Assessment of Environmental Effects
Baylis Bros. (Leeston) Limited
97-105 High Street, Leeston Service Station Redevelopment
February 2018
Contents
Introduction ...... 3 Description of the Proposal ...... 3 Plans and Documentation ...... 3 The Site and Surrounds ...... 4 The Proposal ...... 6 Regional Plans ...... 10 Land and Water Regional Plan (LWRP) ...... 11 Canterbury Air Regional Plan (CARP) ...... 12 Summary ...... 13 Assessment of Environmental Effects ...... 14 Construction Phase Stormwater ...... 14 Operational Phase Stormwater ...... 16 Earthworks ...... 18 Dewatering ...... 19 Summary ...... 20 Part 2 Matters ...... 20 Consideration of Alternatives ...... 21 Objectives and Policies ...... 21 Canterbury Regional Policy Statement ...... 21 Land and Water Regional Plan ...... 22 Mahaanui Iwi Management Plan 2013 ...... 23 Consultation ...... 25 Conclusion ...... 25
Appendix A – Location Plan
Appendix B – Certificate of Title
Appendix C –Site Plans
Appendix D – Landscaping plan
Appendix E – Drainage Plan
Appendix F – Puraceptor design and sizing calculations
Appendix G – Civil Engineering specifications
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Appendix H – Detailed Site Investigation
Appendix I – Groundwater quality results for dissolved metals
Appendix J – Correspondence with Selwyn District Council
Appendix K – Site Management Plan
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Introduction
This assessment is provided in accordance with the requirements of section 88 of the Resource Management Act 1991 and the Fourth Schedule to the Act. It is in support of the resource consent application made by Baylis Bros. Limited to redevelop the existing Challenge Service Station at 97-105 High Street, Leeston.
Consent is required from Environment Canterbury for the use of land for excavation, to discharge construction and operational phase stormwater and to take and discharge dewatering water.
Consent is required in terms of the Selwyn District Plan for non-compliances related to the proposed new convenience store, landscaping, signage and vehicle crossing requirements. In addition, the disturbance of soil is a discretionary activity under the Resource Management (National Environmental Standard for Assessing and Managing Contaminants in Soil to Protect Human Health) Regulations 2011, hereafter NES.
Description of the Proposal
Plans and Documentation
The following plans and documentation are attached as appendices:
• Appendix A – Location Plan • Appendix B – Certificate of Title • Appendix C –Site Plans • Appendix D – Landscaping plan • Appendix E – Drainage Plan • Appendix F – Puraceptor design and sizing calculations • Appendix G – Civil Engineering specifications • Appendix H – Detailed Site Investigation • Appendix I – Groundwater quality results for dissolved metals • Appendix J – Correspondence with Selwyn District Council • Appendix K – Site Management Plan
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The Site and Surrounds
The site is located at 97-105 High Street, Leeston. The legal description of the site is Lot 1 DP 5714, Lot 3 DP 5714, Lot 1 DP 16421 and Lot 2 DP 16421 and is contained in Certificates of Title CB412/201, CB668/6, CB600/18 and CB2B/786.
The site is located within the Business 1 Zone of the Selwyn District Plan which provides town centre activities including retail, service and community activities. The site is triangular in shape and has two road frontages being High Street and Market Street. It contains the existing Challenge Service Station which includes a convenience store, workshop, tyre shop and high flow diesel refuelling island. The workshop and tyre shop have recently relocated to 1631 Leeston Road, north east of the township.
The site is surrounded by land zoned Business 1. Land use activities include a residential site to the north, commercial activities on the main street of Leeston (High Street) and the RSA Clubrooms which are diagonally opposite. Land across the road on Market Street is the site of the newly built Leeston Hotel and the Leeston RD1 store.
No current consents are held for the site.
The site is identified on the Environment Canterbury Listed Land Use Register as F4 – Motor vehicle workshops and F7 – Service stations with a category of Significant Adverse Environmental Effects. A contaminant plume is present on the site but has not been fully delineated nor monitored.
Groundwater sampling undertaken in 1993 identified benzene, toluene and xylene concentrations in excess of the New Zealand Drinking Water Standards. In 2000, URS NZ Ltd undertook additional groundwater sampling. Sampling of the tank pit monitoring wells did not indicate the presence of any hydrocarbons but these wells were located up-gradient of older tanks that had previously been removed. URS prepared a simulation of dissolved phase contaminant migration. The model results indicated that hydrocarbons were unlikely to exceed the New Zealand Drinking Water Standards at a distance of 80m from the site 8 years after the original contamination event (prior to 1992). The site soils were also partially investigated to determine the risk to human health.
Based on nearby borelogs and borehole drilled on site, the near surface geology consists of shallow silt soils over sandy, silty gravel deposits.
The site overlies the unconfined aquifer and piezometric contours indicate groundwater flows in a south-east direction. Groundwater sampling investigations following the previous tank removal encountered groundwater 1.5m below ground level at the site. No bores within 500m of the site have groundwater readings. The closest well with several readings, including recent water levels is M36/1918, 11.6m deep and located 2.3km north-west of the site. The highest recorded groundwater level is 0.56m below ground level and recent groundwater levels taken in the previous six months show
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that groundwater levels are approximately 0.7m below ground level. Based on this information, groundwater may be less than 1m below ground level.
A search of bores within 500m of the site shows 26 wells, of which 15 are active. The active wells are used for commercial/industrial purposes, public water supply and water level observation. The depth of wells range between 5m and 76m below ground level.
The closest community water supply well is M36/2746 located approximately 160m south-east of the site. The site is within the community supply protection zone of M36/2746. A second community supply well, M36/4700 is located 370m north-east of the site. These wells supply community drinking water to the Leeston township. The Drinking Water for New Zealand website indicates that supplies serve a population of 2,350 and the latest testing of the water met the New Zealand Drinking water standards.
The closest surface water body is Leeston Creek located 280m north-west of the site.
A Location Plan is attached as Appendix A and the Certificates of Title are attached as Appendix B. An aerial image of the location is shown below:
Source: Canterbury Maps
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The Proposal
This proposal is to redevelop the existing Challenge Leeston service station as follows:
Underground Tanks
No changes are proposed to the existing underground fuel tanks. There are three existing underground fuel tanks located in the northern corner of the site containing petrol 91, petrol 95 and diesel.
Forecourt
The tanks will supply fuel to four dispenser locations with each dispenser having six hoses. The dispensers will be protected from manoeuvring vehicles by bollards. An LPG filling station will be located at dispenser 5/6 with the LPG storage located in the south-west corner of the site near the convenience store.
The delivery lines for the dispensing pipework will be double walled and all other pipework will be single walled. Tankers will continue to refill the tanks as is currently the case by entering the site from Market Street and exiting onto High Street.
A canopy of 373m² is proposed over the forecourt area. It will have a width of 8m and length of 30m over the refuelling area. The canopy will also extend west to the convenience store to provide shelter for customers. The height of the canopy will 5.65m above ground level.
Diesel Facilities
A hi-flow diesel dispenser will be located on the northern boundary of the site. The proposed hours for refuelling from the hi-flow diesel dispenser will be restricted to between 7.00am and8.00pm.
Buildings The existing buildings on the site will be demolished and a new building will be constructed. The existing building footprint is 722.7m² which comprises 40.5% of the site. The new building will measure 27m by 9m and will have a height of 4.0m. The store will include the following activities:
➢ A convenience store, including On the Spot; ➢ An office; ➢ Accessible toilets; and ➢ A staff room.
The building will be clad with James Hardies Titan Façade Panel with timber features at the corners of the building and either side of the main entry to the store. It will have a 125mm box gutter and a
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colour coated profiled steel roof. The front of the building facing High Street will be predominantly glass windows and doors. The rear elevation of the building will adjoin Market Street and will be painted with a mural. Landscaping in front of the building is proposed to further screen the wall.
On the Spot is part of the Foodstuffs South Island Ltd convenience group of stores and is often associated with service stations. They provide basic grocery items including newspapers, drinks and confectionary items. Takeaway tea and coffee will be offered along with pre-prepared snacks such as pies, sandwiches and muffins. No food will be prepared on the premises. A bar leaner with chairs will likely be provided within the shop for customers to wait at for hot drinks.
Acoustic fencing is proposed to be installed along the entire north-eastern boundary of the site. The fencing will conform to the following specifications:
➢ Minimum height: 1.8m ➢ Surface mass: 8.0kg/m² ➢ The fence will be continuous, and maintained with no gaps or cracks. This will require timber palings to be well overlapped or a board and batten system with palings secured on the top of each other to ensure no gaps in between.
Site plans that indicate the location of the building and refuelling area on the site are attached as Appendix C.
Hours of Operation
The existing hours of operation are 7:00am to 6:00pm every day of the week. It is proposed to extend these to 6:00am to 10:00pm. The hi-flow diesel pump and tyre air will operate from 7:00am to 8:00pm, 7 days a week.
Car parking
Six car parks are proposed as part of the development, one of which will be a disabled park. These parks are located in front of the convenience store.
Landscaping
Landscaping is proposed along all boundaries of the site. The largest area of landscaping proposed is on the corner of the site in front of the convenience store. Low planting will also be included along the rear of the convenience store on Market Street. The total landscaped area will be 245.75m² which is approximately 13.76% of the total site area.
The landscaping will consist of low street front planting such as Apodasmia similis, Dianella ‘Little Rev’, Muehlenbeckia axillaris with larger trees to be planted in the south-west corner and north-west corner.
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This is to maximise visibility for vehicles entering and exiting the site. Landscaping is shown on the landscape plan attached in Appendix D.
Stormwater Disposal
Site stormwater that may contain hydrocarbons from filling activities will come from two possible catchment areas as follows: - The forecourt and remote fill area; and - The hi-flo dispenser along the north-eastern boundary of the site.
Stormwater from these areas will be totally separated from general site stormwater and will enter the site stormwater system as a result of rainfall.
Water from these areas will drain to a new SPEL Puraceptor via sumps and strip drains. The Puraceptor will be installed adjacent to the convenience store and will discharge into the Selwyn District Council stormwater system on Market Street. Areas unlikely to contain hydrocarbons include the open areas used for general vehicle manoeuvring and parking areas and roof stormwater. This stormwater will be collected in sumps and will also discharge to the reticulated stormwater system on Market Street. This discharge will be no different than the discharge from any other parking/roading area in the township. All sumps will have submerged outlets and a capacity of 60 litres.
The site drainage design is shown on the services plan attached in Appendix E.
The SPEL Purceptor has been sized for a simulated storm of 42mm/hr which is the 10 year, 10 minute storm event. The Puraceptor is a specific designed interceptor to meet the requirements of the Ministry for the Environment, “Environmental Guidelines for Water Discharge from Petroleum Industry Sites in New Zealand”, and will also meet the Auckland Regional Council (ARC) Guidelines for stormwater treatment.
The proposed Puraceptor has, under normal operating conditions, containment capacity of 2500 litres of fuel up stream of the automatic shut-off outlet valve allowing any spill to be contained, while mitigation measures are put in place. SPEL claim the Puraceptor is also capable of intercepting hydrocarbons with a discharge of 5g/m³. As the forecourt areas are sealed and within the urban area of Leeston, the Interceptor will be relatively sediment free.
In the unlikely event of a spill on site, the automatic closure device (ACD) on the interceptor is activated by any change in water density as a consequence of light liquids build up. Depressing the ACD shuts off the separator and prevents pollutants from discharging to the public drainage system.
The SPEL puraceptor design plans and sizing calculations are attached as Appendix F.
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Construction
The redevelopment of the service station will be completed in a number of phases: ➢ Phase 1: The existing workshop and canopy will be removed. Public access to the existing pumps and shop will be retained. One of the LPG storage will be removed. ➢ Phase 2: The new forecourt and canopy will be constructed. The existing fuel dispensers will continue to be in operation. ➢ Phase 3: The fuel dispensers will be removed. The existing shop will continue to operate but fuel will be dispensed from the new dispensers when installed. ➢ Phase 4: The existing shop will be removed. ➢ Phase 5: The new convenience store and LPG storage will be constructed.
During construction, approximately 811m³ of material will be excavated. In total, the volume of soil that will be disturbed has been estimated (as a solid measure) as follows:
➢ Site basecourse preparation: 535.7m³ ➢ Puraceptor tank pit: 84.17m³ ➢ Canopy foundation: 89.6m³ ➢ C-Store foundation: 17.5m³ ➢ Trench works: 48.6m³ ➢ Flag sign foundation: 1.46m³
A Detailed Site Investigation (DSI) has been undertaken by Kirk Roberts Consulting Engineers which involved the installation of three new bore holes to assess the levels of known contamination at the site. Soil samples taken from a range of depths in the bore holes were analysed and no sample was found with contaminant concentrations at levels which would adversely affect human health. Almost all samples were below detection limits for contaminants with only BH102 identifying slightly elevated total petroleum hydrocarbons and chromium slightly above background concentrations. These concentrations did not exceed the relevant health criteria.
The DSI recommended further testing of any surplus soil that requires disposal. All soil to be removed from the site will be tested to determine the appropriate disposal location. Any material to be taken away from the site will be loaded directly onto trucks for disposal to the appropriate facility.
If it is not practicable to load the soil directly onto trucks or if the soil is saturated, it will be stockpiled on site. Saturated soils will be stockpiled immediately adjacent to the excavation to allow for excess water to drain back into the excavation. Any saturated soils removed directly from the site will be carted by trucks with sealed trays to prevent leakage during the transport. Stockpiling on site will be undertaken on a flat area with the use of sheets on the ground and hay bales surrounding the stockpile. If it should rain before the stockpile can be carted away, it will be covered to prevent saturation.
The erosion and sediment control measures for both demolition and construction works are shown on the Site Management Plan drawings attached in Appendix C. These include sediment fencing,
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approved filter fabric placed over existing sumps and a stabilised all weather single entry/exit point to prevent sediments being tracked off site. All machinery will be cleaned prior to removal from the site.
The bedding material surrounding the new tank will be clean fill imported to the site. Once the excavations and filling have been completed, the entire site will be re-sealed.
All construction works will occur in accordance with a Civil Engineering Specifications report which is attached as Appendix G. A Site Management Plan has also been prepared which details how contaminated soil will be managed on-site and disposed of, if it is encountered. The Site Management Plan is attached as Appendix K.
Dewatering As the depth to groundwater may be less than 1m below ground level, dewatering could be required to install the new SPEL Puraceptor if shallow groundwater is encountered. The depth of the SPEL Puraceptor tank pit is anticipated to be approximately 3.35 metres.
The methodology to install the SPEL Purcaceptor will involve pumping/well pointing to lower the water table to create a dry work area. The pumping rate required is not known but is expected to be 20-40L per second and dewatering is only anticipated to occur for up to two days. Pumping will be limited to that necessary to lower the local water table to approximately 3.5m below ground level. Dewatering water will be discharged into the Selwyn District Council stormwater network following treatment in a settlement tank.
Given the previous groundwater sampling at the site encountered hydrocarbons it may be necessary to provide further treatment of dewatering water using absorbent socks, pillows and pads or filter socks to remove additional contaminants if appropriate discharge limits cannot be met.
All dewatering will occur under the observation of a Suitably Qualified and Experienced Person.
Regional Plans
The Regional Plan rule interpretation in this application is that of Incite and is not in substitution of the Council’s own assessment of the proposal, nor is it a restriction on the matters resource consent is being sought for. Resource consent is applied for the proposal described in the “Description of the Proposal” section, including any plans and other information submitted. Resource consent is applied for the rule infringements described in this application, and any other resource consents necessary, whether specifically identified or not, to allow the proposal to be established, maintained and operated.
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The Land and Water Regional Plan (LWRP) is the operative plan for the Canterbury Region and a number of other separate catchment plans apply to different areas. This site is located in the Selwyn District and no other separate catchment plan is relevant.
Land and Water Regional Plan (LWRP)
Construction phase stormwater into land Rule 5.94A of the LWRP relates to the discharge of construction phase stormwater, other than into or from a reticulated stormwater system, to a surface water body or onto or into land. As the site is contaminated or potentially contaminated the discharge of construction phase stormwater onto land cannot comply with condition 4. The discharge of construction phase stormwater to land is a restricted discretionary activity under Rule 5.94B.
Construction and operational phase stormwater into a reticulated network Stormwater discharged into the Leeston stormwater network is managed under Rule 5.93A. A discharge into a reticulated network is permitted if permission has been obtained from the owner of the network. The applicant does not have permission from SDC to discharge stormwater to the network. SDC have confirmed that the network can be used to convey stormwater but SDC will not take responsibility for the quality of the discharge. The discharge of stormwater into the reticulated network is classified as a discretionary activity under Rule 5.97.
Earthworks Rule 5.175 of the LWRP permits the excavation of more than 100m³ of material over an unconfined or semi-confined aquifer provided there is more than 1m of undisturbed material between the deepest part of the excavation and the seasonal high water level and it does not occur within 50m of any surface water body.
As groundwater may be encountered during excavations, consent is required as a restricted discretionary activity pursuant to Rule 5.176.
Dewatering Rule 5.119 relate to take and discharge of dewatering water.
As the site is contaminated or potentially contaminated and the discharge point is located within a Community Drinking-Water Protection Zone, the take and discharge cannot comply with Condition 2 and Condition 9. The taking and discharging of dewatering water is therefore classified as a restricted discretionary activity under Rule 5.120.
Hazardous substance storage Rule 5.181 of the LWRP permits the storage and use of hazardous substances subject to the following conditions:
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1. The substance is approved under the Hazardous Substances and New Organisms Act 1996 and the storage and use of the substance is in accordance with all conditions of the approval; and;
2. A current inventory of all hazardous substances on the site is maintained, and a copy of the inventory shall be made available to the CRC or emergency services on request; and
4. For hazardous substances stored or held in a container located in or under land:
(a) If there has been any physical loss of product, then the Canterbury Regional Council shall be notified within 24 hours of confirmation of the loss; and (b) Records of stock reconciliations over the past 12 months shall be made available to the CRC upon request. If requested, a copy of the stock reconciliation and the most recent certification of the container shall be provided to the CRC within five working days; and
5. For substances stored within a Group or Community Drinking-water Protection Zone as set out in Schedule 1: (a) All hazardous substances on a site are stored under cover in a facility which is designed, constructed and managed to contain a leak or spill and allow the leaked or spilled substance to either be collected or lawfully disposed of: and (b) Spill kits to contain or absorb a spilled substance are located with the storage facility and use areas at all times; and
6. …the substances shall not be stored within: (a) 20 m of a surface water body or a bore used for water abstraction; or (b) 250 m of a known active fault that has a recurrence period of less than 10,000 years, and the land is: (i) over an unconfined or semi-confined aquifer; or (ii) within 50 m of a permanently or intermittently flowing river or a lake.
The storage is within a community drinking water protection zone and will comply with condition 5 as the substances will be stored underground with a leak detection system. The storage will not be within 20m of a surface water body or a bore used for water abstraction. The site is also not within 250m of a known active fault.
The storage and use of hazardous substances at the site complies with all of the above conditions. Therefore, the hazardous substance storage is a permitted activity.
Canterbury Air Regional Plan (CARP) The Canterbury Air Regional Plan (CARP) is the operative air plan for the Canterbury Region. The CARP seeks to manage discharges to air in the best practicable manner and sets out objectives, policies and rules to do so.
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Rule 7.32 of the Canterbury Air Regional Plan provides for the discharge of dust to air beyond the boundary of the property of origin from construction activities as a permitted activity provided the following conditions are met:
1. The building to be constructed is less than 3 stories in height, or where the building is greater than 3 stories in height, a dust management plan is prepared in accordance with Schedule 2 and implemented by the person responsible for the discharge into air
The proposed canopy over the refuelling area will be less than three stories in height.
