULATION ..........................................................................................................204

8.6 NETWORK UTILITY DUPLICATION AND OTHERS......................................................205

CHAPTER 9 - FENCING AND COMPLETION REQUIREMENTS .............207


Refer Appendix 19 Subdivision and Development Standards – Utility Services: Fencing & Works and Services Completion Requirements .......................................................208

APPENDICES..........................................................................................................209

APPENDIX 1 - CERTIFICATES .........................................................................211

1A - STATEMENT OF PROFESSIONAL OPINION AS TO SUITABILITY OF LAND FOR SUBDIVISION.......................................................................................................................212

1B - STATEMENT OF PROFESSIONAL OPINION AS TO SUITABILITY OF LAND FOR BUILDING DEVELOPMENT...............................................................................................213

1C - CERTIFICATE FOR AS-BUILT DRAWINGS......................................................................214

1D - COMPLETION OF SUBDIVISIONAL WORK.....................................................................215

1E - DESIGN CERTIFICATE.........................................................................................................216

1F - COMPLIANCE WITH SUBDIVISIONAL CONSENT CERTIFICATE ...............................217

1G - PRODUCER STATEMENT – CONSTRUCTION CONTRACTOR’S CERTIFICATE UPON COMPLETION OF SUBDIVISIONAL WORK....................................................................218

1H - CERTIFICATION OF SUBDIVISION CONSTRUCTION ROADING & ANCILLARY CONSTRUCTION..................................................................................................................219

1I - CERTIFICATION OF SUBDIVISION CONSTRUCTION WATER SUPPLY .....................221

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1J - CERTIFICATION OF SUBDIVISION CONSTRUCTION SEWER......................................222

1K - CERTIFICATION OF SUBDIVISION CONSTRUCTION STORMWATER......................223

1L - CERTIFICATION OF SUBDIVISION CONSTRUCTION LANDSCAPING ......................224

APPENDIX 2 - SPECIFIC APPLICATION - RURAL SUBDIVISION AND DEVELOPMENT .......................................................................225

2A GENERAL................................................................................................................226 2B CONSENT APPLICATIONS ..................................................................................226 2C ROADING................................................................................................................226

2C.1 a) Rural Residential ....................................................................................226 2C.1 b) Rural .......................................................................................................226 2C.2 Vehicle Entrances .......................................................................................227 2C.3 R.O.W. and Access Lots.............................................................................227

2D UTILITY SERVICES...............................................................................................227 2D.1 Sewage Disposal.........................................................................................227 2D.2 Stormwater .................................................................................................228 2D.3 Water Supply ..............................................................................................228

APPENDIX 3 - SPECIFIC APPLICATION - CROSS-LEASE SUBDIVISIONS .............................................229

3A GENERAL................................................................................................................230 3B SERVICING REQUIREMENTS .............................................................................231

3B.1 Provisions ...................................................................................................231 3B.2 Sanitary, Stormwater and Water Supply ....................................................231 3B.3 Driveways...................................................................................................231 3B.4 Vehicle Crossings .......................................................................................231

APPENDIX 4 - TYPICAL ADDITIONAL LEASE CLAUSES .........................233

APPENDIX 5 - STOCKPILING, EARTHWORKS INVOLVING CLEANFILL AND DISPOSAL OF MATERIAL OTHER THAN CLEANFILL................................................................................235

APPENDIX 6 - A MEANS OF COMPLIANCE FOR A PERMITTED ACTIVITY INVOLVING THE STORAGE, USE, DISPOSAL OR TRANSPORTATION OF HAZARDOUS SUBSTANCES AND/OR CONTAMINANTS.....................................................239

APPENDIX 7 - PUBLIC UTILITY – FACT SHEETS.......................................245

APPENDIX 8 - CONDITIONS AND SPECIFICATIONS FOR EXCAVATIONS AND REINSTATEMENT WORKS WITHIN THE ROAD RESERVE....................................................................................257

8A GENERAL CONDITIONS ......................................................................................258 8A.1 Background.................................................................................................258

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APPENDIX 9 - COUNCIL POLICY ON MAORI ROADLINES AND PRIVATE RIGHT-OF-WAYS ..................................................259

9A MAINTENANCE OF MAORI ROADLINES.........................................................260 9B CONSTRUCTION OF MAORI ROADLINES .......................................................260 9C PRIVATE ROADS AND RIGHT-OF-WAYS ........................................................260

APPENDIX 10 - AS-BUILT DRAWINGS AND CAD REQUIREMENTS ......261

10A INTRODUCTION ....................................................................................................262 10B AS-BUILT DATA CAPTURE.................................................................................262 10C TRANSFER OF DATA............................................................................................262 10D ACCEPTANCE ........................................................................................................262 10E SPECIFIC CAD REQUIREMENTS........................................................................262 10F GENERAL DATA CAPTURE REQUIREMENTS ................................................262

APPENDIX 11 - MAPS OF ARTERIAL AND COLLECTOR ROADS...........265

APPENDIX 12 - FINANCIAL CONTRIBUTIONS – MINIMUM ENGINEERING REQUIREMENTS FOR SUBDIVISION...269

APPENDIX 13 - SUBDIVISION AND DEVELOPMENT STANDARDS - EARTHWORKS AND LAND STABILITY ............................279

APPENDIX 14 - SUBDIVISION AND DEVELOPMENT STANDARDS - ROADING AND LANDSCAPING ...........................................283

APPENDIX 15 - SUBDIVISION AND DEVELOPMENT STANDARDS - UTILITY SERVICES: STORMWATER & LAND DRAINAGE .................................................................................289

APPENDIX 16 - SUBDIVISION & DEVELOPMENT STANDARDS - UTILITY SERVICES: SEWERAGE RETICULATION & DISPOSAL FACILITIES...........................................................293

APPENDIX 17 - SUBDIVISION & DEVELOPMENT STANDARDS - UTILITY SERVICES: WATER SUPPLY & RETICULATION ..................................297

APPENDIX 18 - SUBDIVISION & DEVELOPMENT STANDARDS - UTILITY SERVICES: ELECTRICITY, STREET LIGHTING, TELECOMMUNICATIONS & GAS .......................................301

APPENDIX 19 - SUBDIVISION AND DEVELOPMENT STANDARDS - UTILITY SERVICES: FENCING & WORKS AND SERVICES COMPLETION REQUIREMENTS....................305

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CHAPTER 1 - GENERAL

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1.1 DEFINITIONS In this standard, unless inconsistent with the context, the following definitions shall apply. CLEANFILL means material consisting of natural components such as clay, soil and rock and such other materials such as concrete, brick or demolition produces (excluding asphalt), which are free of combustible and organic materials, free of voids and which are not subject to biological or chemical breakdown and shall not be capable of leaching chemicals or toxins into the environment. COHESIONLESS SOIL means a non-plastic soil (sand, gravel) where the strength is derived primarily from cohesion between the solid particles. CONCEPT PLAN means the plan of a proposed subdivision of land into more than 50 lots or a subdivision which, in the opinion of Council, will have special or unusual features. DEVELOPMENT means development or redevelopment (other than subdivision) by:- a) Constructing, erecting or altering any one or more buildings or other works for the

purpose of providing 3 or more new or 2 or more additional household units; or

b) Constructing or carrying out works for the purpose of providing a relocatable home park; or

c) Constructing, erecting or altering any one or more buildings, fixed plant and machinery or other works intended to be used solely or principally for administrative, commercial or industrial purposes or any combination of those purposes where the value of the construction, erection or alteration is in excess of $250,000.

For the purpose of this definition, the construction, erection or alteration of any buildings, fixed plant and machinery, other works shall include:-

i) The fencing, draining, excavation, filling or reclamation of land, or the

making of retaining walls or other works relating to that fencing, draining, excavation, filling or reclamation; and

ii) The grading or levelling of land or the removal of rocks, stone, sand or soil

from land; and

iii) The removal or destruction of vegetation; and

iv) The arresting or elimination of erosion or flooding; and

v) The construction of any tramway or railway relating to any such construction, erection or alteration; but shall not include the construction or alteration of any pipeline or associated pumping works on the land that is not otherwise subject to the development.

d) Where it is proposed to construct, erect or alter one or more buildings, fixed plant

and machinery, or other works in stages and the total proposed construction, erection or alteration would, if carried out otherwise than in stages, constitutes development

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as defined in the foregoing provisions of this definition, the total construction, erection or alteration shall constitute one development.

DEVELOPMENT PLAN means such plans and reports showing information that is necessary to identify the effects of the development on the environment and to enable the assessment for Financial Contributions under the Resource Management Act 1991 and as identified by the Rotorua District Plan. DRAINAGE means sanitary drainage and/or stormwater drainage and includes pipes, open drains and sewerage treatment plants, and “drain” has a corresponding meaning. EARTHWORKS means the alteration to the contours, including the excavation and backfilling or recompaction of existing natural ground and the stripping of vegetation and topsoil. ENGINEER means the Rotorua District Engineer or any other Officer or other person appointed by the Council to control engineering work of the Council. FOOTPATH means so much of any road as is laid out or constructed by authority of the Council primarily for pedestrians; and may include the edging, kerbing and channelling thereof. GROUND is a general term used to describe the material in the vicinity of the surface of the earth whether soil or rock. HOUSEHOLD UNIT OR DWELLING UNIT means any building or group of buildings or part thereof used or intended to be used principally for residential purposes and occupied or intended to be occupied by not more than one household. LAND DRAINAGE SYSTEM refers to the flow of surface and ground water but concentrates mainly on peak surface discharges and their regulation under urban conditions. LOOSE SOIL means cohesionless soil (having a Standard Penetration resistance of less than 10 blows per 300mm). Also refers to uncompacted or poorly compacted fill. OWNER in relation to any land or interest therein, includes an owner thereof, whether beneficially or as trustee and his agent or attorney and a mortgagee acting in exercise of power of sale; and also includes the Crown, the Public Trustee and any person, local authority, Board or other body or authority however designated, constituted or appointed, having power to dispose of the land or interest therein by way of sale and may include the owner’s representative. POST CONSTRUCTION SETTLEMENT means the settlement of the ground surface which takes place after completion of the construction of the earthworks. PRIMARY DESIGN FLOW is the estimated stormwater runoff selected to provide a reasonable degree of protection to the surrounding land. In most cases this flow will be piped or contained within relatively narrow confines under public control and be protected by a reserve or easement. PRIVATE ROAD means any roadway, place or arcade laid out within the district on private land by the owner thereof but intended for the use of the public generally.

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PRIVATE WAY means any way or passage whatsoever over private land within the district, the right to use which is confined or intended to be confined to certain persons or classes of persons and which is not thrown open or intended to be open to the use of the public generally. SANITARY DRAINAGE means drainage primarily for the reception and discharge of pollutants and wastewater. SCHEME PLAN means a scheme plan of a proposed subdivision in terms of Section 218 of the Resource Management Act 1991. SECONDARY FLOW PATH refers to the path taken by stormwater runoff in excess of the primary design flow and should be capable of producing a reasonable degree of protection to the surrounding buildings. A freeboard above the secondary flow level is required when determining allowable floor levels. This is to cater for flood surface undulation, tolerance for flow estimation methods and for possible failure of the primary system. “SHALL” indicates a requirement that is to be adopted in order to comply with the Standard, while the words “should” or “may” indicate a recommended practice. SOFT SOIL means cohesive soil having a low shear strength (less than 25kpa). SOIL means the heterogeneous aggregation of particles comprising either peat, clays, silts, sands, gravel’s, crushed and re-orientated rock fragments or a mixture of any of the above. The term excludes rock that is intact rock masses whether highly jointed or not. SOIL ENGINEER means a person who is currently entitled to practice as a Registered Engineer and has experience in soils engineering acceptable to the Council or such other person as the Council may specifically approve as being competent. STABLE GROUND means ground existing in a state which can be shown by a Soils Engineer is unlikely to settle, slip, erode or otherwise move to the detriment of superimposed buildings, services, roads or property generally. STORMWATER means water or other runoff resulting from precipitation (rain, hail, snow) and does not include trade Waster or Domestic Sewage. STORMWATER DRAINAGE means a drain primarily for the reception and discharge of stormwater. STREET has the same meaning as “road” as defined by Section 315 of the Local Government Act 1974. SURVEY PLAN has the same meaning as in the Resource Management Act 1991. TRADE WASTE DISCHARGE is any liquid with or without matter in suspension or solution that is or may be discharged from a trade premises in the course of any trade or industrial process or operation or in the course of any activity or operation of a like nature but does not include stormwater or domestic sewage.

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URBAN AREA means an area which is used or intended to be used solely or principally for residential, commercial, industrial or any other similar urban purposes or any two or more such purposes and includes rural residential areas. WASTEWATER means water or other liquid, including waste matter in solution or suspension discharged from a premises.

1.2 APPLICATION A. This document forms the Rotorua Civil Engineering Industry Standard 2000.

This Code of Practice applies to all Engineering works and services constructed by or on behalf of Council, all Works and Services vested in Council as a result of Subdivision or Development and all Works and Services required by Subdivision or Resource Consent under the Resource Management Act 1991. In order to encourage a range and flexibility in design while achieving adequate levels of environmental protection amenity, safety and infrastructure provision, the RDC District Plan adopts a range of Subdivision or Development Standards as performance levels. Various methods may be employed to satisfy these levels. However, compliance with the Council’s Engineering Code of Practice on a defined matter is deemed to satisfy the particular performance level applying to that matter. As information for the user, the relevant Sections of the SUBDIVISION AND DEVELOPMENT STANDARDS AND ASSOCIATED PERFORMANCE LEVELS from the District Plan are attached as Appendices 13-19. .

B. For the purposes of Sections 108(1)(a) and 108(9) of the RMA 91 the Financial

Contributions any subdivider or developer is expected to pay (including the installation of Works and Services Infrastructure and Infrastructure Upgrading Contributions) are identified and detailed as Minimum Engineering Requirements in Part Sixteen of the Rotorua District Plan. Again, for the users information, these requirements are repeated at the back of this Standard as Appendix 12.

ALL EXTRACTS FROM THE ROTORUA DISTRICT PLAN ARE ON YELLOW PAPER.

C. This Engineering Code of Practice has been developed as a Means of Compliance with

Subdivision and Development Performance Standards contained in the Rotorua District Plan.

It is essential that compatibility of design, construction and materials is achieved in order to minimise long term costs and disruption. While allowing for the implementation of thoroughly researched and investigated innovative ideas, the aim is to ensure that the alteration or extension of infrastructure within the Rotorua District is carried out with minimum long term costs to the community.

D. All Codes and Standards referred to herein are deemed to include any subsequent

amendments as well.

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1.3 EXTRACTS FROM THE DISTRICT PLAN Refer Appendix 12 Financial Contributions – Minimum Engineering Requirements For Subdivision

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CHAPTER 2 – INFORMATION AND DRAUGHTING

REQUIREMENTS

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2.1 INFORMATION REQUIREMENTS Information for all Works and Services to which this Code of Practice applies shall be supplied in accordance with the following:

2.1.1 INTRODUCTION

The Council will not approve any such subdivision or development unless the following information requirements, where applicable, are complied with.

2.1.2 DEVELOPMENT OF LAND

Prior to the development of any land in the District, the owner of the land shall before any work involving the disturbance of the land surface (other than necessary investigative work) is commenced, notify the Council in writing of the proposed development. Council will, before the issue of any building consent and before the development is commenced, require the owner to submit to Council a Development Plan.

2.1.3 SUBDIVISION CONCEPT PLANS AND REPORTS

Concept plans may be required by Council where: i) the proposed subdivision will comprise more than 50 lots; ii) the Council is of the opinion that the subdivision will have special or unusual

features; or

iii) the servicing of the subdivision will affect land owned by someone other than the subdivider.

Concept plans and reports shall be provided as detailed in 2.1.7.

2.1.4 SUBDIVISION SCHEME PLANS AND REPORTS

The scheme plan and reports shall be prepared in accordance with the Resource Management Act and the detail requirements of 2.1.8.

2.1.5 COPIES OF APPLICATIONS FOR SUBDIVISIONS

With an application for Council’s consent, the subdivider must provide seven copies of the scheme plan and reports (this number includes copies for telephone and electricity authorities).

2.1.6 ADJACENT LAND

Concept and scheme plans for subdivision must show the full extent of possible further subdivision of the block in the title or titles dealt with. This is to show that the scheme does not prejudice full development and to indicate the number of sections and the limits of roading, drainage and water supply which may be needed in the future. The extended portion may be shown by inset to a smaller scale. Details of the other land owned by the subdivider and adjoining the proposed subdivision may also be required.

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2.1.7 SUBDIVISION CONCEPT PLAN DETAIL Council may require the subdividing owner to include or attach to the concept plan, detail necessary to: i) give a general outline of the nature of the proposed subdivision; ii) indicate the location of and compliance with the works and services criteria for:

* streets; ∗ reserves; ∗ school sites; ∗ drains; and ∗ public utilities and amenities;

iii) indicate the approximate layout and contour of proposed allotments; iv) describe any other land of the subdividing owner adjoining the land in the proposed

subdivision which may be subdivided in the future;

v) identify any unusual physical aspects which may affect the subdivision; and

vi) identify design considerations, compliance with Regional Plans, Regional Land Transport Strategies and compliance with all aspects of the Minimum Engineering Requirements contained in the District Plan.

A subdivision concept plan will be made available for public inspection by any person (free of charge) during normal office hours at the Council Office for a period of twenty working days. Council will also refer to a copy of the subdivision concept plan to: a) the appropriate Regional Council; b) the New Zealand Historic Places Trust – if applicable; and c) Transit New Zealand. Council will receive any comments made or submitted and forward them to the subdivider.

2.1.8 SUBDIVISION SCHEME PLAN DETAIL

The subdivision scheme plan shall be prepared in accordance with the Act and in addition, the subdividing owner shall include such detail as is necessary to: i) identify all areas subject to inundation, erosion, subsidence, slippage or filling; ii) identify all upgrading of existing road and utility service infrastructure;

iii) establish that each proposed lot has a suitable and stable building site, including any

testing reports and certificates from Soils Engineers identifying that existing filling is suitable for the permitted uses; and

iv) provide all the information required by Section 2.1.7 (i)-(vi).

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2.1.9 SUBDIVIDER’S OR DEVELOPER’S REPRESENTATIVE The subdivider or developer shall identify a suitably qualified and experienced representative (hereinafter referred to in this Part as the “subdivider’s or developer’s representative”) who has suitable experience in all phases of subdivisional engineering work and the subdivider or developer shall notify Council of the name of the person so employed before any work commences. The subdivider’s or developer’s representative shall be responsible for: a) the preparation and submission for approval of engineering plans and specifications

in terms of Council’s standards; b) supervision of the works as detailed in the approved plans and specifications; and

c) certifying to Council upon completion of the works that the works have been carried

out in accordance with the approved documents.

The subdivider’s or developer’s representative shall be available for a meeting on the site of the works within eight ordinary working hours of being so requested by the appropriate Council Officer. While each stage of the works must be approved by Officers of the Council, they will not undertake day to day supervision and the subdivider’s or developer’s representative shall be responsible for ensuring that the work complies with all aspects of this standard. When required by the Council, the subdivider or develop shall also appoint a registered engineer experienced in soils engineering (the soils engineer) to control and certify earth fillings, roading subgrades and to issue the requisite certificates the stability of the subdivision as required. If suitably qualified, the subdivider’s or developer’s representative may act as the soils engineer.

2.1.10 MINOR ENGINEERING WORKS

Minor works to be certified by Contractor and final inspection by Consultant

• Chamber/manhole on end of lateral • Stormwater connection to main • Stormwater connection to manhole • Stormwater connection to cesspit • Stormwater connection to soakhole • Vehicle crossing

These works should be certified by the contractor on form iv, appendix 1 of the RCEIS. This form will require modification to accommodate works which are not covered by a contract document. In addition to this certification As Built information is to be provided as per the requirements of the RCEIS. The consultant still should inspect the final works to confirm completion, check location and dimensions. All other engineering works will require supervision of construction and certification of the works by a suitably qualified person.

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2.1.11 SUITABILITY OF SITE FOR SUBDIVISION

All applications for subdivision shall include sufficient detail to demonstrate that the site is suitable for the proposed activity having regard for the provisions of the District Plan, erosion, subsidence, standards for filling, geothermal activity, slippage, inundation or public services (particularly where sewage and water supply and public services are not available and will not be available within five years). Applicants are to show that all existing infrastructure to be used or connected is adequate to cope with the proposed increase in usage or to show upgrading requirements where necessary. The Council may approve the scheme plan, with or without conditions or amendments, require submission of a new scheme plan or refuse to approve the scheme plan in terms of its statutory authority under the Act. The Council will require comment from the appropriate Regional Council, the New Zealand Historic Places Trust and Transit New Zealand when appropriate. If the Council does not approve the scheme plan, it will inform the subdividing owner of its reasons for not doing so.

2.1.12 STABILITY IN RELATION TO SUBDIVISION AND DEVELOPMENT

Where, in the opinion of the Council, the stability of the land requires investigation, a report from a registered engineer experienced in soil mechanics shall be supplied prior to scheme plan or development approval. This report shall set out the facts relating to the investigation together with test results and other data on which recommendations are based. The report shall be subject to approval along with other engineering information and should be in the format as outlined in the Rotorua District Civil Engineering Industry Standard. (Refer Appendix 1). Stability of the land must be investigated and determined prior to scheme plan approval.

2.1.13 APPROVAL OF PLANS AND SPECIFICATIONS FOR SUBDIVISION AND DEVELOPMENT The subdivider’s or developer’s representative shall submit two sets of engineering plans and specifications covering all aspects of the work for initial perusal and amendment, where appropriate. All plans and specifications shall be drawn up in accordance with Council’s Standard Requirements. Detailed calculations for pavement design, stormwater and sanitary pipe sizes, water reticulation and open channel flow together with appropriate catchment area plans shall be submitted with the documents for approval. Following checking by the Council, should all submissions satisfy the Council requirements, they shall be stamped “Approved” and one set returned to the subdivider’s or developer’s representative for appropriate action. However, if any amendments are required they shall be notified by a letter to the subdivider’s or developer’s representative. The subdivider’s or developer’s representative shall then amend the submissions and re-submit at least two sets to the Council. In this instance, the original submission shall be stamped with the word “Preliminary”.

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Provided that the Council is satisfied that the amendments have been carried out according to the Council’s requirements, the Council shall approve the submissions. All submissions shall then be stamped “Approved” and one set returned to the subdivider’s or developer’s representative for appropriate action. In cases of submissions, which require only minor amendments to satisfy the Council requirements, conditional approval may be granted. In this instance the words “Conditional Approval” shall be stamped on all such submissions, and two sets returned to the subdivider’s or developer’s representative, along with a letter stipulating the conditions of approval. The subdivider’s or developer’s representative should ensure that one set of all approved plans and documents is kept on site at all times. Except in the case of conditional approvals, the final approval for any application shall be granted only after the Council requirements have been satisfied.

2.2 DRAUGHTING REQUIREMENTS

2.2.1 SIZE OF DRAWINGS

All drawings, including Scheme Plans, shall be prepared and submitted on sheets of the Standard I.S.O. Type A Series. Principal drawings are to be on A1 or A2 sizes as appropriate. Detailed drawings, site plans etc. may be on A3 or A4 sizes. A 40mm border is to be provided along the left-hand edge of all sheets for binding.

2.2.2 DRAUGHTING All draughting is to conform to NZS/AS 1100 and NZS 5902 Part 5: 1981 or other New Zealand Standard where appropriate. In particular, the minimum height of letters is to conform to NZS/AS 1100. In order to make microfilm file copies the drawings must be no finer than 0.18mm and all lines must be of uniform density. The symbols shown on the Standard Drawings are to be used. Other symbols are to conform to NZA/AS 1100 or appropriate New Zealand Standard. Existing Council plans are microfilmed for ease of storage, retrieval and security. All hard copy plans are retained by Council will also be micro-filmed. Council currently operates a Computer Aided Design and Draughting facility based around Auto CAD. Linking with this is a GIS (Geographical Information System) system based on ARC/INFO. The GIS/CAD system hold textual and graphical information for private property and public infrastructure. All Consent Application and As-Built information should be compatible with this system for convenience and in order to avoid unnecessary re-working and inputting. Council operates GIS/CAD standards to ensure system and user compatibility.

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2.2.3 DRAWINGS TO BE SUBMITTED a) Locality Plan b) Roading: Plan, long-section, cross-sections and typical cross-sections.

c) Sanitary, Stormwater and Water Reticulation: A separate plan showing all

reticulation in relation to section boundaries. Long-sections of each drainage line. Plans showing the complete catchments and areas for each drainage system. Calculations for the utility systems shall be provided, including secondary flow paths, such flow paths shall be shown on the drawings.

d) Landscaping and Earthworks: A separate plan showing original contours and areas

of cutting and filling together with a 6m grid of depths relative to original level. Existing vegetation, physical features, buildings etc to be shown together with any proposed planting. Details of vehicular access to each lot must be shown.

e) Staged Development Plan: Where a block is to be developed in stages each stage

must include a plan showing how the particular stage relates to the whole block and also to other stages.

f) Detailed Drawings: Detailed drawings of any items not covered by Council’s

Standard Drawings. 2.2.4 SCALES

The following scales shall be used: Plans 1:500 to 1:200 Long Section Horizontal 1:500 or 1:200) Vertical 1:100 or 1:50 ) where necessary Cross-Sections Horizontal 1:100 or 1:50 ) Vertical 1:100 or 1:50 ) where necessary Note: The vertical scale may be exaggerated where unavoidable. Details: General 1:10, 1:20, 1:50 Roading (eg: kerb lines, cul-de-sac heads) 1:200 Scheme Plans Urban 1:500 to 1:1000 Note: Scheme plan scales are required to conform wherever possible to the Engineering Plan Scale (ie: 1:500) Rural To specific approval. All dimensions and levels shall be in metric measurement.

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2.2.5 ORIENTATION OF PLANS a) Plans and Long-Sections:

The north point shall be on the top of the sheet wherever practicable. All plans and long-sections shall have the lesser distance (m) on the left-hand side of the sheet. For drainage and water supply, the lesser distance of a line shall be at the downstream end of the pipe. Long sections should be orientated as far as possible the same as the plan.

b) Cross-Sections:

Cross-sections shall commence at the bottom left-hand corner of the sheet and proceed upwards in order of increasing traverse distance. Where the road reserve is 20m wide, it may not be possible to place two columns of sections on one sheet, in which case the sheet may be rotated 90° clockwise and the sections plotted from the “bottom” of the sheet to the “top”. The left and right kerb lines shall be determined by facing in the direction of increasing distance. For open channel flow, left and right banks shall be determined by facing in the direction of flow.

2.2.6 “AS-BUILT”PLANS

2.2.6.1 Information Required “As Built” Plans, in digital format, shall be submitted by the subdivider showing the details below:- a) As Built data to include data on abandoned pipes, and all pipes found as part of the

construction. b) Stormwater, sewer and water services are to be shown on separate plans for Asset

management purposes

c) Sewer Drainage Reticulation shall be detailed as follows: A schedule of co-ordinates is required with horizontal co-ordinates (x;y) to an accuracy of +/- 0.10 of a metre, in terms of the New Zealand Mapping Grid and the vertical co-ordinates (z) to an accuracy of +/- 0.03 of a metre, in terms of the Moturiki Datum for all manholes, cesspits, pipeline bend points, branch-line ends (where the branch is greater than five metres long), water supply surface structures, and pipelines where they deviate from a standard location (i.e. not parallel to a boundary etc). Sewer Drainage Reticulation measurements, to an accuracy of +/ 0.10 of a metre for horizontal co-ordinates (x;y), and to an accuracy of +/- 0.03 of a metre for the vertical co-ordinate (z) shall include lid and invert levels of all inlet and outlet pipes for manholes and measured positions of manholes relative to boundary pegs. Measurements to house junction, bends, ramps and other fittings, shall refer to the centre of the downstream manhole cover. The position of all house connections shall also be related to the nearest section boundary peg, and the invert levels of connections given (ground levels can be altered subsequent to utility construction). External and internal diameter, pressure, class, material, make and model of all pipes, valves, inspection chambers and manholes shall be indicated clearly.

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d) Stormwater Drainage Reticulation detailed as for c) above including the following additional details: i) For open channel reticulation cross sections are required at 50 metre intervals

and changes to grade alignment or channel cross section.

e) Water Reticulation shall be detailed as follows: Measurements of an accuracy of +/- 0.10 of a metre shall include depth to cover of pipeline and position of mains, location of hydrants, valves, tees, bend points and all service connections relating to the nearest boundary peg. The distance perpendicular to the property boundary measured from the nearest two pegs either side of the works and the distance parallel to the property boundary from the nearest section boundary peg shall be clearly indicated. External and internal diameter, pressure class, material, make and model of pipes, valves and hydrants shall be indicated clearly.

f) If any service connections have been carried out the service connection as-built form

shall be completed. For a water service connection the form is “Approved Water Connection Details/Record Sheet”.

g) All as-built drawings shall include a table for the following assets that are indicated

on the drawing describing all attributes that have a tick against them. Brochures etc. indicating technical specification, spare parts manuals and operating manuals shall be included separately. Each individual asset indicated on the drawing should have the required attributes described.

Asset Description Type Make Model Serial

Number Operating

Details Technical

Specifications Spare Parts

Manual Operating Manual

Isolating Valves � � � Backflow preventors � � � Flow restrictors � � � Fire hydrant � � � Flow meters � � � � � � Control valves (ie Pressure reducing reservoir, pump or flow control valves

�

�

�

�

�

�

�

�

Pumping units � � � � � � � �

h) Areas of filling showing the extent and depth of fill over original ground in the form of a six metre (6m) grid or by fill contours. Closer grid spacing will be used where in the opinion of the Engineer critical details would be missed by a 6m grid.

The Registered Engineer supervising the filling shall supply a certificate that any fill has been carried out in accordance with these requirements.

i) All alterations to the submitted engineering drawings found necessary during

construction and approved of in writing by the Engineer. (Alterations between Design and As Built Plans identified).

j) The correct street names as approved by Council.

k) All existing building footprints relative to site boundaries.

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l) All private existing on site servicing relative to the building footprint and site boundaries.

m) Sufficient existing Council services to indicate how the new work is integrated.

n) New street trees over 1.5m tall. No species shall be required.

o) Parking area definition, where relevant, does not include normal angle and parallel

parking, but includes areas such as taxi, bus, motorcycle, handicapped and off street parking provided by businesses.

p) Kerb lines, where required, shall be fixed at a minimum of 10m intervals with

position of capture to be at top front of kerb level. Centrelines of road shall be fixed at a maximum of 20m intervals.

Cadastral information shall be input by co-ordinates and/or bearings and distances. LINZ DCDB or any other DCDB may be used if it meets the requirements of the tolerances listed in Council’s “Computer Aided Design Standards”, including benchmarks.

Each as built drawing shall indicate all existing underground stormwater, sewer and water services which shall be captured from Council records. Where on-site measurements have shown errors in Council as-built records the correct alignment and position shall be captured as described in Clauses 2.2.6.1 c), d) and e). For plotting purposes, pipeline lengths shall be taken to be running between the centreline of manhole lids, unless more precise information as to the location of pipe centreline is available from Council records.

2.2.6.2 Data Capture Method

Unless otherwise approved in writing by the Engineer “As Builts” shall be provided by means of Electronic Data Capture.

a) Electronic Data Capture

Captured electronic data shall be submitted in the form of AutoCAD drawings. All drawings provided as digital information files shall comply with Council’s “Computer Aided Draughting Standards”. Although “As Builts” will be required at the completion of the works there may be circumstances where bonds may be held pending satisfactory provision of As Built information and will be based on capture by suitable electronic means.

b) Transfer Of Data

As-built data being transmitted to Council shall include the following: 1) One set of drawings, either A1 or A2 on transparent 100 gsm tracing paper to

a final output scale of 1:500, or as otherwise agreed with Council Staff; 2) A Digital Vector copy of the drawings(s) and associated files supplied to a

minimum of 1.44Mb-3.5” disk(s) (DS, HD IBM compatible and MS DOS) in AutoCAD format with all other requirements as specified in the current Council CAD Standard. Drawings may be provided in compressed format

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provided decompression routines/software are available to Council staff. Alternatively digital data may be sent by e-mail direct to the Council.

c) Acceptance

Digital Data transmitted to Council will be subject to a verification process to ensure it is in compliance with the specified objectives and requirements contained in the current CAD Standards. CAD work not meeting all the requirements of the Standard will not be accepted, and will be returned to the Data Provider for rectification, with a brief outline of reasons for non-compliance.

2.2.6.3 Certification by Registered Surveyor

As-built data transmitted to Council shall be endorsed and certified as correct by a Registered Surveyor. The endorsement and certification shall be in writing on the paper copy of the as-built drawings.

2.2.6.4 As Built Accuracy Council relies totally on the information supplied on the As-Builts drawings, which is the main reason Council requires the present certification on the face of the plans. By the time the plan is found to be incorrect (ie sewer house connection not where shown on the plans) and the connection not found, significant work has been carried out. In the event of incorrect As-Built information, the following procedure shall be adopted:

(i) The Consultant shall, within two working days of being informed locate the service

on-site and provide correct As Built information (ii) If the Consultant fails to locate or respond accordingly, the Council Engineering

Department will arrange for the works to be carried out and charge the Consultant and take such other action as is reasonable and necessary.

(iii) If proven to be correct, Council will meet Consultants cost to establish same.

2.2.6.5 Minor engineering works These shall be excluded from providing a schedule of co-ordinates and are defined as: (i) All on-site private property servicing.

Where a maximum of any two of the below apply: • Chamber/Manhole on end of lateral • Stormwater connection to main • Stormwater connection to manhole • Stormwater connection to cesspit • Stormwater connection to soakhole

(ii) All public servicing infrastructure extensions and upgrading where:

a) extension of water main shall not exceed 150m in length b) no more than two (2) lengths of sewer or stormwater piping shall be laid,

including manholes.

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(iii) Works exempted by the District Engineer in writing. In lieu of co-ordinates, all points identified in 2.2.6.1 a) may alternatively be fixed by two (2) dimensions at right angles to the site boundaries (dimensions from curved boundaries are not acceptable). The standard certificates shall apply for As-Built and completion, except where those within private property for private servicing will require the standard registered tradesman’s certification, eg: a Drainlayer.

2.2.7 PLOTTING OF FEATURES

All existing features must be plotted on the plan with spot levels on permanent features such as manholes (invert and lid), culverts (invert level inlet and outlet), kerbs, walls, etc. A clear description of each plotted feature must be given indicating what it is and what material it is made of. Size and condition of pipes and culverts must be stated together with the direction of flow. Discharge points (and areas) of catchments draining onto road reserves are to be given.

2.2.8 PLOTTING OF SURVEY

The position of the traverse lines and all pegs shall be clearly indicated on the plans. The bearing and datum of all traverse lines is to be indicated. The initial traverse line must originate with reference to legal survey pegs or data (eg: survey co-ordinates) and not merely boundary fences or walls. Survey pegs are not always reliable and in cases of doubt, advice from a Registered Surveyor is to be obtained. The initial traverse line does not necessarily need to be located on the centre line and in fact is often better situated 1m behind the proposed kerbline where it is accessible and less likely to be disturbed during the course of construction. The spacing of pegs along the traverse line shall be at 15m maximum or at such lesser distance as to detail all significant changes of contour. The depth of all underground services must be assessed at each cross-section and intersection of services. Where it is a possibility that any service may be affected by the proposed work, the service shall be accurately located and depth determined by excavation at frequent intervals. The plotting of all stormwater, sanitary drainage and water supply services on one sheet will facilitate this checking (refer to Clause 2.2.3). In the case of power and telephone cables the Authority concerned is to be requested to locate their cables in the field.

2.2.9 BENCHMARKS AND STANDARD DATUM

To provide permanent reference levels, a Standard Council bench mark shall be placed in accordance with the Standard Drawings at not greater than 250m intervals. Wherever possible, bench marks are to be located at tangent points in positions where they are unlikely to be disturbed during construction or by future maintenance. Standard bench mark “pins” will be supplied at no cost by Council. The “As-Built” plan shall show the position of bench marks in terms of survey co-ordinates or by accurate survey and the level thereon in terms of Moturiki Datum.

of 309


The standard reference datum for all work shall be “Moturiki” Datum and all levels shall be stated in terms of this datum. A statement of compliance with this clause shall be included on all drawings with levels thereon. If existing bench marks are disturbed during the course of the work, including the maintenance period, they shall be reinstated and re-levelled at the Subdivider’s expense.

2.2.10 NEW ZEALAND MAPPING GRID

In order to complement Council’s Data Capture and GIS system, all Engineering, Subdivision, Development and As-Built plans shall be referenced to the New Zealand Map Grid (NZMG).

2.2.11 ELECTRONIC DATA CAPTURE

Data capture for As-Built information should be by established electronic or other approved data capture methods, eg: (i) Total Station

(ii) GPS Captured electronic data may be submitted in the form of CAD drawings if preferred. Complete compatibility with Council’s GIS/CAD system is essential. All drawings provided electronically shall comply with “Computer Aided Design and Draughting Standards” (current version). Refer to Appendix 10. All CAD drawings will also be in New Zealand Mapping Grip. Bonds may be held pending satisfactory provision of As-Built information and will be based on capture by suitable electronic means.