2. The area of unsealed surface or unconsolidated land is less than 1000m2, or where the area of unsealed surface or unconsolidated land is greater than 1000m2 a dust management plan is prepared in accordance with Schedule 2 and implemented by the person responsible for the discharge into air
The total area of disturbed land will be less than 1000m².
3. The discharge does not cause an offensive or objectionable effect beyond the boundary of the property of origin, when assessed in accordance with Schedule 2.
Given the small scale of the disturbance works required and erosion and sediment control measures to be implemented, it is considered the discharge will not be offensive or objectionable beyond the site boundaries.
Rule 7.53 of the proposed Canterbury Regional Air Plan permits the discharge of contaminants into air, including vapour ventilation and displacement from the storage or transfer of petroleum products provided that if there is a discharge of odour or dust beyond the boundary of the property, an odour management plan is prepared in accordance with Schedule 2 and implemented. The site is relatively small in scale and it is considered that odour issues will be unlikely. In the unlikely event of there being a discharge of odour beyond the boundary of the site, an odour management plan will be prepared.
Summary
In summary, the status of the activity under the Regional Plans is as follows: - Discharge of construction phase stormwater into land: Restricted Discretionary - Discharge of operational stormwater into reticulated network: Discretionary - Excavation of land: Restricted Discretionary - Taking and discharge of dewatering water: Restricted Discretionary - Use and storage of hazardous substances: Permitted - Discharge to air: Permitted
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Assessment of Environmental Effects
Construction Phase Stormwater Construction phase stormwater will largely be discharged to land within the site, however in the event of significant rainfall, stormwater may also be discharged to the Selwyn District Council reticulated stormwater network if there is insufficient capacity on site. The discharge of construction phase stormwater may adversely affect groundwater or surface water quality if soils are contaminated and the discharge mobilises contaminants into groundwater or if the stormwater contains contaminants other than sediment.
Appendix H and I detail the DSI undertaken and groundwater quality results for dissolved metals. The DSI describes that no soil samples contained contaminant concentrations that would cause a risk to human health. Groundwater samples were also taken and compared with the New Zealand Drinking Water Standards and the 95% species protection receiving environment standards in Schedule 5 of the Land and Water Regional Plan. These results are included below as Table 1.
Table 1: Comparison of groundwater results to New Zealand Drinking Water Standards and 95% species protection receiving environment standards BH1 BH2 BH3 New LWRP 95% Zealand Schedule 5 limit Drinking Water Standard Analyte Unit Dissolved Metals Arsenic g/m³ <0.0005 <0.0005 <0.0005 0.01 0.024 Beryllium g/m³ 0.00002 <0.0001 0.00002 - - Boron g/m³ 0.039 0.038 0.049 1.4 0.37 Cadmium g/m³ 7 x 10-5 5 x 10-5 4 x 10-5 0.004 0.0002 Chromium g/m³ <0.0002 <0.0002 0.0004 0.05 0.001 Copper g/m³ 0.0027 0.0019 0.0036 2 0.0014 Lead g/m³ 9 x 10-5 <0.00005 <0.00005 0.01 0.0034 Mercury g/m³ <0.0001 <0.0001 <0.0001 0.007 - Nickel g/m³ 0.0021 0.0018 0.0017 0.08 0.011 Zinc g/m³ 0.0025 0.0033 0.0054 1.51 0.008 BTEX Benzene g/m³ <0.001 <0.001 <0.001 0.01 0.95 Toluene g/m³ <0.001 <0.001 <0.001 0.8 (0.03) 1 - Ethylbenzene g/m³ <0.001 <0.001 <0.001 0.3 - (0.002)1 Xylenes g/m³ <0.003 <0.003 <0.003 0.6 (0.02) 1 - Polycyclic Aromatic Hydrocarbons (PAH) Acenaphthene g/m³ <0.000008 <0.000008 <0.000008 - - Acenaphthylene g/m³ <0.000008 <0.000008 <0.000008 - - Anthracene g/m³ <0.000008 <0.000008 <0.000008 - -
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Benzo[a]pyrene g/m³ <0.000008 <0.000008 <0.000008 0.0007 - Fluoranthene g/m³ 0.000014 <0.000008 <0.000008 - - Fluorene g/m³ <0.000008 <0.000008 <0.000008 - - Napthalene g/m³ <0.000008 <0.000008 <0.000008 - 0.016 Phenanthrene g/m³ 0.000058 <0.000008 <0.000008 - - Pyrene g/m³ 0.000016 <0.000008 <0.000008 - - Total Petroleum Hydrocarbons C7-C9 g/m³ <0.10 <0.10 <0.10 - C10-C14 g/m³ <0.2 <0.2 <0.2 - C15-C36 g/m³ <0.4 <0.4 <0.4 -
1. Guideline value for aesthetic determinands - no applicable guideline value or receiving environment standard
Further soil sampling is proposed following the demolition of the workshop building which is currently underway. Although the DSI did not indicate there was soil with contaminant concentrations above human health criteria, given the land use history of the site, it is possible that contaminated soil may be encountered. The Site Management Plan describes the measures that will be undertaken to manage any contaminated material on the site. These measures will minimise the loss of contaminated material during construction works to protect surface water quality and human health. The Site Management Plan is attached as Appendix K.
In addition to the Site Management Plan, erosion and sediment control measures are proposed to minimise the loss of the sediment from the site including a stabilised entry/exit, sediment fencing and storm drain inlet protection. All works will occur in accordance with an Erosion and Sediment Control Plan prepared in accordance with the Environment Canterbury Erosion and Sediment Control Toolbox. As the site is flat, it is expected that stormwater runoff will be minor and the applicant does not propose to stockpile soil on site overnight. In addition, any saturated soil will be stockpiled adjacent to the excavation to allow excess water to drain back into the excavation or it will be taken away by trucks with sealed trays.
Construction works are expected to commence as soon as the necessary consents are obtained and is anticipated to take 4 months to complete.
Effects on groundwater and groundwater users
With regards to the potential for the stormwater discharge to mobilise contaminants into groundwater, based on the DSI and additional soil testing, it is considered that the effects on groundwater quality will be no more than minor. The closest active wells to the site that are used for consumptive purposes are community supply wells owned by SDC. The closest well is M36/2746 which is located approximately 160m south-east of the site and is 73.6m deep. There are no wells within 500m of the site that are listed as used for water supply that are shallower than 70m. Except for monitoring wells, the shallowest well within 500m is M36/5837 which is located 345m south-east, is 9.2m deep and is listed as used for commercial/industrial use. Given the depths and separation
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distances to these wells, it is considered the stormwater discharge will not result in any adverse effects on these well users.
In relation to the potential for stormwater discharges to contain contaminants other than sediment, the only other contaminants that could become entrained in the discharge are hydrocarbons from vehicles and machinery. To minimise the risks to groundwater quality the applicant proposes to adhere to a spill protocol. A spill kit will be kept on site for the duration of the construction works and no refuelling of machinery or vehicles will occur within 10 metres of any open excavation.
Based on the assessment above, it is considered the potential adverse effects of the discharge of construction phase stormwater to land will be no more than minor and no persons will be adversely affected.
Effects on surface water quality
In the event that there is insufficient capacity on site to discharge construction phase stormwater, stormwater will be directed to the SDC reticulated stormwater system. The SDC stormwater system discharges to the local drainage network. Two sumps are located on Market Street. One sump drains to Selwyn Drain and the other sump drains to Leeston Lake Drain. Both drains discharge into Te Waihora/Lakes Ellesmere. Te Waihora/Lake Ellesmere is the closest waterbody which is classified under the water quality management units and classes in the LWRP. Te Waihora/Lake Ellesmere is classified as a coastal lake. The ecological value of the drains is unknown. However, based on the soil testing at the site and erosion and sediment control mitigation measures, it is considered that the potential effects on surface water quality will be no more than minor. As stormwater will only be discharged to surface water if there is insufficient capacity on site, it is considered that monitoring of the discharge is not necessary.
Operational Phase Stormwater
Description of Discharge There are two types of stormwater discharge associated with activities on the site as follows: - Stormwater discharged from the hazardous area (approximately 1400m²); and - Stormwater from non-hazardous areas (approximately 385m²).
The stormwater contaminants from the hazardous area are expected to be total petroleum hydrocarbons (TPH) (drips during filling or from parked vehicles), heavy metals (from tyres and brake wear) and suspended sediment (wind deposition and tracked on from tyres).
The stormwater contaminants from the non-hazardous areas are expected to be similar, however the source of TPH will be only from oil drips from parked cars or exhaust emissions.
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The Christchurch City Council Waterways, Wetlands and Drainage Guide provides estimated contaminant concentrations in untreated stormwater run-off. Based on the industrial/commercial sampling, the following untreated contaminant concentrations are likely: • Total Suspended Solids: 95 mg/L • Copper: 0.031mg/L • Zinc: 0.673mg/L
Stormwater treatment As described above, stormwater from the hazardous areas will be treated via a new SPEL Puraceptor prior to discharging to the SDC reticulated stormwater network. The SPEL Purceptor is designed to treat stormwater from catchments that have a greater TPH concentration. TPH and sediment are separated from the discharge and retained in the device for manual removal. It is considered much of the heavy metals in the discharge will bind to sediments and therefore settle out in the SPEL Purceptor.
It is expected that the concentration of TPH will be less than 15 g/m³ specified in the Ministry for the Environment, Environmental Guidelines for Water Discharges from Petroleum Industry Sites in New Zealand (1998). The SPEL Puraceptor system is an industry standard system, with well-known performance parameters. It is a secure and reliable spill management system designed to separate hydrocarbons from stormwater and can contain 2500 litres of spilt hydrocarbons. The “clean” stormwater will then be discharged to the reticulated stormwater network as described above and shown in plans attached in Appendix C.
The catchment area for this system is approximately 1400m2 of impervious surface. All stormwater from this area will pass through the Puraceptor before discharging to the network. The Puraceptor will be inspected and maintained on a six-monthly basis and following a spill event. No other monitoring is considered necessary given this level of treatment and small scale of the petrol station.
Spill Prevention The site will operate in accordance with a Site Environmental and Operational Management Plan. The template for the Site Environmental and Operational Management Plan is attached as Appendix H to this application. This plan cannot be finalised until the site has been built. The site also operates and will continue to operate under a tank filling procedure to prevent spillage during a fuel delivery. This includes checking the level of the storage tank to ensure that the tank have the capacity to receive the on board fuel from the tanker. The tank fill point is also located within a spill container. Any residual product in the spill container will be drained back to the underground storage tank via an internal valve within the spill container.
As a “backup” to this procedure, an overfill valve will be fitted to the new tank fill point. In the event the tank cannot take the contents of the delivery tanker the overfill valve will close at 95% of the tank’s capacity limiting flow into the tank. An internal by-pass valve will allow for draining of the tanker delivery hose. The delivery vehicle fill point is fitted with a “dry break” coupling and the tank with a spill container. This will prevent any spillage during hose connection and disconnection. Tank filling will also occur within a dedicated area that drains to the SPEL Puraceptor.
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment Page 17
The tanker delivery vehicle will contain a spill kit and the drivers are trained on emergency response procedures. There will also be a spill kit located on site.
All dispensers will incorporate an automatic “time out” function to limit the potential of any spillage. In the event a dispenser nozzle is removed from the holster, or not stowed correctly, and no fuel is delivered for a period of sixty seconds, the dispenser will automatically shut down.
The non-pressurised underground vent/fill pipelines will be single wall proprietary pipework. All pressurised supply lines to the fuel dispensers will be double wall proprietary pipework with no joints outside of the under dispenser sumps or tank manways.
Effects on surface water quality
It is considered that the potential adverse effects on surface water quality will be no more than minor based on the level of treatment proposed. The applicant is proposing to replace the current stormwater system which includes an existing API interceptor with a new SPEL Puraceptor. As the site has been operating as a workshop and service station and a new stormwater treatment system will be installed, it is anticipated that the discharge quality will be the same, if not improved.
The SDC reticulated stormwater network discharges to Selwyn Drain and Leeston Lake Drain. As noted above, both drains enter Te Waihora/Lake Ellesmere. Given the site is already operating as a service station/workshop and the stormwater system will be replaced, it is considered the potential adverse effects on water quality will be no more than minor.
Earthworks
As described above, it is necessary to excavate to a depth of approximately 3.35m below ground level to install the new SPEL Puraceptor. The expected groundwater level is anticipated to be deeper than 1 metre below ground level.
Rule 5.176 provides for excavation which does not comply with one of the conditions of Rule 5.175 as a restricted discretionary activity with Council’s discretion restricted to the following matters:
1. The actual and potential adverse environmental effects on the quality of the water in aquifers, rivers, lakes, wetlands or the sea; and
As noted above, there are 16 active wells within 500m of the site and the closest surface water body is Leeston Creek located 280m north-west of the site.
The applicant is proposing to prepare and implement an erosion and sediment control plan to manage construction effects. In addition, no refuelling is proposed on the site and spill procedures to immediately address spills and prevent recurrence will be adhered to. No other contaminants will be used on site during construction which could impact water quality. Given the mitigation proposed, the
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment Page 18
actual and potential adverse environmental effects on water quality are considered to be less than minor.
2. Any need for remediation or long term treatment of the excavation.
Based on the refuelling and spill mitigation proposed it is considered there is no need for remediation or long term treatment of the excavation.
3. The protection of the confining layer and maintaining levels and groundwater pressures in any confined aquifer, including any alternative methods or locations for the excavation; and
The aquifer is not a confined aquifer in this location.
4. The management of any exposed groundwater.
Dewatering is proposed as part of this application and will be undertaken in accordance with the description above. Coupled with the spill and refuelling mitigation, it is considered that any effects on exposed groundwater will be no more than minor.
In summary, any effects associated with excavation activities are considered to be less than minor, particularly given duration of works and spill and refuelling mitigation is proposed to address potential risks.
Dewatering Resource consent is required for dewatering due to the site being listed as potentially contaminated and being located within a community water supply protection zone. The relevant matter of discretion is “the actual and potential environmental effects of not meeting the condition or conditions of Rule 5.119”.
Dewatering is expected to only be required for up to 2 days to install the SPEL Puraceptor. Water will be taken via pumping/well pointing and will discharge to the SDC stormwater network via a settlement tank. Approval from SDC has been obtained to discharge dewatering water to the network. SDC have requested that an oil/water separator is on the dewatering sediment tank, that dewatering does not occur during rain events and that all sumps are cleaned out following the completion of works. The applicant agrees to undertake all of these measures.
As the take will occur for only two days and the rate is expected to be around 20- 40 litres per second, it is considered there will be no adverse effects on surrounding well users, including SDC. The closest well is the SDC community supply bore, M36/2746 located 160m from the site and it is 73.6m deep. Given the depth of the well and shallow dewatering take, it is considered this well will not be impacted.
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment Page 19
Groundwater sampling results outlined in Table 1 indicate that all contaminants except copper meet the New Zealand Drinking Water Standards and the 95% species protection LWRP Schedule 5 receiving environment standards. As the SDC stormwater network discharges to the local drainage network and then Te Waihora/Lake Ellesmere, it is anticipated that the Schedule 5 receiving environment standards will be met at this point.
Given the site’s history and there being evidence of fuel leakage from previous underground storage tanks, there is a risk that hydrocarbons may be encountered in the discharge. It is proposed to visually and olfactory monitor the discharge for signs of hydrocarbon contamination. If hydrocarbons are present, absorbent socks, pillows and pads or filter sock will be used to further remove contaminants.
Based on the short duration of dewatering, the treatment methodology and separation distance to the nearest “river”, the potential adverse effects of the discharge of dewatering water will be no more than minor and no persons will be affected.
The site is located within the Community Water Supply Protection Zone however as no discharge of dewatering water is proposed to land and dewatering will occur for a short duration, it is considered the water quality from M36/2746 will not be adversely impacted.
Summary
In summary, the effects of the proposed site upgrade are considered to be no more than minor and no persons are considered adversely affected.
Part 2 Matters
Section 5 in Part 2 identifies the purpose of the RMA as being the sustainable management of natural and physical resources. This means managing the use of natural and physical resources in a way that enables people and communities to provide for their social, cultural and economic well-being while sustaining those resources for future generations, protecting the life supporting capacity of ecosystems, and avoiding, remedying or mitigating adverse effects on the environment.
In this case, the activity will have a no more than minor adverse effects on the wider environment in relation to the proposed service station re-development. The proposal will not affect the life- supporting capacity of air, water, soil or ecosystems. The proposal will enable the re-development of a service station which will provide for the transportation needs of the community. Therefore, the proposal is consistent with Section 5 of the RMA in that it provides for the social, cultural and economic wellbeing of people while avoiding, remedying or mitigating adverse effects on the environment.
Section 6 of the RMA outlines matters of national importance that all persons shall have regard to in using, managing, developing and protecting natural and physical resources. It is considered that there are no matters of national importance relevant to this proposal.
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment Page 20
Section 7 identifies a number of “other matters” to be given particular regard by a council in the consideration of any assessment for resource consent, including the efficient use of natural and physical resources, and the maintenance and enhancement of amenity values. As discussed in this assessment, it is considered that the activity will not affect the efficient use of natural or physical resources.
Section 8 requires Council to take into account the principles of the Treaty of Waitangi. No issues are raised by this activity with respect to the Articles of the Treaty.
Overall the application achieves the purpose of the RMA through sustainable management of natural and physical resources, and as a result satisfies Part II of the Act.
Consideration of Alternatives In accordance with section 105, the applicant has had regard to: a. the nature of the discharge and the sensitivity of the receiving environment to adverse effects; and b. the applicant’s reasons for the proposed choice; and c. any possible alternative methods of discharge including discharge into any other environment. Alternative methods of discharge were considered but ruled out due to the potential for adverse effects and site constraints. The dewatering water and operational phase stormwater could be discharged to land, however due to the previous known hydrocarbon plume and high groundwater this option was disregarded. In addition, there is insufficient area available on the site to accommodate these discharges.
Objectives and Policies
Canterbury Regional Policy Statement
Chapter 5 Land Use and Infrastructure of the Regional Policy Statement is relevant to this proposal in particular the following objectives and policies:
Objective 5.2.1 Location, design and function of development
Policies: • 5.3.1 Regional Growth • 5.3.2 Development Conditions • 5.3.3 Management of Development
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment Page 21
• 5.3.5 Servicing development for potable water, and sewage and stormwater disposal (Wider Region)
The petrol station is to be re-developed in an area that is zoned for commercial use and therefore will avoid reverse sensitivity effects or conflicts between incompatible activities. The service station will enable people to meet their day to day needs within the local area.
In terms of servicing, water, sewer and stormwater networks are all available to the site. It is proposed to install a new SPEL Puraceptor which will collect and treat stormwater from the hazardous areas associated with the service station.
Chapter 18 Hazardous Substances of the Regional Policy Statement is relevant to this proposal in particular the following objectives and policies:
Objective 18.2.1 Avoid, remedy or mitigate adverse effects Policies: • 18.3.1 Protection of sensitive areas and activities • 18.3.2 Avoid, remedy or mitigate adverse effects • 18.3.5 Emergency response
Adverse effects of the activity are avoided, remedied or mitigated as described in the effects assessment above. The site will operate under Emergency Procedures which include dealing with petrol and diesel spillages.
Therefore, it is considered that the proposal is consistent with the objectives and policies of the Regional Policy Statement.
Land and Water Regional Plan
The following objective and policies of the LWRP are relevant to this activity:
Objective 3.5 Land uses continue to develop and change in response to socio-economic and community demand.
Objective 3.8A High quality fresh water is available to meet actual and reasonably foreseeable needs for community drinking water supplies.
Objective 3.24 All activities operate at good environmental practice or better to optimise efficient resource use and protect the region’s fresh water resources from quality and quantity degradation.