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ADDENDUM TO REPLACE CHAPTER 3 OF THE

ROTORUA CIVIL ENGINEERING INDUSTRY STANDARD (RCEIS)

2000 VERSION 2004

2012

CHAPTER 3

GEOTECHNICAL REQUIREMENTS

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1.1 OVERVIEW

Rotorua District contains land that is affected by a considerable number of natural hazards. It has an extremely young geology, high levels of seismic activity and highly active geothermal areas. While many hazards cannot be eliminated, they can be managed in such a way that they allow land and building development to take place. There is a need for a systematic approach to the management of ground hazards within the subdivision, land use and building consent processes and for Council’s own maintenance and capital works projects. The procedures are considered to be guidelines of best practice, rather than prescriptive requirements that must be rigidly followed.

It is essential that ground issues are assessed for all subdivision and building consents, particularly where no previous appropriate investigations have been undertaken. Requirements will vary between situations. The Rotorua District Council has identified that there are areas within Rotorua District where the ground bearing capacity does not meet the 300kPa requirement for NZS3604:2011. In addition there are areas that may contain compressible soils, geothermal activity, historic lake and stream beds, high ground water tables and steep slopes of loose, uncompacted materials. The locations of some of these areas are not well defined, therefore geotechnical investigation will be required for all subdivision, land use and building consent applications and capital works projects. 1.2 POTENTIAL HAZARDS

Actual and potential hazards within the Rotorua District can be both natural and man made. A list of key hazards is given in Table 1 below. The list is not comprehensive and other hazards may be identified on site. Some hazards can interact to increase cumulative effects (eg liquefaction and geothermal). It is likely that some parts of Rotorua will experience liquefaction of hot areas.

Table 1 Potential Ground Hazards

Inundation Subsidence Landslip Ground settlement due to compressible soils Slope instability Erosion – river , lakeshore, wind, etc Internal erosion, including tomo formation Collapsible soils Geothermal gas Geothermal eruptions Corrosive soils Volcanic eruption Groundwater flooding Soil contamination Ground rupture Ground shaking Liquefaction hazards, including settlement, bearing capacity failure and

lateral spreading Post earthquake subsidence Old Geothermal bores Subsidence due to depressurisation of a geothermal aquifer Tectonic subsidence

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Fill material Land adjacent to watercourses, lakes or streams Historic lake or stream beds and lake terraces

1.3 SUITABILITY OF SITE FOR SUBDIVISON OR DEVELOPMENT

All applications for subdivision or development shall include sufficient detail to demonstrate that the site is suitable for the proposed activity having regard to the provisions of the Resource Management Act and the Building Act. Subdivision design shall be carried out in accordance with NZS 4404:2010. NZS 4404:2010 contemplates a two stage approach:

I.Preliminary site evaluation II.Geotechnical Completion Report

This approach is suitable in the Rotorua District. For clarification, ALL land use and subdivision consent applications shall include a Preliminary Site Evaluation unless otherwise stated in this addendum. Further, all applications for subdivision 224 (c) shall include a Geotechnical Completion Report . 1.4 LAND USE CONSENT AND BUILDING CONSENT REQUIRMENTS

1.4.1 Residential Buildings

Buildings requiring geotechnical investigation: All new habitable buildings excluding light weight sleepouts All relocated houses

Substantial additions of more than 50% of original area Any additions to a building which shows signs of previous movement

Minor buildings, including sheds, garages, and swimming pools, may require geotechnical investigation depending on a risk assessment of the likelihood and consequence of the hazard identified. Retaining walls requiring a building consent will require certification by a Chartered Professional Engineer and consideration shall be given to the need for Geoprofessional review or certification depending on the location and potential hazards. The exception to this requirement is where a building is proposed on land which has been certified as suitable to build on at the completion of the subdivision process. (Note: Any proposed cut or fill of a building platform over 600mm deep will still require investigation and design (PS1), inspection and certification (PS4) by a Chartered Professional Engineer with suitable experience. This is due to the probability that the previous earthworks will be nullified by the proposed earthworks.) For all residential buildings (and commercial buildings less than 110 m2) the potential for liquefaction should be considered against a risk matrix of consequence and likelihood. It is not necessary for every property to be investigated but it will be dependant on the building type, complexity and the potential for lateral spreading. In situations of low risk, foundations with enhanced performance over and above that of NZS 3604:2011 should be considered. In situations of high risk, appropriate investigation and analysis by a Geoprofessional will be required in order to identify suitable avoidance, remediation or mitigation. Fault Line considerations shall be made in accordance with 1.5 below.

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1.4.2 Commercial/ Industrial Buildings

All building consents for commercial/industrial buildings greater than 110m2 and all tilt slab buildings regardless of size, shall require geotechnical investigation and include liquefaction testing in the form of electronic cone penetrometer tests (CPTs) and if required, engineer designed foundation or mitigation measures to account for settlement or movements (lateral spreading). Commercial/ industrial buildings (not including tilt slabs) less than 110m2 shall be in accordance with the same requirements as residential buildings. Note: Allowance for consolidation settlement of soils from building loading and floor loadings shall be considered in the foundation/ floor slab design for all commercial/industrial buildings. Fault line considerations shall be shall be made in accordance with 1.5 below. 1.5 FAULT LINE CONSIDERATIONS

The area to the south of Rotorua City and north of Taupo has the highest concentration of fault lines in New Zealand. Geological and Nuclear Sciences (GNS) have carried out investigations to identify these fault lines and suggest appropriate building offsets to allow for inaccuracies of data. The number and proximity of faults in this part of the District is such that specific investigation shall be completed for all newly proposed house sites in order to confirm the absence of active faults in the vicinity of each house site. The recommendations of the Ministry for the Environment Guideline, Planning for Development of Land on or Close to Active Faults should be followed. The Guidelines define the type of buildings that are, or are not, allowed to be built close to an active fault line depending on fault activity. The Guidelines also recommend a minimum buffer zone of 20m either side of a known fault trace or likely fault rupture zone.

1.6 LEVEL OF COMPLEXITY

Ground assessments for subdivisions, land use consents and buildings consents are to be considered in terms of three broad levels of complexity: Basic No geotechnical input required. Level 1 Land with low hazard and buildings with low risk. Investigation and

reporting is to be verified by a Chartered Professional Engineer (CPEng) with a working knowledge of geotechnical and geothermal issues within the Rotorua District. The recommendations of the assessment report would normally be restricted to foundation design under NZS3604:2011 with relatively minor exceptions. The report would also consider overland flowpaths, areas of inundation and design of stormwater, sewerage and water disposal and reticulation.

Level 2 Land which is neither Level 1 nor Level 3. Investigation and reporting

are to be undertaken by either a Geoprofessional or a CPEng with a peer review by a Geoprofessional. The assessing professional shall have a sound knowledge of the main ground hazards, as well as an understanding of the less common hazards and shall recognise instances where expert advice is required.

All issues as required by either s106 of the RMA and / or s71 of the BA shall be addressed.

For building consents a PS1 Design and a PS4 Construction Review will be required.

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Level 3 Land with distinct hazard and risks, either for an individual hazard or a combination of factors. The assessment is to be undertaken by a Geoprofessional with an expert level of competency in geotechnical engineering and a detailed knowledge of local ground conditions. For building consents a PS1 Design and a PS4 Construction Review will be required. For sites of high complexity peer review at the applicants cost may be required.

Refer to Table 2 for a quick guidance check which references the increasing need for expertise and peer review against increasing complexity and risk. 1.7 COMPETENCY OF GEOPROFESSIONAL OR CHARTERED

PROFESSIONAL ENGINEER

The Geoprofessional or Chartered Professional Engineer is required to self declare that they are competent to perform the specific scope of work in question and they have duly considered the subdivision, development and/or building in terms of Section 106 of the Resource Management Act and Sections 71-73 of the Building Act as appropriate.

The Geoprofessional or Chartered Professional Engineer is also required to declare that they have viewed Council’s property files and all appropriate soils information sources for the site being reported on. The certification attached to this addendum allows for this. If standard producer statements are used, the above statements must be made in an accompanying report. Geotechnical reports are not to be submitted with qualifying statements in them that can be interpreted to restrict considerations and assessment to less than those required by the relevant legislation.

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TABLE 2

ROTORUA DISTRICT COUNCIL GEOTECHNICAL INVESTIGATION AND REPORTING – QUICK GUIDANCE CHART

S10

6 R

MA

an

d S

71 B

A A

pp

lies

S71

-73

BA

may

ap

ply

ALL

PR

OF

ES

SIO

NA

LS T

O S

ELF

DE

CLA

RE

TH

EY

AR

E S

UIT

AB

LY K

NO

WLE

DG

EA

BLE

AN

D E

XP

ER

IEN

CE

D A

ND

HA

VE

CO

NS

IDE

RE

D S

106

RM

A A

ND

S71

BA

AS

AP

PR

OP

RIA

TE

IN

CR

EA

SIN

G L

EV

EL

OF

EX

PE

RT

ISE

AN

D /

OR

PE

ER

RE

VIE

W

Peer Reviews

Spe

cial

ist d

esig

n an

d

risk

miti

gatio

n of

issu

es

Hierarchy of professional expertise expected

INC

RE

AS

ING

CO

MP

LE

XIT

Y A

ND

RIS

K

External Peer Review Automatic No Peer Review

Level 3

Description: Land with High or Multiple Hazards Level of Professional Expertise: Expert Geoprofessional Building / Development Type: Any building, Subdivision Soils – Generic Description: Slopes, cuts, fills, multiple natural hazards identified and/ or

geothermal activity Previous Certification: None expected

Pee

r R

evie

w

Dep

enda

nt o

n le

vel o

f

expe

rtis

e an

d

know

ledg

e of

Geo

prof

essi

onal

May

req

uire

spe

cial

ist

asse

ssm

ent a

nd r

isk

miti

gatio

n of

land

and

foun

datio

n

Level 2

Description: General, neither Level 1 or Level 3 Level of Professional Expertise: Level of Professional Expertise: Geoprofessional; or

CPEng with appropriate level of expertise and peer review by a Geoprofessional

Building / Development Type: Any building, Subdivision Soils – Generic Description: Slopes, cuts, fills, one individual hazard identified

Previous Certification: Possible certification of subdivision stage that will be nullified by proposed works or changes to Building Code

No

Pee

r R

evie

w

Req

uire

d

May

req

uire

ris

k

miti

gatio

n to

nor

mal

foun

datio

n (E

.g.

NZ

S:3

604)

Level 1

Description: Land with low Hazard and Risk Level of Professional Expertise: CPEng with appropriate level of expertise Building / Development Type: Dwelling/ commercial/ industrial (any building), major addition

to existing building or low risk infill subdivision Soils – Generic Description: Flat, no natural hazard Previous Certification: None expected or previous subdivision certification

Nor

mal

ly N

o

Pro

fess

iona

l

Eng

inee

ring

Invo

lvem

ent

No

risk

miti

gatio

n to

norm

al fo

unda

tions

(E.g

. NZ

S:3

604)

Basic

Description: Land and Building of minimum Risk Level of Professional Expertise: No professional input Building / Development Type: Garage, light weight sleepouts, small addition to existing building, simple farm shed Soils – Generic Description: Flat, dry, no slopes, fill or cuts expected

Previous expected

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1.8 TECHNICAL RESPONSIBILITIES

Where any land development involves the carrying out of bulk earthworks, the assessment of slope stability or the detailed evaluation of the suitability of natural ground for the foundations of buildings, roads, services or other works then a Geoprofessional or a Chartered Professional Engineer with suitable experience shall be appointed to carry out the following functions: a) Prior to detailed planning of any development to undertake a site inspection and such

investigations of subsurface conditions as may be required. b) Before work commences, to review the drawings and specifications defining the

earthworks proposed and submit a written report to the Council Engineer on foundation and stability aspects.

c) Before work commences and during construction to determine the extent of further

specialist soils engineering services required (including investigation and geological work).

d) Before and during construction to determine the methods and frequency of construction

control tests to be carried out, determine the reliability of the testing and to evaluate the significance of test results and field inspection reports in assessing the quality of the finished work.

e) During construction to provide regular inspection (while a daily visit might be regarded

as reasonable on earthwork construction on minor projects, inspection on a near full-time basis is often necessary).

f) On completion to submit a written report to the Council Engineer attesting to the

compliance of the earthworks with these standards and as to the suitability of the development for building construction.

The construction control testing shall be carried out by an organisation with Telarc Registration in all relevant tests. (Minor testing using Scala Penetrometer or Pilcon Vane may be exempt from this requirement). 1.9 GUIDELINES FOR REPORTING

The requirements for reporting will vary with the nature of the proposed activity and the complexity of the site. The following list is a guide and is recommended: Descriptions of the soil units should follow the NZ Geotechnical Society Guidelines for

Description of Soil and Rock The report should contain sufficient description to characterise the main features of the

site without requiring significant prior knowledge on the part of the reader. The issues should be assessed in terms of the proposed activity which is being

considered. Limitations on applicability should be stated. The likelihood of future variations should be addressed. For example, it is not sufficient

to just state what the measured ground water level in the borehole was, the report should also consider existing variations and if there will be any effect from the proposed activity e.g. Some ground water level readings are very limited in their applicability.

If considering buildings then, unless specified, the timeframe is usually “indefinite but not less than 50 years”.

Requirements for inspection, testing and other verification during construction shall be included.

Reporting should not be qualified by statements that limit the assessment in terms of Section 106 of the Resource Management Act or Section 71 of the Building Act

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Terminology within reports should include wording commensurate with legislation, particularly Section 106 of the RMA and Section 71 of the Building Act. Wherever possible, a statement of professional opinion should use the wording given in the legislation. On completion of the works as built plans of any cut and/or filling will be required along with a Completion Report detailing the ground conditions encountered and certification of the works and the suitability of the finished site for building. (Refer to Certificate 1B, Appendix 1). 1.10 SITE INVESTIGATIONS

1.10.1 PRELIMINARY SITE EVALUATION Prior to any detailed planning or design, the Geoprofessional or a Chartered Professional Engineer with suitable experience, as applicable, should undertake a preliminary evaluation of the general nature and character of the site in sufficient detail to determine the likely requirements for earthworks and/or the need for further investigations into the suitability of foundation conditions, and the stability of the natural ground. The preliminary evaluations should be carried out in the context of the total surroundings of the site and should not be influenced by details of land tenure, political or other boundary considerations. In simple cases a visual appraisal may be sufficient, but in other cases depending on the nature of the project, its locality the scale of development proposed and individual site characteristics, particular attention may need to be given to the following matters. 1.10.2 SLOPE STABILITY Some natural slopes exist in a state of only marginal stability and relatively minor works such as trenching, excavation for roads or building platforms removal of scrub and vegetation or the erection of buildings can lead to instability and to failure. Signs of instability include (but are not limited to) cracked or hummocked surfaces, crescent shaped depressions, crooked fences, trees or power poles leaning uphill or downhill, uneven road surfaces, swamps or wet ground in elevated positions, plants such as rushes growing on a slope and water seeping from the ground. 1.10.3 FOUNDATION STABILITY A study of the general topography of the site and its surrounding areas may indicate areas which have previously been built-up as a result of natural ground movement or by the deliberate placing of fill material. Unless such fill has been placed and compacted under proper control, long term differential settlements could occur, causing damage to super-imposed structures, roads, services or other development works. 1.11 EROSION, SEDIMENT AND DUST CONTROL

Due to the increased rate of run-off brought about by the denuding of the ground of its natural growth in mass earthworks, particular care shall be taken to control stormwater and to ensure that it is permitted free entry to stormwater culverts at all times. The builder and/or contractor shall be responsible for ensuring that adequate grids or similar approved traps are constructed and maintained during the construction period of the work, and until such time as the land has become stabilised to the satisfaction of the Council Engineer. Any of Council’s stormwater infrastructures blocked by silt shall be thoroughly cleaned by the contractor responsible or by Council at the contractors expense. Builders and Contractors are reminded of the erodibility of pumice soils and the necessity to protect the whole of the works from erosion by surface water for the duration of the work, including the maintenance period. Builders and Contractors are also reminded of the requirements of the Regional Councils with regard to excavation and the removal of ground cover. All necessary consents must be obtained prior to commencement of works.

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1.12 CONSTRUCTION PROCEDURES

Before any earthworks are commenced, areas of cut and fill should be clearly defined. Where necessary, sufficient fencing or barriers should be provided around trees or other features to be protected. All site activities including clearing, storage, cutting and filling must be kept away from the root zone of the trees. This zone can be best defined as the extent of the canopy projected onto the ground. a) Earthworks are to be carried out, as appropriate, in accordance NZS 4431. 1.13 EXEMPTION FROM FILL TESTING REQUIREMENTS

Where the volume of the fill does not exceed 50 cubic metres and the depth does not exceed 450mm the requirements for testing will not be enforced. 1.14 SUBDIVISION OF LAND OR BUILDING ON LAND SUSCEPTIBLE TO HIGH GROUND WATER LEVELS AND/OR FLOOD LEVELS

In the case of sites or buildings adjacent or in close proximity to rivers and streams, the ground water table must be established with reference to the average water level of the river or stream at maximum lake level as determined by the relevant Regional Authority. New subdivisions adjacent to major water courses i.e.: Utuhina Stream, Koutu Drain, Mangakakahi Stream, Ohau Channel, Puarenga Stream, Waiteti Stream, Ngongotaha Stream, Waiwhero Stream and the Waingaehe Stream shall be specifically designed to provide building platforms above the predicted 1% Annual Exceedance Probability (AEP) flood level. In the case of sites or buildings in close proximity to lakes, the ground water level must be established with reference to the maximum operating lake levels as set by the relevant Regional Authority. Filling to not less than 1.0m above mean water table level as established above and also above the 2% AEP flood level is required in order to provide a dry building platform. Filling to achieve a dry building platform as listed above shall not result in the displacement of surface water off the site onto other properties. Note: This requirement severely limits the ability to fill areas subject to potential inundation. In reserve areas and other areas not required to support buildings or services, the Council may agree to lower standards than for the remainder of the earth fill. The extent of such low density fills shall be defined on the “As-Built” drawings and on the title, if appropriate. 1.15 PROTECTION OF PROPERTY FROM INUNDATION FROM SURFACE WATER

In accordance with Section 106 of the Resource Management Act 91 and Section 71 of the Building Act 91, Council shall not grant Subdivision or Building Consents if land or buildings are subject to inundation, unless satisfactory means of avoidance, remedial works or mitigation are carried out. New Primary (normally piped) stormwater systems shall be capable of carrying surface water resulting from a storm having a 10% Annual Exceedance Probability (AEP), (1 in 10 year event). Secondary flow (normally surface flow) paths and systems capable of carrying surface water resulting from a storm having a 2% AEP, (1 in 50 year event) shall be constructed to ensure that such surface water shall not enter buildings (refer also to clause 5.4.2. Protection from Flooding). Low lying areas that are prone to inundation by a 2% AEP storm must be identified and restricted from building.

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Any replacement or additions to habitable buildings on land subject to inundation will require building platforms filled to above the 2% AEP flood level where the building is located entirely within the existing building footprint. Note: For replacement of like with like or minor additions to buildings, the displacement of water from the filled pond area onto other properties need not be considered.

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To: Group Manager Infrastructure Rotorua District Council Private Bag ROTORUA

1A - STATEMENT OF PROFESSIONAL OPINION AS TO SUITABILITY OF LAND FOR SUBDIVISION Subdivision:_____________________________________________________________ Owner/Developer:_________________________________________________________ Location:________________________________________________________________ I,_________________________________ of ___________________________________ (Full Name) (Name & Address of Firm) hereby confirm that: I am a Chartered Professional Engineer/ Geoprofessional experienced in the field of geotechnical engineering and was retained by the owner/developer as the Geotechnical Expert on the above subdivision. Site investigations have been carried out under my direction and are described in my report dated ______________. I am aware of the details of the proposed scheme of subdivision and of the general nature of proposed engineering works as shown on the following drawings:

(Insert reference to all drawings including dates of latest amendments) I confirm that I have given consideration to the level of complexity as identified in the Rotorua Civil Engineering Industry Standard Chapter 3. In my professional opinion, not to be constructed as a guarantee, I certify that the proposed works give due regard to land slope and foundation stability considerations and that the land is suitable for the proposed subdivision, providing that: a) b) c) This professional opinion is furnished to the Council and the owner/developer for their purposes alone, on the express conditions that it will not be relied upon by any other person and does not remove the necessity for further inspection during the course of the works. Signed:______________________________________ Date:________________________________________

Council’s property file/LIM has been viewed for relevant information.

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1B

To: Group Manager Infrastructure Rotorua District Council Private Bag ROTORUA

1B - STATEMENT OF PROFESSIONAL OPINION AS TO SUITABILITY OF LAND FOR BUILDING DEVELOPMENT Subdivision:_____________________________________________________________________________ Owner/Developer:________________________________________________________________________ Location:_______________________________________________________________________________ I,___________________________________________ of ________________________________________ (Full Name) (Name and Address of Firm) hereby confirm that:

1. I am a Chartered Professional Engineer/ Geoprofessional experienced in the field of geotechnical engineering and was retained by the owner/developer as the Geotechnical Expert on the above subdivision.

2. The extent of my inspections during construction, and the results of all tests carried out are described in my report dated _____________.

3. In my professional opinion, not be construed as a guarantee, I certify that:

*a) That earth fills shown on the attached Plan No. ________have been placed in compliance with the Rotorua Civil Engineering Industry Standard.

*b) The completed works give due regard to the requirments of S71, S72 and S73 of the Building Act 2004.

*c) The filled ground is suitable for the erection thereon of residential buildings requiring/ not requiring specific design in terms of NZ Building Act 2004 and NZ Building Regulations 1992, and related documents, providing that:

i) _____________________________________________________________________________ ii) _____________________________________________________________________________ iii) _____________________________________________________________________________

*d) The original ground not affected by filling is suitable for the erection thereon of residential buildings requiring/ not requiring specific design in terms of NZ Building Act 2004 and NZ Building Regulations 1992, and related documents, providing that: i) _____________________________________________________________________________ ii) _____________________________________________________________________________ iii) _____________________________________________________________________________

4. I confirm that I have given consideration to the level of complexity as identified in the Rotorua Civil Engineering Industry Standard Chapter 3.

5. This professional opinion is furnished to the Council and the owner/developer for their purposes alone on the express condition that it will not be relied upon by any other person and does not remove the necessity for the normal inspection of foundation conditions at the time of erection of any dwelling.

Signed:___________________________________ Date:___________________________________

*Delete items not applicable.

Council’s property file/LIM has been viewed for relevant information.

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CHAPTER 1 - GENERAL

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1.1 DEFINITIONS In this standard, unless inconsistent with the context, the following definitions shall apply. CLEANFILL means material consisting of natural components such as clay, soil and rock and such other materials such as concrete, brick or demolition produces (excluding asphalt), which are free of combustible and organic materials, free of voids and which are not subject to biological or chemical breakdown and shall not be capable of leaching chemicals or toxins into the environment. COHESIONLESS SOIL means a non-plastic soil (sand, gravel) where the strength is derived primarily from cohesion between the solid particles. CONCEPT PLAN means the plan of a proposed subdivision of land into more than 50 lots or a subdivision which, in the opinion of Council, will have special or unusual features. DEVELOPMENT PLAN means such plans and reports showing information that is necessary to identify the effects of the development on the environment and to enable the assessment for Financial Contributions under the Resource Management Act 1991 and as identified by the Rotorua District Plan. DRAINAGE means sanitary drainage and/or stormwater drainage and includes pipes, open drains and sewerage treatment plants, and “drain” has a corresponding meaning. EARTHWORKS means the alteration to the contours, including the excavation and backfilling or recompaction of existing natural ground and the stripping of vegetation and topsoil. ENGINEER means the Rotorua District Group Manager Infrastructure Services or any other Officer or other person appointed by the Council to control engineering work of the Council. FOOTPATH means so much of any road as is laid out or constructed by authority of the Council primarily for pedestrians; and may include the edging, kerbing and channelling thereof. GEO-PROFESSIONAL means a chartered professional engineer (CPEng) or an engineering geologist, with recognised qualifications and experience in geotechnical engineering and experience related to land development. HOUSEHOLD UNIT OR DWELLING UNIT means any building or group of buildings or part thereof used or intended to be used principally for residential purposes and occupied or intended to be occupied by not more than one household. LAND DRAINAGE SYSTEM refers to the flow of surface and ground water but concentrates mainly on peak surface discharges and their regulation under urban conditions. LOOSE SOIL means cohesionless soil (having a Standard Penetration resistance of less than 10 blows per 300mm). Also refers to uncompacted or poorly compacted fill. OWNER in relation to any land or interest therein, includes an owner thereof, whether beneficially or as trustee and his agent or attorney and a mortgagee acting in exercise of power of sale; and also includes the Crown, the Public Trustee and any person, local authority, Board or other body or authority however designated, constituted or appointed, having power to dispose of the land or interest therein by way of sale and may include the owner’s representative. POST CONSTRUCTION SETTLEMENT means the settlement of the ground surface which takes place after completion of the construction of the earthworks.

RDC-305651

PRIMARY DESIGN FLOW is the estimated stormwater runoff selected to provide a reasonable degree of protection to the surrounding land. In most cases this flow will be piped or contained within relatively narrow confines under public control and be protected by a reserve or easement. Generally, design is for a predicted 10% AER storm event. PRIVATE ROAD means any roadway, place or arcade laid out within the district on private land by the owner thereof but intended for the use of the public generally. PRIVATE WAY means any way or passage whatsoever over private land within the district, the right to use which is confined or intended to be confined to certain persons or classes of persons and which is not thrown open or intended to be open to the use of the public generally. SANITARY DRAINAGE means drainage primarily for the reception and discharge of pollutants and wastewater. SCHEME PLAN means a scheme plan of a proposed subdivision in terms of Section 218 of the Resource Management Act 1991. SECONDARY FLOW PATH refers to the path taken by stormwater runoff in excess of the primary design flow and should be capable of producing a reasonable degree of protection to the surrounding buildings. A freeboard above the secondary flow level is required when determining allowable floor levels. This is to cater for flood surface undulation, tolerance for flow estimation methods and for possible failure of the primary system. “SHALL” indicates a requirement that is to be adopted in order to comply with the Standard, while the words “should” or “may” indicate a recommended practice. SOFT SOIL means cohesive soil having a low shear strength (less than 25kpa). SOIL means the heterogeneous aggregation of particles comprising either peat, clays, silts, sands, gravel’s, crushed and re-orientated rock fragments or a mixture of any of the above. The term excludes rock that is intact rock masses whether highly jointed or not. SOIL ENGINEER means a person who is currently entitled to practice as a Registered Engineer and has experience in soils engineering acceptable to the Council or such other person as the Council may specifically approve as being competent. STABLE GROUND means ground existing in a state which can be shown by a Soils Engineer is unlikely to settle, slip, erode or otherwise move to the detriment of superimposed buildings, services, roads or property generally. STORMWATER means water or other runoff resulting from precipitation (rain, hail, snow) and does not include trade Waster or Domestic Sewage. STORMWATER DRAINAGE means a drain primarily for the reception and discharge of stormwater. STREET has the same meaning as “road” as defined by Section 315 of the Local Government Act 1974. SURFACE WATER – stormwater runoff in excess of the primary design flow. SURVEY PLAN has the same meaning as in the Resource Management Act 1991. TRADE WASTE DISCHARGE is any liquid with or without matter in suspension or solution that is or may be discharged from a trade premises in the course of any trade or industrial process or operation or in the course of any activity or operation of a like nature but does not include stormwater or domestic sewage.

RDC-305651

URBAN AREA means an area which is used or intended to be used solely or principally for residential, commercial, industrial or any other similar urban purposes or any two or more such purposes and includes rural residential areas. WASTEWATER means water or other liquid, including waste matter in solution or suspension discharged from a premises.

1.2 APPLICATION A. This document forms the Rotorua Civil Engineering Industry Standard.

This Standard applies to all Engineering works and services constructed by or on behalf of Council, all Works and Services vested in Council as a result of Subdivision or Development and all Works and Services required by Subdivision or Resource Consent under the Resource Management Act 1991. It also includes geotechnical requirements for the above works and for private development.

It is essential that compatibility of design, construction and materials is achieved in order to minimise long term costs and disruption. While allowing for the implementation of thoroughly researched and investigated innovative ideas, the aim is to ensure that the alteration or extension of infrastructure within the Rotorua District is carried out with minimum long term costs to the community.

B. All Codes and Standards referred to herein are deemed to include any subsequent amendments as well.

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CHAPTER 4 - ROADING AND LANDSCAPING

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4.1 EXTRACTS FROM THE DISTRICT PLAN Refer Appendix 14 Subdivision and Development Standards – Roading & Landscaping

4.2 ROADING NETWORK AND DESIGN 4.2.1 APPLICATION

Roading drawing – RD –01 gives the minimum requirements in relation to various types of streets, service lanes and private ways. Roading drawing – RD –02 gives the Standard Location of Services within the berm. Landscaping requirements of the District Plan are in addition to the area of berm taken up by the service locations. The Standard Berm widths are exclusive of landscaping requirements. Such requirements are to be provided in areas of road reserve clear of all services. The depth and position of the footpath and of all services shown have been fixed by agreement with the Authorities concerned and must be adhered to. Arterial, commercial and industrial roads will be subject to specific approval.

4.2.2 GRADIENTS

These shall be in accordance with the provisions of the Local Government Amendment Act 1979 which generally states that unless otherwise provided for in the Operative District Plan shall be no greater than 1 in 8.

4.2.3 CROSSFALL ON CARRIAGEWAY

Normal crossfall of three percent (3%) in both directions from the crown shall be developed on all standard carriageways. However, in exceptional circumstances this requirement may be waived with special approval, but in no case shall be less than two percent (2%) or greater the five percent (5%) from the crown coupled with a lateral shift in the crown of up to one-quarter (¼) of the road width. Where a uniform crossfall is developed from kerb to kerb, this shall not exceed two percent (2%) unless on a curve where super-elevation may be permitted.

4.2.4 SUPERELEVATION

Superelevation is not necessary in 50km/h zones or areas that, in the opinion of the Engineer, are likely to become 50km/h zones. Superelevation may however be employed where it suits boundary levels up to the allowable design maximum crossfall. However, certain main routes may in the future have an increased speed limit. If this is a possibility, the Engineer may require superelevation to be constructed to a speed value nominated at the time of the request. In any circumstances the maximum crossfall should not exceed ten percent (10%) where uniform crossfall is developed. Superelevation shall be calculated from N.R.B S2 Tables 1979 (Provisional).

4.2.5 KERBLINES

Generally, kerbs will be at the same level on both sides of the street. However, in special circumstances the left-hand and right-hand kerb line may be better graded individually in conjunction with centreline levels, footpath levels and boundary levels. Under such

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circumstances at a given cross-section the left-hand and right-hand kerbs may differ from each other in level provided the following standard design tolerances are not exceeded. Table 4.1: Maximum difference in kerblines for different widths of carriageways.

Width of Carriageway

(m)

Maximum Difference in Kerb Line (mm)

7.5

8.0

8.5

11.0

13.0

140

150

160

175

200

In order to achieve a satisfactory design, it will often be necessary to plot existing centre line

and boundary levels as long sections on a separate design sheet at a vertical scale of 1:20 and a longitudinal scale of 1:200. Trial design centre lines and kerb lines should then be plotted and examined in relation to existing boundary and centre lines and existing fixed features such as driveways etc. Where necessary modifications of design lines shall be made to reach a compromise solution matched as closely as possible to all existing features.

Grading shall then be checked visually and if necessary “smoothed” out before final kerb

and centre line levels are computed. Final kerb lines and centre lines are then replotted on the engineering plans, the levels being obtained by scaling off the plans of 1:20.

The minimum grade of kerb and channel shall be 0.33% or 1 in 300. 4.2.6 HORIZONTAL CURVES

Curves in 50km/h areas may be circular with a minimum radius of 45m on the centre line. In areas that may have a higher speed limit in the future, the Engineer may require Transition curves with a specified speed value. Transition curves shall be computed in accordance with NRB S2 Tables 1979. Widening is not required on circular curves. At intersections the kerb line shall have a minimum speed vale of 50km/h and a minimum sight distance of 60m as set out in NRB Specification S.2. In areas that may have a higher speed value in the future, the minimum speed value and sight distance shall be determined by the Engineer.

4.2.7 VERTICAL CURVES

Vertical curves shall be designed for a minimum speed value of 50km/h and a minimum sight distance of 60m, as set out in NRB Specification S.2. In areas that may have a higher speed value in the future, the minimum speed value and sigh distance shall be determined by the Engineer.

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4.2.8 SLOPE OF BERMS

The normal slope of the grass berm from kerb to boundary shall be four percent (4%). This slope may vary but shall not be less than three (3%) nor more than ten percent (10%). In all cases the crossfall on the footpath shall not vary outside the limits of two percent (2%) to four percent (4%). Where it becomes necessary to employ a berm steeper than eight percent (8%) it will be necessary to produce design gradients for individual property access to show that these may be satisfactorily negotiated by a 99 percentile car as defined in the Transport Department Design tables for clearance at sag or summit crossings. If the berm is flatter than four percent (4%), a reverse fall footpath shall be used with collector channel discharging into a 300mm x 400mm cesspit connected to the stormwater reticulation. Refer to the Standard Drawings.

4.2.9 FORMATION WIDTH

The formation width shall be the full width of the street plus 1.2m, all batters to be in private property. Where a subdivision abuts an existing street that will require earthworks in the course of future upgrading, then provision must be made in the subdivision for 3m wide batter easements on the new subdivision sections. If a batter is not practicable then a contribution must be made for the full cost of a retaining structure to the approval of the Engineer.

4.2.10 BATTERS

Cut and fill batters in urban areas shall not be steeper than four (4) horizontal to one (1) vertical or such lesser slope as may be required by the Engineer. The top edge of a fill batter or the toe of a cut batter shall be a least 600mm beyond the road boundary. Where the cut and fill affects excessively large areas or in rural areas steeper batters shall be subject to specific design.

4.2.11 CROSSINGS 4.2.11.1 Pram Crossings

Crossings shall be constructed in accordance with NZS 4121: 1985. Also see 4.3.4.1.

4.2.11.2 Vehicle Crossings

See 4.3.5.

4.2.12 TURNING CIRCLES

Cul-de-sac turning heads shall be provided generally in accordance with the alternatives shown on the Standard Drawings. Cul-de-sac heads shall have a minimum turning circle of twelve and a half metres (12.5m outside radius) or shall provide enough clearance for a 95 percentile 8m rigid truck, including the swept area plus 600mm.

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Where a cul-de-sac head has a radius of less than 12.5 metres, the kerb and channel design shall include a reinforced concrete beam under the channel as shown on RD14 for industrial crossings.

4.2.13 INTERVISIBILITY AT INTERSECTIONS

Intervisibility (i.e. visibility from one street to another) at intersections shall be in accordance with the Standard Drawings. Where a local residential street meets a principal street or local distributor, adequate sight distance both up and down the major route is to be provided to enable traffic to emerge safely from the side street. For a design speed of 50km/h on the major route this will require a clear sight distance of 75m (minimum) from the side street.

4.2.14 GRADES AT INTERSECTIONS

Centreline grades at major intersections should be kept below three percent (3%) wherever possible. At an intersection of two streets of differing classifications, the grade of the street having the higher classification should be carried through the intersection, adjusting the grades of the lower classified street accordingly. Generally with the centreline grade of the lower classified street intersecting the crossfall of the main street, the distances from the main road centreline are as given in Table 4.2 below. Table 4.2: Distance from the main road centreline for different width roads

Road Width (m) Distance from main Road centreline (m)

13.0

11.0

8.5

3.5

3.0

2.5

4.2.15 STRUCTURAL DESIGN OF PAVEMENTS 4.2.15.1 Introduction

The natural soil profiles in the Rotorua District are primarily of volcanic origin and are hence variable both in location and also within individual soil profiles. It is therefore not appropriate to provide standard pavement designs or pavement design parameters etc. Individual pavement design is required. Note: A pragmatic approach can be used for very low volume pavements based on historical equivalent pavements and soil types, i.e. up to 500vpd and not greater than 1% HCV’s.

4.2.15.2 Submission of Test and Design Data

The following information shall be submitted at same time that Engineering Drawings are submitted for approval:

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a) All test information obtained to provide a basis for preliminary pavement design,

with a reference to origin of design method. b) Copy of design calculation used to determine pavement thickness. c) Confirmation of test results and final pavement design to be provided for approval

following subgrade construction.