Policy 4.14 Any discharge of a contaminant into or onto land where it may enter groundwater…:
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment Page 22
Policy 4.18 The loss or discharge of sediment or sediment-laden water and other contaminants to surface water from earthworks,… is avoided, and if this is not achievable, the best practicable option is used to minimise the loss or discharge to water.
Policy 4.23 Any water source used or drinking-water supply is protected from any discharge of contaminants that may have any actual or potential adverse effect on the quality of the drinking-water supply…
Policy 4.25 Unless the substance is approved under the Hazardous Substances and New Organisms Act 1996 to be applied onto land or into water, activities involving the use, storage or discharge of hazardous substances will be undertaken using the best practicable option to: (a) as a first priority, avoid the discharge (including accidental spillage) of hazardous substances onto land or into water, including reticulated stormwater systems; and (b) as a second priority, ensure, where there is a residual risk of a discharge of hazardous substances including any accidental spillage, it is contained on-site and does not enter surface water bodies, groundwater or stormwater systems.
Policy 4.76A Adverse effects on surface water quality are minimised through limiting the concentration of sediment and other contaminants present in the dewatering water prior to its discharge to surface water.
As described above, the stormwater discharge will be treated by SPEL Puraceptor and there are a number of design features and management practices proposed which ensure that any potential discharge of contaminants, including accidental spillage, to land or the stormwater network is avoided, remedied or mitigated.
During construction, erosion and sediment control measures and an accidental spill response protocol will ensure the potential adverse effects on water quality are adequately managed. As the discharges to land will be minimal, the DSI has shown contaminant concentrations are below guideline values and given the separation distance and depth of the community supply well M36/2746, it is considered the proposed activities will not affect community drinking water.
Therefore, it is considered that the proposal is consistent with the objectives and policies of the Regional Land and Water Plan.
Mahaanui Iwi Management Plan 2013
The Mahaanui Iwi Management Plan (IMP) “is a manawhenua planning document reflecting the collective efforts of six Papatipu Rūnunga that represent the hapū who hold the manawhenua rights over lands and waters within the takiwā from the Hurunui River to the Hakatere River and inland to Kā
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment Page 23
Tiritiri o Te Moana” (page 17). It is a planning document to assist the Papatipu Rūnunga to participate in natural resource and environmental management in the takiwā. The proposed site is located within the takiwā of Ngāi Taumutu Rūnunga.
Part 5 of the IMP sets out the regional issues, and in particular, Part 5.4 includes policies relating to stormwater discharges. The issue and relevant policies are set out below:
Issue P6: The discharge of stormwater in urban, commercial, industrial and rural environments and can have effects on water quality.
P6.1 To require on-site solutions to stormwater management in all new urban, commercial, industrial and rural developments (zero stormwater discharge off site) based on a multi tiered approach to stormwater management: (a) Education… (b) Reducing volume entering system - implementing measures that reduce the volume of stormwater requiring treatment (e.g. rainwater collection tanks); (c) Reduce contaminants and sediments entering system - maximising opportunities to reduce contaminants entering stormwater e.g. oil collection pits in carparks, education of residents, treat the water, methods to improve quality; and (d) Discharge to land based methods, including swales, stormwater basins, retention basins, and constructed wetponds and wetlands (environmental infrastructure), using appropriate native plant species, recognising the ability of particular species to absorb water and filter waste. P6.2 To oppose the use of existing natural waterways and wetlands, and drains, for the treatment and discharge of stormwater in both urban and rural environments.
It is considered that the proposed stormwater system is consistent with the policies of Issue P6 as follows: - There is no discharge directly to a natural waterway or wetland; - Contaminants off the hazardous areas will be treated through the SPEL Puraceptor prior to discharge to the stormwater network; and - Sediment off the site is expected to be minor but will be reduced through the use of the Puraceptor and sumps.
Therefore, stormwater will be treated on site, prior to discharge to the reticulated stormwater network which will provide further treatment prior to discharge towater.
Overall, it is considered that the continued stormwater discharge to the stormwater network is not contrary to the issue and policies of the IMP.
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment Page 24
Consultation
Pre-lodgement meetings have been held with Selwyn District Council regarding the land use consents required. Correspondence has also been undertaken with the Surface Waters Engineer regarding the use of the reticulated stormwater network. This correspondence is attached as Appendix J. Further consultation is underway with the Selwyn District Council regarding the works occurring within the well protection zone of M36/2746 although at this stage, written approval is not being sought.
Conclusion It is the applicant’s view that there will be no adverse effects generated from this proposal that are more than minor. The service station and workshops have existed on this site for a number of years and this proposal will result in an environmental upgrade of the site. It is also considered that the proposal is consistent with the objectives and policies of the Regional Plan and Regional Policy Statement.
Accordingly, it is considered appropriate that this application be processed in a non-notified manner in terms of section 95 of the Resource Management Act 1991.
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment Page 25
Appendix A
Location Plan
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment Site
Appendix C
Site Plans
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment
Appendix D
Landscaping plan
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment File Ref: C17147_Resource_Consent.indd
Challenge Leeston: Proposed Planting Plan
Legend
Site extent
Bark access way
Sop.mi, Sophora microphylla
Apo.si, Apodasmia similis
Lib.pe, Libertia peregrinans
Mue.ax, Muehlenbeckia axillaris
Dia. li, Dianella ‘Little Rev’
Esc.wh, Escallonia ‘White Profusion’
Pho.em, Phormium ‘Emerald Gem’
MARKET STREET
HIGH STREET
This plan has been prepared by Boffa Miskell Limited on CHALLENGE LEESTON the specific instructions of our Client. It is solely for our 0 10m Client’s use in accordance with the agreed scope of work. Any use or reliance by a third party is at that party’s own risk. Where information has been supplied by the Client Proposed Planting Plan or obtained from other external sources, it has been 1:300 @ A3 assumed that it is accurate. No liability or responsibility | Date: 19/12/2017 | Revision: 2 | is accepted by Boffa Miskell Limited for any errors or Data Sources: Dwg of proposed NPD Site Plan from Kirk Plan prepared for Kirk Roberts by Boffa Miskell Limited omissions to the extent that they arise from inaccurate Roberts. Received 21/11/17. www.boffamiskell.co.nz information provided by the Client or any external source. Project Manager: [email protected] | Drawn: RJo | Checked: MBr File Ref: C17147_Resource_Consent.indd
Challenge Leeston: Design Statement, Planting Schedule and Images
PLANTING SCHEDULE Proposed Planting Plan: Design Statement Code Botanical Name Common Name Spacing (m) Grade (L) Area (m²) Quantity Min Height (m) The landscape plan responds to site’s B1 zoning classification under the Selwyn District Plan.
TREES We have met the requirements of Assessment matter 16.10.2.6 as it relates to Restricted Sop.mi Sophora microphylla South Island kowhai as shown 45L n.a 3 2m Discretionary Activities in the following ways: • Boundary planting defines the edge of streets and entrances. HEDGE • Generous planting on the corner of High and Market Streets mitigates the visual effects Esc.wh Escallonia ‘White Profusion’ escallonia 1m 3L n.a 53 0.25m of the gas bottles. GROUNDCOVERS / LOW GRASSES • The use of a varied plant palette and specimen trees contributes to a high quality pedestrian experience. Apo.si Apodasmia similis oioi 0.4m 3L 10 60 0.25m
Dia.li Dianella ‘Little Rev’ tasmanian flax-lily 0.4m 3L 8 50 0.25m We have complied with Rule 16.1.1.1 regarding setbacks: Mue.ax Muehlenbeckia axillaris creeping Wire Vine 0.5m 3L 14 55 n.a • Areas between road boundary and the principal building must be paved or sealed; or Pho.em Phormium ‘Emerald Gem’ flax 0.7m 3L 32 65 0.25m • Planted in lawn; or • Landscaped with shrubs, bark chips or similar materials. Lib.pe Libertia peregrinans mikoikoi 0.5m 3L 115 460 0.25m
PLANTING IMAGES
Apodasmia similis Dianella ‘Little Rev’ Muehlenbeckia axillaris Phormium ‘Emerald Gem’ Libertia peregrinans
Sophora microphylla Escallonia ‘White Profusion’ (hedge)
This plan has been prepared by Boffa Miskell Limited on CHALLENGE LEESTON the specific instructions of our Client. It is solely for our Client’s use in accordance with the agreed scope of work. Any use or reliance by a third party is at that party’s own risk. Where information has been supplied by the Client Design Statement, Planting Schedule and Images or obtained from other external sources, it has been assumed that it is accurate. No liability or responsibility | Date: 19/12/2017 | Revision: 2 | is accepted by Boffa Miskell Limited for any errors or Plan prepared for Kirk Roberts by Boffa Miskell Limited omissions to the extent that they arise from inaccurate www.boffamiskell.co.nz information provided by the Client or any external source. Project Manager: [email protected] | Drawn: RJo | Checked: MBr
Appendix E
Drainage Plan
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment
SW S
e e
e LEGEND Notes
e
e S BOUNDARY LINES
W 1. ALL WORKS IN ACCORDANCE WITH SDC
W SITE BOUNDARY ENGINEERING CODE OF PRACTICE.
S SW
e 2. ALL PLANS ARE TO BE READ AND DISTRIBUTED
e e WATER AS A COMPLETE SET. ANY DISCREPANCIES ARE
e TO BE BROUGHT TO THE ATTENTION OF THE
e
S W W W WATERMAIN ENGINEER FOR CLARIFICATION.
W BACKFLOW PREVENTER 3. ELECTRICITY & TELECOM SERVICES NOT
SHOWN. REFER TO ELECTRICAL & e
S SW
e WM WATER METER e COMMUNICATION PLANS FOR DUCT LOCATIONS.
GATE VALVE 4. TRENCHING AND INSTALLATION OF POWER AND
S e e
W SEWER TELECOM SERVICES TO BE PROVIDED IN W ACCORDANCE WITH SERVICE PROVIDERS PLANS
AND SPECIFICATIONS.
e S S PROPOSED WASTEWATER S
e SW 5. EXISTING SERVICES HAVE BEEN DIGITISED FROM
e WASTER WATER MANHOLE SERVICE AUTHORITY PLANS, COMPLETENESS
S
W e AND ACCURACY ARE NOT GUARANTEED. ALL e W STORMWATER SERVICES TO BE FULLY SEARCHED AND PILOTED
PRIOR TO TRENCHING. e
e SW S SW STORMWATER PIPES 6. THE CONTRACTOR IS TO LOCATE EXISTING
e MANHOLE SERVICES PRIOR TO ANY CONSTRUCTION AND
S W ANY CLASH WITH PROPOSED SERVICES TO BE
e e BU BUBBLE UP REPORTED TO THE ENGINEER IMMEDIATELY.
W SINGLE SUMP 7. ORIGIN OF LEVEL LYTTELTON VERTICAL DATUM
e e 1937 BM VA (AF4Q)
SW S STRIP DRAINS e RL 5.139m
S IL=19.04 RP RODDING POINT 8. CONTROL OF SW, SEDIMENT AND DUST ON SITE W 150Ø uPVC SW @ 1:43
SW SW SW e e IS THE RESPONSIBILITY OF THE CONTRACTOR.
W 9. SERVICES DATA THE LOCATIONS OF
e EXISTING SERVICES e UNDERGROUND SERVICES HAVE BEEN
SW S SW e e SW STORMWATER PIPES COMPILED FROM RECORDS SUPPLIED BY THE
S LOCAL COUNCIL AND UTILITY COMPANIES. W e S SEWER PIPES WHERE SERVICES HAVE FEATURES VISIBLE ON
e e e W
W WATER SUPPLY THE SURFACE, THEIR POSITIONS HAVE BEEN e
SW e SW STORMWATER MANHOLE VERIFIED BY FIELD SURVEY. THE ACCURACY OF
S S UNVERIFIED SERVICES IS UNKNOWN. ALSO, SW e SEWER MANHOLE
S THERE MAY BE SERVICES FOR WHICH NO
W W WATER MANHOLE RECORDS WERE PROVIDED AND WHICH ARE NOT SW
e e
IL=19.59 W STORMWATER SUMP SHOWN ON THIS PLAN. IN ALL CASES, IF THE e BUBBLE UP
(TO BE DETERMINED e IL1=19.62 LOCATION OF A SERVICE IS CONSIDERED
ON SITE) IL2=18.87
S IMPORTANT, THE RELEVANT SERVICE PROVIDER S
e S SW IL3=18.45
SW SW SHOULD BE CONSULTED.
W e IL2 10. DIGITAL TERRAIN MODEL (DTM) THE DTM IS
IL=19.70 SW IL1=18.51
IL1 IL3 e SHOWN BY CONTOURS AT 1m INTERVALS. THE
W
e e BU IL1 IL2=18.56
S IL=19.20
IL3 CONTOURS HAVE BEEN CALCULATED FROM e IL2 SW SPEL PURACEPTOR IL3=18.56
SPOT HEIGHTS OBTAINED BY FIELD SURVEY.
DP S
e
S e THE ACCURACY OF THE DIGITAL TERRAIN MODEL SW 225Ø uPVC
W SWSW @ 1:150 300 uPVC @ 1:150 IS ESTIMATED TO BE WITHIN 1m. SW
S 11. PROPERTY DATA THE PROPERTY DATA HAS
e e
e SW W BEEN SOURCED FROM LAND INFORMATION NEW e
e ZEALAND (LINZ) AND IS CURRENT AS AT
S SW e 18-12-2017. S
SW S W SW
e e
e S W
e
SW S
EXISTING SEWAGE LATERAL e W IL1=18.95 SW SW USED FOR WASTEWATER IL2=19.00 IL1
CONNECTION SW e IL3=19.00 IL2
IL3 e e
SW IL=19.20 SW
S 150Ø uPVC SW @ 1:150
W SW SW SW SW SW DP SW
SW
e SW
225Ø uPVC SW @ 1:150 e 150Ø uPVC
e SW @ 1:80 SW
S DP RP
W IL=19.20
SW SW
e
SW e
e
S
SW
W SW
e MARKET STREET SW RP
e IL=18.68
SW S e
SW SW W
DISH CHANNEL TO e
SW CCC CSS SD601 e
SW S
SW
W
SW
e W SW
SW 1 18-12-2017 BUILDING CONSENT MP
e IL=19.20 S No. Date Revision By 150Ø uPVC SW @ 1:150
W SW SW SW SW SW DP W RP SW
e 150Ø uPVC SW @ 1:65
SW
W e S SW Level 1, 337 St Asaph Street
SW
W P.O. Box 35320 - Christchurch 8640 W New Zealand
e P - (03) 379 8600 SW F - (03) 379 8605
SW
e E - [email protected] S
W IL=19.00 Christchurch - Tauranga - Auckland
SW
W www.kirkroberts.co.nz e IL=18.80 IL=18.82 IL=18.79 Project
WM RP 225Ø uPVC SW @ 1:150
SW SW SW SW SW RP S CHALLENGE LEESTON
e IL=18.86 IL=18.87 91 - 93 HIGH STREET
e LEESTON
SW e
S Client e
W BAYLIS BROS LTD.
SW
e e
SW Title W
SERVICES PLAN
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HIGH STREET Reviewed by DL 18-12-2017 W e e
Designed by JC Scale 1:150@A1 SW
Drawn by Job No. e MP S 153017
This drawing is the property and
e copyright of KIRK ROBERTS Drawing No. Rev. CONSULTING ENGINEERS LTD and
e W shall not be copied reproduced or
SW communicated to a third party C2.0 1 without written consent (c) 2016
Original sheet size A1 (841x594) BUILDING CONSENT
Appendix F
Puraceptor design and sizing calculations
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment Fluid-Tec SPEL Interceptor Sizing
Project 91 High St Leeston Catchment Area 1400 m² Design Storm 9 mm/hr 10 Year Storm, 10 min 42 mm/hr
Separator Dimensions
Diameter D 1.80 m Cross-Sectional Area Ac 2.47 m² Depth of Channel d 0.50 m
Catchment 1400 m² Ac 0.1400 hectares Runoff Coefficient C 1.0000
Design Flows
Rainfall Intensity idesign 9.0000 mm/hr
Design Flow Qdesign 0.00350 m³/sec 12.6000 m³/hr
Rise Velocity Vt 2.42E-04 m/sec Where; or 0.8701 m/hr accel due to gravity g 9.81 m/s diameter of oil droplet d 0.00006 m spec gravity oil droplet S 0.83 kinematic visc of water v 1.4E-06 m2/s Max Through Velocity Vhmax 13.0516 m/hr
Through Velocity Vh 5.1 m/hr
Vh/Vt 5.9
F factor (from Chart) F 1.32
Surface Area Ah 19.11 m²
Length L 3.87 m
Total Length of Unit incl. Filter Compt.Ltot 6.37 m
10 Year Storm, 10 min 16.3 L/sec
If Auckland Regional Council, Design Storm = 15mm/hr, and S=0.9
Pump & Valve Specialties Ph 09 2769045
6 5 4 3 2 1 REVISION HISTORY REV DESCRIPTION DESIGNER CREATION D CHECKED BY 1 INITIAL RELEASE M.MAKIN 5/09/2016
2 OFF ACCESS MANHOLE D 900 x 600 D
INLET 300 [ [ OUTLET 300 PVC PIPE PVC PIPE
PLAN VIEW C C
1500 1150
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TOLERANCE: ALL DIMENSIONS 10mm UNLESS OTHERWISE STATED. D CLIENT: DISTRIBUTOR : CONFIDENTIAL - The drawings must not be disclosed to any third Drawn Date PROJECT : parties without written permission from SPEL Environmental Sydney. PUMP & VALVE SPECIALTIES LTD Unauthorised disclosure may result in prosecution. M.MAKIN 5/09/2016 TRANSPOWER, SOLOMON SPEL Environmental - This drawing is the property of SPEL Check Date Environmental ABN: 83 151 832 629 and is subject to return on TITLE A demand. It is submitted for the use only in connection with the SPEL PURACEPTOR A proposal and contracts of SPEL Environmental with the expressed conditions that it is not to be reproduced or copied in any form. Verified Date P.020.C1.2C.A.225.PVC This data must only be used in accordance with our standard GENERAL ARRANGEMENT terms and conditions. Copyright ApprovedDate SPEL Environmental accepts no responsibility for any loss or SCALE N.T.S SIZE SHEET REV damage resulting from any person acting on this information. A3 1 1 The details and dimensions contained in this document may change, Request No. please check with SPEL Environmental for confirmation of current RN3054 CUSTOMER CODE : DWG No. specifications. SP16-PC10420-P 6 5 4 3 2 1
Appendix G
Civil Engineering specifications
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment
CIVIL ENGINEERING SPECIFICATION
CHALLENGE LEESTON
91 – 93 HIGH STREET LEESTON
JOB No: 153017 DATE: 19 December 2017 ISSUE: 1
QUALITY CONTROL
Title Civil Engineering Specification
Client Baylis Bros Leeston Limited
Filename 153 017 Civil Engineering Specification Rev 1
Version 1
Status Building Consent
Date 19 December 2017
Project Number 153017
Prepared By Name: James Creek Signature:
Reviewed By Name: Danny Leun g Signature:
Authorised By Name: Jordan Walker Signature:
Limitations This report has been prepared at the specific instructions of our client in connection with the above project.
Only our client is entitled to rely upon this report, and then only for the purpose stated above. Kirk Roberts Consulting Engineers Ltd accepts no liability to anyone other than these parties in any way in relation to this report and the content of it and any direct or indirect effect this report may have. Kirk Roberts Consulting Engineers Ltd does not contemplate anyone else relying on this report or that it will be used for any other purpose.