4.2.15.3 Low Volume Roads – 0 – 500 vpd a) In volcanic ash and sands:

Subject to confirmation required by 4.2.15.2(a). The design can provide for reconstitution of existing soils plus 150mm of rhyolite or 100m M4, with deflection for consistency to be not greater than 3.5mm.

b) All other soils:

Specific design (as for 4.2.15.4 below) 4.2.15.4 Medium Volume Roads – 500vpd – 4000 < 1.5% HCV

Specific design according to State Highway Pavement Design and Rehabilitation (SHPDR) Manual NRB – 1989 is required. SHPDR – Fig 3. Design Chart to be used only as a guideline and rigorous consideration to be given to the EDA and ESA over the pavement life. Note: Data is available from RDC of the existing roading network. NB: EDA or ESA i.e. Equivalent Design Axles or Equivalent Standard Axles. CBR – a minimum of 5 tests required. Design shall indicate rationale for CBR determination.

4.2.15.5 High Volume Roads - > 4000vpd; > 1.5%HCV’s

Design shall principally to be in accordance with State Highway Design and Rehabilitation Manual – NRB – 1989. Other design methods such as: Austroads Pavement Design – A Guide to the Structural Design of Road Pavements and back calculation of existing equivalent pavement performance will be used for design comparison checks. In all pavement design the EDA or ESA level is to be rigorously determined and the rationale used is to be given.

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4.2.16 CARRIAGEWAY DESIGN GUIDELINES

Table 4.3: Basecourse Metal Depth for Low and Medium Volume Roads (0-4000 vpd) urban.

Basecourse² Metal Depth³ (mm)

Subgrade CBR¹

(Range)

Two Coat Chip Seal⁴⁴⁴⁴

25mm Hotmix on 1 Coat Chip Seal⁵⁵⁵⁵

80mm Interlocking

Pavers⁶⁶⁶⁶ 5⁷, <7 230⁸ 200⁸ 180⁸ 7,<10 200⁸ 170⁸ 150

10,<12 170⁸ 140 120

12, <15 150 120 100

15 or above 130 100 80 Notes

1. (a) Subgrade testing relating to top 200mm layer. Undisturbed subgrade

material (in cut areas) may need to be undercut and recompacted for 400 depth to attain parity with filled areas.

(b) Laboratory test: Soaked CBR; sample compacted at estimated OMC.

(c) Test Numbers

Total Carriageway Length (m) Test

Type 50 100 200 400 Over 500 Laboratory

Soaked CBR* 1 2 3 4 5

* If subgrade material is same for entire carriageway, test numbers required can

be halved; rounded down. 2. Basecourse metal M4 or M5 for carriageways; GAP 40 for rights of way, vehicle

crossings. 3. ‘Depth’ is compacted depth. This can be verified by “stringing” between tops of

kerb after completion of subgrade preparation (also checks subgrade shape) and after basecourse metal preparation.

4. For bi-couche seal Grade 3 chip first coat, and Grade 5 second coat.

For standard 2 coat seal: Grade 3/5 or 4/6.

5. Hotmix 25mm is compacted depth. First coat seal chip Grade 5. 6. Interlocking Pavers: Holland, concrete. Alternatives require approval from District

Engineer.

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7. For CBR <5, subgrade unsuitable; require alternative material for subbase layer, as

per Registered Engineers requirements.

8. Basecourse formation can be split: Topcourse 100mm (compacted) M4 or M5. Sublayer – Balance GAP 40.

4.3 ROADING CONSTRUCTION 4.3.1 SUBGRADE DRAINAGE 4.3.1.1 Materials for Porous Drains

Pipes may be earthenware field tiles or any approved perforated pipes of the sizes stipulated by the Engineer. Backfill material shall be 20mm – 5mm clean metal or scoria. Backfill material shall be brought up to subgrade level in all cases. Where the drain is under a carriageway perforated pipes only may be used.

4.3.1.2 Cuttings

Where a road is constructed in a cutting and moisture appears on the face of the cutting, a porous drain shall be constructed at the toe of the batter and connected to the nearest cesspit downstream.

4.3.1.3 Kerb and Channel

In areas where soil is not free draining, a porous drain shall be constructed under both channels and connected into the downstream cesspit. The invert level of the drain shall be a minimum of 500mm below subgrade level.

4.3.1.4 Wet Spots in Subgrade

Any permanent wet spot in the subgrade below the line of the longitudinal field tile drains or any area undercut below the level of the longitudinal drains shall be connected to the nearest enclosed stormwater system by a suitable sized porous drain. Where the drain is located under the carriageway, perforated pipes shall be used.

4.3.1.5 Subgrade Drainage Systems

The Engineer, may deem it necessary, due to the nature of the country, that an extensive subsoil drainage system of perforated pipes will need to be laid. In such a case the material covering the pipes shall be graded upwards so that particles cannot enter the pipes. In general, to satisfy the conditions that particles do not enter the pipe and no scour occurs in the ‘filter’, the ratios to be complied with are shown in Table 4.4 below.

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Table 4.4: Criteria for backfilling material in subsoil drainage systems using perforated pipes

Ratio Value

85 percent size of filter material Size of opening in pipe 15 percent size of filter material 85 percent size of protected soil 15 percent size of filter material 15 percent size of protected soil

2

5 5

It will be necessary, in most cases, to manufacture a suitable filter material to comply with the above requirements.

4.3.2 KERBS, CHANNELS AND CESSPITS 4.3.2.1 Kerbing and Channelling

Kerbing and channelling shall be provided on both sides of the carriageway. Vertical kerbs, approved mountable type kerbs or flush concrete edgings shall be installed as required for the appropriate class of street. Where different types of kerbs are installed, the transition from one type to another shall be made at a crossing or tangent point. Construction of all kerbing and channelling and edging shall be as detailed on the Standard Drawings with expansion joints provided at intervals not exceeding 4m. Foundations for kerb and channel shall be fully compacted to 100mm outside the back face of the kerb. Approved mountable type kerbs may be used around cul-de-sac heads to allow for greater frequency of vehicle crossings.

4.3.2.2 Cesspits

These shall be constructed as detailed and shown on the Standard Drawings (SD 03 – SD 09). Cesspits shall be provided: a) At intervals of all channels in such a position that the maximum “run” of water in

any channel is 100m for single carriageways and 60m for dual carriageways. b) At intersections, located at the uphill kerb line tangent points.

c) At any low spot in a channel.

d) At changes of gradients and/or direction in the channel where there could be a

tendency for water to leave the channel in the absence of a cesspit.

e) Where necessary to prevent water discharging across a berm, e.g. from a kerbed and sealed right of way or accessway.

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A double cesspit is normally to be provided: i) At low points to minimise the risk of ponding due to the grating of a single

cesspit becoming blocked. ii) At the end of cul-de-sacs where the total run of water exceeds 100m or 60m

for a dual carriageway.

Cesspits shall be connected to the stormwater mains by a minimum of a 225mm dia. pipe for single cesspits, and a minimum of a 300mm dia pipe for double cesspits, led directly into a manhole, except where the Engineer may approve of saddling onto pipes of 600mm diameter or larger, or if the sump lead is less than 1.0 metre long and the saddle is less than 10 metres from the manhole. Saddles shall only be allowed where the manufactured junctions cannot be obtained, and must be approved pre-manufactured type installed to the manufacturer’s specification. Cesspits are to be of the backdrop type with gratings parallel to the kerbline as shown on the Standard Drawings, set as close as possible. Tolerance for locating the grate frame over the cesspit chamber is plus or minus 30mm forward or back in line with the kerb. Frames cannot be skewed out of alignment sideways when compared to the end walls of the chamber. Cesspit aprons shall be constructed from 20 mpa strength concrete and shall include one layer of 335 mesh centrally placed in the concrete of the apron area. To prevent cracking, the concrete apron shall be protected from traffic for a minimum of 14 days after pouring.

4.3.2.3 Testing of Cesspits and Channels

Prior to final acceptance by Council, the effectiveness of the channels and cesspits is to be tested by flooding the channel from a fire hydrant or tanker. Any ponding of water in the channel shall render the work unacceptable.

4.3.3 FOOTPATHS 4.3.3.1 General

A concrete footpath shall be provided where required.

4.3.3.2 Construction of Footpath

The footpath shall be of concrete with a minimum 28 day strength of 17.5 Mpa. The footpath will normally be 75mm thick laid on a compacted subgrade. Around and adjacent to turning circles in cul-de-sacs, the thickness shall be increased to 100mm, and the concrete shall be reinforced with HRC 665 mesh centrally placed as shown in drawing RD07. Plain concrete shall be preferred for all footpaths. Alternatives such as brick or concrete paving blocks, hotmix asphaltic concrete or coloured concrete may be acceptable at the discretion of the District Engineer.

4.3.3.3 Dimension of Footpath

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Footpaths shall be 1.4m minimum wide. Where, under special circumstances, the footpath is located adjacent to the kerb, the width of the footpath shall be 1.5m measured from the front of the kerb. In main shopping areas the footpath width may be increased as required by the Engineer.

4.3.3.4 Low Level Paths

Where, due to the contour of the finished ground surface it is necessary to utilise low level footpath, a dished channel shall be provided. Normally this channel shall follow the same grading as the road kerb and channel, and cesspits of 300mm x 400mm size shall be provided so that the nominal “run of water” does not exceed 100mm. Details of the channel and cesspits are shown on Standard Drawings.

4.3.4 CROSSINGS 4.3.4.1 Pram Crossings

A pram crossing as detailed on the Standard Drawings shall be provided in the kerb line at all road intersections. Preferably the pram crossing should be located immediately “downstream” of a cesspit or at the high spot in the kerb and channel so that there is a minimum flow of water in the channel past the crossing.

4.3.5 VEHICULAR CROSSING

A crossing as detailed on the Standard Drawings shall be provided as follows: a) At the entrance to all strips to rear lots, private ways and service lanes, existing

houses, milk tanker entrances and all frequently used entrances. The width of the crossing shall relate to the number of potential lots, and width of service lane/private way formation. For vehicle crossings constructed on high speed streets (60km/h highways), the crossing is required to have a 1 metre extension on the approach side for vehicles turning left in.

b) Brick or concrete paving blocks, hotmix asphaltic concrete or coloured concrete

crossings may be acceptable at the discretion of the District Engineer.

Where there is an existing footpath, the vehicle crossing is required to be constructed to the same level, except where the footpath is located next to the kerb. There shall be three types of crossings – Residential, Commercial/Industrial and Rural.

4.3.5.1 Residential

The residential crossing shall be of 100mm thick unreinforced concrete on a compacted subgrade. Where, however, a concrete footpath is already in position (not adjacent to the kerb line) and the footpath can be shown to be at least 75mm thick, and there is no evidence of damage due to traffic, then the footpath may be left in place and incorporated as part of the crossing. If the footpath is less than 75mm thick, the footpath is required to be removed and the crossing constructed continuously from the kerb to the property boundary.

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4.3.5.2 Commercial and Industrial Areas

Crossings shall be provided in all commercial and industrial areas, and as crossings to all private ways and service lanes, and shall be 150m thick and reinforced as shown on the Standard Drawings.

4.3.5.3 Rural

On sealed roads the Rural crossing shall be of 2 coat seal or bi-couche wearing surface on a compacted basecourse of 150mm thickness on subgrade, all as for normal carriageway construction. The primary purpose of rural crossings is to protect the edge of existing seal. The crossing must therefore be formed to cover the anticipated or (in the case of existing unsealed crossings) the existing swept vehicle area, with the full area of vehicle exit and entry from the carriageway to the legal boundary being covered. In situations where the legal boundary is either very close to or a considerable distance from the edge of carriageway, the minimum length of the crossing from the edge of carriageway shall be 8.0m. Rural crossings shall be culverted as necessary.

4.3.5.4 Visibility

Visibility for vehicles exiting and entering vehicle entrance crossings shall comply with the safe stopping and sight distance requirements of the Standard Drawing. Vehicle crossings on State Highways shall comply with the safe stopping and sight distance requirements of Transit New Zealand.

4.3.5.5 Clearance from services

All vehicle crossings shall be located a minimum of 0.5m clear of any cesspits, powerpoles, hydrants or other similar services. In instances where clearance is not possible, specific design is required to ensure that the asset is protected and will operate efficiently.

4.3.6 BERMS After the formation, footpath, kerb and channel works have been completed, the berms shall be spread with a 75mm loose depth (65mm depth after rolling) of topsoil. The topsoils shall be graded from kerb top to footpath edge in order to produce the top of topsoil level 12mm below the edge of the footpath, and must not cause a ridge at the footpath that could tend to hold water on the surface of the path.

4.3.7 GRASSING

After topsoiling the berms shall be sown with grass that conforms with the following: Fertilising

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A Starter fertiliser (NITROPHOSKA 12:20:10 or equivalent NPK rates) shall be supplied and spread at an application rate of 20 grams/square metre prior to sowing. Grassing The type of grass seed sown and application rate shall be in accordance with the criteria set out below: a) Amenity Areas

High profile or high class areas: 90% Lobi or Enjoy Fescue 10% Egmont Browntop Seeding rate 20 grams per square metre.

b) Sportsfields

A good horticultural rye grass e.g Duet or Seville Rye. Seeding rate 30 grams per square metre.

c) Berms

Rye/clover mix at a rate of 30 grams per square metre unless a higher quality turf sward is present, in which case an amenity type turf species shall be spread at the appropriate rate.

Seed shall be sown in at least two directions at right angles lightly raked and compacted with a Cambridge Roller to produce a smooth even surface. All areas are to be watered and maintained until a good sward is established.

4.3.8 PAVEMENT CONSTRUCTION 4.3.8.1 Acceptance of Pavement

Prior to surfacing the pavement, the Council may require the Subdivider’s Representative to arrange for Benkelman Beam tests to be carried out. A section of road shall be accepted as complying with the deflection requirements if the deflection tests do not exceed the following:

a) Not more than five percent (5%) of the tests shall exceed the deflection of 3.5mm. b) No single result shall exceed 3.5mm by more than thirty percent (30%) (i.e.

4.55mm).

c) No two adjacent readings shall vary from each other by more than twenty-five percent (25%) of 3.5mm (0.875mm).

Note: It is normally possible, with reasonable compaction, to attain deflection well below

the maximum values permitted and in this case consistency as required under c) above will generally govern.

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Provided that the deflection tests are satisfactory, the Engineer shall give authority in writing for the specified form of surfacing to proceed. If the section of road fails to achieve the required standard of deflection, such remedial work as may be necessary to achieve the required standard and subsequent re-testing shall be carried out.

4.3.8.2 Two Coat Seal (TNZ P/03)

A prime seal of fifty-five percent (55%) stable emulsion may be applied where deemed necessary by the Engineer. The first coat seal shall consist of 180/200 penetration grade bitumen to comply with TNZ M1. The chip shall be Grade 3 complying with TNZ M/6. This work shall comply with TNZ P/3. Other sealing chip grades may be specified by the Engineer where warranted by anticipated traffic conditions. Heads of cul-de-sacs and other areas exposed to turning movements are to be dressed with a light-binder-free application of Grade 6 chip immediately after application of the first or second coat seal.

4.3.9 WEED PROTECTION

Immediately prior to any form of surfacing a strip 600mm wide adjacent to each channel shall be sprayed with an approved ground sterilising weed-killer at the manufacturers recommended rate of application.

4.3.10 ALTERNATIVE SURFACE TREATMENT

Where approved or required by the Engineer, the following alternative surface treatments may be used.

4.3.10.1 Asphaltic Concrete

Asphaltic concrete shall comply with NRB Specification M10 and shall be a nominal 20mm wearing course mix (as set out in Table 1 of NRB M10). The binder shall normally be 80/100 penetration bitumen. The Engineer may approve the use of 180/200 penetration bitumen in particular circumstances. Laying of the mix shall be in accordance with NRB P/9. A structural layer of asphaltic concrete can be laid in lieu of part of the metal pavement and surfacing. Specific design as to grade and thickness shall be to the approval of the Engineer.

4.3.10.2 Bi-Couche Seal System

A two-coat Bi-Couche seal system may be applied using Grade 3 and Grade 5 sealing chip. All chip shall comply with NRB M6 specification. The design of the system shall be subject to the approval of the Engineer.

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4.3.11 COMMERCIAL SERVICE LANES

All new Commercial buildings shall have a fully formed rear service lanes in order to facilitate delivery of supplies. The Service Lane layout shall be in accordance with the District Plan.

4.3.11.1 Construction

Service lanes shall be formed with a concrete edging strip flush with the surface on one side and a mountable kerb and channel on the other side. Alternatively where a service lane serves development on both sides, it may be formed with concrete edging strips both sides and a central concrete dish channel. Provision shall be made for the disposal of stormwater from the formed area and all Council utility services are to be provided within the service lane. Surfacing shall be subject to specific approval and in general shall be in asphaltic concrete. Where the service lane crosses an existing or proposed footpath, a commercial vehicle crossing shall be installed by the subdivider or at his expense. The crossing shall be constructed in accordance with paragraph 4.3.5.

4.3.12 INDUSTRIAL SERVICE LANES

Industrial Service Lanes shall be constructed as streets and shall be subject to specific approval by the Engineer. Where a service lane serves properties on one side only the surface may have a single crossfall with mountable kerb and channel on the lower side and concrete edging strip on the higher side.

4.3.13 PARKING BAYS

Parking Bays shall be constructed to the same design standards as apply to Commercial Service Lanes and as detailed in the Standard Drawings and shall be surfaced with preferably asphaltic concrete or approved fine chip surface.

4.3.14 ACCESSWAYS 4.3.14.1 Pedestrian

All pedestrian accessways, when not part of a reserve, shall be provided with the following: a) Concrete footpath full width of accessway, boundary to boundary. b) Cycle barriers as per the Standard Drawings.

c) Fence both sides as per the Standard Drawings.

d) Adequate stormwater collection to prevent water flowing down the length of the

accessway.

e) Street Lighting

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When the length of the pedestrian accessway exceeds 100m, provision must be made for installing lighting at distances not exceeding 75m apart and not less than 60m from the legal road or 45m from the end of the accessway. The power supply may be connected to the street light circuit. Where the pedestrian accessway does not incorporate street lights, a street light within the road reserve should coincide with the end of the accessway to provide safety lighting. Refer to 4.3.16.

4.3.14.2 Private Ways – Formation

The carriageway shall conform to the Standard Drawings and the requirements of the District Plan, or appropriate Local Specific Requirements and have a uniform crossfall of three percent (3%) with a standard mountable kerb and channel on the low side of the road and an edging strip on the high side. On the high side the sealing shall be carried out against the edging strip. Where approved by the Engineer, a crossfall of three percent (3%) both ways from a central crown to flush concrete edging strips may be used. This will only be permitted in flat country where the longitudinal and transverse grades adjoining the carriageway are not more than two percent (2%). Concrete strips may be constructed subject to the following conditions: • 2 x 900 x 100 strips on compacted subgrade; 800 gap, closed in at end or at least 4

metres from the access point. • Maximum of two dwelling served • Maximum longitudinal grad, 1:40 • No crossfall; grass infill gap • Maximum length of body of access; 40 metres • No provision necessary for drainage Private ways cover all Right of Way and multiple unit and common driveway situations.

4.3.14.3 Stormwater Drainage

Where necessary stormwater drainage shall be provided, so that the maximum “run off” does not exceed 100m.

4.3.14.4 Surfacing

Concrete or asphaltic concrete surface shall be provided on the accessway. In special circumstances a two coat chip seal may be provided but this requires special approval from the Engineer.

4.3.14.5 Vehicular Access

Where vehicular access is across any berm on the legal road reserve, a vehicular crossing shall be provided at the Subdivider’s expense in accordance with the Standard Drawings.

4.3.14.6 Private Services

Private services shall be installed in the accessway of sufficient length and capacity to serve all properties or building sites utilising the accessway for frontage to the public road.

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4.3.15 STREET SIGNS

Street name signs shall be supplied and erected in accordance with RDC Signs and Traffic Aids policy at all intersections, including intersections with existing streets or roads.

4.3.16 STREET LIGHTING

The subdivider shall arrange for the installation of the necessary underground street lighting cable, standard and fittings for all new roads in accordance with the relevant New Zealand Standard, together with accessway lighting where required. Also see 8.2. The standard lamp fittings is “Goughlight 500”. Traffic calming devices shall have an increased lighting level as set out in AS/NZ 1158.

4.3.17 PAVEMENT MARKINGS

All pavement markings shall be in accordance with Transit New Zealand Standards. All hydrant and valve marking shall comply with Section 7.15.

4.3.18 CARRIAGEWAY RE-LEVELLING

If the level of the carriageway is altered then any utility surface feature i.e. manhole, valve box, hydrant cover, etc, shall be re-levelled in accordance with the relevant standard drawing – SD 10, SD 11, SD 22, SS 08, SS 22, WS 01, WS 02, WS 04, WS 12.

4.3.19 BRIDGES AND CULVERTS When the road or accessway includes a bridge or culvert then the bridge or culvert shall be certified by a Registered Engineer as:- 1) Complying with Transit New Zealand standards and 2) a) Capable of carrying a design loading of HNH072 (public road bridges) OR b) Capable of carrying a design loading of 0.85HN72 (private road bridges). Existing bridges or culverts not meeting this standard shall be upgraded to the standard or replaced with structures complying with the standard.

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STANDARD DRAWINGS - ROADING

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RD 01 - Characteristics of Roads & Streets

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RD 02 - Standard Berm Details Location of Services

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RD 03 - Standard Road Cross-Sections

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RD 04 - Design Graph for Flexible Pavements

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RD 05 - Design Graph for Flexible Pavements for Secondary Streets

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RD 06 - Design Examples for Cul-De-Sac Heads

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RD 07 - Reformation of Existing Cul-de-Sac Head, Combined Channel, Vehicle Crossing, Footpath

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RD 08 - Reformation of Existing Cul-De-Sac Heads, Combined Channel with Mountable Kerb, Vehicle Crossing and Footpath

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RD 09 - Traffic Sightlines at Intersections – Urban Areas

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RD 10 - Sight Distances for Rural Entrances

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RD 11 - Typical Intersection Layout

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RD 12 - Pram Crossings

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RD 13 - Vehicle Crossing – Residential

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RD 14 - Vehicle Crossing – Industrial/Commercial

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RD 15 - Kerb and Channel Profiles

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RD 16 - Vehicle Crossing Kerb “Let-Down”

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RD 17 - Stormwater Connection to Kerb and Channel

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RD 18 - Street Signs

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RD 19 - Pedestrian Accessways

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RD 20 - Fencing Pedestrian Accessways

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RD 21 - Trench Reinstatement Standards

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RD 22 - Rural Residential Vehicle Entrances

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RD 23 - Rural Commercial Vehicle Entrances

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RD 24 - Multiple Rural Private Access – Four or More Sites

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RD 25 - Rural SH 70km/hour, Private Commercial Access or Private Roads

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RD 26 -Side Road Junction

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RD 27 - Rural Road – Cut Batter Details

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RD 28 - Rural Residential Road – Typical Cross Section

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CHAPTER 5 - UTILITY SERVICES

STORMWATER AND LAND DRAINAGE

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5.1 EXTRACTS FROM THE DISTRICT PLAN Refer Appendix 15 Subdivision and Development Standards – Utility Services: Stormwater and Land Drainage

5.2 GENERAL

Unless approved otherwise, all urban lots shall be provided with a connection to a stormwater drainage system. The stormwater system shall provide for the collection and control of all stormwater within the land being developed together with the drainage from the entire catchment upstream of the proposed system. The design of the stormwater system must also take into account the effects of the proposed subdivision or development on downstream systems. For on-site disposal specific design and disposal details are required to ensure that satisfactory collection and disposal is possible. The objective of a land drainage system is to regulate natural runoff to the extent that the effect of stormwater on the environment, property and people is contained within acceptable limits. This Code of Practice stipulates the frequency of floods to be used for design purposes. However, careful design of surface flow paths will reduce the potential for damage in flood conditions and in circumstances where the design capacity of main drainage is exceeded. Design must also include consideration of the location of dwelings so that adequate freeboard is provided for their floor levels. Secondary flow paths should be designed so that they will not include erosion (where topography allows) and debris traps should be constructed where necessary. The Council has prepared Stormwater Management Plans for certain major catchments within the Rotorua urban area. The design of land drainage systems within subdivisions or developments is to take account of the drainage system catchment management plans where they exist. Where pipes, drains or other structure forming part of the catchment plan have yet to be constructed and lie within or down-stream of the subdivision or development, the developer may be required to contribute towards the cost of these works.

5.3 RESOURCE CONSENTS

Within the Rotorua Central Business District there is no requirement for developers to obtain consents from the Regional Council for the discharge of stormwater. This situation arises because the Rotorua District Council has applied for and obtained consents to discharge all stormwater from the Rotorua Central Business District to Lake Rotorua, whether directly or via streams entering the lake. However, the responsibility for satisfying stringent discharge consent conditions may be transferred on to the developer by the District Council. In all other cases consent from the relevant Regional Council will be required for the following work: • The diversion of natural water during construction work.

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• The permanent diversion of natural water as a consequence of the development. • The discharge of stormwater In the case of diversion of natural water during construction, the necessary consent shall be applied for by the subdividing owner and is to be exercised in the name of the subdividing owner. The consent, in respect of the permanent diversion of natural water, will be exercised in the name of the Rotorua District Council, if not immediately, as once the subdivision has been accepted as complete by the Rotorua District Council. It will be a matter of negotiation between the subdividing owner and the Rotorua District Council on who will make the application and what form it should take in the first instance. The consent covering the discharge of stormwater like that for the permanent diversion of natural water will be exercised in the name of the Rotorua District Council and again it will be a matter of negotiation between the subdividing owner and the Rotorua District Council on who will make the application and what form it should take.

5.4 DESIGN REQUIREMENTS

5.4.1 GENERAL

The land drainage system shall be capable of serving the entire catchment upstream of the subdivision and with due regard to the effect it may have on down-stream waterways and adjoining areas and shall be designed within the terms of the catchment management plan for the relevant catchment, if available. There should be early consultation with the relevant regional council. Where, due to increased run-off, the existing downstream system is inadequate, the subdivider may be required to either limit outflow from the subdivision or upgrade the downstream system. If catchment management plans have been prepared for the catchment within which the subdivision or development lies, the above factors will have been accounted for in the design of the pipes, structures and other works provided for in the management plan. The design of further drainage works required for the subdivision or development will then need only allow for the drainage of the subdivision or development itself. Where open watercourses are to form part of the land drainage system, this shall be determined at scheme plan approval stage and where no catchment management plan exists for the relevant catchment, the subdividing owner shall submit sufficient engineering design to enable Council to evaluate the proposals. Each stormwater connection shall be capable of serving the whole of the building area of the lot, except where this requirement seems unreasonable and it can be shown to the satisfaction of the Engineer that the proposed connection is adequate for a predetermined building location and floor plan. The stormwater connection shall be to a piped stormwater system preferably to manhole or adjacent cesspits. Where the topography is unsuitable, the stormwater from a limited number of houses may be piped to the road channel subject to approval by the Engineer.

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Where further subdivision upstream of the one under consideration is provided for in the District Plan or applicable Regional Plan, the Engineer will require stormwater pipelines to be constructed to the upper limits of the subdivision. Where the proposed subdivision or development brings about the need for additional works to be undertaken downstream of the subdivision or development, the developer will be required to contribute in proportion to the catchment area of his subdivision or development to the costs of the additional works.

5.4.2 PROTECTION FROM FLOODING

Compliance with the performance standards may be verified by evaluating the potential flooding risk and providing the necessary surface water control measures to satisfy the requirements. Flood Risk Assessment shall take account of the characteristics of the total catchment. A search shall also be undertaken to find any relevant historical information on flooding. This could include reviewing records held be relevant bodies, discussions with the local inhabitants or appropriate field tests. Refer also to clause 3.8 “Protection of Property from Inundation”) The assessment shall address the following:

a) The proximity and nature of any river, stream or watercourse and associated flood plains.

b) The capacity of culverts or watercourses downstream of the site and

likelihood of upstream ponding resulting from under capacity or from blockage by debris or slips.

c) The upstream culvert and watercourse conditions and the location of the

secondary flow path for flood water in the event of blockage or under capacity.

Calculations based on professional judgement taking account of the overall site conditions, details of the drainage system and the probable impediments to free flow (both upstream and downstream) shall determine the expected runoff ‘Q’ and show that the design flood levels at the site satisfy the Performance Standards. Council may consider land is adequately protected from inundation if subject to drainage easements or restrictive covenants (building line and level) covering the inundated and ‘at risk’ areas. New subdivisions adjacent to major water courses i.e; Utuhina Stream, Koutu Drain, Managakakahi Stream, Ohau Channel, Puarenga Stream, Waiteti Stream, Ngongotaha Stream, Waiwhero Stream and the Waingaehe Stream shall be specifically designed to have a floor level at not less than 0.3 metres above the predicted 1% annual expected probability (100 year) flood level. Secondary flow paths shall be identified and where appropriate, catered for by specific design taking account of:

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a) The capacity of the downstream surface water system and the risk of blockage as its intake.

b) The necessity for a secondary intake structure and the relative flow

distribution between primary and secondary intakes for the likely degree of blockage.

5.4.3 ESTIMATION OF SURFACE WATER RUN-OFF

Surface water run-off for catchments up to 500ha may be calculated using the Rational Method. For catchment areas greater than 500ha the Modified Rational Method is used. A permissible alternative to the Modified Rational Method for catchments larger than 500ha is the method described in “Flood Frequency in New Zealand”.

5.4.4 RATIONAL METHOD

The formula to be used for catchments less than 500ha is: Q = C I A 360 where Q = run-off in cubic metres per second, m³/s C = run-off co-efficient (see Table 5)

I = rainfall intensity in mm/hr A = area of catchment above the point being considered in hectares.

Design rainfall intensity curves for Rotorua for use with the “Rational Method” are found on Standard Stormwater Drainage Drawing No. 01.

5.4.5 MODIFIED RATIONAL METHOD

Where the catchment area is greater than 500 ha the Modified Rational Formula shall be used. This formula is:

Q = CIASF 360 where: Q, C, I, A are as defined above, and S = the shape factor (dimensionless) = 0.4253 + 1.266K – 0.3952 k² k = A 100L² L = straight line length to catchment head in km

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And F = the area factor (dimensionless) = 0.6 + 0.4 eˣ x = -A 7700 S and F cab be determined from Table 5.1. Table 5.1: Shape and Area Factors

K S A(ha) F 0.33 0.35 0.40 0.45 0.50 0.60 0.80 1.00 1.20 1.40 1.60

.80

.82

.87

.91

.96 1.04 1.19 1.30 1.38 1.42 1.44

500 800 1000 1500 2000 3000 5000 7000 10000

0.975 0.96 0.95 0.93 0.91 0.87 0.81 0.76 0.71

Note: A modification for the Reporoa area has been developed by the Waikato Regional Council (Formerly Waikato Valley Authority)

5.4.6 RUN-OFF CO-EFFICIENT

Values of run-off co-efficient for various land use types can be obtained from Table 5.2. Where an area comprises different land use types, and average run-off co-efficient shall be determined based on the areas and run-off co-efficients of the component land use type.

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Table 5.2: Run-off Co-Efficient

Description of Surface C Natural surface types Bare impermeable clay with no interception channels or run-off control

0.70

Bare uncultivated soil of medium soakage 0.60 Heavy clay soil types:

- pasture and grass cover - bush and scrub cover - cultivated

0.40 0.35 0.30

Medium soakage soil types - pasture and grass cover - bush and scrub cover - cultivated

0.30 0.25 0.20

High soakage gravel, sandy and volcanic soil types - pasture and grass cover - bush and scrub cover - cultivated

0.20 0.15 0.10

Parks, playgrounds and reserves: - mainly grassed - predominantly bush

0.30 0.25

Gardens, lawns etc 0.25 Developed surface types Steel and non-absorbent roof surfaces 0.90 Asphalt and concrete paved surfaces 0.85 Near flat and slightly absorbent roof surfaces 0.80 Stone, brick and precast concrete paving panels:

- with sealed joints - with open joints

0.80 0.60

Unsealed roads 0.50 Railway and unsealed yards and similar surfaces 0.35 Land Use Types Fully roofed and/or sealed developments 0.90 Industrial, commercial, shopping areas and town house developments

0.65

Residential areas in which impervious area exceeds 35% of gross area. (This includes most modern subdivisions)

0.45

Note: The run-off co-efficient C is the variable in the rational formula least able to be

precisely determined and has a direct result on the estimation of the discharge. Thus care is required in selecting a value for the co-efficient.

The co-efficient represents the integrated effects of infiltration, storage, evaporation,

natural retention, interception etc, which all affect the time distribution and peak rate of run-off. The factors required to determine a value for C are surface type, characteristics topography and land use.

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5.4.7 SLOPE CORRECTION

The values in Table 5.2 assume an average sloping terrain of 5-10% (ie: gently rolling) however, if the terrain is flatter or steeper this will have the effect of slowing down or speeding up overland flow and the value of C shall be reduced or increased according to Table 5.3. Table 5.3: Slope Correction

Ground Slope Adjustment factor for C

0-5% -0.05 5-19% 0 10-20% +0.05

20% or steeper +0.010 The run-off co-efficients given in Table 5.2 are for ground considered as already wet from

previous rain and shall be used in the calculation of surface water run-off. 5.4.8 FUTURE DEVELOPMENT

The chosen run-off co-efficient shall be based realistically on the conditions likely to exist after the full catchment development allowable by the operative plan under the Resource Management Act 1991.

5.4.9 RAINFALL INTENSITY

The rainfall intensity shall be that for a storm having duration equal to the time of concentration and a probability of occurrence as appropriate. Either local rainfall intensity curves or rainfall frequency duration tables may be used. Note: The rainfall intensity curves for most areas are available from the territorial

authority. These have been developed from meteorological data. Rainfall frequency duration tables for each of the official rain gauges throughout New Zealand are available from the NZ Meteorological Service.

5.4.10 TIME OF CONCENTRATION

The time of concentration and hence the critical storm duration of a catchment is the time taken for surface water run-off to reach the design point from the furthest point (in time) of the catchment, so that the whole catchment is contributing to the maximum discharge at the design point for any given probability of occurrence.

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The time of concentration tc (minutes) is calculated from the formula: tc = te + tf where te = Time for run-off to travel overland from roofs, downpipes,

carriageways, road channels, etc, to the point of entry at either a pipe or channel inlet (minutes).

tf = Time for network flow comprising time of flow in pipes and/or open

channels to design point (minutes) Note: In some catchments, due to shape, surface water network and varying permeabilities within the catchment, part of the catchment under consideration may produce a higher peak flow than the whole of the catchment. Although the area for the part catchment is smaller, this may be more than offset by the higher intensity storm associated with a shorter time of concentration and storm duration. This situation will generally arise where the lower reaches of a catchment are densely developed and should be checked by calculation where appropriate. The velocity of the surface water flow throughout the duration of a storm will vary as the depth of flow varies. Discharge characteristics normally give velocity somewhere between the mean velocity and the peak flow velocity. Unless better information is available, the velocity can be assumed to be 0.85 of the peak velocity. Due allowance shall be made for the surface water disposal characteristics when analysing both the time of concentration and the run-off characteristics from the catchment area. Note: 1. In some areas the run-off from roofs and streets may be directly piped

whereas, the run-off over paved and unpaved surfaces may have a component of overland flow before entering the system.

2. It should be noted that administrative decisions can change the basis of

evaluation. For example, the use of soakholes may be discontinued as a matter of policy, as those areas become increasingly urbanised. If an imprudent allowance for detention storage in soakholes has been made, an administrative change might then make all downstream surface water systems undersized.

Where the catchment area has a well defined and regularly repeated pattern for directing the surface water to the drain, the time of entry may be taken as: te = 5 minutes for commercial or industrial areas where the

majority of the surface of the catchment area feeding the drain consists of asphalt, concrete, paved or metalled surfaces.

Te = 7-10 minutes for residential areas. Te = 10 minutes for low density residential areas.

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In other areas and in cases where the catchment is longer than 1.0km, separate estimates of time of overland flow and time of road channel flow shall be calculated using the following approach:

a) The time of overland flow is to be calculated by the formula: t = 100nL0.33 S0.2 where t is the time in minutes L is length of overland flow in metres S is slope in percent n is the value for surface roughness

The results from this formula, for normal surface types, are shown in Figure 5.1.

b) The time of road channel flow is the time taken for water to flow from the point of entering the road channel to the point of discharge to a sump, catchpit, drain or other outlet. Figure 5.2 may be used to obtain the time of flow.

Figure 5.1: Times for Overland Flow

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Figure 5.2: Road Channel Flow Times

Time of Pipe Flow The time of pipe flow can be calculated from Figure 3 which is based on Manning’s formula with n = 0.013. To follow this procedure, longitudinal sections are required of the piped systems, giving internal pipe diameters, lengths and gradients. For preliminary calculations, if there is little detail of the final pipe systems, average pipe flow velocities of 3m/s for moderate to steep gradients and 1.5m/s for low gradients may be used.

5.4.10.1 Time of Open Channel Flow

The time of flow in open channels (either watercourses or line channels) is calculated by means of Manning’s formula. If there is insufficient data to calculate the time of open channel flow, the approximate natural stream velocities as given in Table 5.4 are recommended for channels that are not severely restricted by meanders or fallen and tangled trees and other vegetation.