Should anyone wish to discuss the content of this report with Kirk Roberts Consulting Engineers Ltd, they are welcome to contact us on 379 8600 and www.kirkroberts.co.nz
CHALLENGE LEESTON Issue: 1 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 153017 TABLE OF CONTENTS
1 SCHEDULE OF INSPECTI ONS FOR CIVIL ENGINE ERING WORKS ...... 1 2 EXTENT OF CONTRACT ...... 2 2.1 GENERAL...... 2 3 PRELIMINARY AND GENE RAL ...... 3 3.1 UNDERGROUND AND ABOVE GROUND SERVICES ...... 3 3.2 COMPLIANCE TESTING BY THE CONTRACTOR ...... 3 BULK FILL...... 3 SUB-BASE AND BASECOURSE ...... 3 3.3 ERRORS IN DOCUMENTATION ...... 3 3.4 CONSTRUCTION AMENITIES ...... 3 3.5 STANDARDS ...... 3 4 CLEARING AND STRIPPI NG ...... 4 4.1 SCOPE ...... 4 4.2 CLEARING ...... 4 4.3 DISPOSAL ...... 4 4.4 STRIPPING...... 4 5 DEMO LITION ...... 5 5.1 SCOPE ...... 5 5.2 DEMOLITION CONTRACTOR ...... 5 5.3 SITE VISIT ...... 5 5.4 COMPLIANCE...... 5 5.5 SAFETY ...... 5 5.6 EXPLOSIVES ...... 5 5.7 SEPARATION FROM THE EXISTING BUILDINGS AND STRUCTURES ...... 6 5.8 METHOD STATEMENTS ...... 6 5.9 BACK PROPPING ...... 6 5.10 NOISE ...... 6 5.11 OVERCUTTING ...... 6 5.12 REMOVAL OF DEBRIS ...... 6 5.13 EXISTING PRECAST CONCRETE PANELS ...... 6 5.14 FOUNDATIONS ...... 6 5.15 LEVELLING OF THE SITE ...... 6 5.16 FENCING OF THE SITE ...... 6 5.17 DAYWORK RATES ...... 7 6 EARTHWORKS (EXCAVATI ON AND FILL) ...... 8 6.1 SCOPE ...... 8 6.2 PRELIMINARY WORKS ...... 8 6.3 ENVIRONMENTAL MANAGEMENT ...... 8 6.4 CLASSIFICATION OF MATERIALS ...... 8 FOUNDATION BASE ...... 8 ROAD SUBGRADE ...... 8 6.5 SURFACE PREPARATION ...... 8 6.6 OPERATION OF PLANT ...... 9 6.7 UNDERCUTTING ...... 9 6.8 FILL MATERIALS ...... 9 6.9 PLACING, SPREADING AND WATER-CONDITIONING ...... 9 6.10 BACKFILLING...... 10 6.11 COMPACTION ...... 10 6.12 COMPLIANCE TESTING...... 10 6.13 ENGINEER’S VERIFICATION ...... 10 6.14 FINISHED SURFACES ...... 11 6.15 DISPOSAL ...... 11
CHALLENGE LEESTON Issue: 1 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 153017 7 DRAINAGE (STORMWATER AND WASTEWATER) ...... 12 7.1 SCOPE ...... 12 7.2 MATERIALS ...... 12 7.3 SETTING OUT ...... 12 7.4 EXCAVATION ...... 12 7.5 DEWATERING ...... 12 7.6 SAFETY AND GROUND SUPPORT ...... 13 7.7 OBSTRUCTIONS ...... 13 7.8 STOCKPILING ...... 13 7.9 BEDDING ...... 13 7.10 LAYING AND JOINTING ...... 14 7.11 INSPECTIONS ...... 14 7.12 PIPE SURROUND AND BACKFILLING ...... 14 7.13 MANHOLES AND OTHER STRUCTURES ...... 15 7.14 SERVICE CONNECTIONS ...... 15 7.15 TESTING ...... 15 7.16 CCTV INSPECTIONS ...... 16 7.17 AS-BUILTS ...... 16 7.18 TWO-CHAMBER SPEL PURACEPTOR ...... 17 8 WATER SUPPLY ...... 18 8.1 SCOPE ...... 18 8.2 MATERIALS ...... 18 PIPES ...... 18 FITTINGS, VALVES AND HYDRANTS ...... 18 THRUST BLOCKS ...... 18 8.3 EXCAVATION ...... 18 8.4 BEDDING ...... 18 8.5 LAYING AND JOINTING ...... 18 8.6 ANCHORS AND THRUST BLOCKS ...... 19 8.7 PIPE ROUTING ...... 19 8.8 CORROSION PROTECTION ...... 19 8.9 BACKFLOW PREVENTER ...... 19 8.10 BACKFILLING...... 19 8.11 INSPECTIONS ...... 20 8.12 VALVES AND FITTINGS ...... 20 8.13 CONNECTIONS TO EXISTING LIVE MAINS ...... 20 8.14 PRESSURE TESTING ...... 20 8.15 FLUSHING AND DISINFECTION ...... 21 8.16 PIPE MARKING AND TRACING...... 21 9 GRANULAR PAVEMENT (B ASECOURSE AND SUB -BA SE) ...... 22 9.1 SCOPE ...... 22 9.2 SUPPLY OF MATERIALS ...... 22 9.3 SUB-GRADE ...... 22 9.4 SUB-BASE MATERIAL ...... 22 9.5 PLACING AND COMPACTION OF SUB-BASE MATERIAL ...... 22 9.6 SURFACE FINISH AND TOLERANCES – SUB-BASE MATERIAL ...... 23 9.7 BASECOURSE MATERIAL ...... 23 9.8 PLACING AND COMPACTION OF BASECOURSE MATERIAL ...... 23 9.9 SURFACE FINISH AND TOLERANCES – BASECOURSE MATERIAL ...... 23 9.10 MAINTAINING BASECOURSE ...... 24 9.11 BENKELMAN BEAM TEST ...... 24 9.12 QUALITY CONTROL MONITORING OF SUB-BASE AND BASECOURSE ...... 24 9.13 ENGINEER’S VERIFICATION ...... 24 10 ASPHALTIC CONCRETE P AVEMENT ...... 25 10.1 SCOPE ...... 25 10.2 MATERIALS ...... 25
CHALLENGE LEESTON Issue: 1 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 153017 ASPHALTIC CONCRETE ...... 25 BITUMEN ...... 25 10.3 LAYER THICKNESS ...... 25 10.4 MIXES ...... 25 10.5 SURFACE PREPARATION ...... 25 10.6 WEED SPRAYING ...... 25 10.7 WATERPROOFING UNDERSEAL ...... 26 10.8 PROGRAMMING ...... 26 10.9 TACK COAT ...... 26 10.10 COMPACTION AND ROLLING ...... 26 10.11 FINAL SURFACE TOLERANCES ...... 26 10.12 TRAFFIC CONTROL ...... 26 10.13 NON-COMPLYING WORKS ...... 26 10.14 COMPLETION ...... 27 11 KERB, CHANNEL, DISH CHANNEL AND VEHICLE CROSSING ...... 28 11.1 SCOPE ...... 28 11.2 MATERIALS ...... 28 11.3 FOUNDATION PREPARATION ...... 28 11.4 DIMENSIONS ...... 28 11.5 FINISHES ...... 28 11.6 JOINTING ...... 28 11.7 KERB EXTRUSION MACHINES...... 29 11.8 BACKFILLING...... 29 11.9 DAMAGED WORKS ...... 29 12 REINSTATEMENT OF SUR FACES ...... 30 12.1 SCOPE ...... 30 12.2 PASTURE AND GARDENS ...... 30 12.3 ROADWAYS AND PUBLIC LAND ...... 30 CONDITIONS OF CONTROLLING AUTHORITY ...... 30 GRASSED STREET BERMS AND LANDSCAPE AREAS ...... 30 UNSEALED ROADWAYS...... 30 SURFACED ROADWAYS ...... 30 PUBLIC DRIVEWAYS AND FOOTPATHS ...... 31 PRIVATE DRIVEWAYS AND FOOTPATHS ...... 31 SAW CUT SHRINKAGE JOINTS IN CONCRETE FOOTPATHS ...... 31 12.4 CLEANING UP ...... 31 13 ROAD MARKING ...... 32 13.1 SCOPE ...... 32 13.2 NEW MARKING ...... 32 13.3 TIMING OF MARKING WORKS ...... 32 13.4 MATERIALS AND WORKMANSHIP ...... 32 APPENDIX A PIPE INSTALLATION DE TAILS ...... 33 APPENDIX B SPEL PURACEPTOR DETA ILS ...... 34 APPENDIX C BACKFLOW PREVENTER D ETAILS ...... 35
CHALLENGE LEESTON Issue: 1 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 153017 1 SCHEDULE OF INSPECTI ONS FOR CIVIL ENGINE ERING WORKS
The Territorial Authority may require, as a condition of the building consent, that the Civil Design Engineer issues a Producer Statement Construction Review (PS4) at project completion, to certify that the construction works have been carried out in accordance with the Civil documentation. To be able to provide a PS4, Kirk Roberts Ltd. is required to carry out site specific construction monitoring, tests and inspections at certain points throughout the construction period. The Civil Contractor/ Sub-Contractor will be required to issue the Contractor’s Producer Statement for Construction (PS3), as a prerequisite for Kirk Roberts Ltd. issuing the PS4. These Producer Statements are generally required to be issued by the Engineer and the Contractor at the completion of the project before the Territorial Authority will issue the Code Compliance Certificate, which is required under the Building Act 2004. Normally the Territorial Authority notes the requirement for a PS4 to be provided as a condition of the Building Consent when it is issued. Should this Producer Statement be requested then construction monitoring will be necessary. The number of site inspections needed to fulfil this requirement will depend on the progress and programming of the Contractor, and whether or not difficulties are encountered on site. The table below provides a schedule of inspections we believe may be required for this project to meet the minimum requirements for the production of a PS4 from Kirk Roberts Ltd. It’s the Contractor’s responsibility to notify Kirk Roberts Ltd. of the requirement to undertake inspections. Kirk Roberts Ltd. requires a minimum notification of 2 days before the required inspections. If the Contractor wishes they can produce and submit a proposed inspection and test plan (ITP) which Kirk Roberts Ltd. could review to determine if the ITP is sufficient for the provision of a PS4. Engineering inspections relating to compliance with the appropriate New Zealand materials standards and for verification of design assumptions if required are as follows: Inspection item* Details Earthworks 1 Excavation of the existing surface to the subgrade level 2 Completion of compaction of each layer of material laid on fill areas Pipeworks 3 Excavation of trench and/or cut-slope Completion of soil compaction at formation level, before laying of pipe/ pipe bedding 4 materials/ aggregate Inspection of completed pipes and manholes/ chambers, after completion of pipe- 5 laying and manhole/chamber construction, before backfilling commences 6 Testing for watertightness of completed pipelines, before backfilling commences 7 Completion of compaction of backfilling materials Roadworks 8 Preparation and testing of subgrade material, before laying of sub-base layer 9 Completion of compaction of sub-base material, before laying of basecourse layer Completion of compaction of basecourse material, before placement of wearing 10 surface Completion of compaction of basecourse material, before placement of plain 11 concrete/ reinforced concrete pavement 12 Testing of carriageway surface regularity, permeability, etc. *NB: A minimum of one inspection for each inspection item is required. However, the actual number of inspections will depend on the Contractor’s programming and scheduling of work, and whether re-working is required.
CHALLENGE LEESTON Issue: 1 Page No: 1 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 2 EXTENT OF CONTRACT
2 .1 GENERAL The following provides a general description of the work required which is more specifically defined elsewhere in the Contract document. The civil works covered in this Specification includes bulk earthworks, construction of pavement, water supply, wastewater and stormwater utility services for the proposed Challenge Station at 91 – 93 High Street, Leeston. a) Supply and placement of all stormwater and wastewater pipes and associated fittings; including all materials, labour, excavation, laying, fixing, benching, haunching, sealing, water stops, backfilling, reinstatement, testing of pipes including supply of all materials. b) Supply, installation and testing of water supply from the public water supply lateral High Street, including supply and installation of water meter and backflow preventer. c) All reinstatement works required within the Site due to the civil services works. d) Earthwork cut-and-fill operations. The Contractor shall supply all labour, materials, plant and supervision necessary to complete the work in accordance with the Contract document.
CHALLENGE LEESTON Issue: 1 Page No: 2 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 3 PRELIMINARY AND GENE RAL
3 .1 UNDERGROUND AND ABOVE GROUND SERVICES The locations and extent of underground and above ground services where shown on the Drawings are provided for information only, no guarantee is given as to the correctness or completeness of this information. The Contractor shall notify all applicable service providers, search all records and have field surveys of all services undertaken by the relevant service provider(s), to the best available accuracy standards, at least one week in advance of the commencement of the works, and shall be responsible for their protection. Any work required on an existing live utility service shall be undertaken by the relevant service provider(s) or its approved contractors. The Contractor shall be responsible for co-ordinating and attending upon any such service provider’s works. The Contractor shall ensure that any existing utility surface openings are kept clean and undamaged for the project duration. The Contractor shall specifically note any existing underground services, ducts, pipes, etc., and overhead power cables, within the boundary of the Site.
3 .2 COMPLIANCE TESTING BY THE CONTRACTOR
BULK FILL Except where expressly stated in this Specification of the Contract document, all works should be undertaken in accordance with NZS 4431: 1989, NZS 4404: 2010, and any other requirements set by Selwyn District Council. The Contractor shall engage a suitably qualified independent testing laboratory or consulting engineer to monitor the fill preparation and placement and provide a certificate confirming that the compaction works have met the Specification at the end of the project. The certificate shall include suitable drawings to show the position (alignment and level) and results of all tests undertaken.
S U B - BASE AND BASECOURSE The Contractor shall provide tests from an approved laboratory on the materials in the stockpile to be used in the project before any placement is undertaken. They shall be tested for the material parameters covered in TNZ Specifications M/3 and M/4 and the results submitted to the Engineer. Further samples shall be taken at the Site from either trucks or the road during placement of the sub-base and basecourse. One sample shall be taken for every 500m 3 (in-situ measure) of sub-base/basecourse placed. Tests shall be carried out as for the initial stockpile samples for conformance with TNZ Specifications M/3 and M/4 and the results submitted to the Engineer. Compaction testing shall be undertaken and a Compliance Certificate supplied as required for bulk fill.
3 .3 ERRORS IN DOCUMENTATION The Contractor shall review and evaluate the Drawings and Specification during the performance of his services and shall immediately notify the Engineer of any problems, conflicts, defects, deficiencies, inconsistencies, errors, or omissions discovered in the Drawings, Specification, Selwyn District Council’s Engineering Code of Practice and the Contract works; and any variances discovered between the design documents and applicable laws, statutes, New Zealand Building Code, rules or regulations.
3 .4 CONSTRUCTION AMENITIES The Contractor shall provide a temporary water and wastewater connection to the Site for the duration of construction. The Contractor shall supply, install and maintain a toilet for use by all the Contractor’s and sub-contractors staff within the Site.
3 .5 STANDARDS All works covered in this Specification shall be in accordance with Selwyn District Council’s Engineering Code of Practice , New Zealand Building Code, New Zealand Standard and other standards as appropriate.
CHALLENGE LEESTON Issue: 1 Page No: 3 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 4 CLEARING AND STRIPPI NG
4 .1 S COPE The works specified in this section covers the clearing and disposal of vegetation and other unwanted materials and the stripping and stockpiling of topsoil from within the area of the works as defined in the Drawings. The Contractor shall supply all plant, materials, labour and supervision for the clearing and stripping of all such materials as is required for the proper execution of the works. All works shall comply with Christchurch City Council’s Construction Standard Specification Part 2.
4 .2 CLEARING The area of the works shall be cleared of all obstructions except those specifically required to remain. Clearing shall include complete removal from the Site of buildings, foundations, trees, logs, scrub, grass, roots and other vegetation, paving materials, fences and garbage. All trees within the limits of the earthworks shall be cut and removed from the Site unless otherwise specified. Trees and other vegetation beyond the limits of the earthworks shall be disturbed only when directed or approved by the Engineer. Any trees specifically designated by the Engineer shall be protected from damage.
4 .3 DISPOSAL Unless otherwise specified, all materials cleared shall become the property of the Contractor, and shall be removed from the Site and disposed of in a safe and lawful manner and so as not to cause inconvenience to the owners of adjoining properties. The Contractor shall pay all tip fees, if any. All soils which require off-site disposal shall be tested and analysed to confirm the appropriate disposal facilities.
4 .4 STRIPPING All topsoil, turfs, humus and organic materials remaining after the clearing of vegetation shall be stripped from the surface of the ground within the limits of the earthworks, to such depth as is directed by the Engineer. Topsoil is defined as the top layer of soil characterised by the presence of organic matter. The more suitable topsoil shall be stockpiled separately and neatly for later re-spreading. The location and size of stockpiles shall be subject to the approval of the Engineer. Surfaces of topsoil stockpiles shall be rolled smooth to minimise erosion and unless otherwise specified shall be sown with clover seed at a coverage of 10 grams per square metre.
CHALLENGE LEESTON Issue: 1 Page No: 4 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 5 DEMOLITION
5 .1 S COPE The works specified in this section covers the demolition of the existing buildings and other structures within the Site, as shown on the Drawings, including foundations, and the removal and disposal of all demolished materials and disturbed ground.
5 .2 DEMOLITION CONTRACTOR The whole of the demolition works, as hereafter described, shall be carried out by a competent firm of contractors employing skilled workmen experienced in demolition works. The Demolition Contractor shall keep a competent Foreman on Site at all times. The Foreman shall be empowered to receive and act on instruction given by the Engineer. The Demolition Contractor shall notify the Engineer the name of his Safety Supervisor prior to the commencement of the demolition works, who shall be the holder of a current Labour Department Qualification. Evidence of this shall be made available to the Engineer. For the avoidance of doubt, the Contractor and the Demolition Contractor could be of the same firm or corporation.
5 .3 SITE VISIT The Demolition Contractor is deemed to have visited the Site and have examined the existing buildings and other structures thereon and those adjoining, and shall be fully aware of any and all circumstances that may affect the demolition works. This includes the materials comprising the existing buildings and other structures to be demolished. The Contractor shall also satisfy himself as to the site conditions, levels, accesses, services, adjoining buildings and other structures, and all other matters affecting the demolition works. No variation shall be ordered on the grounds of ignorance of the Site, the existing buildings and other structures thereon and those adjoining, or the conditions under which the demolition works are undertaken.
5 .4 COMPLIANCE The Demolition Contractor shall comply with all requirements of Selwyn District Council and all other acts, laws, by-laws and regulations that may affect the demolition works. In particular, the Demolition Contractor shall comply with all safety requirements as may affect persons on or near the Site. No variation shall be ordered on the grounds of ignorance of these requirements.
5 .5 SAFETY The Demolition Contractor shall have a fully operational safety plan covering the demolition works. The requirements of Selwyn District Council and all other acts, laws, by-laws and regulations shall be adhered to at all times. The Demolition Contractor shall comply fully with the provisions of the New Zealand Building Code in all matters relating to site safety, in particular, Approved Documents F1 (Hazardous Agents on Site), F2 (Hazardous Building Materials), F3 (Hazardous Substances and Processes), F4 (Safety from Falling) and F5 (Construction and Demolition Hazards).
5 .6 EXPLOSIVES Explosives shall only be used with the express permission (in writing) of the Engineer. This approval shall not be given unless the Engineer is satisfied that the use of explosives is necessary for the demolition works. Explosives shall only be used by persons holding appropriate qualifications and having experience in their use, under similar circumstances. The Demolition Contractor shall obtain all necessary approvals from Selwyn District Council for the use of explosives and shall produce documentary evidence of this.
CHALLENGE LEESTON Issue: 1 Page No: 5 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 5 .7 SEPARATION FROM THE EXISTING BUILDINGS AND STRUCTUR E S The Contractor shall allow to remove neatly all flashings, etc. and generally allow for all measures that may be required to separate the structure from the existing buildings and structures on the adjoining site(s). The Contractor shall allow for the fact that there may be adherence of the wall to be demolished to the adjoining property, and for all the separation measures, within the limits of the Specification, that may be necessary.
5 .8 METHOD STATEMENTS The Engineer shall require the Demolition Contractor to prepare method statements, including but not limited to, temporary propping, cutting, demolition and removal of construction debris. Review of the Contractor’s method statements shall not relieve the Contractor of the full responsibility for the demolition works. The Contractor shall only proceed with the demolition works after the Engineer has reviewed, commented on and approved the method statements.
5 .9 BACK PROPPING All building elements being cut away or demolished shall be safely stabilised and supported with props or platforms or by other methods as appropriate in order to safely resist the building elements’ weights and all associated loads from personnel and equipment.
5 .10 NOI SE In all cases, if the demolition works are found to cause interruption or nuisance to occupiers of adjoining properties, to the general public, or if complaints are received, the Demolition Contractor shall immediately stop the demolition works. The Demolition Contractor shall only recommence the demolition works upon the instruction of the Engineer.
5 .11 OVERCUTTING Unless noted otherwise or directly agreed and instructed in writing by the Engineer, all holes, openings, sawcuts or trimmed surfaces shall not be overcut under all circumstances. The Engineer shall instruct remedial works if overcutting occurs. All remedial works shall be at the Contractor’s expense.
5 .12 REMOVAL OF DEBRIS All demolition debris shall be safely disposed of off-site, at the Contractor’s expense.
5 .13 EXISTING PRECAST CONCRETE PANELS The Demolition Contractor shall ensure that, during the demolition works, all existing precast concrete panels are securely fixed to the existing building structures at all times. The Demolition Contractor shall adhere to the construction sequence specified on the Drawings.
5 .14 FOUNDATIONS The Demolition Contractor shall demolish all foundations of the existing buildings and structures to be demolished, unless expressly specified by the Engineer the contrary.
5 .15 LEVELLING OF THE SITE The Site shall be left clear of all demolition debris. The Site shall be left essentially level and in all cases lower than the nearest adjoining footpaths.
5 .16 FENCING OF THE SITE Before the commencement of the demolition works, the Demolition Contractor shall erect fences along boundaries of the Site to ensure public safety. In addition, the Demolition Contractor shall maintain all fences erected to a satisfactory state, at his expense.
CHALLENGE LEESTON Issue: 1 Page No: 6 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 5 .17 DAYWORK RATES The Demolition Contractor may be instructed to carry out work outside the scope of this Contract, as a variation to the Contract. To assist in pricing of the variation, the Demolition Contractor is to supply with his tender the following rates, in dollars per hour for, but not limited to, the following items of plant and labour: 1) bulldozer (includes operator); 2) excavator (includes operator); 3) hydraulic compressor, including two sets of hoses, chisels, jackhammers and allowing for all maintenance; and 4) loading of demolition debris (including brick, concrete, steel, earth, etc.) and allow for tip fees, etc, (rate in dollars per cubic metre removed from Site). These rates apply only to men and machinery working or operating on Site. They are to allow for penal rates paid for weekend work, preliminary and general costs, profit margins, etc. No payment shall be made for standing time on men, plant or machinery, on or off the Site.
CHALLENGE LEESTON Issue: 1 Page No: 7 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 6 EARTHWORKS (EXCAVATI ON AND FILL)
6 .1 S COPE The works specified in this section covers the earthworks excavation and placement of earth and rock to form the surface as detailed on the Drawings. The Contractor shall excavate all materials above the finished levels or contours of the Site or above road formation levels where applicable, making due allowance for restoration of topsoil and the construction of pavements, foundations and underground utilities. Fill work covered in this Specification covers fill for the footpath, carriageways and carpark areas. Fill below the building footprint shall refer to the Structural Specification. All works shall comply with Selwyn District Council’s Engineering Code of Practice Part 4.
6 .2 PRELIMINARY WORKS The Contractor shall satisfy himself as to the nature of the ground to be excavated prior to submitting the tender. Where sub-surface information obtained by the Engineer is made available it is done so without guarantee as to its accuracy or completeness. The Contractor shall make his own deductions as to the nature and conditions of the materials to be excavated and to the accuracy or completeness of the information provided.
6 .3 ENVIRONMENTAL MANAGEMENT During construction, the Contractor shall take all necessary measures to manage earthworks methodology and minimisation of adverse environmental effects on-site and the receiving environment by compliance with the requirements specified in Environment Canterbury’s Erosion and Sediment Control Guidelines for Small Sites , and other applicable Selwyn District Council Guidelines. The Contractor shall test and analyse all soils which require off-site disposal to confirm the appropriate disposal facilities. Unless otherwise provided in the Schedule, no separate payment shall be made for erosion control and sediment management work. Its costs shall be considered to be included in the various rates or amounts scheduled for earthworks items.
6 .4 CLASSIFICATION OF MATERIALS Unless otherwise stated in the Schedule, materials excavated shall not be classified for payment and no additional payment shall be made for the excavation of any material, which is hard, cemented, wet, dry or otherwise.
FOUNDATION BASE Unless records pertaining to the placement of the existing near surface fill are available for review, these materials shall be treated as “uncontrolled”. Given the current “uncontrolled” nature of the fill materials, there is potential for static settlement (in the order of 10 – 15mm) within this layer following foundation construction. Where excavation is required to extend to a depth greater than the proposed level of the foundation base, a reinforced gravel raft shall be built up to support the overlying foundation. The gravel raft shall be constructed to comply with the following: • The gravel material shall be of AP65 crushed aggregate and shall be laid in 150mm-thick layers and compacted to 95% of the material maximum dry density to NZS 4431: 1989. • The gravel raft platform shall extend at least 1m beyond the building footprint.
ROAD SUBGRADE For road sub-grade, materials shall be classified in accordance with Section 8 of TNZ Specification F/1.
6 .5 SURFACE PREPARATION The Contractor shall clear and strip the areas on which fill materials are to be placed and along haul roads in accordance with the part of the Specification titled “Clearing and Stripping”. Low density, saturated, weak or organic soils exposed by clearing and stripping shall be excavated as directed by the Engineer. If considered by the Engineer to be unsuitable for use as filling, some or all of these soils shall be disposed of beyond the Site, neatly stockpiled or wasted in approved areas as directed. If considered suitable by the Engineer, some or all of these soils shall be reused as fillings in layers as directed.
CHALLENGE LEESTON Issue: 1 Page No: 8 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 The exposed surfaces of natural ground upon which fill is to be placed shall be compacted so as to achieve relative compaction at least equal to that specified for the fill to a depth of 150mm. If necessary to meet this requirement, the ground shall be bladed until it is uniform, free of large clumps and brought to suitable water content prior to compaction. Before filling commences in any area of the Site, the cleared and stripped surface shall be inspected and approved by the Engineer's Representative and if required shall be subjected to proofrolling using a fully-laden rubber-tyred motor scraper or similar approved plant. Where directed by the Engineer, any soft or compressible areas shall be excavated and refilled with suitable compacted materials. Where fill materials are to be placed against a hillside or previous fill where the slope is steeper than 1 vertical to 4 horizontal the slope shall be benched. Near horizontal benches, suitably graded for drainage, shall be cut at vertical intervals of not less than 1m up the slope as the fill surface is raised, so that no less than 75% of the plan area on which fill is to be placed shall consist of such benches. Apart from the rates or amounts shown the Schedule for earthworks, no additional payment shall be made for such benching. Where shown on the Drawings or where seepage is encountered, the ground shall be trenched, graded or benched and subsoil drains installed to collect the seepage and discharge it to an approved point clear of the fill in accordance with details shown on the Drawings or as directed by the Engineer. Where shown on the Drawings, culverts shall be constructed as detailed.
6 .6 OPERATION OF PLANT Where materials being excavated include mixtures of topsoil, unsuitable material and material suitable for use as earth fill, the excavation shall be carried out as far as is practicable so as to avoid mixing the materials.
6 .7 UNDERCUTTING Any excavation taken to greater depths than shown on the Drawings, without authority of the Engineer and any unauthorised excavations shall be backfilled with suitable materials compacted in layers in accordance with the requirements of this Specification, without further payment.
6 .8 FILL MATERIALS Except for materials removed during clearing and stripping of topsoil or materials designated as unsuitable by the Engineer, the on-site soils obtained from excavation may be used for general filling. Wherever possible, the Contractor shall use suitable materials won from cut areas or approved borrow areas within the Site. When materials imported from off-site is used, the Contractor shall obtain the required permissions and permits, and pay all royalties and charges required in connection with its use. Imported materials shall be of consistent well-graded type and be subject to the approval of the Engineer prior to use. Materials which are organic or highly plastic for example shall not be considered as being suitable. A representative 10kg sample of the proposed imported materials shall be delivered to the Engineer at least three days before approval is required. Prior to placing imported fill the Contractor shall deliver to the Site (and later dispose of) a 4 cubic metre control sample of fill materials for site comparison and checking. The control sample must meet the requirements of this Specification, and be confirmed by the Engineer as being representative and approved before any materials are used in the works.
6 .9 PLACING, SPREADING AND WATER - CONDITIONING No fill materials shall be placed until the Engineer has inspected and approved the surface preparation of that part of the Site. Fill materials shall be placed and spread in a systematic manner and in uniform near horizontal layers which, prior to compaction, do not exceed 200mm in thickness. Any rocks or fragments exceeding 100mm in greatest dimension shall be either broken down to less than 100mm or removed or used as may be directed by the Engineer. When the water content of the fill materials is below that which is necessary to achieve the specified degree of compaction, water shall be added and thoroughly mixed into the fill materials until it is uniformly dispersed throughout the soil. Similarly, when the water content of the fill material is too high, the soil shall be air dried by scarifying, harrowing, discing or other
CHALLENGE LEESTON Issue: 1 Page No: 9 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 aeration processes. The water content shall also be kept low enough to provide a stable working surface for the hauling and compacting plant, free from heaving, weaving and excessive rutting. No fill materials shall be placed, spread or compacted during or immediately following wet weather or when ground is frozen. Except for essential work to maintain safety, drainage or prevent damage to work, no equipment shall be moved on or over the Site except along access roads during or immediately following wet weather. Where any compacted sub-grade or fill has deteriorated due to wet weather or an interruption in the works, the materials affected shall be scarified and re-compacted to the required standard before any further fill materials are placed or spread over it.
6 .10 BACKFILLING Backfilling around structures and as required to bring undercut areas to formation or finished levels shall, unless otherwise specified, consist of selected fill materials, spread and compacted in layers using suitable plant such that the relative compaction requirements of the Specification are satisfied.
6 .11 COMPACTION After each layer of fill has been placed, spread evenly and brought to a suitable water content, it shall be compacted to at least the specified relative compaction. If no relative compaction is specified elsewhere it shall be taken as 98% in terms of the New Zealand Standard Compaction Test (NZS 4402, Test 4.1.1) for the top 1m of filled areas, and 95% for those parts of fills at greater than 1m depth of the finished surface and with no more than 10% air voids. Compaction shall be accomplished with approved, special purpose compaction equipment. The equipment shall make sufficient passes to ensure that the required compaction has been uniformly obtained everywhere. Fill batter faces shall be compacted as a separate operation, either by overfilling and cutting back, or by rolling with compacting plant working up and down the slope.
6 .12 COMPLIANCE TESTING The Contractor shall be responsible for engaging a suitably qualified soil testing organisation independent of the Contractor to undertake testing of the earthfill works. Compaction testing shall be done daily throughout the earthfill operations. Testing frequency shall be at a minimum of one nuclear densometer test and associated moisture content test per 500m 2 and per 500mm lift, or part thereof. Any non- compliance shall be immediately brought to the notice of the Contractor and the Engineer. Faulty areas shall be removed, treated as appropriate (by drying, moisturising, etc.), re-compacted and retested until complying fill standards are met. On completion of the certifiable as-built plans of the earthworks showing all test locations (positions and reduced levels) along with records of the tests and explanations of actions taken on non-compliances shall be provided to the Engineer with a signed report confirming that the specified compaction standards have been met.
6 .13 ENGINEER’S VERIFICATION The Contractor shall facilitate inspection by the Engineer at all times during construction. The Engineer may from time to time carry out check tests of the soil properties, water content and the relative compaction being achieved in the fill but the Contractor shall remain responsible for achieving the required standard of work. The Engineer shall have the right, at any stage of the works and until the end of the Defects Liability period, to have materials which have not been compacted to the specified standard or which contain organic materials, tree roots or the like, wherever it may be, excavated and re-compacted to the specified standard without additional payment to the Contractor. The Engineer may deduct from the Contract amounts payable to the Contractor the cost of check tests on fill materials which show the specified compaction has not been achieved. Fill construction shall be arranged to permit testing to be carried out as the works proceed. The Contractor shall, on request and without further payment, provide excavating equipment and remove materials from above the test level, and subsequently backfill to the Specification requirements. Whenever earthmoving, compaction or the like is in progress at the same time as compaction testing, the Contractor shall at any time required by the Engineer, without extra payment, provide safety protection for personnel carrying out testing to the satisfaction of the Engineer.
CHALLENGE LEESTON Issue: 1 Page No: 10 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 On request by the Engineer the Contractor shall provide a suitably-loaded truck with driver, or other equipment for proofrolling which shall be paid for at the appropriate plant hire rate.
6 .14 FINISHED SURFACES The finished surfaces of excavation shall conform to the levels, lines, grades and contours shown on the Drawings, within the tolerances specified. Where not otherwise specified any point on the finished surfaces shall conform to the following tolerances in respect of the levels shown or inferred on the Drawings: Pavement subgrade - not higher than 10mm Slopes flatter than 1 on 6 - 50mm Slopes of between 1 on 6 and 1 on 2 - 100mm Slopes steeper than 1 on 2 - 200mm Finished surfaces may vary from the designated slope or level by the tolerances shown above measured at right angles to the slopes, but any variations shall be gradual so as not to impair the appearance of the surface or hold ponded water. Finished surfaces excavated for the construction of structures, concrete work, etc., shall be completed to a level such that the detailed dimension of such structures, etc., is achieved. Where excavations abut against undisturbed ground they shall be trimmed to conform with the shape of the adjacent ground so that the profile is continuous and compatible.
6 .15 DISPOSAL All materials removed from the excavation, and which are approved as suitable by the Engineer, shall be reused as far as practicable in the construction of fills or for backfilling within the Site. Excavated materials shall not be removed from the Site without the consent of the Engineer. Surplus or unsuitable materials which are approved for removal shall become the property of the Contractor and shall be disposed of from the Site in a safe and lawful manner.
CHALLENGE LEESTON Issue: 1 Page No: 11 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 7 DRAINAGE (STORMWATER AND WAS TEWATER)
7 .1 S COPE The work specified in this section consists of the construction of underground stormwater and wastewater pipes, together with the associated manholes, junctions, and other structures shown on the Drawings. All work in private property shall comply with minimum requirements of the NZ Building Code. All works shall comply with Selwyn District Council’s Engineering Code of Practice Parts 5 and 6.
7 .2 MATERIALS Unless otherwise specified, the Contractor shall supply and deliver to the Site all pipes, junctions, precast manholes, granular bedding material and other materials required for incorporation in the work. Materials shall be new, of good quality and free of defects. Design and installation of stormwater and wastewater pipes shall comply with the following standards: • AS/NZS 1254: 2010, PVC-U pipes and fittings for stormwater and surface water applications • AS/NZS 1260: 2009, PVC-U pipes and fittings for drain, waste and vent application • AS/NZS 2032: 2006, Installation of PVC pipe systems • AS/NZS 2566.2: 2002, Buried flexible pipelines – Installation The type of pipe along with its diameter and strength class shall be as defined on the Drawings or elsewhere in the Contract document. Any PVC-U pipes not specified as to strength class shall have minimum strength SN16, whether being used for stormwater or wastewater pipes. Concrete precast manholes shall comply with NZS 4058: 2007 and shall have diameter of 1,050mm unless specified otherwise. In-situ concrete strength for all concrete shall have minimum 28-day compressive strength of 40MPa unless specified otherwise on the Drawings or in this Specification.
7 .3 SETTING OUT The Contractor shall set out the works in accordance with the positions and levels shown on the Drawings or otherwise provided by the Engineer. Pipelines shall not be set out by use of laser equipment unless regular checks against reduced levels by conventional survey methods are also made to ensure cumulative errors do not occur. Such survey checks shall be made at all manholes and in no case at distances exceeding 50m.
7 .4 EXCAVATION Trenches shall be of sufficient width and depth to permit dewatering and efficient laying and jointing of pipes, construction of manholes and connection of all necessary specials, valves and other fittings and in no case shall the pipes lie closer than 100mm to the trench wall or to timbering. Trench widths at top of pipe level shall not exceed pipe outside diameter by more than 600mm but the trench above the level of the top of pipe may be cut wider, either by excavating a wider bench or by battering the trench wall. During excavation the Contractor shall provide for diversion and disposal of stormwater and groundwater (if required), and for support of trench walls and protection of workers.
7 .5 DEWATERING The Contractor shall keep excavations free from water, and shall provide all pumps, drainage pipes and other equipment required for this purpose. The Contractor shall not permit any flooding of properties, footpaths, or roadways to result from his operations or through the use of any pumping equipment. The Contractor shall provide flumes, pipes or other approved means for effectively conveying the water to the nearest adequate and approved outlet. Under no circumstances shall any water be allowed to drain into any existing wastewater pipes.
CHALLENGE LEESTON Issue: 1 Page No: 12 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 Dewatering methods shall be selected to ensure that the pumping or other disposal of suspended solids is minimised. Where the best practical method of dewatering does generate suspended solids the Contractor shall install interception devices to ensure that sand, silt and other suspended solids are not discharged into downstream drainage system or waterways. The discharge of groundwater to piped or open drains or channels shall only be undertaken when prior approval from Selwyn District Council and Environment Canterbury has been obtained. If such approvals are not specifically noted in the Contract document as already having been obtained then the Contractor shall obtain the approvals before commencing work. Any costs associated with such approvals shall be included in the Contractor’s tendered price. Where, despite the provision of settlement and interception devices, sand, silt or other materials enter any downstream drainage system then it shall be removed by the Contractor immediately and at his own expense. Debris on roads or kerb channels shall be removed when directed by the Engineer but at least once per day. The running of dewatering plant overnight shall not be carried out unless the following conditions can be met: • The Contractor can show that programme and economic consequences of not doing so are significant. • No practical alternative method exists. • Appropriate consents from Selwyn District Council and Environment Canterbury have been obtained if the proposed activity cannot meet the Resource Consent requirements.
7 .6 SAFETY AND GROUND SUPPORT Safety procedures in excavation shall comply with the requirements of the all relevant health and safety legislation and associated regulations. The Contractor shall form its own estimate of the amount of any temporary ground support which may be required, and shall allow for all such costs in the tender. When timbering is used any timber placed below top of pipe level shall be withdrawn as bedding and backfilling material is placed, unless the Engineer requires otherwise. Any slips or subsidence which occur during the course of construction works shall be cleared away and made good by the Contractor without extra payment.
7 .7 OBSTRUCTIONS For any work in public street or land or in any areas specifically instructed by the Engineer the Contractor shall obtain service records from all applicable service authorities. These records shall be held on-site during construction and shall be made available to the Engineer on request. The Contractor shall also arrange for the services to be marked with paint in all areas of the proposed work. Where site markings show existing services to be within 750mm of either side of the new trench or indicating a possible conflict with the designed works, or wherever instructed by the Engineer the Contractor shall prove the location of services by hand digging, taking care to avoid damage. The Contractor shall allow for the Engineer to view any services exposed and shall survey the type, alignment and depth of the exposed services. Where necessary the Engineer may vary the design of the new utility or arrange with any owner of a conflicting service to modify the conflicting service. Should any underground utility be disturbed or damaged during excavation the responsible authority shall be notified immediately.