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Figure 5.3: Pipe flow relationships for different combinations of internal diameter velocity and

gradient. Based on Mannings formula using n = 0.013 with an allowance for air entrainment)

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Table 5.4: Approximate Natural Stream Velocities

Catchment Average slope % Velocity m/s

Relatively flat 1 – 4 0.3 – 1.0 Undulating 2 – 8 0.6 – 2.0 Hilly 6 – 15 1.5 – 3.0

5.4.10.2 Alternative procedure

An alternative procedure uses the Ramser-Kirpich formula which is particularly suitable for rural areas and enables the calculation of time of concentration from: L³ tc = 0.0195 H Where tc = time of concentration in minutes L = length of catchment in metres measured along the flow path H = rise from bottom to top of catchment in metres

If the actual catchment slope varies significantly from the value H/L (eg: with a sudden steepening in the upper reached) the average slope and height h shall be determined from the equal areas method shown in Figure 5.4. Height h shall be substituted for H in the formula. Figure 5.4: Equal Areas Method

5.4.10.3 Minimum Time of Concentration

Regardless of calculated results, 10 minutes shall be used as the minimum time of concentration for surface water run-off.

0.385

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5.4.11 SIZING OF SURFACE WATER SYSTEM This section deals with the sizing of surface water drains and relates only to drains which are “barrel controlled” for flow capacity. For drains which are controlled by either “inlet” or “outlet” flow conditions, flow capacity shall be calculated in a manner which incorporates the effects of the restriction. This limitation would normally only relate to larger diameter pipes designed to control a significant quantity of water originating “off-site”.

5.4.12 MINIMUM SIZE OF DRAINS

To avoid blockages, public surface water drains shall have an internal diameter of no less than: 300mmØ for main pipes. 225mmØ for cesspit leads 300mmØ for cesspit leads for double sumps 110mmØ for property connections. The internal diameter of a drain shall not decrease in size in the direction of flow.

5.4.13 HYDRAULIC DESIGN

Pipes shall be sized with the use of Manning’s formula given below: V = R2/3 S1/2 n-1 Where V = velocity in metres per second R = hydraulic radius in metres = A P Where A = cross-sectional area of flow P = perimeter of the cross section of the flow S = slope = vertical rise Horizontal rise

N = roughness co-efficient. For circular pipes flowing full, n is to be taken as:

0.011 for HDPE and uPVC 0.013 for ceramic and concrete pipes 0.015 for cast-in-situ concrete culverts and drains and drains with

velocity less than 1 m/s 0.03 – 0.035 for open ditches

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Where a pipe gradient exceeds 1 in 10, an allowance for the bulking of the flow due to air entrainment should be made. This allowance is made by increasing the area of the pipe for the additional volume of air in the flow. The air to water ratio may be calculated from the formula: Air = kv² Water gR Where k = co-efficient of entrainment (dimensionless) = 0.004 for smooth concrete pipes or 0.008 for cast-in-situ concrete culverts v = velocity m/s R = hydraulic radius m G = acceleration due to gravity m/s² Where air entrainment is likely, facilities to dissipate the excess energy and to allow the free escape of the excess air to the atmosphere are to be provided.

5.4.14 ENERGY LOSS THROUGH STRUCTURES

Hydraulic design shall make the appropriate allowance for energy losses at structures. These losses are generally associated with a change in direction of the flow or an increase or decrease in pipe size. As an access chamber is normally required at such changes, an additional fall can be provided through the access chamber to allow for the losses. This fall HL is in addition to the fall produced by the gradient of the pipeline and can be calculated by: HL = Kv² 2g where

K = loss co-efficient for change in direction and can be determined from Figure 5.5.

Where there is an increase in pipe size at the access chamber, the hydraulic design shall ensure gravity flow with no surcharging for a storm having a 10% probability of occurring annually. Note: This is normally achieved by maintaining the same soffit level for both drains

at the access chamber. In cases where a reduction in drain size is justified by a large increase in gradient, an additional head loss of 0.5ve ²/2g is to be allowed for (ve = exit velocity). Such reductions in size are only permissible where the exit pipe has an internal diameter of 300mm or greater.

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5.4.15 ENERGY DISSIPATION STRUCTURES

Where the hydraulic analysis demonstrates that a significant turbulence or energy dissipation will occur, control structures shall be provided for energy dissipation to prevent damage to the drainage system, its outfall and the surrounding environment.

Figure 5.5: Energy Loss Coefficient

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5.4.16 MINIMUM AND MAXIMUM VELOCITY

A drain flowing full shall have a minimum velocity of 0.7m/second. No limitation on maximum velocity is practical, however, pipes must be laid within the limitations set by their manufacturers.

5.4.17 DISPOSAL TO SOAK PIT

Where the collected surface water is to be discharged to a soak pit, the suitability of the natural ground to receive the water shall be determined. This evaluation may involve field testing of ground soakage and discussion or direction from suitably qualified soils or geotechnical engineers. Field testing of soakage may be carried out as follows:

a) Bore test holes of 100mm to 150mm diameter to the depth of the proposed soakhole. Record the ground profile as excavation proceeds. Located the ground water level if possible and assess the likely change in this during winter conditions and/or wet weather.

b) Fill the hole with water and maintain full for at least 4 hours (unless the

soakage is so great that the hole completely drains in a short time).

c) Fill the hole with water to within 750mm of ground level and record the drop in water level against time until the hole is almost empty or over 4 hours, whichever is the shortest.

d) Plot the drop in water level against time on a graph and the soakage rate in

mm/hr is determined from the minimum slope of the curve. If there is a marked decrease in soakage rate at the hole becomes nearly empty, the lower rates may be discarded and the value closer to the average can be adopted.

There is no established acceptable relationship between soakage rates from test results and sizing of soak holes. However, a general guide is to calculate the size of the soak pit taking both storage and outflow into account. If the test results show the soakage rate to be well above 500mm/hr, there will be less need for storage. If it is significantly less than 500mm/hr, very little surface water being discharged by the drainage system will percolate into the ground during a relatively short duration rainfall event. In this case, greater reliance will be placed on storage of surface water during peak discharge. Where storage is an important element of the design philosophy, use of an access chamber structure or similar is preferred to the practice of placing large rocks in the hole.

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5.5 OPEN WATERCOURSES

All watercourses are to be piped. However the Engineer may approve concrete line channels or unlined drains where flows exceed the capacity of a 1200mm diameter pipe. Where the use of an open watercourse is permitted, the extent of improvement work shall be agreed with the Engineer in order to achieve a satisfactory compromise between the retention of the natural topography and vegetation and maintenance, hydraulic and safety considerations, including the downstream effects of the work. Open watercourses, where permitted, shall generally be located in a drainage reserve or easement vested in Council to enable maintenance to be carried out. The cross section and erosion protection for the open watercourse shall be specifically designed and to the approval of the Engineer.

5.6 LOCATION OF PIPELINES Stormwater drainage pipelines shall generally be aligned parallel with the street network, however their alignment may deviate from the standard parallel alignment provided there is no interference with other services and the pipes are located in the road reserve. Alternatively, stormwater drainage pipelines may be located in areas which will not reduce the building area available on the lot (that is, within the front, side or rear yard areas) or where it can be shown that a satisfactory house siting is available clear of the drainage lines. Stormwater pipelines shall be located not closer than 1.5m from any building. Manhole structures shall be located at least 1.0 metres clear of all boundary lines. Where a stormwater drain or structure is laid within private property, it shall be protected by an easement in favour of Council and of sufficient width to allow practical access for maintenance, and shall not be less than 3.0m wide.

5.7 PIPE

The following pipes may be used for stormwater drainage work, provided they comply with the relevant Standards, and subject to the following conditions. Table 5.5: Acceptable Pipe Materials

Concrete Ceramic Vitrified Clay Steel UPVC HDPE A.B.S

NZS 3107:1978 NZS 3302: 1983 AS 1714: 1991 NZS 4442: 1988 NZS 7649: 1988 NZS 7604: 1981 NZS 7609: 1990

a) uPVC pipes may not be used where ground temperatures exceed 30°C. b) HDPE pipes may not be used where ground temperatures exceed 50°C.

Other pipe may be permitted subject to the specific approval of the Engineer.

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5.8 JOINT REQUIREMENTS All joints in drains shall be watertight and prevent the infiltration of groundwater and the intrusion of tree roots. Table 5.6: Acceptable Jointing Methods

Pipe Material Jointing Method Standard Concrete Ceramic Vitrified Clay Steel UPVC HDPE ABS

Rubber ring Rubber ring or rubber sleeve Rubber ring or rubber sleeve Rubber ring, welded or flanged Rubber ring Heat welded or flanged Solvent welded or flanged

BS 2494: 1976 BS 2494, NZS 3302: 1983 BS 2494, NZS 3302: 1983 BS 2494, NZS 4442: 1988, BS 1560 BS2494, NZS 7643: 1979 AS 2033: 1980 NZS 7609: 1990

Acceptable jointing methods and the relevant standards are given in Table 5.6. Jointing of drains shall be subject to the tests called for. In case of HDPE pipes with rubber-ring joints, the procedure for jointing, along with the relevant standard for rubber-ring jointing, must be submitted for Engineer’s approval, prior to construction. Unless specified by the Engineer, solvent cemented pipes shall not be used for the construction. Where a drain consists of unreinforced concrete, asbestos cement, ceramic, vitrified clay or rubber ring jointed steel, uPVC or HDPE, two flexible joints shall be installed. The first flexible joint shall be located not more than 300mm from the manholes outer wall. An additional flexible joint shall be located not more than 800mm from the wall of the manhole. If the pipe is reinforced concrete and is for stormwater only, one flexible joint on each line at approximately half the pipe length is acceptable for 375mm diameter pipes or less. 450mm diameter pipes and larger do not require a flexible joint. Note: This allows for differential settlement between the access chamber and the pipeline

while minimising damage to the pipeline. Refer also to 5.9 and 5.12.9

5.9 STRUCTURAL STRENGTH OF PIPES AND BEDDING

The pipe bedding shall be selected to meet the requirements of the class of pipe to be used and the design loading conditions. However, Type A bedding (concrete), may not be used in thermal environments.

The type of bedding and class of pipes adopted shall be in accordance with the pipe laying

tables and bedding diagrams in NZS/AS 3725: 1989. Under normal ground conditions pipes except uPVC, may be laid in accordance with the

Type C bedding procedure as set out in NZS 4452: 1986. The requirements for uPVC shall be set out in the SAA CA 68 and NZS 7643: 1979.

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Where a pipeline is to be constructed through soft ground in unsuitable foundations such material shall be removed and replaced with other approved material or alternatively, other methods of construction shall be carried out to the approval of the Engineer to provide an adequate foundation for the pipeline. The minimum cover for pipelines to become public assets shall be 0.5m in private properties or 0.75m in road reserve. Where this cover cannot be provided additional protection shall be provided. Alternatively the Engineer may allow the cover to be provided according to the manufacturer’s specifications.

5.9.1 TRENCH SLOPE

Where the slope of the trench is 1 in 8 or greater, and the subsoil texture cannot be classified as “sandy loam” or “sandy” in accordance with clause 3.0 of Appendix C2 of ARC Technical Publication No 58, anti-scour blocks shall be provided. These anti-scour blocks shall be: a) Constructed from 150mm thick concrete (17.5 Mpa) up to pipe diameters of 300mm

and 300mm thick concrete (17.5 Mpa) for diameters greater than 300mm. b) Keyed into the sides and floor of the trench by 150mm.

c) Extended to 300mm above the drain or to ground level where the drain cover is less

than 300mm, and

d) Spaced at:

(i) 7.5m centres for trench slopes between 1 in 8 and 1 in 5, or (ii) 5.0m centres for trench slopes greater than 1 in 5.

Note: The anti-scour blocks partition off the trench and prevent ground or surface water

running along the trench and causing scouring. 5.10 PIPELINE CONSTRUCTION

The construction of pipelines shall be carried out in accordance with the requirements of NZS 4452: 1986 and NZS 7643: 1979, as appropriate.

5.11 BACKFILL REQUIREMENTS

Backfill above the specified pipe bedding and surround in grassed surfaces shall consist of excavated material machine compacted in layers not exceeding 300mm compacted depth. The surface shall be reinstated with a minimum depth of 100mm of topsoil, and grassed. Backfill material and compaction procedures for pipes laid in existing carriageways shall be in accordance with Stormwater and Land Drainage Drawing SD-17. Note that the sand bedding and surround shown in the drawing will be replaced with the specified pipe bedding and surround. Where pipes are to be laid under a proposed roadway, the backfilling must be in accordance with the following: a) 300mm above pipe to be selected, compacted granular material to act as a cushion.

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b) Remainder of trench to within 400mm of surface to be backfilled with compacted

hardfill placed in 200mm layers.

c) The backfilling of the final 400m should be carried out in conjunction with formation work of the proposed road.

All trenches within existing formed carriageways shall be reinstated as per the requirements of the Rotorua District Council Street Opening Specification booklet. In particular the finished reinstatement level must match the existing level. 1. Hotmix must be joint sealed to hotmix with an approved sealer. 2. Hotmix must overlap chipseal by 100mm. 3. First coat chipseal to butt to edge of existing seal. Second coat chipseal must overlap

existing chipseal by 100mm. 5.12 MANHOLES 5.12.1 GENERAL

In general manholes shall normally be provided at each change of direction or gradient, and at each branching line and at a spacing of not more than 100m. Manholes may be either cast in situ or of precast concrete, except that in thermal areas, manholes manufactured in HDPE or other corrosion resistant materials will be required. A chamber can only be used at the end of a lateral just inside the boundary on private property if the depth from the invert on the outlet pipe to the ground level will not exceed one metre. Or at the end of a public drain if the depth of the invert on the outlet pipe will not exceed one metre from the ground surface, or to the satisfaction of the Engineer.

5.12.2 STANDARD MANHOLES

These are to be circular manholes with a minimum internal diameter of 1050mm and may be used in situations where the largest inlet pipe does not exceed 600mm in diameter. However, in a situation where there are multiple entries into a manhole with an inlet pipe of 600mm diameter or greater, a larger diameter manhole may be required. Outlet pipes from manholes shall be of not less a diameter than the largest size pipe leading into the manhole. The Engineer may however give dispensation from this requirement in certain cases. In environments where the Engineer considers that loose detritus is likely to find its way into stormwater systems, silt traps and/or special purpose screens may be required to be installed at intervals within the systems. Cast in situ manholes shall be constructed using ordinary grade concrete (17.5 Mpa) vibrated to give maximum density and watertight construction. Precast manholes shall consist of centrifugally spun 1050mm diameter concrete pipes to Class S standard. They shall have holes cast in the side for step irons. The method of joining the precast sections shall be strictly in accordance with the recommendations of the precaster, and when using a proprietary jointing compound or

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adhesive, in conformity with the manufacturers instructions to provide a watertight structure to the satisfaction of the Engineer.

5.12.3 DEEP MANHOLES

Where manholes are more than 5.0m deep they shall be specifically designed and shall incorporate intermediate landing platforms or grills in order to prevent a free-fall of more than 5.0m.

5.12.4 SHALLOW MANHOLES

Where the depth to invert of a manhole is less than 1.0m, a shallow manhole may be constructed with a minimum diameter of 600mm, or a minimum width in the case of rectangular shallow manhole of 450mm. In all cases, shallow manholes shall be of sufficient diameter to allow full benching.

5.12.5 STORMWATER MANHOLES ON LARGER PIPELINES

Manholes on stormwater pipelines more than 600mm diameter and on smaller pipelines where the use of standard manholes is not suitable, should be specifically designed, and will require the Engineer’s approval.

5.12.6 MANHOLE REQUIREMENTS

All holes established in manholes are to be cut or drilled to allow pipes to enter and exit the manhole. The use of sledgehammers or such like is prohibited. The internal walls of the manhole shall be made smooth in a manner free from joint gaps, to the satisfaction of the Engineer. The pipes entering and exiting the manholes are required to have the ends sealed using expoxy or approved sealant to the satisfaction of the Engineer. All joints that will allow grout to take hold, shall be filled and made smooth. In particular, between risers, manholes top collar (lid-rings) and frame, and manhole top and risers. In addition all internal, rough or protruding material, left over from the casting process shall be removed by suitable means and made smooth to the satisfaction of the Engineer.

5.12.7 STEP IRONS, STEPS AND LADDERS

All manholes other than shallow manholes shall be provided with galvanised steel step irons, steps or ladders approved by the Engineer in order to give reasonable access. Step irons shall be of the “dropper” or “safety” type such that a foot will not slide off them. All fittings used shall be hot-dip galvanised after fabrication. Where the smallest pipe entering a manhole is 600mm or greater, recessed steps shall be provided in the haunching within the manhole such that a person standing in the invert of the manhole may easily reach the lowest rung of the manhole steps or ladder. In thermal areas, where approved by the Engineer, ladders or step irons do not need to be provided.

5.12.8 DROP CONNECTIONS

Drop connections on stormwater manholes may be avoided by allowing pipes up to and including 300mm diameter to have an open “cascade” inside the manhole, provided the steps are clear of any cascade.

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5.12.9 MANHOLES IN SOFT GROUND Where the manhole is to be constructed in soft ground, the area under the manhole shall be undercut, backfilled and compacted with suitable hardfill to provide an adequate foundation for the manhole base.

5.12.10 TESTING OF MANHOLES

Manholes may be tested for water tightness by filling for 30 minutes. The allowable loss shall not exceed 1 litre per metre of depth. Care must be taken that undue pressure is not put on any of the downstream system while this test is taking place.

5.13 CONNECTIONS

The connection provided for each residential lot shall be of a type capable of taking the spigot end of an approved drainpipe of 100mm internal diameter unless the Engineer requires a larger size connection to be provided. The connection for each industrial/commercial lot shall be a normal 150mm diameter or larger and capable of servicing the lot. Where the stormwater pipeline is outside the lot to be served, a 110mm diameter connection shall be extended to the boundary of the lot. If the above conditions cannot be met, then the connection shall be a 220mm diameter line branching from a manhole in the main line. An extended 220mm diameter connection may be terminated without a manhole provided it is not more than 40m long and also that it does not serve more than two houses, otherwise a manhole shall be provided. Where the design data is available, connections for commercial and industrial lots shall be designed to take the fill design flow from the area served by the connection. Each connection shall be marked by a 50mm x 50mm timber stake (treated pine or better) extending to 300mm above ground level with the top painted blue. This marker post shall be placed alongside a timber marker installed at the time of pipelaying and extending from the connection to 150mm below finished ground level. The lower end of the marker post shall be adjacent to, but not touching the connection. Connections shall be accurately indicated on “As-Built” plans. All connections whether to reticulation lines or to manholes shall be sealed either by a factory sealed stopper or a plug fixed with a rubber ring and held with stainless steel wire or factory made PVC cap solvent welded on.

5.14 RAMPED RISERS Where an extended connection is to be taken from a pipeline to the boundary of another lot a ramped riser need not be used, and the extended connection may be sloped up at a continuous gradient from the pipeline, to terminate just inside the lot to be served at sufficient depth to drain the building site.

5.15 CONNECTION TO DEEP LINES

Where an existing or proposed stormwater pipeline is more than 5m deep, measured to the top of the pipe, connections shall not be made directly to it, but a new, shallower branch

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pipeline shall be laid from a manhole on the deep stormwater line and connections provided to the lots to be served.

5.16 INLET AND OUTLET STRUCTURES

Approved structures shall be constructed at the inlets and outlets of pipelines. An acceptable type of concrete is shown on Stormwater and Land Drainage Drawing SD-15. Provision must be made for energy dissipation unless it is demonstrated that the outlet velocities and soil conditions are such as to make this unnecessary. The design shall ensure non-scouring velocities at the point of discharge.

5.17 INSPECTION AND TESTING

All stormwater structures shall be inspected for compliance with the contract specification, the RCEIS and any other specified standard or specification. General Compliance Compliance checks will entail visual inspection of the materials used and workmanship of completed works. This shall include lamping of stormwater lines, checking the alignment, level and grade structures, checking structural integrity, (eg for cracks, exposed reinforcing, chipped concrete work, scoured channels, slumping etc). Pressure Testing of Stormwater Lines All projects, which include the construction of stormwater lines, shall have pressure tests carried out, either from manhole to manhole or manhole to inlet/outlet. The testing shall be carried out on lines picked at random by the Council Representative. At least one line in 5 shall be tested, eg a system of 1 to 5 lines shall have one test, 6 to 10 lines shall have 2 tests etc. If any one line fails a test of all remaining line shall be tested. Provision should be made for the payment of the random testing to be included in the cost of the works. The cost of further testing required because of the failure of a random test shall be borne by the contractor undertaking the work. The stormwater lines shall be capable of passing one of the following tests.

• Water Test • Low Pressure Test • High Pressure Test

5.17.1 WATER TEST

a) Fill pipe with water, ensuring all air is expelled. b) If pipe materials absorb water, leave for 24 hours.

c) Top up water to test head levels. The minimum head shall be 1.5m above the top of

the pipe or ground water level, whichever is the higher. The maximum head at the lower end of the pipeline should not exceed 6.0m.

d) Leave for 30 minutes then measure water loss.

e) The pipeline is acceptable if water loss does not exceed 2 ml per hour, per mm of

internal diameter, per m of pipeline length.

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Note: Care should be taken when conducting water testing of pipes on steep gradients, to ensure that excessive hydraulic pressures are not applied.

5.17.2 LOW PRESSURE AIR TEST

a) Introduce air to the pipeline till a pressure of 300mm of water is reached. (This may

be measured by a monometer such as a ‘U’ tube, connected to the system). b) Wait until the air temperature is uniform. (Indicated by the pressure remaining

steady).

c) Disconnect the air supply.

d) Measure pressure drop after 5 minutes.

e) The pipeline is acceptable if the pressure drop does not exceed 50mm. Note: 1. The low pressure air test is highly susceptible to temperature fluctuations during the

test period. A 1°C change during the 5 minute test period will cause a pressure change of 30mm water gauge or 60% of the permitted change.

2. Failure to soak ceramic and concrete pipes can cause highly variable results. +

5.17.3 HIGH PRESSURE AIR TEST a) Pressurise pipeline to 25 kPa. b) Wait at least 2 minutes to ensure temperature stabilisation.

c) Disconnect air supply.

d) Measure the time taken (minutes) for the pressure to drop to 17 kPa.

e) The pipeline is acceptable of the time does not exceed that given for the appropriate

pipe size in Table 8.

Table 5.7: Time for Pressure Drop Versus Internal Pipe Diameter

Internal Pipe diameter (mm) Time for permissible Pressure Drop (minutes)

90 100 150 225

3 3 4 6

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STANDARD DRAWINGS - STORMWATER AND LAND DRAINAGE

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SD 01 - Rainfall Intensities

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SD 02 - Standard Stormwater Connections

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SD 03 - Standard Cesspit

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SD 04 - Double Cesspit

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SD 05 - Berm Cesspit

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SD 06 - Temporary Cesspit

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SD 07 - Standard Precast Concrete Sump Backdrop

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SD 08 - Cast Iron Light Cesspit (Frame and Grate) for off Carriageway Use

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SD 09 - Cast Iron Heavy Cesspit (Frame and Grate)

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SD 10 - Standard Manhole Details

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SD 11 - Shallow Manhole Details

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SD 12 - Manhole Components

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SD 13 - Manhole Details [Drop Inlet and Safety Platform]

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SD 14 - Manhole Inlet Debris Screen

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SD 15 - Inlet and Outlet Structures

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SD 16 - Precast Concrete Deflector

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SD 17 - Trench Reinstatement Standards

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SD 18 - Anti-Scour Block Detail

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SD 19 - Concrete Pipe in Trench [Types of Bedding on Earth]

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SD 20 - Concrete Pipe Trench [Types of Bedding on Rock]

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SD 21 - Timber Lined Drain

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SD 22 - Heavy Duty Lid Replacement for Heavy Traffic

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SD 23 - Recessed Cesspit

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SEWERAGE RETICULATION AND DISPOSAL FACILITIES

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6.1 EXTRACTS FROM THE DISTRICT PLAN Refer Appendix 16 Subdivision and Development Standards – Utility Services: Sewerage

Reticulation and Disposal Facilities

6.2 GENERAL REQUIREMENTS All sanitary drainage systems shall be capable of serving the entire natural catchment upstream of the system. The flow from the upper section of catchment shall generally be calculated assuming complete urbanisation of the area or other such specific uses as the Engineer may require. Provision may be required to be allowed for the flow from a pumping station outside the natural catchment, the details being supplied by the Engineer. A contribution towards the additional cost of the gravity system will be considered by Council where allowance for a Pumping Station flow is required.

6.3 FLOW REQUIREMENTS

Flow requirements shall be calculated from the District Plan zoning for the subdivision for the greatest flow possible from the catchment in question, and shall be to the Engineer’s approval. Specific calculations are to be carried out using the following data.

6.3.1 DOMESTIC FLOW

Average sewage flow = 220 litres per head per day Number of persons per house = Three point one (3.1) Number of houses per hectare (gross) = 15 Peak Flow factor = Four (4) times daily average sewerage flow Minimum velocity = 0.7 metres per second Note: Velocities shall be calculated with due allowance for the proportional depth of the

flow in the sewer. 6.3.2 INDUSTRIAL FLOW

Specific design will be required within each Industrial Subdivision. However, to assess the future upstream flow, the following will be used: Average sewage flow = 40 litres per second per 100ha. Peak flow factor and velocities: As above.

6.3.3 PIPE SIZES

In no case shall a sanitary sewer main be less than 150mm internal diameter.

6.4 GRADIENTS

Pipe gradients shall be determined using the graphs included in the Standard Drawings. Specific approval from the Engineer is required and should be obtained prior to the submission of detailed design of the maximum of minimum gradients shown in Table 6.1 are exceeded.

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The minimum co-efficient of roughness used in flow calculations shall be, k = 1.5mm. Table 6.1: Minimum Pipe Gradient for Different Pipe Diameters

Pipe Diameter (mm) Minimum Gradient (%) 100 150 200 225 300

1.67 0.75 0.50 0.43 0.30

These gradients shall be subject to Clause 6.3 above and are for full pipes. Where the velocity and gradient limits cannot possibly be complied with, the Engineer may

require certain additional works to ensure satisfactory operation of the system. 6.5 PIPES AND FITTINGS – MATERIAL

All pipes and pipe fittings shall comply with the relevant New Zealand, British or Australian Standard. All fittings shall be of the type specifically designed for use with the pipe in which they are inserted. No fabricated fittings, adaptors, end seals, etc, shall be used without permission from the Engineer. Unless specified by the Engineer, solvent cement jointed pipes shall not be used for the construction. The following pipes may be used on sanitary drainage works: Vitrified Clay Pipes and Fittings: shall comply generally with AS 1741:1991 or BSEN295-1:1991. This included BAND SEALING COUPLINGS, previously to BS 65:1988. Polypropylene Inspection Chambers, previously to RS 65:1981. Polypropylene sleeve incorporating elastomeric sealing rings to BS 2494:1986. G.R.P Fabrication: Glass-Fibre Reinforced plastic materials shall comply in general with AWWA C950 for buried fibreglass pipes. uPVC Gravity Pipes: shall comply with NZS 7649:1988 uPVC Pressure Pipes: shall comply with NZS 7648:1987 Concrete Lined Spiral Welded Steel Pipes: shall comply with NZS 4442:1988 Flanges shall be to BS 4” 1989, BSI 0 Table D. Welded Steel Pipes and Fittings: Welded steel pipes and fittings shall comply with the requirements of NZS 4442:1988. Bends and Junctions and Specials: shall be of a proprietary manufacture complying in all respects with the requirements of the relevant New Standard unless specified or approved in writing by the Engineer. Manhole Frames and Covers: These shall be of the Rotorua District Council’s “Standard Heavy” pattern. Refer Standard Detail Drawing.

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Cast Iron Fittings: Cast iron fittings shall have a minimum Class C rating unless otherwise specified and purchased from an approved supplier. Ductile Iron Pipes and Fittings: Ductile iron pressure pipes and fittings shall comply with AS 2280:1986 and unless otherwise stated have a minimum Class K9 rating. Ductile iron non-pressure pipes and fittings shall comply with BS 4772:1980. Unless otherwise stated all pipes and fittings shall be coated with bituminous paint. Rubber rings for joints shall comply with AS 1646:1984. Rubber Rings for Pipe Joints: (excluding ductile iron pipes) shall comply in every respect with BS 2494:1976 and amendments. Rings of any size delivered to the site shall have been moulded at the same factory. Only an approved water soluble lubricant shall be used for jointing pipes. Mineral based grease shall not be used. H.D.P.E Pipes: All materials supplied shall be in accordance with NZS 7604:1981 and be purchased from an approved supplier.

6.6 VALVES AND FITTINGS

Valves and fittings shall be installed and fixed in accordance with accepted practice and the manufacturer’s recommendations. The position of all valves, fittings and bends shall be marked by the Subdivider by an approved method adjacent to the fitting at the time of backfilling. No fittings are to be backfilled until approved by the Engineer. All connections to uPVC shall be by purpose made tees and under no circumstances will the use of tapping bands or the like be permitted. Unbalanced thrust in the vertical plane resulting from sharp changes of grade, sufficient to warrant special bends, shall also be provided against. Upward thrust shall be countered by special anchors to the Engineer’s approval. Downward thrust shall be countered by thrust blocks at least 200mm thick on the firm bottom of the trench with a minimum ground bearing area of 400 x 400mm.

6.7 FLANGE JOINTS

The faces of flanges shall be perfectly clean before jointing and the joints shall be made with approved rings of insertion rubber not less than 1.5mm thick. The nuts shall be carefully tightened in opposite pairs until the joint ring is only just sufficiently compressed between the flanges to ensure water tightness at test pressure.

6.8 CONCRETE

All concrete shall be in accordance with NZS 3101:1982 and the New Zealand Building Code. All concrete shall have a minimum crushing strength of 20 Mpa at 28 days except where specified differently.

6.9 PIPE LAYING AND JOINTING 6.9.1 GENERAL

No pipe laying shall be commenced until the foundation in the trench has been inspected and passed by the Engineer.

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Only competent workmen shall be employed on pipe laying. The Engineer reserves the right to require that workmen who in his opinion are not suitably qualified to be taken off pipe laying. The handling, laying and jointing of pipes shall be in accordance with the relevant New Zealand Standards and to the respective manufacturer’s recommendations. All pipes and fittings are to be thoroughly inspected for soundness and if found defective shall be removed from site. Suitable slings or other tackle shall be provided to lower the pipes into the trench. All pipes shall be inspected prior to laying and defective pipes marked and removed from the site. The spigot ends of the pipes and inside of couplings shall be thoroughly cleaned and all lumps, blisters and coatings shall be removed. Rubber rings shall be free from dust, dirt and grease. Joints shall be made in accordance with the manufacturer’s instructions and to the satisfaction of the Engineer. Pipes shall be laid on straight grades or in smooth curves provided that the manufacturer’s recommended maximum deflection angle is not exceeded. Where greater curvature is required, special bends shall be used. Such special bends shall be separated by at least one full pipe length. Laying of uPVC pipe shall comply with NZS 7643:1979 and NZS 4451:1986. The deflection of rubber-ring jointed uPVC pipe shall not exceed 300mm per 6 metre length (ie 3 degrees per joint). Approval must be received from the Engineer prior to any gravity line being laid in a curved fashion. Pressure pipes with flexible joints may be laid around horizontal or vertical curves where the deflection angle at each joint does not exceed that specified; for any sharper angles, fabricated bends shall not be used. Where it is necessary to cut pipes, they shall be cut true, square and free of blemishes by means of an approved cutter or hacksaw. Where pipes have to be turned down after cutting this shall be done with an approved turning tool. During the course of the work, every endeavour shall be made to exclude foreign matter from the pipe work. To this end, all temporary openings such as pipe ends, fittings, etc shall be effectively covered with approved blank caps and flanged throughout the work and all pipes shall be inspected and cleaned as pipe-laying proceeds. At the completion of the work all pipe work is to be sealed with the pipe manufacturer’s blank end caps where directed by the Engineer. During the course of the work, the Subdivider shall take all necessary precautions to exclude stormwater from the pipeline trench and backfill and shall leave the trench in such a form as to minimise future erosion of the works.

6.9.2 CONSTRUCTION The construction of all underground sewers must conform to the requirements of NZS 4452:1986 ‘Code of Practice for the Construction of Underground Pipe Sewers and Drains’ and the requirements of these Standards, the latter to take precedence over NZS 4452:1986. All pipes shall be tested and conform to the High Pressure Air Test.

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6.9.3 BEDDING Where unstable or unsuitable material (eg rock) is encountered in the bottom of the trench prior to pipelaying the material shall be undercut either until suitable material is reached or until the Engineer considers a suitable foundation can be achieved and lay pumice, metal or concrete as the Engineer directs. Normal bedding shall be Type C as detailed in NZS 4452:1986 except where the gradient is steeper than ten percent (10%) in which case concrete bedding shall be used and in accordance with the Standard Drawings. Where pipes are subject to special loading, eg traffic embankments etc or other particular circumstances, the proposed method of bedding is to be approved by the Engineer prior to construction. Care shall be taken to ensure that the pipe is supported continuously along the barrel and not on the socket; a chase shall be excavated in the bedding to accommodate any socket or fitting. The bedding material used shall be selected granular non-cohesive material approved by the Engineer, with moisture content appropriate to the degree of compaction specified. The maximum particle size shall generally not exceed 10mm. The presence of an occasional particle between 20mm and 40mm is acceptable provided that the total quantity of such particles is less than five percent of the whole. If particles over 40mm are present, the material shall be rejected. The excavated material, if free from rock and well broken up by the trencher, may provided a suitable bedding material. Where in excavation, boulders or more than 100mm dimension are encountered, the excavation shall be carried out at least 75mm below the normal depth and made up with suitable bearing materials.

6.9.4 PIPELAYING

Laying pipes by Lasers will be preferred but it will be necessary to check the accuracy above ground of any such equipment. Invert levels of all manholes shall be checked to ensure that work is proceeding according to design grades and alignment. Pipes shall be laid commencing from the downstream end with the collars pointing upstream. Any variation must have approval of the Engineer.

6.9.5 CONCRETE SURROUND Where encasement or bedding is required, 17.5 Mpa concrete shall be used and the work shall be in accordance with the standard drawings. The Engineer will specify when a concrete surround is required. uPVC pipe shall not be encased or bedded with concrete unless specifically directed by the Engineer.

6.9.6 FELXIBILITY OF ENCASED PIPES

Where pipes are bedded, capped or surrounded in ordinary grade concrete, provision shall be made for breaking the concrete at each pipe joint to preserve the flexibility. This can be done by inserting a piece of ‘soft board’ into the wet concrete at the time of pouring.

6.9.7 THRUST BLOCKS Cast in situ thrust blocks shall be provided at all bends and tees to the sizes shown in the Standard Drawings. All thrust blocks shall be poured against trimmed natural ground. The concrete is to be separated from the uPVC, HDPE or ABS by a material such as malthoid,

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approved by the Engineer. This material shall prevent any bond forming between the pipe and the concrete. Concrete shall not encase more than 135 degrees of the pipe diameter.

6.9.8 COVER Cover to pipes shall preferably be not less than 750mm in roads or 600mm in driveways, berms, gardens or footpaths. Exceptions will be allowed where absolutely necessary. The width of the excavation shall be the minimum required to permit reasonable access for laying, jointing and installing fittings and shall comply with NZS 7643 for uPVC pipes or otherwise in accordance with the pipe manufacturer’s recommendation. The bottom of trenches are to be trimmed where necessary and the depth may have to be varied through local undulations to provide reasonably uniform grades, but in no case shall the cover be less than that stipulated above except with the express permission or instruction of the Engineer. Additional depth of excavation may necessary through “over-vertical” or summit curves to ensure that the minimum specified cover is maintained throughout.

6.9.9 PIPES THROUGH WALLS Where the pipes pass through walls, the joints shall be watertight. Extreme care shall be taken that the pipe is free of all dirt and grease. All pipes through walls shall conform to the appropriate Standard. All uPVC sewer pipe shall be connected to concrete structures via a proprietary uPVC manhole connector supplied by the pipe manufacturer.

6.9.10 PIPELAYING BELOW WATER Should water appear in excavations, it shall be kept down below the level of the joints and bedding by the appropriate means of either a side channel and pumping or well jointing. All wells or sumps shall be sunk and pumps fixed so as not to interfere with the work of bedding, laying and jointing of the pipe. Should the Subdivider fail to take adequate steps to keep the sub-soil water down, or should the Engineer consider the methods adopted by the Subdivider are endangering or damaging the bedding or pipe, the Engineer shall advise the Subdivider and may require pipes and bedding to be relaid when methods acceptable to the Engineer are in place. All care shall be taken to ensure that no completed lines are subject to floating. Any pipelines which float are to be relaid. The cost of relaying shall be borne by the Subdivider. Where the bedding material is soft, wet or spongy and in the opinion of the Engineer, is not satisfactory for the laying of pipes, the Subdivider shall supply approved free draining material (eg basecourse) to stabilise the bedding. In the event of infiltration being detected after laying pipes through subsoil water areas, the Subdivider shall locate and repair the defects causing the infiltration.