7 .8 STOCKPILING Excavated spoil required for backfilling where practical shall be deposited neatly alongside the trench but not so as to jeopardise the stability of the trench, and no streets, crossings or driveways shall be obstructed without the consent of Selwyn District Council. Spoil which is unsuitable or surplus to backfilling requirements shall be disposed of away from the Site in a safe and lawful manner. No surplus spoil shall be removed from private property without the consent of the Owner or the Engineer.
7 .9 B EDD ING Unless otherwise specified, all stormwater and wastewater pipes shall be laid on and surrounded with imported compacted granular bedding to a height of at least 150mm above the pipe barrel. Granular bedding material shall consist of sand and
CHALLENGE LEESTON Issue: 1 Page No: 13 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 gravels, free from vegetation, other organic matter or clay and from particles larger than 20mm. A representative sample of granular bedding material shall be submitted to the Engineer for prior approval. Pipe bedding (and surround) shall comply with the requirements set down in the standards relevant to the pipe type. The excavated trench shall have a flat bottom conforming to the grades and levels shown or implied on the Drawings. Granular bedding material as specified shall be placed and compacted on the trench bottom to a minimum depth of 100mm and shaped to receive the pipe over one quarter of its circumference. Socket holes shall be formed in the bedding material for pipe joints to ensure the pipe barrel rests on bedding over its entire length. Where concrete bedding or concrete surround is specified, concrete shall be placed and compacted to the height shown on the Drawings but pipe joints shall be made and tested before any concrete is placed. Any concrete bedding or surround shall be provided with a clean break and gap of at least 50mm wide at every flexible pipe joint such that full pipe system flexibility is retained after the concrete is placed.
7 .10 L AYING AND JOINTING All pipelaying works shall be under the control of drainlayers registered and licensed under the Plumbers, Gasfitters, and Drainlayers Act 2006, and shall comply with the Building Act 2004. Pipes shall be laid true to line and grade. Where laser equipment is used the laser line shall be checked at every manhole against surveyed levels to ensure cumulative level or line errors do not occur. Pipes shall be jointed to produce a watertight seal. Pipes shall be laid and jointed in accordance with the manufacturer’s instructions for the pipe used and the relevant New Zealand Standard for the type of pipe being used. Fittings such as inspections, bends, and junctions shall utilise fittings as specified or recommended by the manufacturers. All pipelines shall at all times during the Contract be kept clean and free of all dirt, rubbish etc. Where specified on the Drawings anti-scour blocks in accordance with the details provided shall be installed on steep pipelines. Refer to Appendix A for typical pipe installation details.
7 .11 INSPECTIONS The Contractor shall advise the Engineer before backfilling to allow the Engineer to inspect the pipe laid. The Engineer may or may not undertake inspections with or without notification but regardless of whether inspections are made by the Engineer the sole responsibility for undertaking the work to the standards required as specified in the Contract document and Selwyn District Council in whose area the work is undertaken rests with the Contractor. Before commencing work the Contractor shall communicate with Selwyn District Council to enquire as to any inspection or testing regime required by the Council. The Contractor shall report the requirements of the Council and to the Engineer before commencing work. The Contractor shall notify Selwyn District Council at times required by the Council to enable them to make any necessary inspections or to view testing. No Practical Completion Certificate shall be issued until evidence is received that all Council requirements relating to the work have been met.
7 .12 PIPE SURROUND AND BACKFILLING Other than precautions against damage by displacement or floating of pipes, no backfill shall be placed until the laying of stormwater and wastewater pipes has been inspected and approved by Selwyn District Council. All pipes shall be surrounded and backfilled to a height of 150mm above the pipe barrel with imported granular material in compliance with the requirements of this Specification and the relevant AS/NZS pipelaying specification unless shown otherwise on the Drawings. The material shall be carefully placed around and over the pipe using hand tamping in a manner that ensures the pipe is supported uniformly all around its perimeter. If the surround leaves voids or zones of poor density around the pipe barrel, the pipe shall be re-laid and the surround material replaced, at the Contractors cost.
CHALLENGE LEESTON Issue: 1 Page No: 14 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 Any backfill materials deemed by the Engineer to be unsuitable (by consideration of soil type, compressibility or, moisture content, etc.) shall be removed from the Site and replaced by alternative suitable materials at the Contractor’s cost. Ground surfaces above trench backfill shall be reinstated in accordance with the requirements of the Specification for “Reinstatement of Surfaces” or as detailed on the Drawings if such details are provided.
7 .13 MANHOLES AND OTHER STRUCTURES Manholes shall be constructed in reinforced concrete or using precast concrete elements in accordance with the Drawings. Manhole inverts shall be cast in-situ, with channels formed in the concrete using glazed earthenware half pipes for all mains up to and including 300mm diameter. Inverts for larger mains shall be steel trowel finished cement mortar. Where a pipe joins a manhole, stub pipes flexibly jointed at the free end shall be used as a precaution against settlement. Such flexible joints shall be provided within 200mm of the manhole. Where plugged branch pipes are incorporated for future connections these shall be plugged with concrete and made watertight. Plastic pipes manhole connections shall utilise “manhole shorts” as recommended by the pipe manufacturers. Manhole riser sections shall be erected, and joints sealed to maintain water tightness and stability. Manhole risers shall be cut and shaped so as not to bear directly on stormwater and wastewater pipes. Step irons shall be used when specified. They shall be of the material specified. Penetrations through the manhole shall be made thoroughly tight and waterproof by use of a suitable epoxy. Manhole tops and covers shall be of the type approved by Selwyn District Council. They should be placed and adjusted to lie parallel to and flush with or not more than 10 mm above the surrounding finished surface of road or berm, or flush with footpaths. If backfill around manholes settles due to inadequate compaction the surrounding ground shall be excavated, re-compacted and covers re-laid without additional payment. Any discrepancies in design lid or invert levels compared with actual ground conditions shall be reported to the Engineer before proceeding. Changes in levels made without reference to the Engineer may result in work being rejected.
7 .14 SERVICE CONNECTIONS Where shown on the Drawings, Y junction pipes for service connections shall be inserted in stormwater and wastewater pipes, complete with inspection bends and concrete surround. Inclined riser pipes shall be used where appropriate to bring service connections to the required depths. Where service connections to buildings are not being completed under the Contract, the ends of service connections shall be plugged and marked with timber stakes. Kerbs shall also be marked with paint at the point where crossed by service connections. Connections to existing mains shall only be carried out by a Selwyn District Council approved drainlayer.
7 .15 TESTING The Contractor shall test all stormwater pipes, wastewater pipes, connections and manholes for watertightness. Where required by Selwyn District Council the testing shall be undertaken in the presence of a representative of the Council. In all cases the Contractor shall give the Engineer at least 24 hours’ notice of its intention to test so that the Engineer can attend the testing at his discretion. Test results shall be recorded by the Contractor in a neat clear form and provided to the Engineer within 48 hours of completion of the testing. Stormwater and wastewater pipes shall be tested by hydrostatic test specified in NZS 4404: 2010, Land Development and Subdivision Infrastructure Appendix C. All manholes shall be tested for watertightness by plugging all pipes and fillings with water. After absorption has taken place the water level shall remain constant for thirty minutes. In addition to the testing requirements infiltration into stormwater and wastewater pipes shall be limited to less than a rate of 600 ml per 25mm of pipe diameter per 1,000m of pipe in 5 minutes. Visible infiltration through manhole walls or floors shall not be permitted.
CHALLENGE LEESTON Issue: 1 Page No: 15 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 The Contractor shall repair or replace any materials found defective during testing until a satisfactory test is achieved. Should any leaks become apparent after testing such leaks shall be repaired without further payment. Stormwater mains or connections need not be tested but any visible leakage or water/backfill ingress shall be remedied on the instruction of the Engineer. All manholes shall be free of visible faults, or permeable zones, and jointing or penetration repairs shall be to the best trade standards.
7 .16 CCTV Inspections All stormwater and wastewater pipes shall, prior to the issuance of the Practical Completion Certificate, be inspected by means of CCTV camera. A videoed record of each main shall be made with the video correctly zeroed at the starting manhole such that all connections, manholes, etc., show at their correct positions in the pipeline. A summary screen showing the following parameters shall precede the recording of each pipeline surveyed: • Start manhole • Finish manhole • Direction of flow • Pipe diameter • Pipe material • Date and time of survey • Weather conditions • Location/job name • Length of survey The DVD recording shall be accompanied by a written record which shall include annotated condition coded sheets (to NZWWA requirements) for every length of pipeline constructed. These shall include the above details and photographs of any faults located. The written record shall be clearly written so that it can be utilised if necessary without parallel recourse to the video recording. Any evidence of poor materials or workmanship shall be made good by the Contractor without further charge to the Owner. Examples of unacceptable materials and workmanship shall include but not be limited to: • Irregular or poor quality jointing • Pipe loss of shape • Pipe cracking or defect • Poor quality junctions or penetration of connections • Evidence of water ingress or leakage from pipes or manholes • Evidence of any silt or debris in the pipeline • Departure from design grade • Evidence of low points in the pipeline causing pooling of static water or depositing of solids • Faulty manhole details including plastering, haunching, thickness of base concrete, etc. Where unsatisfactory work is identified and remedied a new CCTV run and video shall be provided. A minimum of two copies of the CCTV video and written record shall be submitted to the Engineer; one set for the Engineer’s record, the second set to be forwarded to Selwyn District Council with final as-builts.
7 .17 A S - BUILTS The Contractor shall facilitate the preparation of as-builts by: • Recording and providing the Engineer with running distance to all Y junctions for house service connections. • Marking with stakes the allotment ends of all house service connections. • Assisting surveyors to level lids and inverts of surface openings by providing traffic protection and staff to open and close surface openings. • Providing personnel and tracks to enable safe access to gully or coasted outlets or similar difficult locations. • Providing other reasonable assistance as requested. The Contractor shall prepare the as-builts in accordance with the requirements specified in Selwyn District Council’s Engineering Code of Practice Part 12.
CHALLENGE LEESTON Issue: 1 Page No: 16 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 7 .18 T W O - CHAMBER SPEL PURACEPTOR For treatment of stormwater runoff collected within the site boundary, a two-chamber SPEL Puracector shall be used for separation of oil and water, and for settlement of silt, sediments, sludge and gross pollutants. The objective of oil and water separation is to treat stormwater runoff collected within the site boundary to 5mg/L, and to remove free floating oil, so as not to produce a discharge that causes an ongoing or recurring visible sheen in the stormwater discharge or in the receiving water. The objective of suspended solid removal in stormwater runoff collected within the site boundary is to remove at least 75% of the total suspended solids anticipated from the impervious area on a long-term average basis. Details of the two-chamber SPEL Puraceptor is enclosed in Appendix B.
CHALLENGE LEESTON Issue: 1 Page No: 17 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 8 WATER SUPPLY
8 .1 S COPE This Specification covers the supply, laying and testing of underground watermains, together with joints, valves, fittings, service connections and associated work. All work shall comply with the Selwyn District Council’s Engineering Code of Practice Part 7. Pipelaying to be undertaken by directional drilling or other “trenchless” techniques is not covered by this Specification.
8 .2 MATERIALS Unless otherwise specified the Contractor shall supply and deliver to the Site all pipes, joints, valves, fittings, surface boxes, granular bedding material, concrete and other materials required for the work. Materials supplied for incorporation in the work shall be new, free of defects and suitable for their purpose. Pipes, valves and fittings shall comply with the following standards as applicable.
PIPES • AS/NZS 4130: 2009, Polyethylene pipes for pressure applications • NZS 7602: 1977, Specification for polyethylene pipe (Type 5) for cold water services • AS/NZS 2033: 2008, Installation of polyethylene pipe systems • AS/NZS 2566.2: 2002, Buried flexible pipelines – Installation
FITTINGS, VALVES AND HYDRANTS • Fire hydrant and surface box frames and covers shall comply with details shown on the Drawings and the requirements of Selwyn District Council and meet the standards specified by BS 750: 2012, Specification for underground fire hydrants and surface box frames and covers. • Toby boxes or alternative meter/valve box on water connection laterals shall comply with the requirements of Selwyn District Council.
THRUST BLOCKS • Concrete required for thrust blocks, bedding, surrounds and associated structures shall be Grade 30MPa concrete.
8 .3 Excavation Excavation for watermains shall use open-cut method as described in Section 7.4 of this Specification.
8 .4 B E D D I N G Unless otherwise specified, all watermains and services shall be laid on, surrounded and covered with imported compacted granular bedding. The excavated trench shall have a flat bottom conforming to grades, levels or depths shown or implied on the Drawings. Granular bedding material as specified shall be placed and compacted on the trench bottom to a minimum depth of 100 mm and shaped to receive the pipe barrel over one quarter of the pipe circumference. Socket holes shall be formed in the bedding at joints to ensure the pipe barrel rests on bedding over its entire length.
8 .5 LAYING AND JOINTING Pipes before laying shall be clean and if necessary a swab shall be passed through each pipe before laying. No foreign matter shall be allowed to enter the pipes during or after laying, and temporary plugs shall be placed over the ends of pipes to ensure this. The Contractor shall provide suitable slings and tackle to lower the pipes into the trench without damage. Pipes shall be laid in accordance with the pipe manufacturer's recommendations on straight lines and grades or to curves providing the permitted deflections at each joint are not exceeded. Pipes shall be located in the trench not closer than 100mm from the trench wall.
CHALLENGE LEESTON Issue: 1 Page No: 18 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 Pipes shall be jointed to produce a watertight seal. Pipe laying, jointing, etc. shall be carried out in accordance with the manufacturer's recommendations for the pipe used, or as otherwise specified. Non-metallic watermains shall be marked by burying metal impregnated tape in the backfill 300mm above the top of the main. Where no minimum covers are provided in the draining details the following minimums shall apply. Principal and rider mains: • In berms or under footpaths – minimum cover to be 600mm. • In carriageways – minimum cover to be 750mm.
8 .6 ANCHORS AND THRUST BLOCKS Cast in-situ anchor blocks shall be provided at all points where an unbalanced thrust occurs. This includes all bends, tees, valves, hydrants and reducers, dead ends etc. The blocks shall consist of concrete of Grade 30MPa 28-day compressive strength complying with NZS 3109 and shall be placed between undisturbed solid ground and the fitting to be anchored. Anchor blocks shall be placed so as not to interfere with pipe joints and leave them accessible for repair. Bends or fittings formed from “flexible” pipes PVC or PE shall be separated from the concrete by an abrasion protection layer such as a double bituminous building paper or 1mm plastic. Thrust blocks shall be of the sizes detailed or with the minimum contact areas as indicated on the typical detail Drawings. Where particularly soft soils are exposed in an area of proposed thrust block the Contractor shall advise the Engineer who shall identify an appropriate remedy.
8 .7 PIPE ROUTING The Drawings show the general routing but do not necessarily show every detail of construction. Specific locations of thrust blocks are not generally shown although typical thrust block sizes shall generally be provided in the Contract documents. The Contractors price shall include for the installation of thrust blocks and minor modifications to line and level of the pipelines.
8 .8 CORROSION PROTECTION All gibault or flanged joints involving galvanised materials and bolts and all welded specials shall be corrosion-protected with Denso wrapping system. The system shall use Denso paste to remove all sharp edges and sudden shape changes and then the joint or special shall be fully wrapped with Denso tape complying to the manufacturer’s recommendations.
8 .9 BACKFLOW PREVENTER A backflow preventer is required to prevent flow of water in the opposite direction the premises back into the public water supply network where water pressure drops in the water distribution system. Details of the backflow preventer is enclosed in Appendix C.
8 .10 BACKFILLING Following inspection and approval of laying and jointing, backfilling may commence but only so as to leave joints accessible for inspection during pressure testing. Other than precautions against damage by displacement or floating of pipes, no backfill shall be placed until the laying of the pipeline has been inspected by the Engineer and Selwyn District Council. Unless otherwise specified all watermains and services shall be surrounded and backfilled to a height of 150mm above the pipe barrel with compacted granular material in compliance with the requirements of this Specification and the relevant AS/NZS pipelaying specification unless shown otherwise in the Drawing details. The material shall be carefully placed around and over the pipe using hand tamping in a manner that ensures the pipe is supported uniformly all around its perimeter.
CHALLENGE LEESTON Issue: 1 Page No: 19 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 If the surround leaves voids or zones of poor density around the pipe barrel the pipe shall be re-laid and the surround material replaced at the Contractors cost. Any backfill materials deemed by the Engineer to be unsuitable (by consideration of soil type, compressibility or, moisture content, etc.) shall be removed from the Site and replaced by alternative suitable materials at the Contractor’s cost. Ground surfaces above trenches shall be reinstated in accordance with the requirements of the Specification for “Reinstatement of Surfaces” or as detailed on the Drawings when such details are provided.
8 .11 INSPECTIONS The Contractor shall advise the Engineer before backfilling any pipe to allow the Engineer to inspect the pipelaying prior to its backfill. The Engineer may or may not undertake inspections with or without notification but regardless of whether inspections are made by the Engineer the sole responsibility for undertaking the work to the standards required by the Contract documents and Selwyn District Council in whose area the work is undertaken rests with the Contractor. Before commencing work the Contractor shall communicate with Selwyn District Council to enquire as to any inspection or testing regime required by the Council. The Contractor shall report the requirements of the Council and to the Engineer before commencing work. The Contractor shall notify Selwyn District Council at times required by the Council to enable them to make any necessary inspections or to view testing. No Practical Completion Certificate shall be issued until evidence is received that all Council requirements relating to the work have been met.
8 .12 VALVES AND FITTINGS Sluice valves and hydrant tees shall be cradled in concrete and jointed to the watermains in positions shown on the Drawings. Hydrant risers or valve extension spindles shall be selected to bring the spindles to the finished levels shown on the Drawings and to Selwyn District Council’s requirements. Chambers for valves and hydrants shall be constructed from precast units as detailed. Valve and hydrant covers shall be surrounded by concrete and bedded firmly to lie parallel to and flush with or not more than 10mm above the finished surface of streets or berms, or flush with finished surface of footpaths. Bends, tees, etc. shall be of a type compatible with the pipeline materials being used and approved as being compatible by the pipe manufacturer.
8 .13 CONNECTIONS TO EXISTING LIVE MAINS No connection to a live main shall be made without approval of Selwyn District Council. The Contractor shall contact the Council early in the project to identify the Council’s requirements for connecting to live mains. Where connections can only be made by authorised Selwyn District Council personnel or suppliers the Contractor shall agree a date for the work and attend on the approved supplier during the connection work. Unless specified otherwise in the Contract documents all costs associated with such work shall be paid by the Contractor. Where the policy of Selwyn District Council allows connections to be made by the Contractor, the Contractor shall uplift all permits, arrange for any water supply closure notices to be advertised or distributed, and carry out the work within the time window and to the standards set by the Council. All associated costs shall be paid by the Contractor. Connections to existing watermains shall only be carried out by Selwyn District Council approved water supply installer.
8 .14 PRESSURE TESTING The Contractor shall test all watermains and connections against hydrostatic pressure to the satisfaction of Selwyn District Council and the Engineer before completing backfilling, and any defective or leaking pipes, fittings or joints shall be replaced. A pressure test may also be required after completion of backfilling. The mains shall be tested in sections so as not to give excessive pressure at low points. The section of main to be tested shall be filled with water in such a manner that no air is trapped within the main. The Contractor shall provide any temporary toms, taps, lugs connectors, etc. to enable the testing to be done safely to the test pressures required. Pressure testing shall follow requirements specified in Christchurch City Council’s Construction Standard Specification Part 4 Section 17.3, which states that:
CHALLENGE LEESTON Issue: 1 Page No: 20 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 Pipelines shall be water tested in-situ, to the specified in-ground pressures, when fully haunched and backfilled. Complete the Pipe Pressure Test Checksheets in Appendices XV and XVI of IDS: Part 3 – Quality Assurance, as modified by the Engineer. The test pressure shall not exceed 1.25 times the rated pressure of the lowest rated component but shall be at least 1.25 times the specified maximum operating pressure. The test shall be carried out in accordance with Appendix M, Method 8 of AS/NZS 2566.2.
8 .15 FLUSHING AND DISINFECTION Unless otherwise approved all pipelines shall be disinfected by the method specified in NZS 4404: 2010, Land Development and Subdivision Infrastructure Appendix D and summarised below. After laying, testing and backfilling, the Contractor shall flush watermains and connections clean by filling with water and operating all valves and hydrants in sequence, so that foreign matter is carried to an open end and water runs clean. Watermains and connections shall then be disinfected by filling with clean water to which sufficient calcium hypochlorite has been added to produce a free chlorine concentration of at least 15 mg/litre for all parts of the line. The chlorinated water shall be left in the mains for at least 12 hours after which the chlorine residual shall be not less than 5 mg/litre or the chlorination shall be repeated. Testing of the residual chlorine levels shall be undertaken by a properly qualified independent laboratory and the results provided to the Engineer. The Contractor shall supply all equipment and temporary supports, connections and tappings, etc. to undertake the work. After satisfactory disinfection is completed the disinfecting solution shall be discharged in a manner acceptable to Selwyn District Council and the watermains shall then be thoroughly flushed with clean water, before being livened up.
8 .16 PIPE MARKING AND TRACING To assist in the compilation of as-built records, the Contractor shall mark the locations of all junctions and service connections and rider mains with timber stakes, and with blue paint marks on kerbs where crossed by mains and opposite each connection. The locations of hydrants shall be marked by painting the adjacent road surface in accordance with NZS 4501: 1972, Code of Practice for the location marking of fire hydrants. Trenched mains shall be marked by burying metallic coloured marker tape in the backfill 300mm above the top of the main. Where specified, and in addition to the above marker tape, non-metallic pipes shall also have polythene sleeved multi- strand copper tracer wire laid immediately above the pipe. Wires shall be brought to near surface at all surface features (hydrants, valves, etc.) by bringing into the surface boxes within a polyethylene sleeve ending immediately below the lid. Enough excess wire shall be coiled below the surface box lid to enable at least 600mm extension when uncoiled. The Contractor shall test the tracer wire for continuity by use of an approved method and provide written confirmation of the successful test results to the Engineer before practical completion shall be certified.
CHALLENGE LEESTON Issue: 1 Page No: 21 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 9 GRANULAR PAVEMENT (B ASECOURSE AND SUB -BA SE)
9 .1 S COPE The works specified in this section consists of the construction of water bound granular pavement layers for the proposed carriageway described on the Drawings as basecourse and sub-base. The Contractor shall supply, spread, compact, trim and maintain the crushed rock, gravel, sand or mixtures all as specified, in accordance with the lines, grades, thicknesses and cross-sections shown on the Drawings or directed by the Engineer, within the tolerances specified. All works shall comply with Selwyn District Council’s Engineering Code of Practice Part 8.
9 .2 SUPPLY OF MATERIALS The Contractor shall make his own arrangements to obtain all pavement materials required to complete the works. Where additionally requested, samples of 10 to 20kg shall be delivered to the Engineer for his inspection and independent testing. Prior to the commencement of pavement construction samples of the contract stockpiles shall be tested for compliance with results provided to the Engineer. No pavement layers shall be placed prior to such testing being forwarded to the Engineer. Control samples of at least 3m 3 size, of the tested and complying materials shall be delivered to the Site before construction, so that the quality of incoming materials used in the works can be visually monitored against the control sample. Non-complying materials shall be liable for rejection and replacement with complying materials.
9 .3 S U B - GRAD E The thickness of granular pavement layers detailed on the Drawings shall be confirmed or modified on the basis of field testing carried out on the prepared sub-grade. When the sub-grade has been brought to the formation levels shown on the Drawings and compacted, it shall be reported to the Engineer for testing. To assist the conducting of tests, the Contractor shall supply a two-axle truck with twin tyres on the rear axle, loaded to eight tonnes on the rear axle. A weighbridge docket certifying the rear axle weight shall be given to the Engineer’s representative. The cost of supplying this truck and driver during the testing shall be included in rates or amounts tendered for pavement construction. The pavement thicknesses required shall be as determined by the Engineer. If there is a change in thickness of layers from those shown on the Drawings, the Contractor shall trim and re-compact the sub-grade or adjust the finished levels as directed by the Engineer. Additional payment for this trimming and any extra pavement materials shall be made at the rates or amounts tendered in the Schedule. The surface of sub-grade onto which granular pavement layers are to be placed shall not vary from the specified level by more than 10mm and shall be maintained true to line, level and cross-section. Should any pot holes, ravelling or soft areas develop, the areas affected shall be scarified and selected material re-compacted, in accordance with the requirements specified in TNZ Specification F/1. Before pavement materials are placed, the condition of the sub-grade or sub-base shall be inspected and approved by the Engineer.
9 .4 S U B - BASE MATERIAL Material for construction of sub-base shall be well-graded crushed rock, free from silt or clay lumps, organic and other non- mineral matter. Grading of the sub-base material shall be in accordance with the requirements specified in Christchurch City Council’s Construction Standard Specification Part 1.
9 .5 PLACING AND COMPACTION OF SUB - BASE MATERIAL Sub-base material shall be placed and compacted in uniform near horizontal layers not exceeding 200mm uncompacted thickness. Sub-base material shall not be placed during or immediately following wet weather, or on saturated ground. It shall be undertaken in such a way that sub-grade moisture is not brought to the surface such that the sub-grade strength is lost or fines forced into the sub-base material.
CHALLENGE LEESTON Issue: 1 Page No: 22 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 Compaction of sub-base shall be carried out at a water content appropriate to the compaction plant. Each layer shall be compacted to not less than 98% of the maximum dry density obtained for the material by the New Zealand Standard Compaction Test (NZS 4402, Test 4.1.1).
9 .6 SURFACE FINISH AND TOLE RANCES – S U B - BASE MATERIAL Upon placement completion the sub-base shall have a consistent tightly bound surface that does not have zones of bony, loose or clay rich material. The specified sub-base thickness shall represent the minimum thickness provided at any point. The sub-base surface shall be within ±10mm of the specified top level.
9 .7 BASECOURSE MATERIAL Aggregate for construction of basecourse layers shall be crushed rock, free from silt or clay lumps, weathered or disintegrated rock, organic and other non-mineral matter. Unless otherwise specified or shown on the Drawings: • For hardstand area, basecourse material shall comply with the most recent TNZ Specification M/4, “Crushed Basecourse Aggregate”, Grading AP40. • For footpaths, basecourse material shall comply with the most recent TNZ Specification M/4, “Crushed Basecourse Aggregate”, Grading AP20. Grading of the basecourse material shall be in accordance with the requirements specified in Christchurch City Council’s Construction Standard Specification Part 1. Tests to check compliance with the TNZ Specifications shall be carried out on representative samples of the aggregate selected from bin, stockpile or truck. The use of “crusher run” is not permitted.
9 .8 PLACING AND COMPACTION OF BASECOURSE MATERIAL Basecourse material shall be placed and compacted in layers with an uncompacted thickness not exceeding 100mm and not less than 50mm. Each layer shall be compacted by multiple passes of a smooth steel wheeled roller or other plant approved by the Engineer, to not less than 100% of the maximum dry density obtained for the basecourse material by the New Zealand Standard Compaction Test (NZS 4402, Test 4.1.1), and so as to satisfy deflection requirements as specified by Selwyn District Council’s Engineering Code of Practice Part 8. Compaction of basecourse shall take place at a water content appropriate to the plant being used. If water is required to be added, a fine mist spray shall be used and excess water shall be prevented from damaging the sub-grade or sub-base. The uppermost layer shall be compacted and the finished surface proof rolled using a smooth steel wheeled roller, with rear rolls at least 500mm wide and loaded to not less than six tonnes per metre width.
9 .9 SURFACE FINISH AND TOLERANCES – BASECOURSE MA TERIAL Basecourse layers shall be constructed in a manner so as to ensure the production of a stone mosaic finish, free from a film of fines at the time when surfacing is applied. The surface finish levels shall be within ±10mm of that specified for roads where finished level edged are dictated by kerbs or other forms of hard edging. Where road edges are in the form of sealed or unsealed shoulder the surface shall be within –10mm and +25mm of the specified levels. The basecourse thickness shall be of at least the specified thickness over at least 75% of the area and at no point shall its thickness be less than 10mm thinner than that specified. When achieving these tolerance levels leads to a pavement thicker than specified, no extra payment beyond that due for a pavement of the exact specified thickness shall be due. If the finished surface of basecourse displays any open texture, fine aggregate complying with the Specification requirements for basecourse in all aspects except grading shall be hand spread in a dry state over the surface and rolled into the basecourse. The cost of supplying and compacting fine aggregate shall be included in the rates or amounts tendered for basecourse construction.
CHALLENGE LEESTON Issue: 1 Page No: 23 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 9 .10 MAINTAINING BASECOURSE If the granular pavement is required to carry traffic prior to being sealed, the Engineer may direct that a maintenance course of crushed stone be supplied and spread. The crushed stone shall be run of the crusher, all passing a 19.0mm test sieve, produced from stone with a Los Angeles abrasion value of not greater than 30. The Contractor shall maintain uniform distribution of this stone over the width of the road until the road is sealed. Stormwater runoff from surrounding country shall be directed away from unsealed granular pavement, and any accidental deposit of mud or silt shall be removed immediately by the Contractor. Any defects or damage caused by the operations of the Contractor during construction or maintenance of pavement layers shall be made good by the Contractor without extra payment.
9 .11 BENKELMAN BEAM TEST Where required Benkelman beam test shall be carried out on the finished basecourse in accordance with Christchurch City Council’s Construction Standard Specification Part 6. The Contractor shall allow in his Contract price for the provision of a loaded truck to carry out the tests and shall arrange with the Engineer to do the works at a mutually suitable time. The results of these tests shall be forwarded to Selwyn District Council and the Engineer prior to sealing and notwithstanding the material depths shown on the Drawings. Nuclear densometer test or Clegg test shall be carried out if requested by the Engineer to confirm areas where a beam test is not practical.
9 .12 QUALITY CONTROL MONITORING OF SUB - BASE AND BASECOURSE The Contractor shall arrange regular tests of the sub-base and basecourse throughout the Contract to ensure ongoing compliance with the Specification and test results shall be provided to the Engineer on request. The costs of all testing shall be incorporated within the Contractor’s rates tendered for the sub-base and basecourse layers or within the Schedule item for Quality Assurance testing when such a special item is Scheduled.
9 .13 ENGINEER’S VERIFICATION From time to time the Engineer may undertake his own independent testing of materials. The Contractor shall facilitate taking of samples for the Engineer. Where the results show compliance with the Specification such testing costs shall be borne by the Owner. Where the tests show non-compliance all testing and Engineers costs associated with ensuring compliance shall be borne by the Contractor.
CHALLENGE LEESTON Issue: 1 Page No: 24 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 10 ASPHALTIC CONCRETE P AVEMENT
10 .1 S COPE This section of the Specification covers the construction of asphaltic concrete pavement for the carriageway shown on the Drawings. All works shall comply with Selwyn District Council’s Engineering Code of Practice Part 8.
10 .2 MATERIALS
ASPHALTIC CONCRETE Asphaltic concrete shall comply with the requirements of TNZ Specification M/10 “Specification for Asphaltic Concrete”, except where modified below.
BITUMEN Penetration grade of bitumen shall be of 60/70 complying with the requirements of TNZ Specification M/1 “Specification for Roading Bitumens”.
10 .3 LAYER THICKNESS Thickness of asphaltic concrete pavement shall be 40mm AC16 for carriageway and 20mm for footpath.
10 .4 MIXES Mixes to be used in the construction of asphaltic concrete pavement, and the aggregate grading and binder content, shall conform to TNZ Specification M/10. Details of the mix required and minimum compacted pavement thickness shall be as described in the “Particular Requirements” or shown on the Drawings. Mix design shall be carried out by the Contractor using the Marshall method. Samples, details of mix design and test results shall be made available to the Engineer on request. The mix design shall comply in all respects with the requirements of TNZ Specification M/10. The Contractor shall provide control testing of the asphaltic concrete mix and materials including core testing to ensure the compliance with the requirements of the Specification.
10 .5 SURFACE PREPARATION When placed as an overlay over earlier seal or asphaltic concrete layers the Contractor shall ensure that the surface on which asphaltic concrete pavement is to be laid shall be dry and free from loose materials, clay or foreign matter. When placed over newly prepared basecourse the basecourse shall be maintained free of defects until the time of paving, and any holes or deformations repaired in accordance with the requirements of the Specification titled “Granular Pavement (Basecourse and Sub-base)”. Loose materials, mud or organic matter shall be removed and the basecourse surface swept clean to give a dry, uniform, tightly compacted stone mosaic appearance. After full preparation of the basecourse and prior to asphaltic surfacing the surface preparation shall be reported to the Engineer and relevant requiring authority (generally Selwyn District Council or NZ Transport Agency) for inspection and approval to commence paving. Surfaces which are not to be paved shall be protected against fouling by paving materials, and surface openings such as manholes, sumps and hydrants masked.
10 .6 WEED SPRAYING Prior to surfacing over prepared basecourse, weed spraying of the basecourse shall be undertaken using an appropriate mixture of knockdown and sterilant weed spray as follows. • Wherever basecourse abuts any hard (concrete, timber, bricks, etc.) edging, the basecourse edge to a width of 600mm from the hard edge shall be sprayed as shall the hard edge itself. • Wherever basecourse has been sitting for more than 2 weeks between preparation and surfacing or wherever pit based basecourse has been used, the whole basecourse area whether or not it is hard edged, shall be weedsprayed.
CHALLENGE LEESTON Issue: 1 Page No: 25 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 All weedspraying shall be undertaken by an approved specialist Contractor and spray details used shall be submitted to the Engineer prior to the commencement of the works. The Contractor shall remain responsible for using sprays that are suitable for the purpose and accepted by the appropriate authorities as being safe and approved for use in the particular environment. Where not specifically covered in the Schedule, the cost of weedspraying shall be incorporated in the various rates for pavement layers.
10 .7 WATERPROOFING UNDERSEAL On areas of new basecourse and after preparation and approval of the basecourse, a waterproofing underseal shall be placed under all asphalt layers of 45mm or lesser thickness. The waterproofing underseal shall consist of an emulsion and Grade 6 chip seal.
10 .8 PROGRAMMI N G The Contractor shall programme paving work to suit forecast weather conditions. Paving shall only be carried out at a time when at least two days of fine warm weather following paving can be expected. The Engineer and Selwyn District Council shall be advised at least one day in advance of any proposed paving, and may require to inspect the works as it is being carried out.
10 .9 TACK COAT Unless otherwise specified, a tack coat shall first be sprayed on to all surfaces against which asphaltic concrete will lie. The tack coat shall be either a 180/200 penetration grade bitumen binder, or an approved emulsion, applied at a rate sufficient to provide a bond with the asphaltic concrete.
10 .10 COMPACTION AND ROLLING The transport, spreading and compaction of asphaltic concrete shall be carried out in accordance with the requirements of TNZ Specification P/9 or P/9P the latter which provide for a wider range of rolling options. The compacted thickness achieved shall be as specified in the Contract documents. All seal joins are to have a seal bandage placed over them.
10 .11 FINAL SURFACE TOLERANCES Asphaltic concrete pavement shall be constructed to not less than the specified thickness at any place and be finished to provide a smooth, uniform, textured, evenly graded surface conforming within ±5mm of the levels shown on the Drawings. The Contractor shall allow to take 100mm cores at locations specified by the Engineer. These cores shall be used by the Engineer to check compliance of as laid thickness, and when the design thickness is 35mm or greater the cores may be used for laboratory checking of as laid mix design and compaction standards. Reinstatement of core holes with neatly placed and compacted asphaltic concrete shall be undertaken by the Contractor. Collection of cores and reinstatement shall be included in the Contractors tendered pavement rates. The completed asphaltic concrete surface shall at no location, on an even design grade, vary by more than 5mm over a 3m straight edge in any direction. In addition, there shall be no sudden discontinuity, ridges, depressions or areas in which water ponds.
10 .12 TRAFFIC CONTROL The Contractor shall control traffic in the vicinity of the works to the standards of the road controlling authority and to ensure road users of all type are not put at risk of damage or injury by the works and to minimise risk of damage to the works by the public.
10 .13 N O N - COMPLYING WORKS Where non-complying work is identified which in the opinion of the Engineer requires removal and replacement to achieve an “as new” repair the following minimum requirements shall apply to any individual repair. Where the fault is in a road or feature of a linear form the minimum width of removal and replacement shall be:
CHALLENGE LEESTON Issue: 1 Page No: 26 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 • For roads of two or more clear lanes. One full lane width which shall align with the affected lane. • For roads of 5m or less, any removal shall be over the full road width. The minimum length of excavation in all cases shall be 10m and the minimum area replaced, 50m 2. Where the fault is in a non-linear area such as large parking or storage areas then no repair shall be of area less than 50m 2 or of minimum dimension less than 3m. “Remove and replace” repairs shall be neatly saw-cut before paving is removed and the edges of the retained paving shall be coated with emulsion before placing the repair asphalt. Cold joints shall be heated and softened during the rolling process. On completion of the repair all cold joints shall be coated with a neat emulsion and sand bandage joint of 100mm overall width. Alternative repairs to “remove and replace” for non-complying asphaltic concrete work shall only be accepted if in the opinion of the Engineer the proposed repair can meet the performance standard and aesthetic uniformity and quality expected of a new pavement. All repairs of non-complying work shall be undertaken by the Contractor without further payment.
10 .14 COMPLETION All surplus materials shall be cleaned up and removed from the Site following completion of paving. All surface openings shall be cleaned and cleared of paving and other materials immediately following the completion of paving. All hydrants and valves shall also be immediately painted with approved standard markings. The paved surfaces shall be maintained free of defects for the duration of the Maintenance Period.
CHALLENGE LEESTON Issue: 1 Page No: 27 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 11 KER B, CHANNEL, DISH CHANNEL AND VEH ICLE CROSSING
11 .1 S COPE This Specification covers the construction of kerbs, channels, dish channels and commercial vehicle crossings in the locations shown on the Drawings. The Contractor shall supply all plant, materials, labour and supervision necessary to complete the work in accordance with this Specification.
11 .2 MATERIALS Concrete for kerbs, channels, dish channels and commercial vehicle crossings shall have minimum 28-day compressive strength of 20MPa, supplied and placed in accordance with the requirements stipulated in the Structural Specification. Concrete for heavy duty crossings shall have minimum 28-day compressive strength of 30MPa.
11 .3 FOUNDATION PREPARATION The surface on which kerbs, channels, dish channels and commercial vehicle crossings are to be constructed shall be trimmed to the appropriate levels and compacted. Except where work is to be constructed on pavement materials already placed, the foundations shall be excavated 100mm below the required level and brought up to grade with compacted TNZ basecourse. Prepared surface is to be tested as follows: kerb and channel to be nuclear densometer tested and exceed 2150. Footpaths must be Clegg-tested and exceed 25 CIV. Results to be forwarded to the Engineer.