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6.9.11 BACKFILLING 6.9.11.1 General

Where the Engineer so requires, unsuitably excavated material shall be replaced by quarry strippings or other approved material. No backfilling shall be done until the laying, jointing and haunching of the pipeline has been approved for backfilling by the Engineer. Backfilling shall be carried out as soon as possible after the pipeline has been approved for backfilling. Material shall be carefully placed and not dropped and shall be well compacted in layers by approved mechanical means.

6.9.11.2 Haunching

The maximum particle size shall generally not exceed 10mm. The presence of an occasional particle between 20mm and 40mm is acceptable provided that the total quantity of such particles is less than five percent of the whole. If particles over 40mm are present, the material shall be rejected. Re-excavated material, if free from rock and well broken up by the trencher, may provide a suitable bedding material. Haunching of the surround to half barrel height shall be carried out after the pipe has been laid on the bedding and inspected and approved by the Engineer. The bedding material, except when otherwise directed, shall be used for the haunching which shall be well compacted by hand tamping in layers not exceeding 150mm. Material at the sides of the pipes shall be compacted to 90% of the optimum density before placing excavated or imported materials over the pipe.

6.9.11.3 Initial Backfilling

The initial backfilling will be carried out over the haunching to a maximum height of 150mm above the top of the pipe with selected fill approved by the Engineer and this shall be compacted in layers not exceeding 150mm. The initial backfilling and haunching shall be by the same method regardless of the location of the sewer, ie whether under road reserves or in lawns, gardens etc.

6.9.11.4 Final Backfilling

Final backfilling shall be carried out above the initial backfilling with excavated or other approved material. Layers shall not exceed 150mm in road reserve or private driveways nor exceed 500mm in lawns, gardens, etc and shall be compacted mechanically. No mechanical compaction shall be used until the pipe is covered by the pipe manufacturer’s recommended depth of material.

6.9.11.5 Compaction Requirements

In all cases compaction will be carried out in accordance with Sewerage Reticulation and Disposal Facilities Drawing, SS-01. NOTE No backfilling shall be compacted to a lesser standard than the undisturbed

ground immediately adjacent to the trench of structure.

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6.9.11.6 Backfilling in Carriageways

Where pipes are laid across existing or proposed roadways the backfilling must be in accordance with the following: (a) A minimum of 150mm above the pipe is to be selected compacted material to act as

a cushion. (b) The remainder of the trench to within 125mm of the surface shall be backfilled with

suitable compacted material placed in layers not exceeding 150mm as specified above.

All trenches within existing formed carriageways shall be reinstated as per the requirements of the Rotorua District Council Street Opening Specifications booklet. In particular the finished reinstatement level must match the existing level. 1. Hotmix must be joint sealed to hotmix with an approved sealer. 2. Hotmix must overlap chipseal by 100mm. 3. First coat chipseal to butt to edge of existing seal. Second coat chipseal must overlap

existing chipseal by 100mm. 6.10 CONNECTIONS 6.10.1 GENERAL

All connections, whether into reticulation lines or into manholes shall be sealed by a factory manufactured stopper fixed with a rubber ring. Connections shall conform to the details in the Standard Drawings. A chamber can only be used at the end of a lateral just inside the boundary on private property if the depth from the invert on the outlet pipe to the ground level will not exceed one metre. It can be used at the end of a public drain if the depth of the invert on the outlet pipe will not exceed one metre from the ground surface, or to the satisfaction of the Engineer. The existing sewer main and inspection chamber or manhole shall be protected by a memorandum of easement in favour of the Rotorua District Council.

6.10.2 BRANCH CONNECTIONS

Where lengths of 100mm diameter branch connections are included in the works, these shall be constructed of Vitrified Clay or uPVC pipes. All specification clauses relating to trenching, excavation, pipe laying, backfilling etc shall apply to the construction of these lines.

6.10.3 POSITION OF LATERALS TO PROPERTIES

All households shall be provided with an individual connection. The connection shall extend 0.5m into the body of each lot.

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6.10.4 CONNECTIONS TO PIPELINES

Connections and junctions to the main shall be accomplished as detailed in the Standard Drawings. The level of the connection will be constructed to terminate at the level appropriate to service the building site.

6.10.5 SADDLING

Saddling of pipes for connections will not be permitted unless with specific approval of the Engineer. Saddles shall only be allowed where manufactured junctions cannot be obtained, and must be of an approved pre-manufactured type installed to the manufacturers specification.

6.10.6 MARKER POSTS

The termination of a house connection shall be marked by a 50mm x 50mm treated timber (treated pine or better) marker post painted red. This post shall extend from the pipe end to at least 300mm above the finished ground level. Posts shall be supplied by the Subdivider at his expense. The posts shall be inserted at the time of installation of connection and not driven into the ground after backfilling has been completed. Connections shall be accurately indicated on ‘As-Built’ plans.

6.10.7 EASEMENTS

Where a public sewer is laid within private property, it shall be protected by an easement in favour of Council and of sufficient width to allow practical access for maintenance, and shall be not less than 3.0m wide.

6.11 MANHOLES 6.11.1 GENERAL

Manholes shall be provided at every change of direction, at every main junction, at every change of gradient, at distances apart not exceeding 100 metres and at the end of every line except where approved by the Engineer. Manholes and access points shall not be located in stormwater ponding areas and in overland flow paths. In the event this is unavoidable, the affected manhole/access point shall be specifically designed to preclude the ingress of surface and groundwater. The specific design shall include an approved mechanical sealing arrangement between the cover and the frame.

6.11.2 SHALLOW MANHOLES

Where the depth to invert of the manhole is less than one (1) metre and it is serving less than four houses a shallow type manhole may be constructed with a minimum diameter of 500mm. In all cases, shallow manholes shall be of sufficient dimension to allow full benching.

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6.11.3 STANDARD MANHOLES

Where the depth to invert exceeds one (1) metre and where inlet and outlet pipes are 600mm diameter or less, the Standard Manhole is to be constructed. For pipes greater than 600mm diameter, each manhole will have to be individually designed and approved. Cast-in-situ manholes shall be constructed in accordance with the Standard Drawings. Precast manholes shall consist of 1050mm diameter Class X flush jointed pipes with holes precast into the walls for steps irons. Prior to jointing, the recess at the joint shall be filled with an approved jointing compound such as R.B.200 in order to prevent leakage at the joint. In country where the water table is high or where directed by the Engineer, joints between sections and between manholes and lid shall be effected using approved jointing “clips”. A flexible joint shall be located either side if the manhole not more than 300mm from the manhole’s outer wall. No precast units shall be permitted to bear directly onto any pipe. An additional flexible joint shall be located not more than 800m from the wall of the manhole, (or in accordance with the Standard Manhole Drawing where the pipe size exceeds 375mm in diameter) where ground conditions indicate a settlement of 25mm of more is likely or when directed by the Engineer. These pipes shall be supported by an extension of the floor concrete to a point just short of the joint. This applies to both mains and laterals. If the manhole is less than 2 metres deep and not located in the carriageway, then a single flexible joint is acceptable. In areas where geothermal conditions could cause concrete decay as determined by the Engineer, GRP or HDPE manholes will be required. Prior to installation the contractor shall submit drawings showing the position of the inlets, outlets and overall dimensions, for approval by the Engineer.

6.11.4 STEP IRONS Where manhole depths exceed one (1) metre, step irons shall be provided to conform with the Standard Drawings. The step irons shall be constructed from 20mm diameter mild steel, hot dipped galvanised with a coating of not less than 400 grams per square metre. All step irons shall have “stepped” irons. In thermal areas where approved by the Engineer, ladders or step irons are not provided.

6.11.5 MANHOLE LIDS AND COVERS Standard manholes shall conform with the following: Table 6.2: Standard Manhole Specifications

Location Type of Cover Thickness of Lid Slab

Dia. of R/Steel in con. Cover

In all situations Cast iron heavy M.H cover 500mm dia.

clear opening

150mm 12mm dia. at 150mm centres

Castings shall be in accordance with the weights shown on the Standard Drawings. The use of lid rings on the top slab shall be limited to a maximum height of 200mm.

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6.11.6 DROP JUNCTIONS

Where the fall in a manhole exceeds 500mm, a drop connection is required in accordance with Standard Drawings. Where the fall is less than 500mm but greater than 200mm, falls shall be constructed as ramps for the incoming pipe to the channel invert. External drops shall be used on 150mm or greater diameter lines unless otherwise directed by the Engineer.

6.11.7 MANHOLES ON UNSUITABLE FOUNDATION MATERIAL

Where a manhole is to be constructed on unsuitable foundation conditions, the area under the manhole shall be undercut down to solid ground or until suitable conditions are reached and backfilled up to the underside of the manhole base with hardfill.

6.11.8 FALL THROUGH MANHOLES

Where there is a change of direction in a manhole, the loss of velocity at change of direction must be compensated for by a drop of 10mm plus 3mm for every 15° of change of direction. This applies for velocities up to 1.2 metres per second. For higher velocities: Drop = 10mm + (Angle of Deviation x V²mm) 7.5 The minimum fall allowable is 15mm. Where an increase in pipe size occurs, the soffit/s of the inlet/s shall not be lower than the soffit of the outlet. This will also apply to multiple inlets subject always to the requirement for minimum fall through the manhole in respect of each pipe.

6.11.9 BACKFILLING AROUND MANHOLES

Backfilling around manholes in road reserves and private driveways shall be carried out with selected fill or other approved material which shall be compacted in layers not exceeding 150mm and in lawns, gardens, etc not exceeding 500mm.

6.11.10 PRECAST LIDS

Standard precast reinforced flat lids of a minimum of 150mm thickness shall be used. The opening shall be located as shown on the standard drawings.

6.11.11 PRECAST RISER SECTIONS

Precast concrete riser sections shall be manufactured to the requirements of NZS 3107:1978 Precast Concrete Drainage and Pressure Pipes. The standard precast risers shall consist of circular sections with nominal internal diameter of 1050mm and wall thickness shall be in accordance with NZS 3107:1978 Class X pipes unless otherwise specified.

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6.11.12 MANHOLE BENCHING

Benching in manholes shall be concrete rendered and trowelled smooth with a steel tool and neat cement. Inverts to manholes shall be made smooth and true to grade with flow channels neatly curved at changes in direction or the pipelines or at junctions. The practice of utilising a half round pipe to form the channel is permitted on manholes without any change of direction only. All channels shall be true to grade, properly shaped and constructed in accordance to the Standard Drawings. All connections to manholes shall enter by way of properly formed channels through the benching. All branch connections shall be curved in the direction of the flow and set to discharge above the invert of the main channel.

6.11.13 CAST-IN-SITU BASES

Cast-in-situ bases for manholes shall be a minimum of 150mm thickness and shall extend at least 150mm radially outside of the outer dimension of the manhole section. The base concrete shall be brought up to or over the connecting sewer pipes before the first riser section is placed. If required, the riser section may be recessed to fit over the connecting sewer pipe. The riser section may be placed before the base concrete has taken initial set and then carefully adjusted to alignment. A minimum 25mm gap between the sewer pipe and manhole riser shall be maintained to ensure no direct load is on the sewer pipe. The base concrete is to extend 150mm up the outside of the riser section.

6.11.14 PRECAST BASES

Shall comply with the Standard Drawings in all respects and shall be carefully placed on the prepared bedding so as to be fully and uniformly supported in true alignment. The openings for incoming or outgoing sewers shall be neatly broken out. Pipes shall be cast into the wall using Epar epoxy or similar compound to provide a firm water tight joint. Refer to clause 6.10.9 for joining uPVC pipe through walls.

6.11.15 FINISHES TO MANHOLES

The internal walls of the manhole shall be made smooth and free from joint gaps to the satisfaction of the Engineer. All joints that will allow grout to take hold shall be filled and made smooth. In particular, between risers manhole top collar (lid-rings) and frame and manhole top and risers. In addition, all internal, rough or protruding material left over from the casting process shall be removed by suitable means and made smooth to the satisfaction of the Engineer.

6.12 CLEANING EYES

Cleaning eyes may be constructed after obtaining prior approval in writing from the Engineer. They shall be constructed in accordance with the Standard Drawings.

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6.13 TESTING GRAVITY SEWERS AND MANHOLES 6.13.1 TESTING – GENERAL

The subdivider shall supply all equipment required to carry out the tests. All pipes should be pre-tested by the Subdivider before testing in the presence of the Engineer. All sewers shall be visually inspected for joints and bedding at the as laid condition. No joints may be covered until the pipeline has been approved by the Engineer. Open trench testing may be used for the interim acceptance of a pipeline but shall not be used as a basis for final acceptance. The tests will be carried out in the presence of an Engineer upon receipt of 24 hours notice from the Subdivider. The first test will incur no charge from Council. In the event of this test failing, any further tests on the same line will be charged at cost.

6.13.2 INFILTRATION TEST

If the groundwater level is above the buried pipeline, a test for infiltration will be carried out in accordance with Clause 402.15.2 of NZS 4404:1981, ie: Total Infiltration in any portion of a Sanitary Sewer shall not exceed a rate of 600ml per 25mm of pipe diameter per 1000m of pipe in 5 minutes. The source of any observed infiltration shall be investigated and any defect discovered repaired.

6.13.3 LAMPING/INSPECTION

All sewers shall be lamped to check trueness of alignment and grade and that they are free from obstructions and joint defects. Final acceptance will be based on the above test carried out after all backfilling has been completed.

6.13.4 HIGH PRESSURE AIR TEST

Note: This will supercede clause 11.5 of NZA 4452:1986. Code of Practice for the Construction of Underground Pipe Sewers and Drains. Method The completed pipeline shall be effectively plugged and air introduced until the required internal pressure is reached. After the air inside the pipe has attained a uniform temperature, as indicated by the pressure becoming steady, the supply of air shall be disconnected and the pressure checked and again measured after the test period of five minutes. Pressure will be measured by means of a suitable gauge marked in graduations of 1kPa. Test Pressures The aim is to submit the pipe to an internal pressure equivalent to 2.5m head of water greater than the external pressure. Thus the test pressure will vary according to the surrounding Ground Water Level (G.W.L).

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As 1m head of water is equivalent to 10kPa, the initial test pressure shall be 25kPa when pipes are laid above G.W.L. The allowable drop in pressure after five minutes will be 7kPa. For every 0.5m below G.W.L, these pressures will increase by 5kPa. (See table below). Table 6.3: Test Pressures for Gravity Sewers

Location of Pipe Invert Relative to G.W.L (m)

Initial Test Pressure (kPa)

Minimum allowable Pressure after 5 min (kPa)

Above G.W.L 25 18 0 – 0.40m below 30 23

0.5 – 0.99m below 35 28 1.0 – 1.49m below 40 33 1.5 – 1.99m below 45 38

The inspection procedure will be recorded on the standard form “Record of Sewer

Inspection” by the Engineer. One copy shall be handed to the Subdivider or his representative and one copy shall retained by the Engineer inspecting the work.

6.13.5 WATER TEST

The test shall be carried out in accordance with NZS 4452:1986 clause 11.3.

6.13.6 TESTING OF MANHOLES

Manholes may be tested for water tightness by filling for 30 minutes. The allowable loss shall not exceed 1 litre per metre depth. Care must be taken that undue pressure is not put on any of the downstream sewer while this test is taking place.

6.14 PRESSURE LINE TESTING

The subdivider shall be responsible for testing all lines and fittings and for providing all the necessary equipment, water and materials for such testing. All pipes and fittings shall be subject to a pressure test after laying, jointing and are covered with backfill. The section to be tested shall be capped or flanged off at either end. The blanked off ends and all bends, tees, etc shall be securely strutted or otherwise prevented from movement before applying any pressure. The subdivider shall provide means of bleeding air from both ends of the pipeline where directed by the Engineer. Pipes shall be slowly filled with water allowing all air to escape and left for 24 hours to allow any take-up. The pressure shall then be slowly raised by means of a pump to test pressures indicated below. The test pressure shall be measured at the lowest point of the line under test and for steel pipelines shall be maintained for a period of 30 minutes during which time the leakage shall not exceed 750ml per 100mm of pipe diameter per kilometre of pipe. Testing of uPVC pipe shall be in accordance with the requirements of Section 9 Procedure B of NZS 7643:1979, except for pipes of diameter less than 100mm. N.B which shall be tested in accordance with Procedure A. Test pressures shall be as tabulated below:

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Table 6.4: Test Pressures for Pressure Lines

Test Pressure Class of Pipe Metre Head KPA Class B uPVC 90 900 Class C uPVC 135 1350 Class D uPVC 180 1800

Any faulty pipes, joints or fittings shall be replaced by the Subdivider and the line retested. All pipes are to be tested so that the specified test pressures are achieved but not exceeded in such lengths of pipe as may be approved by the Engineer. All pipes shall be pretested by the subdivider before testing in the presence of the Engineer. Should any section of pipe fail this latter test, the cost of attendance by the Engineer at the subsequent test or tests shall be charged at cost. Test sections shall not be longer than 1000 metres.

6.15 SEWAGE PUMPING STATIONS 6.15.1 GENERAL

Sewage Pumping Stations shall be vested in the Rotorua District Council. Model Pumping Station drawings are available from Council. Sewage Pumping Station design shall be subject to the Engineer’s specific approval and shall meet the following general requirements: 1. The electrical control cabinet shall be above ground level and shall be to Rotorua

District Council design and specification. 2. The pump well shall be underground and have lockable aluminium lids.

3. Pumps shall be “Flygt” 3 phase submersible type design for each to take the full flow

and be capable of passing a 75mm diameter solid.

4. There shall be a minimum of two pumps in all pump stations.

5. Valve chambers shall be below ground level, attached but separate from the pump well. Provisions shall be made to bypass the pumps in case of breakdown. Non-return valves shall be ball-valves full-bore opening. Valve chambers shall have lockable aluminium lids.

6. The capacity of wet-well between start and stop levels shall be such as to limit pump

starts to no more than ten per hour.

7. Residential Pump Stations shall be designed for a peak flow rate of 1m³ per person per day in the fully developed catchment. Other Pump Station’s capacity will be subject to specific design and must be approved by the Engineer.

8. All pumps chambers shall have a single inlet pipe.

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6.15.2 DUTY

Pumps shall be controlled so that while one pump is acting as duty pump, the other is on automatic standby. The switchboard configuration shall allow the duty sequence to be interchangeable remotely via the District Council Telemetry System.

6.15.3 EMERGENCY PROVISIONS

Pump Stations shall have emergency storage in case of mechanical or electrical failure or blockage of the pumps or rising main. The storage must be located at such a level as to prevent overflow from any manholes, gully traps, pump station lids or any other outlet from the system. Emergency storage capacity equal of eight (8) hours at the design average daily 220 1/c/d flow is to be provided. All stations shall be constructed with a standard plug for the connection of Council’s Mobile Generator. All pump stations shall have an approved and controlled overflow system which discharges in such a manner to ensure maximum storage is used prior to discharge.

6.15.4 SITE

The actual site of the pumping station shall be on a separate lot with an accessway (if required) to a formed road. Resource Consent may be required for the construction and installation and where necessary must be obtained by the Developer prior to the commencement of Engineering Works. The site shall be developed to prevent entry of surface runoff into the station.

6.15.5 TELEMETRY MONITORING SYSTEM

The Telemetry system shall be compatible with Council’s existing system, include an approved radio link and be subject to approval by the Rotorua District Council.

6.15.6 POWER SUPPLY

The power supply to the station shall be underground.

6.15.7 WATER SUPPLY

A 25mm water supply shall be provided to the immediate vicinity of the Station. The supply shall be fitted with a backflow preventor in accordance with the requirements of the Building Act and the Engineer. The supply shall also be fitted with an approved meter.

6.15.8 ACCESS

Permanently surfaced vehicle access and manoeuvring areas shall be provided to the station.

6.15.9 FENCING

The area around the pumping station shall be fenced to the Engineer’s satisfaction Council shall not become responsible for fencing costs.

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6.15.10 TYPICAL DESIGN

A typical design of a pumping station is included in the standard drawings.

6.16 TREATMENT PLANTS 6.16.1 GENERAL

In special cases where a Treatment Plant is required, the subdivider must construct a Plant to a design that is satisfactory to the Engineer, the Regional Council and the Medical Office of Health. The design must have the prior approval of the above. Resource Consents may be required and where necessary, must be obtained by the subdivider prior to the commencement of any Engineering works within the subdivision. Any consents shall be obtained by the subdivider.

6.16.2 POWER SUPPLY

The power supply to the Plant must be underground.

6.16.3 WATER SUPPLY

The Treatment Plant is to be provided with a water supply in the immediate vicinity. The supply shall be fitted with a backflow preventer.

6.16.4 ACCESS

Sealed vehicle access and manoeuvring areas must be provided to the Plant.

6.16.5 FENCING

The area around the Plant must be fenced and provided with a suitably locked gate, all to the Engineer’s satisfaction.

6.16.6 SITE

The actual site of the Plant shall be on a separate lot with access to a formed road. After the Plant has finished operating it must be removed and the area may revert to any suitable site the subdivider may stipulate. In certain cases, specific conditions will be set by Council resolution at the time of the subdivision consent approval.

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STANDARD DRAWINGS - SEWERAGE RETICULATION AND

DISPOSAL FACILITIES

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SS 01 - Trench Reinstatement Standards – Carriageway and Footpath

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SS 02 - Chart for Hydraulic Design of Sewers

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SS 03 - Sewerage Pipe Flow – Co-efficient of Roughness

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SS 04 - Pipe Bedding Detail

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SS 05 - Sewer Connections

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SS 06 - Sewer Connection – Depth Less Than 2.5m

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SS 07 - Cleaning Eye

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SS 08 - Standard Manhole

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SS 09 - 500mm Heavy Duty Manhole Cover and Frame

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SS 10 - Manhole Components

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SS 11 - Internal Drop Connection for 100mm Diameter Pipes

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SS 12 - External Drop Connection for 150 and 225 Diameter Pipes

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SS 15 - Thrust Block Details

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SS 16 - Polypropylene Inspection Chamber

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SS 17 - Trade Waste Pre-Treatment Device for Automotive Wastewaters Schematic Diagram

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SS 18 - Trade Waste Grease Trap – Pre-Treatment Device for Food Industry

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SS 19 - Trade Waste Sampling Inspection Chamber

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SS 20 - Car and Vehicle Wash – Without Roof

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SS 21 - Car and Vehicle Wash – With Roof

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SS 22 - 500mm Heavy Duty Replacement Lid for Heavy Traffic Areas

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WATER SUPPLY AND RETICULATION

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7.1 EXTRACTS FROM THE DISTRICT PLAN Refer Appendix 17 Subdivision and Development Standards – Utility Services: Water Supply and Reticulation

7.2 DESIGN REQUIREMENTS

All new reticulation should be designed to last 50 years, an exception may be granted to this requirement in exceptional circumstances (e.g. in geothermal areas). The system shall provide sufficient water at fire hydrants to comply with the current Fire Services Code of Practice for the class of development proposed plus the daily average domestic demand or any other demands where those in total exceed one third of the appropriate fire demand. For purely residential subdivisions, this shall be 25 litres per second from each hydrant at a minimum running pressure of ten (10) metres head. For the purposes of preliminary design, it may be generally assumed that water is supplied into the reticulation at a minimum running pressure of thirty (30) metres head under conditions of maximum draw-off excluding any fire demand. This should be verified with the Engineer in peripheral and/or elevated areas. For other than residential subdivisions and developments, the developer shall meet the appropriate level of protection as specified by the Fire Service. The system shall be designed to provide a minimum thirty (30) metres head at the property boundary under conditions of maximum draw-off excluding any fire demand. In urban residential areas the following demands should be assumed. Average daily requirement per person: 240 litres per head per day Average number of people per dwelling 3.1 Number of houses per Ha (gross) to be the maximum allowed by zoning may be assumed to be 15 where unknown. Peak flow factor Four (4) times average daily flow. Rural, commercial and industrial areas shall be worked out on a case by case basis, subject to the approval of the Engineer.

7.3 ADDITIONAL RETICULATION REQUIREMENTS The Engineer may require an increase in the size or length of pipes used to meet further reticulation requirements or if the minimum running pressure of thirty (30) metres head is not available or where otherwise required to achieve a satisfactory supply pressure within the proposed reticulation. Where reticulation within a proposed subdivision can be altered to improve flows within the wider water network, the Engineer reserves the right to negotiate with subdivider to cost-share in the cost of extra works.

7.4 GENERAL REQUIREMENTS A water main fitted with fire hydrants and service connections to the street frontage of each lot is required on one side of all streets. A rider main with service connections to the street frontage to each lot is required on the opposite side of the street. Mains and rider mains are to be laid in the grass berm on the standard alignments specified in the standard drawings.

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Reticulation shall be designed to minimise pipework passing under road surfaces. Rider mains shall be looped so as to serve the maximum number of lots with the minimum number of road crossings. In the case of cul-de-sacs, the rider main will continue on standard alignment from the end of the larger main around the head of the cul-de-sac and up the other side of the street. Should an unreasonable length of rider main with no service connections be involved, the Engineer may agree to extra road crossings being involved. In the case of some routes, eg: dual carriageways, industrial developments, the Engineer may require fire mains to be laid in both sides of the street.

7.5 WATER MAINS In General all mains shall be uPVC in accordance with (AS/NZS 1477:1996) to PN 12 (Class D). No main on which a fire hydrant is installed shall be of lesser nominal diameter than 100mm. In certain circumstances the following pipes shall be used as an exception to using uPVC. HDPE (PE100) and MDPE (PE80B) pipe in accordance with AS/NZ 4130:1997 PN12.5 (Class D) can be used when thrusting. This is generally under carriageways. These may also be considered by the engineer for transfer mains. mPVC may be considered by the engineer for transfer mains. Ductile Iron in compliance with AS/NZS 2280:1999 ( class k9) or Cement Lined Spiral Welded Steel in compliance with NZS 4442:1998 shall be used when pipe is spanning any length or has to be exposed. The pipes shall also either be wrapped with “Polyken Synergy or YG111” or have an external “Black Jacket” HDPE sleeve applied to it in accordance with AS 1518. They may also be considered by the engineer if the cover is less than the minimum specified. The Ductile Iron when underground can be painted with a bituminous coating and wrapped with a loose polyethylene sleeve to AS 3680:1989. The sleeve shall be applied in accordance with AS 3681. All uPVC mains shall be laid using (NZS 7648:1987). Pipe joints shall be of the pipe manufacturer’s “z ring type” flexible joint or similar that seals better with increased pressure as approved by the engineer.. Tapping of mains must be done using approved tapping equipment. All watermains shall be laid with blue metallic watermain detector tape installed 300mm above the top of the main.

7.6 RIDER MAINS For normal construction works, rider mains shall be of Medium Density Polythylene Pipe (MDPE) (PE80B) PN12.5 (Class D) to NZS 7610:1991. Rider mains shall be connected to the supply main by means of a tee or tapped elongated gibault in accordance with the Standard Drawings.

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Where possible, rider mains shall be fed from both ends by connection to a larger main and the size of rider mains shall be governed by the following table: Table 7.1: Criteria for Rider Mains Size of Rider Main (Internal Diameter mm) Maximum number of services Single Feed Both Ends Fed 1 – 2 25 25 3 – 8 50 50 9 – 40 Not applicable 50

If, for any reason a rider main is reduced in diameter, the whole of the length of the rider main shall be assessed as if it was fed from one end only. In these requirements it is assumed that all service connections will be for normal 20mm internal diameter connections to all lots. Where special provision is made for larger supplies then larger rider mains may be required or special connections made to the principal main in the street. Such cases shall be subject to special approval. All ridermains shall be laid with blue metallic watermain detector tape installed 300mm above the top of the main.

7.7 SERVICE PIPES AND CONNECTIONS Connections may be installed as part of subdivision development onto new mains only. Connections onto existing mains shall be undertaken by an approved contractor only. Application shall be made to Council for all new connections and for change of use. The property owner or developer requiring the connection will make application to Council for the connection. The District Council will consider the application and advise the applicant of any conditions necessary. The consent and conditions of the consent will be provided to the applicant with a list of approved contractors able to undertake the works. The contractor is not to undertake any works without having received a copy of the letter of consent and consent conditions. Where service connections are required, the following standard applies: � Except for special large connection all lots shall be provided with an internal 20mm

service connection connected to the main by means of an approved tapping band (or tee on 20mm and 25mm pipes) and an angle ferrule of approved proprietary type.

� The body of rear lots shall be individually serviced by connection to the street frontage

with the connection points located off-set from the right of way and boundaries so as to be clear of the vehicle crossing.

� All service connections shall terminate with an Engineer’s approved manifold.

Manifolds shall be enclosed in a box in accordance with the Standard Drawings.

� All urban properties greater than 2000m², commercial, industrial and rural connections are required to be metered, a water meter of a type approved by the Engineer shall be included at the connection. Where the meter is of an approved type that is not a manifold

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meter a manifold is not required, however a gate valve is required prior to the meter. Metres and valves shall be enclosed in a box in accordance with the Standard Drawings.

� All rural, industrial and urban properties greater than 2000m² and other developments as

required by the Engineer shall be provided with an approved backflow preventor. These shall be boxed in accordance with the Standard Drawings. A test certificate shall be provided following installation.

� Where private firemain connections are required developers should contact the Utilities

Operations Section of the RDC for advice.

7.8 POSITION OF MAINS AND RIDER MAINS In new subdivisions all water mains shall be laid in accordance with the alignments shown on Standard Drawing RD02.. In established areas new watermains shall be laid as close as possible to the standard alignment.

7.9 VALVES Valves in mains shall be cast iron water works pattern sluice valves conforming to BS 5163:1986 NP 16. All valves shall be anti-clockwise closing unless stipulated otherwise. The use of light pattern valves will not be permitted. All valve joints shall be flanged. All valves shall be enclosed in a surface box set flush with the finished ground surface in such a way that the spindle is not more than 600mm below finished ground level and readily accessible to a standard valve key. Valves in rider mains shall be either sluice valves as above or gate valves. Gate valves shall be hand wheel operated and enclosed in a surface box flush with the finished ground surface. Gate valves shall have the hand wheel not more than 600mm below the finished ground level. Gate valves shall conform to NZS/BS 5163:1986 Class 150 or higher with non-rising stems. Valves shall generally be placed on all branches of each tee or cross and shall be sited adjacent to the flanged tee or cross at such other location as may be directed. Valves shall be located clear of the carriageway. The spacing of line valves on principal mains in any street shall not exceed 500m. Where possible, not more than forty (40) consumers on a main or rider main shall be isolated should the supply be shut down for maintenance purposes. Individual branch mains are to be valved at the tee or cross and all sections of interconnecting mains and riders are to be provided with isolation valves at each end. In no case shall more than three valves be required to isolate any section of the reticulation.

7.10 HYDRANTS A main in every street (100mm or greater in diameter) shall be provided with fire hydrants. These shall be clockwise closing the screw-down type and shall be the “tall” pattern and complying with BS 750:1984 or as otherwise approved by the Engineer. Hydrants shall generally be located at street intersections and near private ways. Hydrants shall be evenly placed between these points so that the maximum spacing does not exceed the requirements of the New Zealand Fire Service Code of Practice for Fire Fighting Water Supplies (135m in most cases). Hydrant locations in the CBD or Commercial areas are

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required to have a maximum spacing not exceeding 90m. All urban watermains are required to meet the requirements of the New Zealand Fire Service Code of Practice for Fire Fighting Water Supplies. In cul-de-sacs or other terminal streets or right of ways, the last hydrant at the end of the supply main shall be not more than half the maximum approved spacing from the head of the street and in no case more than 125 metres from the furthest building site on any allotment when measured along the route of travel. Hydrants shall be mounted on approved hydrant tees with risers, if necessary, so that the top of the spindle on the valve is between 115mm and 300mm below the finished surface level. A loose lid surface box shall be installed to enclose the hydrant in such a way that a standpipe and key can be fitted and the hydrant operated without obstruction. Hydrant boxes shall be aligned to show the direction of the main as per WS 02.

7.11 HYDRANT FLOW TEST Following completion of the pipe test and connection to the main supply, the Subdivider shall provide certification from an independent authority (eg: Fire Service) that each hydrant meets the required minimum flow for 95% of the time.

7.12 AIR RELEASE, DRAINING OF MAINS At all extreme high points or where excessive amounts of air may be trapped in mains and rider mains, shall be provided with a 20mm air release valve offset to a box above ground as shown on WS16 for the purpose of air release. Scour drains shall be provided at low points for draining purposes and at dead ends where the main is not large enough for a hydrant as approved by the engineer.

7.13 DEPTH OF MAINS AND RIDER MAINS The minimum depth of mains and ridermains from the finished surface level to the top of the pipe shall be shown in Table 7.2 below: Table 7.2: Depth of Mains Location Minimum depth of mains from the

finished surface level to top of the pipe (mm)

Mains under grass berms and footpaths 750 Under carriageways 900 Service pipes under grass berms and footpaths 500

NOTE: No service pipe shall be deeper than 500mm nor shallower than 400mm at the property boundary.

7.14 THRUSTING

Unless impractical or unsafe, thrusting shall be required under all carriageways and vehicle crossings; at intersections where there is a large number of existing services; and in areas with any extra-ordinary high quality paving surface.

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The minimum depths for thrusting are as follows:

Location Thruster Size Minimum Depth to Top of Pipe

Under carriageways All sizes 1 metre Under footpaths & verges House Connections

50mm – 110mm Over 110mm

600mm 750mm 1 metre

Water jetting shall not be permitted in Road Reserve area. A detection wire shall be wrapped around all thrust pipe 7.15 INDICATION

The policy for hydrant marking shall be in accordance with NZS: 4501:1972, except for the area of the CBD/Government Gardens, which may have special aesthetic requirements. There may also be requirements for raised pavement markers (RPM’s) where deemed appropriate by the Utilities Section of the Rotorua District Council. The policy for marking hydrants and valves is set out below. Hydrant Marking � All paint should comply with TNZ M/7-Y for Hydrant marking.

� All paint shall comply with TNZ M/7-W for Isolation/Sluice Valve marking.

� Scour valve box lids shall be painted pacific blue.

� All hydrants are to be marked in accordance with NZS 4501:1972 4.3.1 by an isosceles triangle painted on the road surface (where the road is sealed) adjacent to and pointing in the direction of the hydrant. The triangle is to have a base of 450mm and side of 600mm long, refer to Standard Drawing WS 04.

� All Valves are to be marked by an isosceles triangle painted on the road surface (where

the road is sealed) adjacent to and pointing in the direction of the Valve. The triangle is to have a base of 400mm and sides of 450mm, refer to Standard Drawing WS 04.

� Where access to the hydrant may be obstructed, i.e. Parked Vehicles, a circle must be

painted around the hydrant in accordance with NZS 4501:1972 4.2.1, 1200mm outside diameter with the line 100mm in width.

� Kerbs are to be marked with paint 450mm wide adjacent to the hydrant location and

with paint 250mm wide adjacent to Valve location. No kerb marking is to be carried out on coloured kerbing.

� Painted marker posts are to be located where there is no seal for marking or where there

is no kerbing. All rural areas shall require marker posts. They shall also be placed in any situation where hydrants may prove difficult to find. The marker posts are to be set vertically in the ground within 200mm of the street boundary.

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� Raised Pavement Markers (RPM’s) are to be used in Mamaku, CBD, industrial areas

and by schools to mark the location of the hydrants. The RPM’s are to be located on the hydrant side of the centreline.

In the CBD, Lakefront and Government Gardens – Special Requirements The following conditions apply for the marking of hydrants and valves in these areas: � No markings on kerbing or paving. � All hydrant covers to be painted yellow. � Valve covers are to be painted white in the road seal and grasses areas only. � Yellow triangles are to be marked in seal to indicate hydrant location. � Blue RPM’s to be located at the base of all yellow triangles. � Where median strips exist, yellow triangle markings and RPM’s will be located in both

lanes. � No white triangles indicating Valve locations on seal in the CBD or Government

Gardens.

7.16 PIPE FITTINGS Pipe fittings such as tees, hydrant tees, tapers, crosses, hydrant risers, caps, plugs and bends shall be as approved by the Operations Engineer, Water in the “Approved Fittings and Materials List” They shall also be to the general requirements of the relevant Standard. All pipe fittings shall comply with the dimensions of the line in which they are to be used. Flanges shall be drilled to BS 4504:1989 Table D. All fittings for use with uPVC pipe shall be moulded Ductile Iron fittings as produced by the pipe manufacturer to a pressure rating equal to at least that of the pipe used. In the case of specials, the Engineer may approve fabricated units of welded steel pipe complying with the specification for pipes of like material. All specials shall be of appropriate dimensions for fitting to the pipe line in which they are to be. Gibaults, tapping bands etc shall be of approved type and material. All valves, Tees and crosses shall be flange jointed. All bends adjacent to other fittings shall also be flanged. Isolated bends may be rubber ring jointed. Where hydrant Tees are adjacent to other fittings they shall be flanged. Where not adjacent to other fittings they may be rubber ring jointed. The arrangement of interconnected flanged and flexible jointed fittings is to be the approval of the Engineer.

7.17 SURFACE BOXES Hydrant boxes shall comply with NZS/BS 750:1984 and shall be Grade A. Hydrant boxes shall be loose lid type, cast iron and mounted on concrete sections supported on a firm foundation in accordance with the Standard Drawings so that no load can transfer to the pipe. Surface boxes shall be set flush with the finished surface level and aligned to show the direction of the main.

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Valve boxes shall be surrounded in concrete and mounted over the valve in accordance with the Standard Drawings and aligned to show the direction of the main, i.e. the longer side of the surface box shall be parallel to the main..

7.18 THRUST BLOCKS Cast-in-situ thrust blocks shall be provided at all bends, sluice valves, tees and crosses. All thrust blocks shall be poured against trimmed natural ground and placed in such a way that access to and removal of bolts on adjacent fittings is unimpaired. All sluice valves shall be provided with anchorage in accordance with Standard Drawings. Special requirements apply to the anchoring of uPVC lines and subdividers should refer to the manufacturer’s specifications.

7.19 PIPE LAYING Pipes shall be laid on straight grades or lines or on smooth curves without exceeding the manufacturer’s recommended deflection of the joints or, in the case of polyethylene pipe, the recommended curvature of the barrel. Where greater deflections are needed, formed bends shall be separated by one full pipe length unless flanged joints are used. A series of flexible joints in close proximity to each other will not be acceptable. The method of pipe laying and jointing shall be as recommended by the manufacturers for the type and class of pipe in use. All pipes shall be evenly supported over their entire length on suitable bedding material placed before the pipe is laid. Collars shall be placed in appropriate grooves in the bedding material so that the pipe is evenly supported over its full length. The open ends of pipes shall be kept covered to prevent the ingress of foreign matter and all pipes shall be inspected and cleared as laying proceeds. uPVC pipes shall be laid in conformity with the requirements of NZS 7643:1979.

7.20 BACKFILLING Cover material placed over each pipe for anchorage during testing shall be evenly spread along the trench length and compacted before backfilling commences. The backfill material around and to 150mm above the pipe shall be sand or 10mm down well graded gravel with no sharp edges and containing no plastic material. This initial layer shall be laid evenly along and around the pipe to a minimum of 150mm depth over the pipe and compacted by hand. Backfilling shall proceed in layers not exceeding 150mm depth with each layer being fully compacted as it is placed. Any unsuitable material removed from the trench shall be removed from the site and not used for backfilling. Any settlement of backfill shall be made good until the completed subdivision has been accepted by Council. Backfill in roadways shall conform with the appropriate requirements for roading. Blue watermain detector tape shall be installed 500mm above the top of the pipe. Refer to NZS 7643:1979 for the requirements for backfilling of uPVC lines.

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7.21 ORDER OF COMMISSIONING

Watermains shall be commissioned in the following order in accordance with 7.22, 7.23, 7.24 and 7.24. Where house connections are to be installed, they shall be installed first, then the watermain must pass the test as prescribed below. It shall then be “pigged” and disinfected before being connected to the live network.

7.22 TESTING Once service lines are installed, all new pipe work shall be slowly filled with water to remove all air and allowed to stand for twenty-four (24) hours under a static head of up to the intended working pressure. Any leaks found by visual inspection shall be repaired and the process repeated before testing commences. a) uPVC Pipelines to be tested shall be less than one kilometre in length and shall not

include any air valves. Testing against shut valves is not acceptable unless the open end of the valve can be observed. When the pipeline is ready for a pressure test the Engineer shall be given not less than twenty-four (24) hours notice in advance. All uPVC pipes shall be tested in accordance with NZS 7643: 1979 the code of Practice for the Installation of Unplasticised PVC Pipe Systems, Clause 9.3 using Procedure B. The Contractor shall slowly increase the pressure by means of a pump, and an approved pressure gauge (capable of accurately reading pressure changes of 1% of the test). Test pressure shall be 1½ times the maximum design working pressure of the line under test - But not less than: 110m head at the highest point along test pipeline and not more than: Class D – 150m at the lowest point along test pipeline For uPVC pipelines a successful test will be obtained when a visual inspection shows no evidence of leakage and the pressure drop does not exceed 10 percent of the test pressure after one hour, with allowance being made for pressure loss due to expansion and temperature change. These allowances shall be 4 kPa per hour for expansion and 3.5 kPa per 1° C increase in temperature. If a test is unsatisfactory the leakage must be found, eliminated and a satisfactory retest obtained before connection to the public supply.

b) Testing of MDPE Pipelines The selected test pressure for uPVC shall be applied to the test area and this pressure shall be maintained by additional pumping as required for thirty minutes.

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The pressure should then be reduced by rapidly bleeding water from the system to a nominal pressure of 300 kPa at the test gauge. Close the bleeding valve. The pressures shall then be recorded and plotted at the following intervals. 0-10 minutes @ 2 minute readings (5 readings) 10-30 minutes @ 5 minute readings (4 readings) 30-90 minutes @ 10 minute readings (6 readings) The pressure should be seen to initially rise. After the initial rise the pressure should either continue to rise or plateau due to the visco-elastic response of the MDPE. This shall then be considered a pass. If after the initial rise in pressure, the pressure falls, then this is indicative of a leak and shall be considered as failed. MDPE pipelines may be tested together with uPVC. If they meet the requirements as set out above for the testing uPVC pipes the test shall be considered a pass. Should the MDPE pipe fail the uPVC test, the MDPE test described above shall apply.

7.23 PIGGING

Prior to connection to the existing reticulation all mains (50 IDmm or greater) must first be pigged to remove any loose debris. The pig or swab is to be loaded into the main and forced along at velocities not exceeding 1.5 metres per second. It is envisaged that the mains can be purged through suitable hydrants and the drain valves. This work shall be repeated until all detritus has been removed from the mains, to the satisfaction of the Engineer. Providing care has been taken to keep the pipe interior clean during laying, one pass along the entire length of the main should be sufficient.

7.24 DISINFECTION All mains shall be fully disinfected prior to flushing in a manner approved by the Engineer. Chlorinated solutions used for disinfecting water pipe-lines shall be disposed of in the nearest sewer pipe-line after approval by the Wastewater Authority. Alternatively, the chlorinated solutions, may be disposed of at the Waste Water Treatment Plant septic tank holding tank after obtaining the approval of the Waste Water Treatment Plant Manager. Concentration of chlorine in the solution shall not exceed 30 parts per million at the time of disposal. The new reticulation shall be thoroughly flushed through a standpipe or other suitable tapping to remove all debris and any remaining chlorinated water. Flows through hydrants shall be measured to ensure that no obstruction remains in the pipelines. Where such obstruction is considered present, the lines shall be dismantled and cleared through fully open ends. Other alternative disposal methods may be approved in accordance with the “Rotorua District Council Hygiene and Disinfection Code of Practice for Water Supply Pipework” or at the discretion of the Utilities Operations Manager.

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7.25 CONNECTION TO EXISTING RETICULATION

After the system has passed the pressure test and been pigged , disinfected and flushed a connection to the existing distribution system can be made. Application for this connection shall be made, and once approved the work shall be done by an approved contractor in accordance with Rotorua District Council’s specifications for connections.

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STANDARD DRAWINGS - WATER SUPPLY AND RETICULATION

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WS 01 - Sluice Valve Installation

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WS 02 - Fire Hydrant Installation in Berms

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WS 03 - Screw Down Hydrant Box

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WS 04 - Valve and Hydrant Markers

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WS 05 - Rider Main Connection to Main

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WS 06 - Service Connections

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WS 07 - Heavy Duty Metered Connection

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WS 08 - Low Risk Backflow Preventer

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WS 09 - Cast Iron Toby Box

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WS 10 - Cast Iron Water Metre Box

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WS 11 - Light Duty Water Meter Box

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WS 12 - Valve and Hydrant Box

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WS 13 - Thrust Block Details

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WS 14 - Trench Reinstatement Standards

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WS 15 - Rider Mains In Private Driveways

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CHAPTER 8 - UTILITY SERVICES STREET LIGHTING

POWER TELECOMMUNICATIONS

GAS NETWORK UTILITY DUPLICATION

AND OTHERS

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8.1 EXTRACTS FROM THE DISTRICT PLAN Refer Appendix 18 Subdivision and Development Standards – Utility Services:

Electricity, Street Lighting, Telecommunications and Gas 8.2 STREET LIGHTING

1. Layout of street lighting must be submitted to the Council for approval. 2. All street lighting to comply with AS/NZS 1158.

3. All street lighting and columns within the Central Business District and other areas

within 1km of a hydrogen sulphide generating geothermal field are to be galvanised to AS/NZS 4680:1999, and then factory coated to AS/NZS 2312:1994 GZLP-C specifications, aluminium colour. This will apply to all parts of the column that will not be cast into concrete. The point of supply shall be the fuse in the streetlight pole base.

4. All underground cabling and streetlights to be supplied and installed prior to

completion of subdivision.

5. Rotorua Area Streetlight Installation or Upgrade – site detail forms shall be completed for each streetlight installed.

8.3 POWER RETICULATION

1. For smaller subdivisions with isolated lots, in existing reticulated areas, a letter from

the appropriate authority shall be provided by the Subdivider to the Council, that adequate power facilities are available to the lots.

2. For larger subdivisions, the Subdivider shall provide a letter from the appropriate

authority that the subdivision has been reticulated and will provide adequate power facilities for proposed future developments.

8.4 TELECOMMUNICATIONS


the appropriate authority shall be provided by the Subdivider to the Council, that adequate telecommunication facilities are available to the lots.

2. For larger subdivisions, the subdivider shall provide a letter from the appropriate

authority that the subdivision has been reticulated and will provide adequate telecommunication facilities for proposed future developments.

8.5 GAS RETICULATION


the appropriate authority shall be provided by the Subdivider to the Council, that adequate gas facilities are available to the lots.

2. For larger subdivisions, the Subdivider shall provide a letter from the appropriate

authority that the subdivision has been reticulated and will provide adequate gas facilities for proposed future developments.

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3. This subdivider shall make suitable arrangements for the reticulation of a gas supply

for every building site within the subdivision, where existing gas reticulation is available within 100 metres of the subdivision.

8.6 NETWORK UTILITY DUPLICATION AND OTHERS

1. Competitive networks

Locations are for like service networks. Competitive networks will be in respective locations and at varying depths or adjacent to each other, the exact location to be approved by the Council.

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CHAPTER 9 - FENCING AND

COMPLETION REQUIREMENTS

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9.1 EXTRACTS FROM THE DISTRICT PLAN Refer Appendix 19 Subdivision and Development Standards – Utility Services: Fencing

& Works and Services Completion Requirements

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APPENDICES

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APPENDIX 1 - CERTIFICATES

1A STATEMENT OF PROFESSIONAL OPINION AS TO SUITABILITY OF LAND

FOR SUBDIVISION 1B STATEMENT OF PROFESSIONAL OPINION AS TO SUITABILITY OF LAND FOR

BUILDING DEVELOPMENT 1C CERTIFICATE FOR AS-BUILT DRAWINGS 1D COMPLETION OF SUBDIVISIONAL WORK 1E DESIGN CERTIFICATE 1F COMPLIANCE WITH SUBDIVISIONAL CONSENT CERTIFICATE 1G PRODUCER STATEMENT – CONSTRUCTION CONTRACTOR’S

CERTIFICATE UPON COMPLETION OF SUBDIVISIONAL WORK 1H CERTIFICATION OF SUBDIVISION CONSTRUCTION ROADING &

ANCILLARY CONSTRUCTION 1I CERTIFICATION OF SUBDIVISION CONSTRUCTION WATER SUPPLY 1J CERTIFICATION OF SUBDIVISION CONSTRUCTION SEWER 1K CERTIFICATION OF SUBDIVISION CONSTRUCTION STORMWATER 1L CERTIFICATION OF SUBDIVISION CONSTRUCTION LANDSCAPING

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1A To: The District Engineer

Rotorua District Council Private Bag ROTORUA

1A - STATEMENT OF PROFESSIONAL OPINION AS TO SUITABILITY OF LAND FOR SUBDIVISION

Subdivision:_____________________________________________________________

Owner/Developer:_________________________________________________________

Location:________________________________________________________________

I,_________________________________ of ___________________________________

(Full Name) (Name & Address of Firm)

hereby confirm that:

I am a Registered Engineer experienced in the field of soils engineering and more particularly land slope and foundation stability as applicable and was retained by the owner/developer as the Soils Engineer on the above subdivision.

Site investigations have been carried out under my direction and are described in my report dated ______________.

I am aware of the details of the proposed scheme of subdivision and of the general nature of proposed engineering works as shown on the following drawings:

(Insert reference to all drawings including dates of latest amendments)

In my professional opinion, not to be constructed as a guarantee, I certify that the proposed works give due regard to land slope and foundation stability considerations and that the land is suitable for the proposed subdivision, providing that:

a)

b)

c)

This professional opinion is furnished to the Council and the owner/developer for their purposes alone, on the express conditions that it will not be relied upon by any other person and does not remove the necessity for further inspection during the course of the works.

Signed:______________________________________

Date:________________________________________

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1B

To: The District Engineer Rotorua District Council Private Bag ROTORUA

1B - STATEMENT OF PROFESSIONAL OPINION AS TO SUITABILITY OF LAND FOR BUILDING DEVELOPMENT

Subdivision:_____________________________________________________________________________

Owner/Developer:________________________________________________________________________

Location:_______________________________________________________________________________

I,___________________________________________ of ________________________________________

(Full Name) (Name and Address of Firm) hereby confirm that: 1. I am a Registered Engineer experienced in the field of soils engineering and was retained by the

owner/developer as the Soils Engineer on the above subdivision.

2. The extent of my inspections during construction, and the results of all tests carried out are described in my report dated _____________.

3. In my professional opinion, not be construed as a guarantee, I certify that:

*a) That earth fills shown on the attached Plan No. ________have been placed in compliance with the

Code of Practice of the Rotorua District Council.

*b) The completed works give due regard to land slope and foundation stability considerations.

*c) The filled ground is suitable for the erection thereon of residential buildings not requiring specific design in terms of NZ Building Act 1991 and NZ Building Regulations 1992, and related documents, providing that:

i) _____________________________________________________________________________ ii) _____________________________________________________________________________ iii) _____________________________________________________________________________

*d) The original ground not affected by filling is suitable for the erection thereon of residential buildings not requiring specific design in terms of NZ Building Act 1991 and NZ Building Regulations 1992, and related documents, providing that: i) _____________________________________________________________________________ ii) _____________________________________________________________________________ iii) _____________________________________________________________________________

4. This professional opinion is furnished to the Council and the owner/developer for their purposes alone on the express condition that it will not be relied upon by any other person and does not remove the necessity for the normal inspection of foundation conditions at the time of erection of any dwelling.

Signed:___________________________________ Date:___________________________________

*Delete items not applicable.

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1C Please Quote: To: The District Engineer Your Ref:

Rotorua District Council Private Bag R03029 ROTORUA

1C - CERTIFICATE FOR AS-BUILT DRAWINGS I,____________________________________________________, Registered Surveyor, hereby certify that the Manhole positions, Schedule of Co-ordinates, Invert and Lid Levels, Connection Locations and distances between Manholes and Pipe sizes and types are correct. I note that in the event of incorrect As-Built information, the following procedure will be adopted.

1. The Consultant shall act, within two working days of being informed, to locate the service on site and provide correct As-Built information.

2. If the Consultant fails to locate or respond accordingly, Council will arrange for the works to

be carried out and charge the Consultant and take such action as is considered reasonable and necessary. 3. If proven to be correct, Council will meet Consultants cost to establish same. ________________________________________________ Registered Surveyor Date:_______________________________

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1D

1D - COMPLETION OF SUBDIVISIONAL WORK ISSUED BY: ....................................................................................................................................................................................

(Suitably qualified professional)

TO: ................................................................................................................................................................................................... (Territorial Authority)

COPY TO BE SUPPLIED TO:........................................................................................................................................................

(Subdividing Owner/Principal)

IN RESPECT OF: ............................................................................................................................................................................ (Description of subdivisional work)

AT: ...................................................................................................................................................................................................

(Address)

…………………………………………………..has been engaged by .......................................................................................... (Consultants Firm) (Subdividing Owner) to provide construction observation, review and certification services in respect of the above subdivisional work. My qualifications and experience related to this work are: ......................................................................................................................................................................................................... .........................................................................................................................................................................................................

I am familiar with the conditions of consent to the subdivisional works, and the specification and drawings as granted and approved by :………………………………………………

(Territorial Authority) As an independent professional I or personnel under my control have carried out regular observations, inspections and testing of the subdivisional work and based upon these regular observations, inspections and tests, information supplied by the contractor during the course of the subdivisional works and the contractor’s certification upon completion of the subdivisional works (copy attached) I BELIEVE ON REASONABLE GROUNDS that the subdivisional works other than those outstanding works listed below, have been completed in accordance with the above consent and that good, normally acceptable engineering design and construction implementation practices have been undertaken. I note that the Rotorua Civil Engineering Industry Standard 2000 is the recommended Means of Compliance with the consent conditions and I Believe on Reasonable Grounds that the work has been carried out to the same standard as required by the Rotorua Civil Engineering Industry Standard 2000. Details of the regular observations, inspections and testing are attached. ................................................................................................ Date ......................................................................................

(Signature suitably qualified Professional)

.......................................................................................................... Member CSNZ NZIS (Professional Qualifications)

.......................................................................................................... ACENZ IPENZ (Address)

Current Policy of Professional Indemnity Insurance : Yes / No Outstanding Works

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1E

1E - DESIGN CERTIFICATE ISSUED BY: ....................................................................................................................................................................................

(Suitably qualified professional)

TO: ................................................................................................................................................................................................... (Territorial Authority)

COPY TO BE SUPPLIED TO:........................................................................................................................................................


IN RESPECT OF: ............................................................................................................................................................................ (Description of subdivisional work)

AT: ................................................................................................................................................................................................... .........................................................................................................................................................................................................

(Address)

…………………………………………………..has been engaged by .......................................................................................... (Consultants Firm) (Subdividing Owner)

to provide engineering calculations/report/drawings for the construction of the above subdivisional work. The work is described on …………………………………………drawings titled …………………………………………………………………………. and numbered …………………………….and dated……………………………………………...and the specification and other documents according to which the works are proposed to be constructed. The design has been prepared in accordance with the Rotorua Civil Engineering Industry Standard 2000 (or subject to any variations thereto as listed below): ......................................................................................................................................................................................................... .........................................................................................................................................................................................................

I am familiar with the conditions of consent to the subdivisional works, granted and approved by: ……………………………………………………

(Territorial Authority)

As an independent design professional I BELIEVE ON REASONABLE GROUNDS that the drawings, specifications and other documents according to which the subdivision works are proposed to be constructed adequately illustrate the design services provided by ………………………………………………..…………………….. and that the design services provided by ……………………………………………………… has been prepared in accordance with the Rotorua Civil Engineering Industry Standard 2000, or any variation thereto listed above. .......................................................................................................... Date ......................................................................................

(Signature suitably qualified Professional)

.......................................................................................................... Member CSNZ NZIS (Professional Qualifications)

.......................................................................................................... ACENZ IPENZ (Address)

Current Policy of Professional Indemnity Insurance : Yes / No

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1F

1F - COMPLIANCE WITH SUBDIVISIONAL CONSENT CERTIFICATE

ISSUED BY: ...................................................................................................................................................


TO:................................................................................................................................................................... (Territorial Authority)

IN RESPECT OF: ...........................................................................................................................................

(Description of subdivisional work)

AT:................................................................................................................................................................... .........................................................................................................................................................................

(Address)

…………………………………………………..has been engaged by ......................................................... (Consultants Firm) (Subdividing Owner)

I am familiar with the conditions of consent to the subdivisional works and based on the information provided to me by my Consultant/ Contractor I BELIEVE ON REASONABLE GROUNDS that the subdivisional works other than those outstanding works listed below, have been completed in accordance with the above consent and that good, normally acceptable engineering design and construction implementation practices have been undertaken ......................................................................................... Date.......................................................................

(Subdividing Owner/Principal) .........................................................................................

.........................................................................................

(Address)

Current Policy of Professional Indemnity Insurance : Yes / No Outstanding Works ......................................................................................................................................................................... .........................................................................................................................................................................

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1G

1G - PRODUCER STATEMENT – CONSTRUCTION CONTRACTOR’S CERTIFICATE UPON COMPLETION OF SUBDIVISIONAL WORK

ISSUED BY: ....................................................................................................................................................................................

(Contractor) TO: ...................................................................................................................................................................................................

(Consultant)

TO BE SUPPLIED TO: ................................................................................................................................................................... (Subdivider)

IN RESPECT OF: ............................................................................................................................................................................

(Description of subdivisional work)

AT: ................................................................................................................................................................................................... .........................................................................................................................................................................................................

(Address)

………………………………………………………….has contracted to ...................................................................................... (Contractor) (Principal/subdivider)

to carry out and complete certain subdivisional work in accordance with a contract, titled Contract No........................................ for……………………………………………………………………………………………………………… (“The Contract”) I……………………………………….. a duly authorised representative of .................................................................................. (Duly Authorised Agent) (Contractor)

hereby certify that ............................................................................................................................................................................

(Contractor) ...........................................................................................................................................................................................

has carried out and completed the subdivisional works, other than those outstanding works listed below, in accordance with the contract. ………………………………………………………………………….. Date:...............................................................................

(Signature of Authorised Agent on behalf of)

………………………………………………………………………….. (Contractor)

…………………………………………………………………………………… …………………………………………………………………………..

(Address)

Outstanding Works ......................................................................................................................................................................................................... .........................................................................................................................................................................................................

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1H

1H - CERTIFICATION OF SUBDIVISION CONSTRUCTION ROADING &

ANCILLARY CONSTRUCTION

NAME OF SUBDIVISION: COUNCIL FILE NUMBER: MAIN CONTRACTOR: ROADING SUB CONTRACTOR: ENGR RESPONSIBLE FOR SUPERVISION: OF QUALIFICATIONS:

Date Inspected

A KERBING & CHANNELLING Kerb & channel complete and free of defects Conc. Strength Kerb type as per eng drawings approved by Council Carriageway position as shown on approved eng drawings Carriageway width checked and found to be as per approved engineering drawings

Kerb levels checked and found to be as per approved engineering drawings

B SUBGRADE Subgrade inspected and approved by supervising engineer prior to metalling

Subgrade compaction, strength and uniformity found to be as per document approved by Council and as necessary for pavement design

Subgrade level and smoothness tolerances found to be as per documents approved by Council

C BASECOURSE Basecourse supplied complies with documents approved by Council

Basecourse compacted to the standard given in the documents approved by Council

Basecourse depth checked @ 20m crs. Max & found to be not less than that shown on engineering drawings

D SEALING SURFACE Sealing surface inspected and approved by supervising engineer prior to sealing

Sealing surface true to line, including crossfall, and free of bumps. Variation from a 5m straight edge is less than 10mm

Water will not pond on the sealing surface Sealing surface swept clean and loose aggregate, dust and dirt prior to sealing

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1H

1H - CERTIFICATION OF SUBDIVISION CONSTRUCTION ROADING & ANCILLARY CONSTRUCTION (cont’d)

Sealing surface smooth and tightly bonded and presenting a clean stone mosaic free of a skin of fines

Sealing surface reasonably dry at time of sealing E SEALING/ASPHALTIC CONCRETING Sealing chips supplied comply with documents approved by Council

Sealing chips are sufficiently dry and adherence to binder achieved

Bitumen cut back approved by supervising engineer Application rate approved by supervising engineer Chip rolled with pneumatic tyred rollers as per documents approved by Council

Second coat chip seal applied Surplus chip removed Asphaltic Concrete applied in accordance with the documents approved by Council

Depth of Asphaltic Concrete checked and found correct F MISCELLANEOUS All shared accesses constructed in accordance with RDC Eng Code of Practice

Street light design approved by Council Street lighting completed as per approved design Street lights activated All landscaping within road reserve as per plans approved by Council

Materials tested as required by approved specification Footpaths completed All pedestrian accessways constructed in accordance with RDC Eng Code of Practice

Pedestrian accessways fenced Berms topsoiled, grass established and mown once Road marking completed as per documents approved by Council

Benchmarks placed in kerb @ 250 metre crs max from nearest benchmark

Traffic signs erected as per docs approved by Council Keep left arrows at each end of all islands Street name signs erected as per documents approved by Council

COMMENTS:

SIGNED _________________________________(Engineer Responsible for Supervision) DATE_______________

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1I

1I - CERTIFICATION OF SUBDIVISION CONSTRUCTION WATER SUPPLY

NAME OF SUBDIVISION: COUNCIL FILE NUMBER: MAIN CONTRACTOR: WATER RETICULATION SUB CONTRACTOR: ENGR RESPONSIBLE FOR SUPERVISION: OF: QUALIFICATIONS:

Date of Test/Insp/Comment

A LINES & LATERALS Mains laid in the position shown on engineering drawings approved by Council

All pipework, valves and fittings inspected by Supervising Engineer prior to backfill and found to be satisfactory

All pipe dia and classes as per approved eng drawings All pipe jointing and connecting systems as per RDC Eng Code of Practice and documents approved by Council

All pipes and fittings laid on a uniform fine bedding All anchor blocks required are installed in accordance with RDC Eng Code of Practice

500mm separation distance between water mains and other services has been achieved

Min cover to mains is 900mm in carriageway, 750mm in berms and footpaths and 400mm @ tobies

All trench backfill compacted as per RDC Eng Code of Practice

Fire hydrants provided as per approved eng drawings All hydrant and valve boxes installed Top of hydrant spindle between 115mm and 300mm below finished ground level

All hydrant and valve markers installed All hydrant and valve boxes painted All hydrants flow tested and certification provided by an independent authority

After backfilling all mains & connections have been satisfactorily Pressure Tested in the presence of the Supervising Engineer as per RDC Eng Code of Practice

Each lot provided with a water connection Connections terminate with a manifold and box 300mm inside road reserve

Position of lines, connections, hydrants & valves recorded for as-builting

The new subdivision reticulation system connected to Council’s mains

COMMENTS: SIGNED:______________________________(Engineer Responsible for Supervision) DATE___________________

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1J

1J - CERTIFICATION OF SUBDIVISION CONSTRUCTION SEWER

NAME OF SUBDIVISION: COUNCIL FILE NUMBER : MAIN CONTRACTOR: WASTEWATER SUB CONTRACTOR: ENGINEER RESPONSIBLE FOR SUPERVISION: OF: QUALIFICATIONS:


A LINES & LATERALS All pipe dia and classes as per approved eng drawings Lines laid in the position shown on approved eng drawings Lines laid to levels given on approved engr drawings All lines laid in accordance with Manufacturer’s instructions and relevant NZ Standards

All pipe bedding as per dwgs/specif. approved by Council All trenches backfilled as per RDC Eng Code of Practice All lines lamped by Supervising Engineer after backfilling and found to be satisfactory

All lines and laterals true to line & grade All lines free of faults, debris & obstructions All lines and laterals satisfactorily tested as per RDC Eng Code of Practice in the presence of the Supervising Engineer

No infiltration of water into lines visible A sewer connection has been provided for each lot The levels of all connections are such that pumping of sewage by homeowners will not be necessary

Ends of all connections pegged as per RDC Eng Code of Practice New subdivision reticulation system connected into Council’s mains B MANHOLES All joints sealed as per manufacturers instructions No infiltration of water visible All haunching level with pipe soffits Benching above soffit at a grade of 3:1 to make MH self cleansing All safety steps installed as per standard drawings MH’s tested as per RDC Eng Code of Practice C RODDING EYES Rodding Eyes identified at surface D CHAMBERS Constructed as per RDC Eng Code of Practice E AS BUILTS Location of mains features i.e. M.H.s , connections recorded for as builting

COMMENTS: SIGNED _________________________________(Engineer Responsible for Supervision) DATE_______________

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1K

1K - CERTIFICATION OF SUBDIVISION CONSTRUCTION STORMWATER

NAME OF SUBDIVISION: COUNCIL FILE NUMBER : MAIN CONTRACTOR: STORMWATER SUB CONTRACTOR: ENGINEER RESPONSIBLE FOR SUPERVISION: OF: QUALIFICATIONS:


A LINES & LATERALS All pipe dia and classes as per approved eng drawings Lines laid in the position shown on approved eng drawings Lines laid to levels given on approved eng drawings All lines laid in accordance with Manufacturer’s instructions and relevant NZ Standards

All pipe bedding as per dwgs/specif. approved by Council All trenches backfilled as per RDC Eng Code of Practice All lines and laterals true to line & grade All lines free of faults, debris & obstructions Each lot provided with a stormwater connection The levels of all connections are such that pumping of stormwater by homeowners will not be necessary

Ends of all connections pegged as per RDC Eng Code of Practice

New subdivision reticulation system connected into Councils mains

B MANHOLES All joints sealed as per manufacturers instructions All manholes benched and haunched All safety steps installed as per standard drawings C SUMPS AND STRUCTURES All sumps cleaned out at completion of roading All inlet and outlet structures as per approved engineering drawings

D AS BUILTS Location of mains features i.e. M.H.s , connections recorded for as builting

COMMENTS: SIGNED ____________________________________(Engineer Responsible for Supervision) DATE___________

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1L

1L - CERTIFICATION OF SUBDIVISION CONSTRUCTION LANDSCAPING

NAME OF SUBDIVISION: COUNCIL FILE NUMBER: LANDSCAPE CONTRACTOR: (Responsible for Supervision) LANDSCAPE CONSULTANT: QUALIFICATIONS:

N/A

DATE INSPECTED

A LANDSCAPING Completed landscape works in accordance with approved plan and approved amendments

All tree planting pits and garden beds inspected by landscape consultants prior to planting and found to be satisfactory in terms of depth: area: soil: utility (incorporation of organic material) and decompaction

All plant material inspected by landscape consultant and found to be in accordance with Councils requirements

Type and application rate of fertiliser inspected and approved by landscape consultant

Soil surface leveled, weeds and grass removed prior to mulching

All mulch inspected and confirmed as cambium grade bark mulch applied as per requirements of Council

Site has been restored and tidied as per requirements of Council

All tree ties uniform, consistent and elasticised All tree stakes uniform and consistent All trees and garden species planted according to sound and accepted horticultural and arboricultural practice

COMMENTS: SIGNED ____________________________________(Supervising Landscape Consultant) DATE____________

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APPENDIX 2 - SPECIFIC APPLICATION - RURAL SUBDIVISION AND

DEVELOPMENT

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2A GENERAL

This Rotorua Civil Engineering industry Standard (Engineering Code of Practice) applies to all Subdivision and Development within the Rotorua District. The following clauses clarify Rural issues.

2B CONSENT APPLICATIONS Plan Scales may be chosen and varied in order to produce the desired information on plans of reasonable size. However, all information must be clearly shown including topographic information.

2C ROADING

2C.1 a) Rural Residential All new rural roads will be sealed unless resolved otherwise by Council Kerb and channel will be required where necessary to control stormwater runoff. Generally this shall be where the water table has a longitudinal grade of 1 in 20 or greater. Footpaths will be required in all areas where pedestrians will regularly walk to centres of public interest such as shops, schools, bus stops etc. Street lighting will be required in Rural Residential type areas and intersection flag lighting at all intersections with State Highways or where one route is a major traffic carrier and where warning of an intersection approaching is required on high speed routes. Stormwater runoff from new rural roads must be legally protected where it crosses private property. All property culverts and water tables shall be protected from erosion by adequate methods. For existing culverts, reduced cover may be acceptable over pipes that are shown to be sound. In places where there is not 10 metres between the centreline of the existing public road carriageway and the property boundary, upon subdivision, sufficient land should be vested in Council to provide adequate sight distances. Where the survey work can be incorporated into the subdivisional survey the costs of the survey shall be met by the subdivider. Where the road vesting survey is isolated from the subdivision survey, Council will pay such agreed survey costs.

2C.1 b) Rural

All new rural roads will be sealed unless resolved otherwise by Council.

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Kerb and channel will be required where necessary to control stormwater runoff. Flag lighting shall be installed at all intersections with State Highways or where one route is a major traffic carrier and where warning of an intersection approaching is required on high speed routes. All property culverts and water tables shall be protected from erosion by adequate methods. For existing culverts, reduced cover may be acceptable over pipes that are shown to be sound. In places where there is not 10 metres between the centreline of the existing public road carriageway and the property boundary, upon subdivision, sufficient land should be vested in Council to provide adequate sight distances. Where the survey work can be incorporated into the subdivisional survey the costs of the survey shall be met by the subdivider. Where the road vesting survey is isolated from the subdivision survey, Council will pay such agreed survey costs.

2C.2 Vehicle Entrances

Vehicle entrance berm crossings shall be concreted if the road across the frontage of the property is constructed with kerb and channel and footpaths, otherwise all entrances on sealed roads shall be sealed. Entrances requiring forming and construction shall be - existing house or commercial entrances, existing tanker track, ROW/Access lot and other frequently used entrances.

2C.3 R.O.W. and Access Lots Rural residential ROW and Access Lots shall be formed in accordance with the requirements for the urban area except that stormwater control by other than kerb and channel may be utilised. As for public roads, stormwater runoff which crosses private property must be legally protected. Where the public road fronting the ROW/Access lot is not sealed, the ROW/Access lot may be formed to an all weather metalled standard with adequate provision for stormwater disposal. In all situations adequate provision should be made in the Easement Documentation for cost sharing and maintenance standards. The documentation is to be approved by the District Engineer.

2D UTILITY SERVICES Reticulated Utility Services, including Power and Telecom, shall be provided in all areas where such services already exist and may be required where such services will be provided within 5 years.

2D.1 Sewage Disposal

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Resource consents required for sewage disposal including consent for disposal of effluent from septic tanks shall be obtained prior to subdivision or development consent. Sewage disposal proposals can only be considered adequate when such consents have been obtained.

2D.2 Stormwater Resource consents required for stormwater disposal shall be obtained prior to subdivision or development consent. Stormwater disposal proposals can only be considered adequate when such consents have been obtained.

2D.3 Water Supply

Resource consents required for Water Supply purposes shall be obtained prior to works commencing on site and the conditions of any transferable consent shall be advised to Council within 7 days of receipt for approval/objection if necessary. Water supply proposals can only be considered adequate when such consents have been obtained. All lots created by the subdivision of a lot serviced by a Rural Public Water Supply, shall be serviced by the extension of mains, the provision of connections and the payment of capital scheme contributions as necessary at cost to the Subdivider. Upon subdivision or development, easements shall be laid off over public water mains crossing private property at cost to the subdivider/developer. The costs to be limited to cover easements in close proximity to the subdivision survey.

Isolated survey work shall be carried out at cost to Council upon agreement.

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APPENDIX 3 - SPECIFIC APPLICATION -

CROSS-LEASE SUBDIVISIONS

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3A GENERAL

Under the Resource Management Act, new Cross-leases have become a type of subdivision, subject to the same controls. Council will now impose financial contributions and standard subdivision conditions for the installation of water, sewer and stormwater connections, construction of jointly used accessways and restrictions on building and design where land hazards are present on site. The development and construction of houses under cross-leasing has the same effect on services as standard subdivision. Due to minimum density requirements becoming more lenient, a greater demand may be placed on services. The inclusion of cross-leases as subdivisions under the Resource Management Act 1991, was deliberate and the same considerations should be given to both freehold land subdivisions and cross-lease subdivisions. Although lessees are owners in common of all the land including the land under the individual dwellings, and only the buildings are leased off each other, it is common for areas to be delineated which lessees agree to `not occupy’. This causes problems within on-site private services, particularly when servicing has been carried out haphazardly or prior to the cross-leasing. Often services run through neighbouring lease areas which the lessee has agreed not to occupy, or, particularly in the case of sewer drains, a communal piped drain system serves the buildings. For conventional land subdivision, protective easements or common drain agreements could be registered on respective titles, to ensure protection for such services. Public services and connections are protected by legislation. The situation is not so straightforward for jointly owned cross-lease properties. Council’s standards require service connections to the boundary of each subdivided lot. Cross-lease subdivision is then undertaken on an existing lot and entails the use of private drains and services. It is conflict between separate lessees over use and/or maintenance of these private services which can cause subsequent aggravation. It is possible and desirable to utilise the existing service connections and, where possible, separate on site private drains and services to each lease area. Where common services already exist, suitable provision for construction and maintenance should be incorporated into the lease agreements. It is essential that a services plan showing the location of services (water, sewerage, stormwater, power, telecom and gas) is submitted with applications for cross-lease approval.

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3B SERVICING REQUIREMENTS

3B.1 Provisions

Suitable clear provision for access, construction and maintenance to be incorporated into lease agreements to cover existing common services or services crossing other restricted lease areas.

3B.2 Sanitary, Stormwater and Water Supply Separate sanitary and stormwater drains and water supply pipes to be provided for each new dwelling and building site, to be contained within the lease/covenant area pertinent to the service or Common covenant areas as applicable.

3B.3 Driveways

Common driveway areas to be formed, surfaced and drained.