11 .4 DIMENSIONS Kerbs, channels, dish channels and commercial vehicle crossings shall be constructed to the dimensions, lines and levels shown on the Drawings with allowable tolerances of ±10mm but with no abrupt irregularities or depressions which would pond water. Where it is necessary to match into existing work of a different shape, the change of shape shall be made gradually to present a regular appearance.
11 .5 FINISHES Concrete for kerbs, channels, dish channels and commercial vehicle crossings shall be compacted and screeded, to provide an even and uniform surface. Following screeding and after some stiffening has taken place in the surface of the concrete the surface shall then be floated with a long wooden float. Floating should work the concrete no more than is necessary to produce a surface that is uniform in texture and free from screed marks. The final surface shall be broom finished as soon as the concrete has stiffened sufficiently so as to produce a lightly striated non-skid surface at right angles to the line of the path. Concrete for kerbs, channels, dish channels and commercial vehicle crossings shall be compacted and finished with a steel trowel (and steel bevel trowel), to a smooth even and dense finish. Formwork for kerbs, channels, dish channels and commercial vehicle crossings shall be dressed timber (or steel) of sound quality suitable for providing a high quality smooth finish free from blemishes, distortions or misalignment.
11 .6 J OINTING Construction joints and contraction joints shall be vertical or normal to the plane or exposed surfaces. Contraction joints shall be neatly formed in footpaths at not more than 3.0m centres, by embedding steel strips to half the depth of the concrete. Such strips shall be removed after concrete has taken its initial set, and the resulting joint neatly filled with cement mortar three days after removal. Alternatively, saw-cutting 25mm deep carried out within 48 hours of concrete placing is satisfactory. Contraction joints in kerb and channel shall be formed at not more than 20m intervals. Contraction joints in dish channel shall be formed at not more than 3m intervals.
CHALLENGE LEESTON Issue: 1 Page No: 28 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 11 .7 KERB EXTRUSION MACHINES Kerb extrusion machines may be used subject to the approval of a test section not less than 10m long or on the basis of past performance. The grade line for the kerb shall be indicated by an offset guideline set up by the Contractor. Concrete used shall be of such consistency that after extrusion it shall maintain the kerb shape without support. The extrusion machine shall be operated to produce a well compacted mass of concrete free from surface pitting. Contraction joints shall be constructed in the extruded kerb at intervals not exceeding 20m.
11 .8 BACKFILLING After removal of formwork, backfill shall be placed by hand tamping or approved mechanical means, without damage to the concrete. All rubbish, surplus concrete and spoil shall be removed and the Site left clean and tidy.
11 .9 DAMAGED WORKS The Contractor shall ensure that other activities on-site are carried out without damage to concrete footpaths, kerbs, channels or crossings. Any damaged work shall be broken out and replaced, except that minor cracking may be repaired by cutting out and filling using a grout bonded dry pack mortar.
CHALLENGE LEESTON Issue: 1 Page No: 29 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 12 REINSTATEME NT OF SURFACES
12 .1 S COPE This section of the Specification covers the reinstatement of all surfaces and property disturbed by the works. The Contractor shall reinstate all such disturbed surfaces and property, including grass surfaces, gardens and pavements to the standards shown on the Drawings or Specific Requirements part of these Contract documents or where not specified elsewhere to the minimum standards covered herein. Reinstatement shall generally achieve a standard better than the pre-existing case but in no case shall a lower standard than existing be accepted.
12 .2 PASTURE AND GARDENS The surfaces of excavation in pasture, and gardens shall be reinstated by placing a minimum of 150mm of topsoil or turfs saved from the original excavation or obtained elsewhere, levelled and sown with approved grass seed to the satisfaction of the Engineer and the property owners. Hedges and fences damaged or removed during the works shall be reinstated to the satisfaction of the Engineer and the property owners.
12 .3 ROADWAYS AND PUBLIC LAND
CONDITIONS OF CONTROLLING AUTHORITY Before commencing any work on excavation or reinstatement in public roads and other public areas the Contractor shall enquire Selwyn District Council or NZ Transport Agency as the case may be for their standards for road openings and reinstatement. Reinstatement shall meet the higher of either the standards specified in these documents or those required by the Council. Where the requirements of the Council differ from those specified herein, the Contractor shall advise the Engineer before reinstatement commences and shall not undertake the reinstatement until a confirmatory instruction is received from the Engineer. The Contractor shall arrange and pay for any reinstatement inspections that may be required by the controlling authority.
GRASSED STREET BERMS AND LANDSCAPE AREAS Surfaces shall be reinstated with a minimum of 150mm of topsoil or turf from the Site or imported from elsewhere, levelled and sewn with grass seed approved by the Engineer and Selwyn District Council.
UNSEALED ROADWAYS The Contractor shall finish all areas disturbed by the works with no less than 200mm compacted depth of basecourse, complying with TNZ Specification M/4. The basecourse shall be placed graded and compacted to provide a dense and unyielding surface.
SURFACED ROADWAYS Reinstatement of surfaced roadways shall be at least to the standards required by Selwyn District Council. The resurfacing and the road formation immediately below the resurfacing shall satisfy the requirements of the typical cross sections provided or if none are provided shall be as follows: • The formation under the road surfacing shall be the greater of the existing formation thickness or 150mm of TNZ M/4 AP40 basecourse over 150mm of TNZ standard subbase. • Prior to final trench surfacing and after backfill, saw cutting of the existing road surface shall be undertaken at a distance of at least 150mm back from each side of the trench top and the cut surfacing removed. After preparation of the exposed basecourse surface the new surfacing shall be placed. • Chip sealing shall utilise the chip sizes specified. If no chip size is specified grade 4 ships shall be used. Chip seals shall be extended at least 100mm over the edge of the pre-existing chip seal. Chip sealing standards shall meet the requirements of TNZ Specifications M1 and M3 (materials) and P3 and P4 (workmanship). • Asphaltic concrete, where used shall be at least 40mm compacted thickness and laid neatly against saw cut edges of the existing surface. The finished joint surface shall be dressed with an emulsion and sand bandage extending at least 75mm beyond each side of the joint. Asphaltic concrete mix laying standards shall meet the requirements of TNZ Specifications M10 (materials) and P9, P9a (workmanship). The final surface shall be finished flush with the adjacent existing seal, and at no place shall it hold water.
CHALLENGE LEESTON Issue: 1 Page No: 30 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 PUBLIC DRIVEWAYS AND FOOTPATHS Concrete footpath reinstatement shall be surfaced with 100mm minimum thickness of Grade 20MPa concrete over no less than 125mm of compacted TNZ M/4 basecourse. All concrete edging shall be saw cut at least 100mm back from each side of the dug trench and the new concrete laid to neatly meet the saw cut in terms of line and level. Concrete shall be well compacted and not showing surface voids or irregularities. Unless specified otherwise reinstatement of concrete driveway crossings shall be 150mm minimum thickness of grade 30 MPa concrete over no less than 150mm of compacted TNZ M/4 basecourse. The concrete shall be reinforced with 335 mesh centrally placed. Saw cutting and surface texture shall be as for footpaths. Asphaltic concrete footpaths or driveway crossings shall be finished as follows: • footpaths – 25mm asphaltic concrete over 125mm TNZ M/4 minimum basecourse. • driveway crossings – 40mm asphaltic concrete over 150mm TNZ M/4 minimum basecourse. In both cases the old asphalt shall be neatly saw cut a minimum of 100mm back from each edge of the trench and the asphalt reinstatement placed to neatly match the old in terms of level and shape. The joint shall then be bandaged with emulsion and sand covering no less than 75mm on each side of each joint (i.e., 150mm bandage width).
PRIVATE DRIVEWAYS AND FOOTPATHS Reinstatement shall match the existing surface but the following minimum standards apply: • concrete – A minimum thickness of 100mm over a minimum of 100mm TNZ M/4 basecourse. • asphaltic concrete – A minimum of 25mm asphaltic concrete over 150mm of TNZ M/4 basecourse.
SAW CUT SHRINKAGE JOINTS IN CONCRETE FOOTPATHS Saw cutting at spacings to match existing shrinkage jointing shall be undertaken on all trenches in concrete drives or footpaths.
12 .4 CLEANING UP The Contractor shall clean the Site of the works of all surplus material and rubbish, and leave it in a neat and tidy condition. Where directed by the Engineer, the Contractor shall obtain certificates from property owners stating their satisfaction with the Contractor's reinstatement and clean-up of their property.
CHALLENGE LEESTON Issue: 1 Page No: 31 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 13 ROAD MARKI NG
13 .1 S COPE This section of the Specification covers the requirements for road marking of new or resurfaced pavements. The Contractor shall supply all plant material labour and supervisors necessary to undertake the works. All works shall comply with Selwyn District Council’s Engineering Code of Practice Part 8.
13 .2 NEW MARKING Where a new pavement marking plan is provided or otherwise described the Contractor shall mark the new work in accordance with the plan.
13 .3 TIMING OF MARKING WORKS Unless specified otherwise in the Contract document the following maximum time periods for the implementation of road marking apply: • On existing public roads and carparks, marking shall be undertaken within 72 hours of the surfacing work. Temporary traffic controls in accordance with an approved TMP shall be put in place for the period until the new permanent road marking has been implemented. • For green field sites or lightly trafficked subdivisional cul-de-sacs or carparks where it can be shown that public safety is not at risk the road marking shall be completed within two weeks of the resurfacing work. Temporary traffic controls as necessary to ensure safety shall be put in place until the marking is completed. In all cases any necessary sweeping shall be completed before road marking is undertaken.
13 .4 MATERIALS AND WORKMANSHIP All road marking works shall utilise workmanship and materials complying with the applicable TNZ Specifications, including but not limited to, TNZ Specifications M/7, M/12, M/20, M/24, P/7, P/12 and P/14.
CHALLENGE LEESTON Issue: 1 Page No: 32 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 Appendix A PIPE INSTALLATION DETAILS
CHALLENGE LEESTON Issue: 1 Page No: 33 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 Appendix B SPEL P URACEPTOR DETAILS
CHALLENGE LEESTON Issue: 1 Page No: 34 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 6 5 4 3 2 1 REVISION HISTORY REV DESCRIPTION DESIGNER CREATION D CHECKED BY 1 INITIAL RELEASE M.MAKIN 5/09/2016
2 OFF ACCESS MANHOLE D 900 x 600 D
INLET 300 [ [ OUTLET 300 PVC PIPE PVC PIPE
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TOLERANCE: ALL DIMENSIONS 10mm UNLESS OTHERWISE STATED. D CLIENT: DISTRIBUTOR : CONFIDENTIAL - The drawings must not be disclosed to any third Drawn Date PROJECT : parties without written permission from SPEL Environmental Sydney. PUMP & VALVE SPECIALTIES LTD Unauthorised disclosure may result in prosecution. M.MAKIN 5/09/2016 TRANSPOWER, SOLOMON SPEL Environmental - This drawing is the property of SPEL Check Date Environmental ABN: 83 151 832 629 and is subject to return on TITLE A demand. It is submitted for the use only in connection with the SPEL PURACEPTOR A proposal and contracts of SPEL Environmental with the expressed conditions that it is not to be reproduced or copied in any form. Verified Date P.020.C1.2C.A.225.PVC This data must only be used in accordance with our standard GENERAL ARRANGEMENT terms and conditions. Copyright ApprovedDate SPEL Environmental accepts no responsibility for any loss or SCALE N.T.S SIZE SHEET REV damage resulting from any person acting on this information. A3 1 1 The details and dimensions contained in this document may change, Request No. please check with SPEL Environmental for confirmation of current RN3054 CUSTOMER CODE : DWG No. specifications. SP16-PC10420-P 6 5 4 3 2 1 Appendix C BACKFLOW PREVENTER DETAILS
CHALLENGE LEESTON Issue: 1 Page No: 35 91 – 93 HIGH STREET, LEESTON Date: 19 December 2017 Job No: 1720726 ® Model 375 a ® company Reduced Pressure Principle Assembly SPECIFICATION SUBMITTAL SHEET APPLICATION Designed for installation on potable water lines to protect against both backsiphonage and backpressure of contami- nated water into the potable water supply. Assembly shall provide protection where a potential health hazard exists.
STANDARDS COMPLIANCE ASSE® Listed 1013 (3/4" - 2") IAPMO® Listed CSA B64.4 FEATURES Sizes: 1/2" 3/4" 1" 1-1/4" 1-1/2" 2" AWWA compliant C511 Maximum working water pressure 175 PSI Approved by the Foundation for Cross Connection Maximum working water temperature 180°F Control and Hydraulic Research at the University of Hydrostatic test pressure 350 PSI Southern California End connections (with ball valves) Female BSPT MATERIALS OPTIONS Housing Reinforced Nylon, FDA approved (Suffixes can be combined) Fasteners Stainless Steel, 300 Series - with full port QT ball valves (standard) Elastomers Silicone (FDA Approved) L - less ball valves Buna Nitrile (FDA Approved) S - with 2 x ball valves & 1 x "Y" type strainer Internals Delrin, Nylon, NSF Listed F - with 1 x ball valve (outlet) & 1 x filter Springs Stainless steel, 300 series ball valve (inlet) Ball Valves Cast Bronze, ASTM B 584 ACCESSORIES Struts Forged Brass, ASTM B 124 Repair kits QT-SET Quick Test Fitting Set Test Cock Lock (Model TCL24) D (Option “F”) D (Option “F”) G G F F
E E A A B B C C (Option “S”) (Option “S”) 15 to 25mm valves 32 - 50mm valves DIMENSIONS & WEIGHTS (do not include pkg.) DIMENSIONS (approximate) WEIGHT MODEL 375 LESS WITH SIZE A B C D E F G BALL BALL VALVES VALVES in. mm mm mm mm mm mm mm mm lbs. kg lbs. kg 1/2 15 181 266 370 305 98 311 76 4.7 2.1 5.7 2.6 3/4 20 181 285 370 337 98 321 76 4.7 2.1 5.7 2.6 1 25 225 345 445 431 102 370 102 8.2 3.7 9.7 4.4 1-1/4 32 367 510 622 546 146 521 95 18.7 8.5 20.5 9.3 1-1/2 40 367 530 640 585 146 559 114 18.3 8.0 21.5 9.8 2 50 367 555 695 639 146 610 120.7 19.4 8.8 23.5 10.7 DOCUMENT #: REVISION: (Patent No. 6,513,543 & 7,784,483) BF-375(SM) 7/11 Page 1 of 2 20 Carr Road, Three Kings Wellington Ph: 04 569 8033 Auckland Ph: 09 624 1115 Christchurch Ph: 03 348 2356 www.macdonaldindustries.co.nz FLOW CHARACTERISTICS MODEL 375, 375XL 1/2", 3/4" & 1" (STANDARD & METRIC) FLOW RATES (l/s) 0.0 1.3 2.5 3.8 5.0 30 207 3/4" (20mm) 1/2" (15mm) 1" (25mm) 20 138
10 69
0 0 PRESSURE LOSS (kpa)
PRESSURE LOSS (PSIG) 0 20 40 60 80 FLOW RATES (GPM) MODEL 375, 375XL 1-1/4" - 2" (STANDARD & METRIC) 0.0 3.2 6.3 FLOW RATES (l/s) 9.5 12.6 15.8 20 138 1-1/2" (40mm) 1-1/4" (32mm) 2" (50mm) 15 103
10 69 PRESSURE LOSS (PSIG) 5 34 PRESSURE LOSS (kpa) 0 50 100 150 200 250 FLOW RATES (GPM) ⃟ Rated Flow (Established by approval agencies) TYPICAL INSTALLATION Capacity thru Schedule 40 Pipe Local codes shall govern installation requirements. To be Pipe size 5 ft/sec 7.5 ft/sec 10 ft/sec 15 ft/sec installed in accordance with the manufacturers’ instructions 3/8" 3 4 6 9 and the latest edition of the Uniform Plumbing Code. Unless 1/2" 5 7 9 14 otherwise specified, the assembly shall be mounted at a 3/4" 8 12 17 25 minimum of 12” (305mm) and a maximum of 30” (762mm) 1" 13 20 27 40 above adequate drains with sufficient side clearance for 1 1/4" 23 35 47 70 testing and maintenance. The installation shall be made 1 1/2" 32 48 63 95 so that no part of the unit can be submerged. 2" 52 78 105 167
MODEL 375SAG (SHOWN)
B64.4 375 RP 3/4" 375 RP ZURN PROTECTIVE ZURN / WILKINS WILKIN WILKINS 2 175 PSIG 180ß F 1013 175 PSIG 180° F ENCLOSURE S (1-1/4” - 2”) 8 1/8 (1/2” - 1”) 5 1/2 OPTIONAL STRAINER AIR GAP OPTIONAL (MODEL S) 12" MIN. WATER METER 30" MAX. (1-1/4” - 2”) 3” PIPE (1/2” - 1”) 2” PIPE 12" MIN. (DRAIN LINE CAN 30" MAX. BE ANY STANDARD PIPING MATERIAL)
FLOOR DRAIN DIRECTION OF FLOW INLET SHUT OFF FLOOR DRAIN DIRECTION OF FLOW INDOOR INSTALLATION OUTDOOR INSTALLATION
SPECIFICATIONS The Reduced Pressure Principle Backflow Preventer shall be ASSE® Listed 1013, rated to 180°F and supplied with full port ball valves. The main body shall be Nylon and the seat disc elastomers shall be silicone. If installed indoors, the installation shall be supplied with an air gap adapter. The Reduced Pressure Principle Backflow Preventer shall be a WILKINS Model 375.
20 Carr Road, Three Kings Wellington Ph: 04 569 8033 Auckland Ph: 09 624 1115 Christchurch Ph: 03 348 2356 Page 2 of 2 www.macdonaldindustries.co.nz
Appendix H
Detailed Site Investigation
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment
Appendix I
Groundwater quality results for dissolved metals
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment Kirk Roberts Lab Reference: 18-01130 Level 1, 337 St Asaph Street Submitted by: James Jackson CHRISTCHURCH 8640 Date Received: 16/01/2018 Attention: James Jackson Date Completed: 17/01/2018 Phone: 021 264 7343 Order Number: Email: [email protected] Reference: 153017 Sampling Site: Challenge Leeston
Soluble Heavy Metals in Water Client Sample ID BH1 BH2 BH3
Date Sampled 12/01/2018 12/01/2018 12/01/2018 Reporting Analyte Unit 18-01130-1 18-01130-2 18-01130-3 Limit Arsenic g/m3 0.0005 <0.0005 <0.0005 <0.0005 Beryllium g/m3 0.00001 0.00002 <0.00001 0.00002 Boron g/m3 0.005 0.039 0.038 0.049 Cadmium g/m3 0.00001 7 x 10-5 5 x 10-5 4 x 10-5 Chromium g/m3 0.0002 <0.0002 <0.0002 0.0004 Copper g/m3 0.0002 0.0027 0.0019 0.0036 Lead g/m3 0.00005 9 x 10-5 <0.00005 <0.00005 Mercury g/m3 0.0001 <0.0001 <0.0001 <0.0001 Nickel g/m3 0.0002 0.0021 0.0018 0.0017 Zinc g/m3 0.001 0.0025 0.0033 0.0054
Method Summary Soluble Trace Samples were analysed as received by the laboratory using ICP-MS following a 0.45µm membrane Elements filtration (except when field filtered). US EPA method 200.8.
Report Comments Samples were received by Analytica Laboratories in acceptable condition unless otherwise noted on this report.
Report ID 18-01130-[R00] Page 1 of 1 Report Date 17/01/2018 This test report shall not be reproduced except in full, without the written permission of Analytica Laboratories
Appendix J
Correspondence with Selwyn District Council
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment
Appendix K
Site Management Plan
Baylis Bros. (Leeston) Ltd February 2018 Service Station Redevelopment