3B.4 Vehicle Crossings Vehicle crossings to: a) Existing buildings b) Rear building sites c) Common driveways are to be formed and concreted between the kerb and the boundary.

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APPENDIX 4 - TYPICAL ADDITIONAL LEASE CLAUSES

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20A 1) The Lessee of any other flat on the land (“the connecting Lessee”) shall have the

right to connect that flat to any sanitary sewers or other drains serving the flat leased hereunder with the prior consent of the lessee thereof which consent shall not be unreasonably or arbitrarily withheld.

2) If pursuant to Clause 20A 1) above, the lessee consents to any connection by the

Connecting Lessee of that other flat to a sanitary sewer then such sanitary sewer shall be deemed to be a common drain and the Connecting Lessee shall have the following rights:

a) A right to the free and uninterrupted use of the drain; and

b) A right for the Connecting Lessee to enter upon the restricted area for the purpose of relaying or effecting necessary repairs to the drain; and

c) A right to contribution from the lessees served by that drain towards the cost

of executing, providing and doing all or any of the things required in respect of the drain under the Local Government Act 1974 or any Bylaw and

d) A right to contribution from the lessees of those flats served by the drain

towards the cost of all necessary relaying or repairs to the drain; and

e) The right to the recovery from the lessees of the land through which the drain passes but which is not served by the drain of the cost of any repairs to the drain necessitated by any wilful or negligent act of those lessees or their invitees or licensees.

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APPENDIX 5 - STOCKPILING, EARTHWORKS

INVOLVING CLEANFILL AND

DISPOSAL OF MATERIAL OTHER THAN CLEANFILL

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(Extract of Appendix I of the District Plan)

i1 STOCKPILING, EARTHWORKS INVOLVING CLEANFILL, AND DISPOSAL OF MATERIALS OTHER THAN CLEANFILL

i1.1 INTRODUCTION

This Appendix sets out the activity status for stockpiling, earthworks involving cleanfill and disposal of building materials and refuse in all Zones.

i1.2 PERMITTED ACTIVITIES

All earthworks involving the use of cleanfill shall be a Permitted Activity in all Zones provided: (a) the total volume of the earthworks involving cleanfill does not exceed 50m³, or

the depth does not exceed 450mm; or (b) the earthworks are incidental to an approved subdivision, construction of a

building, or a public utility that is a Permitted Activity or a public utility for which a resource consent has been granted;

or (c) the earthworks are incidental to activities:

(i) which are Permitted Activities in a regional plan; or

(ii) for which a resource consent has been obtained from a regional council and

Council has been notified of the earthworks proposal at the time of application for that resource consent for identification and recording purposes.

i1.3 CONTROLLED ACTIVITIES

The temporary stockpiling of reusable goods above the natural ground level in a tidy manner shall be a Controlled Activity in all Zones, provided that the storage does not constitute a nuisance as defined under the Health Act 1956. In addition to the general criteria for controlled activities stated in the Rules for the Zone in which the activity is to be sited, Council will consider the following criteria when considering an application for a resource consent:

(a) the suitability of the site for the proposed activity; (b) the effect the activity will have on the visual amenity of the area; (c) the need for securing the activity;

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(d) the Objectives and Policies of the Zone in which the activity is to be sited and

for Part Eleven; (e) the potential for cumulative effects of fill upon the integrity of the landscape in

its widest sense; (f) the effect on watercourses and water quality where not otherwise addressed by

the relevant regional council; and In addition to the general conditions that Council may impose on consents for controlled activities through the Rules for the Zone in which the activity is to be sited, Council may impose conditions that relate to: (a) the erection of fences, gates and warning signs regarding illegal dumping; (b) a time by which stored material will have to be removed; (c) the hours of operation of vehicles on the site; (d) points and control of access to and from the site; (e) the control of adverse effects such as dust and noise; (f) any measures that will prevent the release of hazardous substances or

contaminants into the environment; and (g) the cleaning up of the site upon completion of an activity.

i1.4 DISCRETIONARY ACTIVITIES

All earthworks involving cleanfill which are not a Permitted Activity shall be a Discretionary Activity in all Zones. In addition to the general criteria for Discretionary Activities stated in the Rules for the Zone in which the activity is to be sited, Council will consider the following criteria when considering an application for a resource consent for earthworks involving cleanfill:

(a) the Objectives and Policies of the Zone in which the activity is to be sited and

for Part Eleven; (b) the applicant's need to obtain a practicable building site, access, a parking area,

or install engineering services; (c) any alternative methods which may be available to the applicant in the

achievement of his/her objectives; (d) the suitability of the site for the proposed activity; (e) all previous applications made in respect of the land which involve consideration

of landscape conservation;

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(f) the extent to which the existing landscape contributes to the visual amenity of the locality; and

(g) any affect of the proposed activity on archaeological sites.

In addition to the general conditions that Council may impose on consents for Discretionary Activities through the Rules for the Zone in which the activity is to be sited, Council may also impose conditions that relate to: (a) the conservation and enhancement of vegetation - in particular indigenous

vegetation; (b) the control of excavation, removal of topsoil, the deposit of spoil, soil or other

materials; (c) the minimising of any adverse effects resulting from the diversion or

modification of natural watercourses; (d) ensuring that any excavation or retaining is in keeping with the relevant

Objectives and Policies of the Zone in which the activity is to be sited; (e) the erection of fences, gates and warning signs regarding illegal dumping; (f) keeping accurate records of the origin of any cleanfill; (g) a time limit before which the site has to be covered by topsoil and be landscaped

to specified standards; (h) the hours of operation of vehicles on the site; (i) points and control of access to and from the site; and (j) the control of adverse effects such as dust and noise.

i1.5 NON-COMPLYING ACTIVITIES

The depositing of refuse and substances that are subject to biological or chemical breakdown, or that are capable of leaching, shall be Non-Complying Activities, unless provided for specifically by any Rule in this Plan.

i1.6 DISPOSAL OF HAZARDOUS SUBSTANCES AND/OR CONTAMINANTS

Notwithstanding any other Rule in this Appendix, the depositing of substances that are, or have the potential to become, hazardous substances or contaminants as outlined in Part Fourteen - Hazardous Substances and Contaminants shall be assessed in accordance with the Rules in Part Fourteen.

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APPENDIX 6 - A MEANS OF COMPLIANCE FOR A

PERMITTED ACTIVITY INVOLVING THE STORAGE, USE, DISPOSAL OR

TRANSPORTATION OF HAZARDOUS SUBSTANCES AND/OR CONTAMINANTS

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APPENDIX Z

z1. HFSP RATING FOR HAZARDOUS SUBSTANCES

The full description of HSNO Classes, Sub-classes and Categories is contained in the HSNO Regulations.

Hazard HSNO Class & Category

(UN Division)

Description Effect Type Hazard Rating

Explosiveness 1.1 1.1 Articles and substances having a mass explosion hazard. Fire/Explosion High

1.2 1.2 Articles and substances having a projection hazard, but not a mass explosion hazard. Fire/Explosion Medium

1.3 1.3 Articles and substances having a fire hazard and either a minor blast hazard or a minor projection hazard or both, but not a mass explosion hazard. This division comprises articles and substances that:

• give rise to considerable radiant heat, or

• burn one after another, producing minor blast and/or projection effects.

Fire/Explosion Low

1.4, 1.5, 1.6 1.4, 1.5, 1.6 Not applicable.

Flammable Gases

2.1A, 2.1B 2.1 Flammable gases: (i) gases which at 20oC and a standard pressure of 101.3 kPa:

• are ignitable when in a mixture of 13% or less by volume with air, or

• have a flammable range with air of at least 12% regardless of the lower flammability limit; or, (ii) gases or gas mixtures, other than those of (i) above, that at 20oC and a standard pressure of 101.3 kPa have a flammable range in mixture in air. Flammable aerosols, being a pressurised mixture of containing gas, compressed, liquified, or dissolved under pressure, with or without a liquid, paste or powder; comprising at least 45 % by mass of flammable ingredients, under a pressure greater than 100 kPa, which can be released in a finely divided spray.

Fire/Explosion High

- LPG LPG Fire/Explosion Medium 2.2 Not applicable.

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(UN Division)


Flammable Liquids

Flammable liquids comprising liquids, mixtures of liquids, or liquids containing solids in suspension which give off a flammable vapour at specific temperatures.

3A 3 PGI Flash point: < 23oC Initial boiling point: < 35oC

Fire/Explosion High

3B 3 PGII Flash point: < 23oC Initial boiling point: > 35oC

Fire/Explosion High

3C 3 PGIII (a) Flash point: ≥ 23oC; ≤ 60oC (b) Flash point: > 60oC, but liquid is manufactured, stored, transported or used (except deliberate burning) at a temperature at or above its flash point.

Fire/Explosion Medium

3D Combustible Liquids

Flash point: > 60oC but ≤ 93oC Fire/Explosion Low

Flammable Solids

4.1 All Categories

4.1 • Flammable solids that are readily combustible or may cause fire easily through an ignition source or friction.

• Self-reacting substances that are thermally unstable and are liable to undergo a strongly exothermic decomposition even without the participation of oxygen (and related substances).

• Desensitised explosives: substances which are wetted with water or alcohol or diluted with other substances to suppress their explosive properties.


4.2 All Categories

4.2 Substances liable to spontaneous combustion:

• pyrophoric substances: liquid or solid substances which, even in small quantities, ignite within 5 minutes of coming in contact with air

• self-heating substances: solid substances which generate heat when in contact with air without additional energy supply.

Fire/Explosion High

4.3 All categories

4.3 Substances which, in contact with water, become spontaneously flammable, or emit flammable gases. Fire/Explosion High

Oxidising Capacity

5.1 All categories

5.1 Oxidising substances: substances which in themselves are not necessarily combustible, but may cause or contribute to the combustion of other materials by yielding oxygen.


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(UN Division)


5.2 All categories

5.2 Organic peroxides: organic substances that are thermally unstable and may undergo exothermic, self-accelerating decomposition. They may:

• be liable to explosive decomposition,

• burn rapidly,

• be sensitive to impact or friction,

• react dangerously with other substances

• cause damage to the eyes.

Fire/Explosion High

Toxicity 6.1 Substances which are liable to cause death or injury or to harm human health if swallowed, inhaled, or contacted by the skin.

6.1A 6.1 PGI Oral toxicity LD50 (mg/kg): ≤ 5

Dermal toxicity LD50 (mg/kg): ≤ 50

Inhalation toxicity dust/mist LC50 (mg/l): ≤ 0.05

Human Health High

6.1B 6.1 PGII Oral toxicity LD50 (mg/kg): >5 - 50 Dermal toxicity LD50 (mg/kg): >50 - 200 Inhalation toxicity dust/mist LC50 (mg/l): >0.5 - 1

Human Health Medium

6.1C 6.1 PGIII Oral toxicity LD50 (mg/kg): Dermal toxicity LD50 (mg/kg): Inhalation toxicity dust/mist LC50 (mg/l):

Human Health Low

6.1A 2.3 Toxic gases: gases which are known to be toxic or corrosive to humans and pose a hazard to health. This division is divided into the following categories:

a) Inhalation toxicity gases LC50: < 100 ppm, vapours LC50: < 0.5 mg/l Human Health High 6.1B b) Inhalation toxicity gases LC50: ≥ 100 ppm - 500 ppm, vapours LC50: ≥ 0.5 mg/l – 2 mg/l Human Health Medium

6.1C c) Inhalation toxicity gases LC50: ≥ 500 ppm - 2,500 ppm, vapours LC50: ≥ 2 mg/l – 10 mg/l Human Health Low

(8A) 6.4 All categories

8 Eye Irritation/Corrosiveness: Chemical Property: 2 > pH > 11.5.

Effect: Draize Grade ≥ 1 for either corneal opacity or iritis or Grade 2 for either conjunctival redness or chemosis

Human Health Medium

(8A) 6.3 All categories

8 Skin Irritation/Corrosiveness: Chemical Property: 2 > pH > 11.5.

Effect: Draize Grade ≥ 1.5 for erythema or oedema

Human Health Medium

6.4 (OECD 1 & 2)

Respiratory or contact sensitiser. Human

Health

Medium

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(UN Division)


6.7A, 6.7B (OECD 1 & 2)

Carcinogenicity: Suspected or presumed carcinogen. Human Health Medium

6.9A, 6.9B (OECD 1 & 2)

Known, presumed or suspected human target organ toxicity. Human Health Medium

6.6A, 6.6B (OECD 1 & 2)

Substances known or regarded as mutagenic OR Substances which cause concern for man owing to the possibility that they may induce heritable mutations in the germ cells of human.

Human Health Medium

6.8A, 6.8B (OECD 1 & 2)

Known, or presumed Human Reproductive or Developmental Toxicant OR Suspected Human Reproductive or Developmental Toxicant.

Human Health Medium

6.8C (OECD) Effects on or via lactation: Data showing (i) a likelihood that the substance would be present in potentially toxic levels in human breast milk; AND/OR (ii) clearly defined adverse effect in the offspring of animals due to transfer in the milk; OR clearly defined adverse effect on the quality of the milk in animals; AND/OR (iii) human evidence indicating a hazard to babies during the lactation period.

Human Health Medium

6.2 Not applicable.

Ecotoxicity Ecotoxic substances: any substance exhibiting a toxic effect on ecosystems. This division is divided into three categories.

9.1A 9.2A 9.3A 9.4A

(OECD1) a) Very toxic to the aquatic environment; very toxic to the terrestrial environment; very toxic to terrestrial vertebrates; very toxic to beneficial invertebrates.

Environment High

9.1B 9.2B 9.3B 9.4B

(OECD2) b) Toxic to the aquatic environment; toxic to the terrestrial environment; toxic to terrestrial vertebrates; toxic to beneficial invertebrates.

Environment Medium

9.1C 9.2C 9.3C 9.4C

(OECD3) c) Harmful to the aquatic environment; harmful to the terrestrial environment; harmful to terrestrial vertebrates; harmful to beneficial invertebrates.

Environment Low

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APPENDIX 7 - PUBLIC UTILITY – FACT SHEETS

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STORMWATER DRAINAGE SYSTEM POLLUTION CONTROL UNIT:

ASSET MANAGEMENT PLAN

PROTECTION OF PUBLIC AMENITY AND WATER QUALITY OF STORMWATER

SYSTEM DRAINS NETWORK DISCHARGES Aim

To protect the stormwater utilities asset liability in terms of meeting their Water Right issued under the Resource Management Act, thus protecting the environment.

To protect the physical structure of the stormwater drainage asset from the effects of contaminant discharges.

To protect the function of the stormwater drainage from the effects of contaminated discharges.

To protect the public and stormwater drainage workers’ health and safety from exposure or toxic or explosive pollutants.

To ensure that contaminants are not discharged to the stormwater drainage outside that allowed for by the Resource Consent.

To protect the public amenity value of the asset.

To protect and improve water quality in the District.

Management Strategy

Rainwater Discharge Premises connected or discharging to the stormwater system can only discharge rain waters into the system.

Contaminants (Resource Management Act description) “Contaminant” includes any substance (including gases, liquids, solids, and micro-organisms) or energy (excluding noise) or heat, that either by itself or in combination with the same, similar, or other substances, energy, or heat -

a) when discharged into water, changes or is likely to change the physical, chemical, or biological condition of water; or

b) when discharged onto or into land or into air, changes or is likely to change the physical, chemical, or biological condition of the land or air onto or into which it is discharged.

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What Constitutes a Contaminant? � Harmful Substances � Pesticides • motor oil • antifreeze • brake fluid • diesel • transmission fluid • degreasers • petrol • radiator water • washing detergent

� Paints and Solvents • paints (all types) • paint thinners • paint strippers • rustproof coatings • turpentine � Recreational Products • swimming pool chlorine

waters • outboard motor oil • boat bilge water • spa pool water • boat sullage water

• insecticides • fungicides • rodent baits • herbicides • molluscides • wood preservatives

� Cleaning Products • caustic degreasers • disinfectants • detergents • drain & toilet cleaners • leather preservatives • dry cleaning agents • polishing agents • household cleaners

� Solids • grease / fats • dry solid wastes • fibrous, rope, plastics • cemented mass

� Colour

Principal Obligations

• Generally outside drains connect to stormwater and must not receive any contaminated water. Inside drains should not be connected to the stormwater system. (Inside drains are trade waste sewers). Contaminants must not be poured or washed into any stormwater drains.

• Areas used for storage of materials or for processing where contamination may occur by overflows, spills, or leakages, must not have any direct stormwater drain connections. These areas should be bunded for spill containment. With approval from the local authority they can be connected to trade waste sewers.

• Where an incident occurs the first priority is to prevent entry into the stormwater drains. A spill emergency kit should be available where there is a risk of spillages. This should contain absorbent material, a means to block the sewer grates, shovels and personal protective equipment.

• The Environmental Manager or other delegated person must be notified of any incident which may have an effect on the environment. All necessary steps must be taken to minimise the effect. Clean up must start immediately. The Environmental Manager or the delegated person must notify the appropriate authorities.

• The Fire Service should be called if the material is hazardous or if assistance is required.

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Compliance Standards

Stormwater discharge into waterways from Council’s stormwater drains must meet the following conditions as detailed in the Resource Consents issued to the Stormwater Drainage Asset Managers.

THE STORMWATER DISCHARGE

� The stormwater discharge:

• Suspended Solids shall not exceed 150 g/m3.

• The discharge shall be substantially free of grease/oil.

� The effect of the stormwater drainage discharge on the receive waters shall meet the following conditions and standards.

• Natural water temperature not changed by more than 3° Celsius.

• Receiving waters shall not be tainted nor contain toxic substances nor emit odour.

• No destruction of natural aquatic life by reason of toxic substances

• Colour and clarity of water shall not be changed conspicuously.

• The oxygen content of receiving waters shall not be reduced to below 5.0 g/m3.

Compliance Procedures

Audit building, resource, land information and project information applications, and consents for drainage provisions, ensuring that drainage works comply with standards and provisions enabling land occupiers to meet their waters discharge obligations as they affect the stormwater drainage service.

Respond to public complaint of pollution into and from stormwater drains.

Educating premises occupiers about their obligations by distribution of explanatory material, explanation of specific compliance issues related to that industry, person contact, and finally, enforcement procedures as required.

Encouraging and enforcing the self monitoring of premises occupiers by way of education, requirements detailed in individual consents, followed up by enforcement of self monitoring procedures.

Encouraging and enforcing the use of clean production initiatives to minimise wastes. Administrative attention being focused on those where improvement is demonstrated to be required to meet their terms of consents.

Adequate monitoring and inspection by Trade Wastes Unit by application and administrative attention or targeted surveys, where evidence of non-compliance is suspected or demonstrated.

Effective enforcement and prosecution where non-compliance with standards is found. The ultimate target being zero prosecutions due to adequate education and monitoring programmes in force.

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Full co-operation and co-ordination with all other relevant authorities dealing with issues that pertain to premises stormwater discharges from their land into the stormwater drains.

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SEWERAGE SYSTEM POLLUTION CONTROL ASSET MANAGEMENT PLAN 1. What are Council’s Obligations Council has a duty and a legal obligation to: • Provide for the safe collection and disposal of the communities waste waters (sewage) • Provide and maintain a waste management plan which includes the provision for disposal of

liquid trade wastes • Provide for the disposal of the communities wastewater (sewage) into the sewerage (Waste

Water Treatment System) system subject to the regulations including Council’s trade waste bylaw

• To ensure that the sewerage users know what can and cannot be discharged • To ensure the safe disposal of sewerage products (compost) from the effects of accumulated

toxic substances • To protect the waste water system and treatment processes • To ensure costs charged reflect Council policy • To protect the health and safety of the public • To protect the environment • To ensure that the widest range of industries can be served Ratepayers connected to the utility sewerage system receive a benefit, and ability to discharge their waste wasters, including trade waste, into the sewerage system. The Sewerage Utility Operator (Council) is legally responsible for any discharges, and is obligated to ensure that all users (including trade premises occupiers) know what can and cannot be discharged into the sewerage system. 2 What is Council’s Means of Control? The Local Government Act, (including waste water and trade waste bylaws) mandates Council with a means of meeting its legal obligations in terms of controlling what can and cannot be discharged into Council’s sewerage system. Council has made bylaws, specifically trade waste bylaws, enabling the control (particularly for trade premise’s) of wastewater discharges. A trading premises occupier connected to the sewerage system is subjected to meet Council’s trade waste bylaws conditions relating to any aspect of the trade premises likely or actual waste water discharge into the sewer. 3. What is Trade Premises? Trade Premises means any premises used or intended to be used for carrying on any trade or industry.

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4. Trade Premises Description? Any trade premises connected to the sewerage system, including but not limited to: a) Metal Finishing/Electroplaters b) Timber Processing c) Photographic Processors d) Commercial Printers e) Paint Formulation/Manufacture f) Health Practices/Mortuaries/Hospitals/Residential Care/Surgeries g) Educational Research Institutes/Schools h) Laboratories i) Automotive Services/Stations/Stops/Garages/Workshops/Paint/Panel j) Automotive Services/Valet/Small Plant/White Ware Repairs k) Engineering Workshops l) Laundries/Drycleaning m) Pharmaceutical/Chemists n) Food Processing/Manufacture/Preparation/Supermarkets/Abattoirs etc. o) Dentists p) Building Services/Suppliers q) Veterinary Clinics r) Furniture Servicing/Manufacture/Renovation s) Hairdressers t) Hotels/Motels/Hospitality/Camps/Backpackers u) Food Premises/Restaurants/Food Takeouts/Cafes/Bars etc v) Dining Rooms/Kitchens/Food Grinders w) Recreational Facilities x) Swimming Pools/Spas 5. What is Trade Waste A Trade Waste is any wastewater or liquid, with or without matter in suspension or solution, that is or may be discharged from a trade premises in the course of any trade or industrial process operation and can include personal ablutions, but does not include stormwater. 6. What are the Wastewater’s Constituents or Characteristic of Concern? Includes but is not limited to: • Volume and rate of flow discharge • Acidity or alkalinity • Temperature • Solids • Grease/fat (food wastes) • Solvents and organic liquids • Toxic Constituents • Metals • Thermal waters • Oils Lubricants • Chemicals • Painting system wastes

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• Sewerage strength • Pesticides/herbicides • Petroleum Products • Sludge’s • Nutrients including Nitrogen and Phosphates • Health practice wastes • Stormwaters • Hazardous substances 7. How do the Occupiers of Trade Premises meet their obligations? • The occupiers make a Trade Waste Application • Council will issue a Trade Waste Consent to the occupier with conditions 8. Who is Responsible for Meeting the Consent Conditions?

The occupier who is the person acting in the General Management, or for the time being in charge, or control of the Trade Premises. 9. What are the Costs? 1) An annual administration fee 2) An inspection fee for site inspections 3) An excess volume charge (if applicable) 4) An excess strength charge (if applicable) 10. Can a Discharge be Refused? If an discharge contravenes the following purposes of the regulations (includes Bylaws), a discharge may be refused. • To protect the inside lining of the sewerage system • To protect the function of the sewerage system and treatment plant • To protect public health and safety • To ensure that substances and volumes are not discharged above levels permitted by consent for

discharge into the sewerage system • To protect Environment (forest/waterways/lake) • To ensure costs charged reflect Council policy • To ensure that the widest range of trades/industries can be services. (This means that Council

must make fair, reasonable and equitable allocations within the limits of the sewerage system capacity to any one of the waste generators).

11. Offences Against the Trade Waste Bylaw If any consent condition is contravened or not complied with by the occupier of the trade premises, as a last resort, Council can litigate. The law provides for fines not exceeding $10,000 (proposed increase to $200,000), and if the offence is a continuing one, further fines not exceeding $1,000 (proposed increase to $10,000) for every day or part day during which the offence continues. • If there are enquiries please get in touch with the Council’s Pollution Control Officer.

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Vehicle and Plant Wash Facility Pollution Control Requirements

Pollution Control Requirements

(A) STORMWATER CONTROL The Rotorua District Council’s Engineering Code of Practice requires you to guard against the entry of rainwater inflow or infiltration into Council’s Wastewater System(sewer) off your wash pad. The preferred solution is for you to provide a roof. However if you do not want to install a roof the Code has other various solutions(see over this page) such as installing a valve. Essentially a roof is high capital cost to you and low risk to Council, while a valve is low capital cost to you and a high risk to Council. There for the choice of a valve installation with it’s high inflow risk incorporates higher charges for monitoring. Build you pad well above ground level and contain it with a bund type structure, this will stop storm flow from coming onto the pad and also keep contaminated wash waters from leaving the pad. Your pad should also be of sufficient size so that all spray effluents can be contained on the pad or you will require screens to meet the building acts requirement.(see below on this page, Drainage (2)) (B) BUILDING ACT REQUIREMENTS (G14/VM1)

Treatment and Disposal (1) Discharge to a sewer with pre-treatment, as permitted by the Network Utility Operator. (2) Council, as the Sewerage Network Utility has Engineering Code of Compliance

requirements and trade waste bylaw requirements to be met, before permission is given to discharge trade wastewater into Council’s sewer.

(3) No grit, sand, bark etc is allowed to be discharged into the sewer, oils/grease (hydrocarbons)

are to be limited to below 20 grams per cubic metres in any discharge into the sewer. (4) Pre-treatment facilities that will enable the above requirement to be met need to be installed. Materials of Construction (1) All materials in contact with industrial liquid waste shall be resistant to corrosion, chemical

attack, and any abrasion or physical abuse that can be reasonably expected.

(2) Any corrosion allowance provided in the design of equipment handling liquid waste shall be adequate for the intended life of the facilities.

(3) The preferred solution is concrete. If another material is to be used please verify by a

suitably qualified engineer’s report, that this material will meet the Building Code (BA/G14/VM1/1.5) requirements.

Drainage Floor surfaces which are used to drain free flowing liquid should slope towards waste collection systems: (1) For non-hazardous wastes: no less that 1 in 80 for a travel distance of no more than 12m,

and

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(2) Liquid waste shall be prevented from polluting adjacent property. A solution to this requirement is to provide some form of acceptable screening to contain any spray/waste water from polluting adjacent areas.

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Vehicle Wash Facility Risk/Cost Assessment for Inflow/Infiltration

Occupiers Liabilities

Wash Pad

Inflow Control Description

RDC Risk

Of Inflow Infiltration. And

Risk Class

Occupier’s Capital Cost

Costs for monitoring inspections ($70.00 per

inspection as at June/2000)

Risks

Roof

Minimal Risk

Class 5

High

Minimal @ one inspection for first year, then each second year. = $70,000 for first yr, then $70 each 2nd yr

after that

• Minimal Risk of inflow into sewer • Minimal risk of fines for polluting

stormwater drains • Minimal risk of prosecution for bylaw

breach

Auto Valve

Medium Risk Class 2

Medium

Medium @ one inspection each 2 months for first 6

months, then 3 monthly inspections

= $350 for the first year then $280 for each year

after that

• Risk of being reassessed as a class one risk, with increased inspection costs.

• Risk of mechanical breakdown, and fines for discharging polluted waste waters into stormwater drain.

• Risk of prosecution for breaching the bylaw and allowing rainwater inflow into sewer

• Risk of not cleaning down wash pad sufficiently so that when pump is turned off polluted wash water can enter stormwater drain

Pump

Low Risk Class 2

Minimal

Medium @ one inspection each 2 months for first 6

months, then 3 monthly inspections

= $350 for the first year then $280 for each year

after that

• Risk of being reassessed as a class one risk, with increased inspection costs

• Risk of mechanical breakdown, and fines for discharging polluted waste waters into stormwater drain

• Risk of prosecution for breaching the bylaw and allowing rainwater inflow into sewer

• Risk of not cleaning down wash pad sufficiently so that when pump is turned off polluted wash water can enter stormwater drain.

Manual Valve

High Risk Class 1

Low

High @ 2 inspections per month for first six months, then monthly inspections after that. = $1260 for first yr,

then $840 per yr, after that

• Risk of not having valve opening in the right position, and fines for discharging polluted wastewaters into stormwater drain.

• Risk of prosecution for breaching the bylaw and allowing rainwater inflow into the sewer

• Risk of not cleaning down wash pad sufficiently so that when pump is turned off polluted wash water can enter stormwater drain

No Valve Extreme Nil • Prosecution for breaching bylaw • Revocation of Trade Waste Consent • Court Injunction

*Note (A) For breaching the trade waste bylaw conditions of allowing stormwater entry into the sewer (not closing the

valve after use), the occupier on conviction is liable to a fine of up to $10,000, and if the offence is a continuing one, to a further fine not exceeding $1000 for every day or part of the day that the offence has continued.

(B) For continual breaching of the bylaw, i.e, continually leaving the valve open to the sewer letting stormwater in, Council may apply to the district court for an injunction restraining the further continuance of the breach of the bylaw.

(C) For discharging a contaminated wash water into the waterways via a stormwater drain, (not washing the wash pad down thoroughly after use, or not ensuring that the valve to the stormwater drain is closed when the wash pad is in use) instant fines of up to $1000 may be issued, for continuing breaches of this nature, upon conviction, fines of up to $200,000 may be applied by the courts. A Bus firm in Auckland was fined approximately $15,000 for this type of offence.

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APPENDIX 8 - CONDITIONS AND SPECIFICATIONS FOR

EXCAVATIONS AND

REINSTATEMENT WORKS WITHIN THE ROAD RESERVE

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8A GENERAL CONDITIONS

8A.1 Background

Control of roads and streets in the Rotorua District is vested in the Rotorua District Council under Sections 316 and 317 of the Local Government Act 1974. Responsibility for State Highways in the Rotorua District has been delegated to the District Council under the Transit New Zealand Act 1989. Before any trench or excavation is opened up on any road or street in the Rotorua District, advice must be given to the District Council as to the arrangements which have been made to maintain the trench or excavation in a safe condition, to backfill the trench or excavation and reinstate the surface. Government Departments, ad hoc utility corporations, Council Departments and statutory corporations, or other organisations wishing to place or maintain services in roads or streets will be required to lodge with the District Engineer, a Street Opening Notice, a minimum of 21 days before excavation is due to commence. The District Council is particularly concerned with minimising disturbance and inconvenience arising from works in the Central Business District, and the Urban and Rural Road Reserve network. The appropriate Application forms to excavate within the Road Reserve can be obtained through the Resource Section, Engineering Department, Rotorua District Council.

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APPENDIX 9 - COUNCIL POLICY ON MAORI

ROADLINES AND

PRIVATE RIGHT-OF-WAYS

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9A MAINTENANCE OF MAORI ROADLINES

That the following guidelines be met prior to Council accepting any responsibility for maintenance of Maori roadlines: i) In all cases written application is required including the consent of the owners as per

Section 31 of the Local Government Amendment Act No.2 1989, being obtained. ii) That only Maori roadlines serving five or more lots or partitions be considered. iii) That maintenance of existing standards be undertaken when required subject to

conditions (i) and (ii) above, being met.

9B CONSTRUCTION OF MAORI ROADLINES i) That the necessary steps be taken to bring about legislative amendment so as to

require the Maori Land Court to obtain consent of territorial authorities before it varies or cancels any roadway orders if that territorial authority has contributed funds towards the capital improvement or upgrading of that roadway.

9C PRIVATE ROADS AND RIGHT-OF-WAYS

i) That subject to the land owners’ agreement, rights of way serving five or more lots

be declared public road in accordance with Section 349 or the Local Government Act.

ii) That in all future subdivision, access serving five or more lots be public roads.

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APPENDIX 10 - AS-BUILT DRAWINGS

AND CAD REQUIREMENTS

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Version 1.0

10A INTRODUCTION

The RDC uses AutoCAD in their Engineering Department for storage and maintenance of the As-Built data. This data is translated to the Council’s ArcINFO GIS application for further analytical uses.

10B AS-BUILT DATA CAPTURE Provide all As-Built data in an AutoCAD drawing complying with the current version of the RDC CAD Standard. (Version 2.2) Refer to RDC Draughting Guidelines.

10C TRANSFER OF DATA As-Built data being transmitted to RDC shall include the following: • One set of drawings. Either A1 or A2 paper size to final output scale of 1:500, or

as otherwise agreed with RDC Officer. • A Digital copy of the drawing(s) and associated files supplied in 1.44Mb- 3.5”

Disk(s) (DS, HD IBM compatible and MS DOS) in AutoCAD format (Release 11 or above) with all other requirements as specified in the current CAD Standard. Drawings may be provided in compressed format provided decompression routines/software are available to RDC staff.

10D ACCEPTANCE

Digital Data transmitter to the RDC will be subject to a verification process to ensure it is in compliance with the specified objectives and requirements contained in the current Rotorua District Council’s CAD Standards. CAD work not meeting all the requirements of the Standard will not be accepted and returned to the Data Provider for rectification, with brief outline of non-compliance.

10E SPECIFIC CAD REQUIREMENTS The following specific requirements shall be read in conjunction with the CAD Standard: • UNITS Use 1 Metre = 1 Drawing unit as the basic unit • PLOT SCALES Use 1:500 scale for assessing text and Dimension sizes Comply with the CAD Standard for all As-Built data capture into CAD drawings.

10F GENERAL DATA CAPTURE REQUIREMENTS a) All data is to be collected to the following tolerances, relative to the Rotorua

Standards Survey Benchmarks: • Horizontal +/- 0.05M • Vertical +/- 0.01M

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b) Horizontal and vertical measurements are to be in terms of: • New Zealand Mapping Grid (NZMG), and • Moturiki Datum 1953 respectively c) X, Y, Z, Co-ordinates of features shall be captured as follows: • For above ground features Ground level • For below ground features Invert level d) Related features are to be placed on their appropriate separate layers. The standard

RDC layers are included in the default drawing supplied on the supplementary disk. Please note that these are only a guide and may not reflect the feature which are to be captured. In these cases create new layers following the format described in the CAD Standards.

e) Symbols (AutoCAD Blocks) of some features are included in an AutoCAD drawing

xxxxxxxx.xxx supplied on the supplementary disk. These symbols are to be used where required, however, they may not necessarily reflect all of the features to be captured. In these cases User Block shall be created complying with the RDC CAD Standard. If in doubt liaise with the RDC Chief Draughtsperson.

f) Z Levels.

• These must be entered using the RDC Block “SURV” supplied on RDC supplementary disk.

• Insertion point of the Block shall be at the X, Y co-ordinates of the point. • Fill in the attribute date with the appropriate information, including the Z

values. • The Block MUST be inserted on the features relevant layer, e.g. Layer

ARCZ or STWZ etc. • NB: Entering this data as a Text will not be accepted. g) Trees required are those over 1.5m tall. No species required. h) Parking area definition, where relevant, does not include normal angle and parallel

parking, but includes areas such as taxi, bus, motorcycle, handicapped and off street parking provided by businesses.

i) If floor levels, where required, are to be fixed, to be taken in the doorway fronting

the road boundary. j) Kerb lines, where required, are to be fixed at a maximum of 10m intervals with

position of capture to be at top front of kerb level. Centrelines of roads to be fixed at a maximum of 20m intervals.

k) Cadastre information is to be input by co-ordinates and/or bearing and distances.

DOSLI’s DCDB or any other DCDB may be used if it meets the requirements of the tolerances listed above.

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l) Underground stormwater, sewer and water services are to be captured from RDC records. Actual surface features are to be captured by survey methods, corresponding to the tolerance listed above. For Plotting purposes, pipelines shall be taken to running between the centre line of manhole lids, unless more precise information as to the location of pipe centre line is available from RDC records.

m) Underground electrical, gas and telecom services are not to be recorded. However,

surface features associated with these services are to be captured.

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APPENDIX 11 - MAPS OF ARTERIAL AND COLLECTOR

ROADS

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APPENDIX 12 - FINANCIAL CONTRIBUTIONS –

MINIMUM ENGINEERING REQUIREMENTS FOR SUBDIVISION

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R16.3.3 FINANCIAL CONTRIBUTIONS - MINIMUM ENGINEERING REQUIREMENTS FOR SUBDIVISION

Note : The Performance Standards for the following Rules R16.3.3.1 to R16.3.3.9

are contained in Appendix W. Various methods may be used to satisfy these Performance Standards. However compliance with the Rotorua Civil Engineering Industry Standard 2000 is deemed to satisfy the particular Performance Standards listed.

The maximum level of the financial contribution for minimum engineering requirements is the total cost of providing these requirements in accordance with the Performance Standards outlined in Appendix W.

R16.3.3.1 EARTHWORKS AND FOUNDATIONS

Every lot or lease area within the subdivision shall have a foundation suitable for any intended activity, which will be free from inundation, erosion, subsidence and slippage.

R16.3.3.2 ROADING AND LANDSCAPING

Roads or other means of access approved by Council shall be provided to all lots and lease areas within a subdivision. Large lot subdivision (ie. subdivision into lots or lease areas that may be further subdivided in accordance with the Rules of this Plan) within the Residential Zones, shall also make provision for satisfactory access to future potential residential lots.

Every lot that does not have frontage to an existing road or private road shall have a frontage to a road or private road to be provided by the owner(s) which will give vehicular access to that lot from an existing road or private road. Notwithstanding the above, Council may approve an application for subdivision in any of the following situations:

- Where Council considers that vehicular access is unnecessary, it may approve

access to any lot or lease area by foot only; - Where Council considers that because of the topographical nature of the land

vehicular access is impractical, it may approve access to a lot or lease area by foot only;

- Where Council is satisfied that adequate access to the lot or lease area is

provided over other land pursuant to an easement of right of way.

Note: The Memorandum of Transfer or Easement Certificate must provide for and detail maintenance standards, cost sharing provisions, and means of arbitration.

In addition: (a) The subdivider shall form and completely construct a proposed road as shown

on the scheme plan to the required Council standard, and to enable the proposed road to carry the predicted traffic loadings. This may include providing pedestrian and cycle facilities, drainage, landscaping, and planting;

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(b) The subdivider shall form and construct a carriageway over every proposed

private way and private road as shown on the scheme plan. (c) (i) No private way or private road in the Rural A Zone which services more

than four potential lots (based on the minimum lot size) shall exceed 500 metres in length.

(ii) No private way or private road in the Rural B, D or E Zone which services

more than four potential lots (based on the minimum lot size) shall exceed 200 metres in length.

(d) The subdivider shall set aside within the road reserve areas of land for the

purpose of landscaping and street tree planting to the satisfaction of Council. R16.3.3.3 STORMWATER

The subdivider shall provide a satisfactory system for the collection, treatment and disposal of stormwater from the proposed roads, private ways, access ways, reserves and from all lots, lease areas and building sites within the subdivision.

R16.3.3.4 SANITARY SEWERAGE

The subdivider shall provide for the satisfactory disposal of sewage from each lot, lease area and building site within the subdivision.

R16.3.3.5 WATER SUPPLY

The subdivider shall provide a satisfactory water supply to all lots, lease areas and building sites within the subdivision.

R16.3.3.6 ELECTRICITY SUPPLY

The subdivider shall make suitable arrangements for the reticulation of an electric power supply for every lot, lease area and building site within the subdivision.

R16.3.3.7 GAS SUPPLY

The subdivider shall make suitable arrangements for the reticulation of a gas supply for every lot, lease area and building site within the subdivision, where existing gas reticulation is available within 100 metres of the subdivision.

R16.3.3.8 TELEPHONE SERVICES

The subdivider shall make suitable arrangements for the reticulation of a telephone service and other telecommunication services for every lot, lease area and building site within the subdivision.

R16.3.3.9 ACCESS WAYS AND PRIVATE WAYS

The minimum access and formation widths for access ways and private ways serving household units shall be provided in accordance with the following table:

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NUMBER OF POTENTIAL

HOUSEHOLD UNITS ACCESS WIDTH

FORMATION WIDTH

1 3.0m 2.5m

2 3.0m 3.0m

3 - 4 4.5m 4.0m

5 - 8 6.0m 5.0m

More than 8 household units may not share private access

For other access ways and private ways, see Appendix W.

R16.3.4 FINANCIAL CONTRIBUTIONS - MINIMUM

ENGINEERING REQUIREMENTS FOR DEVELOPMENT

Note: The Performance Standards for the following Rules R16.3.4.1 to R16.3.4.8

are contained in Appendix W. Various methods may be used to satisfy these Performance Standards. However compliance with the Rotorua Civil Engineering Industry Standard 2000 is deemed to satisfy the particular Performance Standards listed.

The maximum level of the financial contribution for minimum engineering requirements is the total cost of providing these requirements in accordance with the Performance Standards outlined in Appendix W.

R16.3.4.1 EARTHWORKS AND FOUNDATIONS

Every building within the development shall have a foundation suitable for its intended use, free from inundation, erosion, subsidence and slippage.

R16.3.4.2 ROADING

Roads or other means of access approved by Council shall be provided to all buildings within the development. However, Council may approve the development where it is satisfied that adequate access to the development is provided over other land pursuant to an easement of right of way.

The developer shall:- (a) form and completely construct and drain all proposed roads, parking and

manoeuvring areas; and (b) form and construct a carriageway over every proposed private way and private

road.

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Note: The Memorandum of Transfer or Easement Certificate must provide for and detail maintenance standards, cost sharing provisions and means of arbitration, in cases of easements of rights of way.

R16.3.4.3 STORMWATER

The developer shall provide a satisfactory system for the collection, treatment and disposal of stormwater from the development.

R16.3.4.4 SANITARY SEWERAGE

The developer shall provide for the satisfactory disposal of sewage from the development.

R16.3.4.5 WATER SUPPLY

The developer shall provide a satisfactory water supply to the development.

R16.3.4.6 ELECTRICITY SUPPLY

The developer shall make suitable arrangements for the reticulation of electric power to the development.

R16.3.4.7 TELEPHONE SERVICES

The developer shall make suitable arrangements for the reticulation of telephone and other telecommunication services to the development.

R16.3.4.8 BONDS

Council may require the developer or owner(s) to enter into a bond for the due compliance with the above requirements which would be arranged prior to the uplifting of a building consent, where the above requirements involve off-site works or affect the existing public road or service infrastructure.

R16.3.5 FINANCIAL CONTRIBUTIONS - SERVICE LANES AND

ROAD WIDENING

In the case where land is vested for service lane or road widening the maximum level of the financial contribution will be in accordance with the identified service lane and road widening requirements listed or described in Appendix N and Appendix D respectively. In addition any costs associated with the vesting of the service lane or road widening will form part of the maximum financial contribution in accordance with the provisions of Part Twelve.

R16.3.5.1 Subject to R12.6 and R12.7 of Part Twelve, Council will require the vesting of land

for service lanes or road widening upon subdivision or development of lots or lease areas with identified service lane or road widening requirements listed or described in Appendix N and Appendix D respectively.

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R16.3.6 FINANCIAL CONTRIBUTIONS - UPGRADING REQUIREMENTS FOR SUBDIVISION AND DEVELOPMENT

The maximum level of the financial contribution for upgrading will be limited to the works necessary to meet the additional loading on the infrastructure caused by the subdivision or development, as determined by Council.

R16.3.6.1 ROADING

For the purpose of forming, diverting, or upgrading any existing road or forming any new road because of new or increased traffic owing to the subdivision or development of any land, Council may, as a condition of approval of a scheme plan or development, require the owner(s) to: (a) pay, or enter into a binding contract to pay, to Council a fair and reasonable

contribution towards the cost of forming or upgrading roads or parts of roads within or adjacent to the subdivision or development or of any other land in the same ownership. Such forming and upgrading shall be carried out to a state or standard as determined by Council. Alternatively Council may require the owner(s) to carry out, or enter into a binding contract to carry out, that work;

and/ or, (b) dedicate a strip of land in the same ownership for the widening of any road. The above requirements shall be limited to the extent to which the road serves or is intended to serve the subdivision or development.

R16.3.6.2 UPGRADING PARAMETERS FOR ROADING

(a) Each household unit will be deemed to generate 6 vehicle movements per day (v.p.d.).

(b) All existing roads directly serving the subdivision or development shall be

formed and sealed when required to carry in excess of 70 v.p.d., except that metalled cul-de-sacs or cul-de-sac ends less than 300m in length shall also be formed and sealed even though assessed traffic volumes may be less than 70 v.p.d.

(c) Where contributions towards footpath, kerb and channel and berm formation are

required, the contribution shall be at the rate of 50% of the total estimated cost.

R16.3.6.3 WATER SUPPLY AND DRAINAGE

Council may, as a condition of its approval of the scheme plan or development, require the owner(s): (a) where an existing public water supply system or drainage system is available, to

service the subdivision (being a system within or contiguous to the land in the subdivision) -

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to pay, or enter into a bond to pay, to Council such amount as Council considers fair and reasonable for or towards the cost of upgrading the said system.

(b) where any such system is not available, but is likely to be available within a

period of five years, to pay, or enter into a bond to pay, Council such amount as Council considers fair and reasonable for or towards the cost of providing water, drainage, electricity or gas connections from that system to the subdivision or to any lots in the subdivision.

R16.3.6.4 UPGRADING PARAMETERS FOR WATER SUPPLY AND DRAINAGE

Unless otherwise provided for, the upgrading contribution required towards the cost of upgrading a service will be the total cost of upgrading such service to serve for the subdivision or development in accordance with the Performance Standards of Appendix W.

R16.3.7 MISCELLANEOUS FINANCIAL CONTRIBUTION

REQUIREMENTS FOR SUBDIVISION AND DEVELOPMENT

R16.3.7.1 SHARING OF COST OTHER THAN UPGRADING CONTRIBUTIONS

The provisions of R16.3.6, with the exception of R16.3.6.2.(c), do not define a basis for the sharing of the cost of services between the subdivider or developer and Council. The share of the cost to be met by the subdivider or developer will be determined by Council at the time of scheme plan or development approval. Council's share and upgrading costs are required to be included in the Annual Plan process which may delay provision of the appropriate service and implementation of the subdivision or development. The subdivider or developer may elect to proceed with such works at their cost.

R16.3.7.2 ENGINEERING INSPECTION FEES

To cover the cost of the inspection by Council of the Engineering Plans and Specifications, and the cost of inspection of construction, the subdivider or developer shall pay the following fees: (a) 1% + GST of the value of the works inspected and approved based on a schedule

of quantities and estimated rates to be submitted by the subdivider or developer; or

(b) A minimum fee as determined by Council. All estimated rates must be fair and reasonable.

R16.3.7.3 EASEMENTS FOR PUBLIC SERVICES

All easements necessary for public services and batters, or where required by Council, are to be granted by the subdivider or developer.

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R16.3.7.4 DISCHARGE PERMITS

All discharge permits shall be obtained by the subdivider or developer in their name. R16.3.7.5 WORKS IN RESERVES, DOMAINS OR PRIVATE LAND

Wherever any works are to be constructed within a reserve or domain vested in Council, the subdivider or developer shall obtain the approval of Council. In the case of private property, written permission of both the owner(s) and the occupier(s) shall be obtained and submitted to Council along with the engineering plans. Upon completion of the works and prior to the issue of a completion certificate in the case of a subdivision, written confirmation of the property owner’(s) satisfaction with reinstatement works shall be provided. Drains laid on private property other than that owned by the subdivider, are subject to Section 445 of the Local Government Act 1974 and only Council is empowered to serve the statutory notifications, etc. required. All costs involved in the serving of notices, hearing of objections and any other consequential expenditure shall be met by the subdivider or developer.

R16.3.7.6 VARIATION OF REQUIREMENTS

Any variation from the requirements which may be necessary to meet particular circumstances must be referred to Council for specific approval and will be assessed as a Non-Complying Activity. Any reduction in standards must receive the approval of Council prior to being incorporated in plans and specifications for subdivision or development.

R16.3.7.7 COMMENCEMENT OF WORKS

On no account shall any engineering works be commenced on any subdivision or development until after the engineering plans and specifications have been approved and satisfactory notice of the works has been given to Council.

Works carried out without satisfactory notification and works not inspected will not be accepted by Council.

R16.3.7.8 TESTING

Any works required to be tested by, or in the presence of, a Council officer shall be pre-tested and proved satisfactory by the subdivider's or developer's representative before any request is made for official testing. The costs of any re-testing required (should the particular section of work under test, fail to pass the test on the first occasion) and for all Benkelman Beam testing will be charged to the subdivider in addition to the fees payable under R16.3.7.2.

R16.3.7.9 THERMAL GROUND

Council may impose specific requirements applicable to any subdivision or development in thermal areas. Subdividers and developers are urged to have early consultation with Council Officers before proposing any works in thermally active areas.

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R16.3.7.10 INSURANCE - THIRD PARTY LIABILITY

Where the subdivider or developer carries out works on a road, or any other land not owned by the subdivider or developer, the following insurance provisions will apply: (a) the subdivider or developer or his/her representative will be responsible to

ensure that insurance is taken out or held in the joint names of the subdivider or developer and Council. This insurance shall be of the third party/public liability type, for a minimum amount of two million dollars;

(b) the Policy will be extended to cover all insurable risks normally applicable to

subdivision or development works; and (c) the Policy shall have attached thereto either:

(i) a cross liabilities/joint insured’s clause; or (ii) appropriate wording which states that the Policy will be construed as

though a separate Policy has been issued to each of the joint insured’s.

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APPENDIX 13 - SUBDIVISION AND DEVELOPMENT

STANDARDS - EARTHWORKS AND LAND STABILITY

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w1 SUBDIVISION AND DEVELOPMENT STANDARDS

w1.1 INTRODUCTION.

The Engineering Works and Services criteria specified below are the Performance Standards to be achieved in meeting the Minimum Engineering Requirements specified in Part Sixteen of this District Plan.

w1.2 PERFORMANCE STANDARDS

EXPLANATION The following are the performance standards for subdivision activities. The Rotorua Civil Engineering Industry Standard 2000 is the technical document “approved” by Council for meeting these standards. Any subdivision or development which meets the Code will be deemed to comply with the performance standards contained in the District Plan. Alternative design proposals must display a level of compliance equivalent to this approved document in meeting these performance levels. Proposals which fail to meet the level of performance of the Code will be assessed as non-complying activity applications.

w1.2.1 EARTHWORKS AND LAND STABILITY

(a) That all earthworks are carried out in a manner that minimises or avoids damage to the natural and physical environment.

(b) That modifications to the natural environment resulting from earthworks be

minimised or avoided in order to preserve existing landscape and habitat features as far as practicable.

(c) That the land form is stabilised. (d) That the carrying out of bulk earthworks, the assessment of slope stability or the

detailed evaluation of the suitability of natural ground for the foundations of buildings, road, services or other works, be evaluated, investigated, controlled and certified by a soils engineer.

(e) That construction control testing be carried out by an Organisation with Telarc

Registration in all relevant tests. (f) That earthworks are carried out, as applicable, in accordance with the:

(i) Specification for Earthworks Construction (F/1) - Transit NZ, and (ii) NZS 4431:1989 Code of Practice for Earth Fill for Residential

Development. (g) That where the volume of filling does not exceed 50m³ and the depth does not

exceed 450mm, the requirements for testing will not be enforced.

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(h) That for areas with high water tables the ground water table must be established. In the case of land adjacent to rivers and streams, the ground water table must be established with reference to the average water level of the river or stream at maximum lake level. For areas in close proximity to lakes, the ground water table must be established with reference to the maximum desirable lake level.

Filling to not less than 1 metre above mean water table level as above will be required. Minimum floor levels of habitable buildings will be required to be fixed at 1.5 metre above mean water table level and recorded as a restriction on property titles and Council's Hazard/Caution Register. In reserve areas and other areas not required to support buildings or services, Council may agree to lower standards than for the remainder of the earth fill. The extent of such low density fills shall be defined on the "As Built" drawings and on the title, if appropriate.

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STANDARDS - ROADING AND LANDSCAPING

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w1 SUBDIVISION AND DEVELOPMENT STANDARDS – ROADING AND LANDSCAPING

w1.1 INTRODUCTION.




w1.2.2 ROADING AND LANDSCAPING

(a) General policy That adequate levels of access, safety and convenience are provided for all

road users including pedestrians and cyclists in the District, while ensuring acceptable levels of amenity, and protection of the environment from the impact of traffic.

(b) Roading network

(i) That a distinctive and hierarchical network of roads is provided having regard to the desired servicing levels, with clear physical distinctions between each type of road, based on road formation, convenience, traffic volumes, vehicle speeds, public safety and amenity.

(ii) That provision for the safe and convenient movement of pedestrians and

cyclists throughout the development is provided.

(iii) That streets, service lanes and accessways are laid out to fit in with the general roading requirements of the locality in which they are situated, and to conform with any provisions of this District Plan. The roading layout must provide for access to adjoining land where deemed necessary by Council.

(iv) That efficient provision is made for utility services, that is, water supply

and reticulation, sewerage reticulation and disposal facilities, stormwater and land drainage, electricity, street lighting, telecommunication, gas and for landscaping and street trees.

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(v) That roads within any residential neighbourhood are designed to avoid functioning as through traffic roads for externally generated traffic.

(vi) That a road hierarchy and network is established which provides

convenient linkages between residential neighbourhoods within the District, and a road and pedestrian network which provides convenient linkages to activity centres.

(c) Road design

(i) That allowance is made for sufficient width of carriageway and berm to allow roads to perform their designated functions within the road network.

(ii) That allowance is made for all users of the road, including adequate

provision for traffic moving lanes, passing facilities and parking areas for vehicles, the safe and convenient movement of pedestrians/cyclists and aesthetically pleasing and functional landscaping and tree planting.

(iii) That the systematic reduction of traffic speeds and volumes, coupled with

alternative provisions for parking may allow variations of the road width and footpath width standards.

(iv) That the incorporation of features to provide for increased safety and

reduced vehicle speeds within residential streets is encouraged.

(v) That 7.5m² for each of the potential lots (based on minimum permitted lot sizes) shall be set aside within the road reserve for the purpose of landscaping and street tree planting. Such areas are to be planted and landscaped and are to be spread evenly throughout the street to provide aesthetically pleasing areas and each such area must be able to contain a 3m diameter circle and be free from utility services.

(vi) That road geometry provisions are consistent with the needs of the road

classification, physical land characteristics, use and safety.

(vii) That provision is made on the carriageway for two on-street parking areas for each lot. In a standard width street and carriageway this would be satisfied by the normal parking lanes adjacent to the kerb. For non-standard and carriageway widths this requirement may be reduced where alternative off-street parking is provided as part of the development work.

(viii) That all off-street parking spaces, access drives and manoeuvring areas

shall be designed to facilitate the free flow of vehicles, the safe and convenient movement of pedestrians and the preservation and enhancement of the amenities of the area.

(ix) That all off-street parking spaces, access drives and manoeuvring areas

required under (viii) above, shall be designed, formed, drained and constructed as part of the overall development and shall be surfaced with permanent wearing materials.

(x) That the requirements for utility services are allowed for.

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(xi) That satisfactory provision shall be made at cul-de-sac heads for the on-carriageway turning of service and delivery vehicles, including rubbish collection vehicles.

(d) Road construction

(i) That road pavement and edge treatment are suitable for ensuring a satisfactory containment and drainage of the roadway pavement, and in particular, to use pavement materials suitable for the function of the road.

(ii) That roads are constructed to an appropriate strength to enable the carriage

of the proposed vehicles at a minimum total cost to the community, both in initial construction and long term maintenance.

(iii) That roads are designed and constructed with a design life of 25 years.

Except for vehicle pavement wearing surfaces which may be designed for re-surface treatment in 12 year stages.

(iv) That a pavement edge is provided that is appropriate for the control of

vehicle movements, performs any required drainage function and is structurally adequate.

(v) That both pre-construction and stage construction testing is carried out to

ensure that pavements are designed and constructed to perform in accordance with their function.

(vi) At the intersection of new roads and existing roads, the new road

formation shall connect with the existing road with the work to be carried out by the subdivider to the satisfaction of Council, and shall include the provision of common stormwater disposal.

(vii) That the subdivider shall arrange for the installation of the necessary

underground street lighting cable, standards and fittings for all new roads in accordance with the relevant New Zealand Standard, together with accessway lighting where required.

The standard lamp fitting is "Goughlight 500".

(viii) That standard street nameplates shall be erected by the subdivider at all

street intersections on both streets. Street nameplates and mountings are to be in accordance with the Standard Drawings and are to include the words "No Exit" where applicable.

Alternatively the subdivider may reimburse Council for the provision and erection of the nameplates.

(ix) That all regularly used vehicle crossings (eg. urban, residential, rural

tanker entrances) are formed, surfaced and drained to allow safe and effective vehicle access from the carriageway to the boundary and in locations giving visibility equal to the safe stopping distance for the carriageway speed limit.

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All vehicle crossings are to be of concrete construction except where kerb and channel does not exist. In these cases two coat sealed construction will be accepted.

CRITERIA FOR PUBLIC & PRIVATE ROADS AND PRIVATEWAYS

Type and Description

Road Reserve

Width (m)

Carriageway

Width (m)

Kerbing / Edging

Predicted Traffic Vpd

& Type

Foothpath Width (m)

Maximum Deflection

(mm)(5)

Maximum Grade & Desired Speed (km/hr) Flat (2) Rolling(2) Hilly(2)

URBAN Primary A. Arterial

Specific Design

Specific Design

Vertical Up to 30000 Vpd

2 @ 1.4m 5%(1) 70 km/h

6% (1) 60 km/h

7%(1) 55 km/h

B. Principal Major & Minor

20.00 13.00 Vertical Up to 15000 Vpd

2 @ 1.4m 5%(1) 70 km/h

6% (1) 60 km/h

7%(1) 55 km/h

Secondary C. Local Distributor (150-450 lots)

20.00 11.00 Vertical Up to 8000 Vpd

2 @ 1.4m 6%(1) 60 km/h

7%(1) 55 km/h

9%(1) 50 km/h

D. Local (Up to 150 lots)

20.00 8.50 Vertical 2 @ 1.4m 7%(1) 50 km/h

8%(1) 45 km/h

10%(1) 40 km/h

Cul de sacs (i)13-40 Lots Max (ii) Up to 12 lots

20.00 16.50

18.50 7.50

Vertical Vertical

Light No passenger vehicles Light No passenger vehciles

2 @ 1.4m 2 @ 1.4m

7%(1) 50 km/h 8%(1) 40 km/h

8%(1) 45 km/h 10%(1) 35 km/h

10%(1) 40 km/h 12%(1) 35 km/h

Private ROW/Access (i) 1-2 potential units (ii) 3-4 potential units (iii)5-8 potential units

3.0 4.5 6.0

2.5-3.0(6) 4.0 5.0

Vertical and Flush or Mount-able

Light (4) Light (4) Light (4)

None required None required None required

10%(3) 30 km/h 10%(3) 30 km/h 10%(3) 30 km/h

12%(3) 30 km/h 12%(3) 30 km/h 12%(3) 30 km/h

15%(3) 25 km/h 15%(3) 30 km/h

Rural Rural A Rural B Rural C Rural D

20.00 20.00 20.00 20.00

6.00 6.00 6.00 6.00

K & C where stormwater problems exist

Not reqd. 1 @ 1.4m 2 @ 1.4m 1 @ 1.4m

Specific Design Required



Rural Cul de sac (i)13-40 Lots max (ii)Up to 12 Lots

16.50 16.50

6.00 6.00

K & C where stormwater problems exist

Light Light

1 @ 1.4m 1 @ 1.4m

7%(1)(3) 50 km/h 8%(1)(3) 40 km/h

8%(1)(3) 45 km/h 10%(1)(3) 35 km/h

10%(1)(3) 40 km/h 12%(1)(3) 35 km/h

NOTES 1. These grades may be increased by 1% for lengths under 150m 2. Flat 0-8% cross-slope. Rolling 8-15%. Hilly – over 15% cross-slope. 3. 5% maximum if no kerb 4. Commercial and industrial ROWs subject to specific design 5. On finished Basecourse (Refer drawing for subgrade Benkleman beam deflections) 6. Carriageway width, for one unit 2.5m and 3m for two units 7. Footpaths will not be required in the Rural Residential Zone where it is proven that there

are no pedestrian traffic generators such as schools, shops or bus stops within close proximity.

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STANDARDS - UTILITY SERVICES:

STORMWATER & LAND DRAINAGE

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w1 SUBDIVISION AND DEVELOPMENT STANDARDS

w1.1 INTRODUCTION.




w1.2.3 UTILITY SERVICES w1.2.3.1 General

(a) That all existing utility services available are extended wherever practically possible, allowing for, the connection of each new property within the subdivision, capacity for future land use in the catchment being serviced, and assessing the adequacy of the existing utility services available, including upgrading such services where inadequacy exists.

(b) That where one or more of the utility services are not available, that the

subdivision is able to sustain the lack of the particular service in its own right.

(c) That the location of utility services is provided for within road reserves in the first instance, and otherwise parallel to common property boundaries wherever practically possible.

(d) That utility services are provided in a manner which can be economically

maintained over their design life.

(e) That utility services within road reserves are provided at the location and depth required by the street servicing cross-section.

(f) That the actual connection to the existing water supply reticulation will be

carried out by Council staff and charged to the subdivider. Connections to stormwater and sanitary drainage reticulations shall be carried out by the subdivider under the supervision of the appropriate Council Officer. The subdivider shall give Council five working days notice of intention to connect to any existing service reticulation. Connections will be permitted only after the new reticulation has passed the necessary testing, and any fees paid.

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(g) That unless resolved otherwise by Council, or unless otherwise permitted by this

Plan, all services shall be entirely underground. Separate lots shall be set aside for sites required by service authorities for transformers etc. None of these facilities will be permitted within the normal road reserve and sites for these facilities are to be set aside as utility or additional road reserve.

(h) That all significant residential subdivisions will be required to be served by

communal sewerage and water supply schemes. Water and sewerage services will be mandatory in areas where these services are already operating or likely to be available within five years.

(i) That all easements for the identification and protection of private and public

services and secondary flow paths are to be granted by the applicant.

(j) That all services are supplied to ensure maximum conservation of resources in a sustainable manner.

(k) For subdivision and development, lots, lease areas, building sites and buildings

shall be serviced independently with stormwater, sanitary sewerage and water supply to the point of discharge/supply as deemed appropriate by Council.

w1.2.3.4 Stormwater and land drainage

(a) That a stormwater reticulation and disposal system that is adequate to safeguard people from injury or illness and to protect property from damage caused by surface water is provided.

(b) That a piped primary system capable of carrying surface water resulting from a

storm having a 10% probability of occurring annually shall be constructed.

(c) That a secondary flow system capable of carrying surface water resulting from a storm having a 2% probability of occurring annually shall be constructed to ensure that such surface water shall not enter buildings.

(d) That adequate provision is made for the collection and disposal of stormwater

runoff from impermeable surfaces.

(e) That all stormwater reticulation and disposal systems are constructed to convey surface water to an appropriate outfall using gravity flow where possible, and in a manner which avoids the likelihood of blockages, leakage, penetration by roots, or the entry of groundwater where pipes or lined channels are used and avoids the likelihood of damage from superimposed loads or normal ground movements.

(f) That accessible inspection chambers are provided at all changes of grade,

direction and pipe size.

(g That self cleansing velocities are maintained within reticulation systems.

(h) That the reticulation and disposal system is designed and constructed for a functional design life of 50 years.

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(i) That damage to the environment both during and after the development construction phase is minimised or avoided.

(j) That surface flows on carriageways are controlled in order to enable safe and

comfortable vehicle and pedestrian access across and along road reserves.

(k) That a stormwater system is provided which can be economically maintained.

(l) That adequate provision is made to separate contaminants from stormwater runoff.

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APPENDIX 16 - SUBDIVISION & DEVELOPMENT


SEWERAGE RETICULATION & DISPOSAL FACILITIES

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w1 SUBDIVISION AND DEVELOPMENT STANDARDS – UTILITY SERVICES - SEWERAGE

w1.1 INTRODUCTION.













carried out by Council staff and charged to the subdivider. Connections to stormwater and sanitary drainage reticulations shall be carried out by the subdivider under the supervision of the appropriate Council Officer. The subdivider shall give Council five working days notice of intention to connect to any existing service reticulation. Connections will be permitted only after the new reticulation has passed the necessary testing, and any fees paid.

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(j) That all services are supplied to ensure maximum conservation of resources in a sustainable manner.

For subdivision and development, lots, lease areas, building sites and buildings shall

be serviced independently with stormwater, sanitary sewerage and water supply to the point of discharge/supply as deemed appropriate by Council.

w1.2.3.3 Sewerage reticulation and disposal facilities

(a) That a sewerage reticulation system which is adequate for the maintenance of public health, eliminates the ingress of stormwater and groundwater, and also avoids the occurrence of system surcharging or overflows is provided.

(b) That new disposal facilities are provided, or existing facilities are upgraded,

which allow discharge of the effluent collected in the sewerage reticulation system to be disposed of in an environmentally appropriate manner, provided that a discharge consent is obtained from the regional council.

(c) That where an extension to the sewerage reticulation system or the provision of a

new system inclusive of a disposal facility is not practicable, then disposal of effluent is to be contained within the property boundaries, provided that a discharge consent is obtained from the regional council, where such disposal contravenes the regional plan.

(d) That for the purposes of the minimum subdivision and development standards in

relation to sanitary sewerage in Part Sixteen, sewage disposal requiring a discharge consent is not considered satisfactory until the consent is obtained.

(e) That domestic sewerage reticulation and sewage disposal systems be designed to

cater for flows of 220 litres per head per day and a peak factor of four.

(f) That industrial and commercial sewerage reticulation and sewage disposal systems be designed in accordance with specific approved parameters for the development.

(g) That the reticulation system be designed such that each lot is provided with a

minimum 100mm diameter connection to a minimum of 500mm inside the property boundary and at a depth capable of servicing the entire building site.

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Where existing reticulation restricts the site areas that can be serviced, such restrictions must be identified and recorded on property titles.

(h) That accessible inspection chambers are provided at all changes of grade,

direction and pipe size as required for access and cleaning purposes.

(i) That self cleansing velocities are maintained within reticulation systems.

(j) That no private sewage pumping station be installed without approval in writing from Council, and adequate registration on the property Certificate of Title stating the maintenance and operational responsibilities of the property owner.

(k) That the reticulation and pumping system is designed and constructed to allow

the passing of 75mm solids.

(l) That the reticulation and disposal system is constructed to prevent the ingress of ground, soil, groundwater or surface water.

(m) That the reticulation and disposal system is designed and constructed for a functional design life of 50 years, except for electrical and mechanical equipment which may be designed and constructed for a functional design life of 15 years.

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WATER SUPPLY & RETICULATION

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w1 SUBDIVISION AND DEVELOPMENT STANDARDS – UTILITY SERVICES – WATER SUPPLY

w1.1 INTRODUCTION.













carried out by Council staff and charged to the subdivider. Connections to stormwater and sanitary drainage reticulations shall be carried out by the subdivider under the supervision of the appropriate Council Officer. The subdivider shall give Council five working days notice of intention to connect to

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any existing service reticulation. Connections will be permitted only after the new reticulation has passed the necessary testing, and any fees paid.







(k) That all services are supplied to ensure maximum conservation of resources in a sustainable manner.



w1.2.3.2 Water supply and reticulation

(a) That an adequate, reliable, safe and efficient supply of potable and wholesome water is provided.

(b) That a reticulation system which is adequate for fire fighting purposes and for

estimated domestic, commercial and industrial consumption is provided.

(c) That for fire fighting purposes, the system shall comply with the requirements of the current Fire Service Code of Practice within all Subdivisions and Developments.

(d) That all lots are able to be serviced by connections from water mains within the

adjacent berm and not by connections crossing road carriageways. With the exception of lots created within rural water supply areas which shall be serviced by connections at appropriate and accessible lot boundaries. Individual lots and buildings shall be separately serviced unless managed by a body corporate.

(e) That all connections and mains are constructed to ensure the minimum leakage

of water and easy connection for service connection fittings.

(f) That every residential property receives a minimum service of 30 metre head and 30 litres/minute.

(g) That every commercial and industrial property receives minimum head and

flows designed in accordance with specific approved parameters.

(h) That all Industrial streets shall be serviced by fire fighting mains in each berm.

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(i) That all mains are provided with isolation valves to enable independent isolation of each berm main between carriageway intersections.

(j) That the reticulation system is designed and constructed for a functional design

life of 50 years.

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ELECTRICITY, STREET LIGHTING, TELECOMMUNICATIONS & GAS

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w1 SUBDIVISION AND DEVELOPMENT STANDARDS – UTILITY SERVICES – ELECTRICITY, STREET LIGHTING, TELECOMMUNICATIONS & GAS

w1.1 INTRODUCTION.













carried out by Council staff and charged to the subdivider. Connections to stormwater and sanitary drainage reticulations shall be carried out by the subdivider under the supervision of the appropriate Council Officer. The

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subdivider shall give Council five working days notice of intention to connect to any existing service reticulation. Connections will be permitted only after the new reticulation has passed the necessary testing, and any fees paid.







(l) That all services are supplied to ensure maximum conservation of resources in a sustainable manner.



w1.2.3.5 Electricity, Street Lighting, Telecommunication and Gas

(a) That adequate provision is made for the supply and installation of electricity, street lighting, telecommunication and gas services.

(b) That street lighting is provided in a manner to ensure safety of vehicles, cyclists

and pedestrians using the roading network.

(c) That electricity, telecommunication and gas services be installed underground in accordance with the Rules of this Plan.

(d) That the requirements for the provision of electricity, street lighting,

telecommunication and gas meets with the approval of the relevant network utility operator.

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FENCING & WORKS AND SERVICES COMPLETION REQUIREMENTS

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w1 SUBDIVISION AND DEVELOPMENT STANDARDS – UTILITY SERVICES – FENCING & COMPLETION REQUIREMENTS

w1.1 INTRODUCTION.













carried out by Council staff and charged to the subdivider. Connections to stormwater and sanitary drainage reticulations shall be carried out by the subdivider under the supervision of the appropriate Council Officer. The subdivider shall give Council five working days notice of intention to connect to

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any existing service reticulation. Connections will be permitted only after the new reticulation has passed the necessary testing, and any fees paid.







(m) That all services are supplied to ensure maximum conservation of resources in a sustainable manner.



w1.2.4 FENCING

Fencing shall be required at the sides of any road, street, reserve or accessway, if in the opinion of Council such fencing is necessary to ensure the safety of the public, or to avoid remedy or mitigate any adverse effect on the environment.

Fences shall be required on both sides of pedestrian accessways.

Other fences to be erected will be specified by Council and must be constructed in accordance with the Standard Drawings. Temporary fencing shall be erected by the subdivider to protect the general public, particularly children, from all danger areas in the subdivision. Signs shall be erected warning persons of the dangerous areas. The use of barbed wire is prohibited.

Fencing covenants in favour of Council will be required over all lots fronting land, other than roads, vested in Council.

w1.2.5 WORKS AND SERVICES COMPLETION REQUIREMENTS w1.2.5.1 Completion certificate

The Completion Certificate will be issued by Council when the following have been complied with:

(a) All Engineering construction work required as a condition of approval has been

completed to Council's satisfaction. Council may agree to accept a bond in lieu of completion of portions of the construction work.

(b) Payment of the Maintenance Deposit and Cash Bonds where applicable.

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(c) Payment of all fees and other charges, eg. reserves contribution, road upgrading,

inspection charges etc.

(d) "As-Built" drawings received, checked and approved by Council for all works.

(e) Approval of Survey Plan.

(f) All other conditions of approval.

Upon completion of the maintenance periods and the issue of a completion certificate allowing deposit of the Survey Plan, Council will take over and assume responsibility for maintenance of such vested services.

w1.2.5.2 Maintenance and final acceptance

The subdivider shall be responsible for the maintenance of the works for a period of three (3) months, from the date on which Council certifies in writing that the work has been completed after notification by the subdivider's representative. Other items of work (eg. silt traps) may have longer periods of maintenance as specified by Council.

Prior to final acceptance at the completion of the Maintenance Period, the subdivider shall have the following works carried out.

(a) Berm grass to be mown; (b) Carriageways swept; (c) Drainage system, including cesspits, cleaned out. An inspection of the subdivision shall be carried out by Council prior to the acceptance at the completion of the Maintenance period. Any section of the works that does not comply with the approved plans and specifications must be rectified by the subdivider before any of the subdivision will be accepted. If the subdivider wishes to obtain a Completion Certificate prior to the end of the Maintenance Period, then a sum equal to five percent (5%) of the value of the works under maintenance is to be deposited with Council before issuing of the Completion Certificate. This sum will be held until the maintenance periods have been satisfactorily completed. The actual priced contract schedule for the work is to be submitted with the five percent (5%) deposit.

w1.2.5.3 Bonds for uncompleted work Bonds for uncompleted subdivisional works are not favoured and would normally only apply to second coat sealing and planting where approved by Council. Bonds will normally be in cash for one hundred and twenty-five percent (125%) of the value of the work as determined by Council.

w1.2.5.4 Emergency procedure Council is to be informed without delay if, during the course of construction works, any situation arises whereby the security of public or private property, or the operation of any public facility is endangered. Council may instruct the subdivider's representative to carry out such remedial measures as Council thinks fit to remove the danger. Any work so ordered is to be done at the expense of the subdivider. If the

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work is not commenced within 8 hours of the issuing of the instruction, Council may arrange for the required work to be carried out at the subdivider's expense. Should any emergency arise requiring immediate attention, Council may carry out the work and recover the costs from the subdivider.

w1.2.5.5 Damage All damage to existing roads, services or private property, or disturbance of survey boundary marks due to, or caused by, any new works as a result of subdivision or development, shall be the liability of the subdivider/developer. The damage must be repaired by the subdivider/developer immediately following instruction from Council. If the work is not commenced within 16 working hours, then Council may arrange for the necessary work to be carried out and charged to the subdivider/developer. This provision includes removal of mud and debris from existing roads in the vicinity of the works. A daily removal of such debris may be necessary in the interests of traffic safety. All damage caused to survey marks, including boundary marks and caused by a person other than the Subdivider or Developer and Contractors, shall be the liability of the person disturbing those marks.

ROTORUA CIVIL ENGINEERING · Page 1 of 309 Rotorua Civil Engineering Industry Standard 2000...

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