CONSTRUCTION
PLAN REPORT
ABSTRACT Overviewing the proposal for a complete road
reconstruction and storm water design for Oxford
Terrance. A retaining wall running along the
embankment adjacent to Oxford Terrance,
including recreational facility’s along the river
bank.
James Bradshaw MG6106 Civil Engineering Construction Practices
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CONTENTS
1.0 INTRODUCTION__________________________________________________ ___________ ___ _ _
1.1 PROJECT OVERVIEW_________________________________________ _____________ ____
1.2 STRUCTURE OF CONSTRUCTION PLAN ________________________________ ______________
2.0 SITE LOCATION_____________________________________________________ ______ ________
3.0 SCHEDULED WORK PRIOR TO CONSTRUCTION_ _ _____________________________ ______________
3.0 NOTICE BOARD(S) _______________ _____ ___________________________________ ___
3.2 SITE ESTABLISHMENT_____________________________________________________ ____
3.2.1 ACCOMMODATION_______________________________________________ ____
3.2.2 FENCING INSTALLATION________________________________________________
3.2.3 SITE SURVEY_____________________________________________ ______ ____
3.3 DREDGING_____________________________________________________ ______ _____
3.4 SITE ACCESS________________________________________________________ ___ ____
4.0 CONSTRUCTION METHODOLOGY _______________________________________________________
4.1 STAGE 1: GABION BASKET RETAINING WALL______________________________________ ___
4.1.1 MATERIAL(S) REQUIRED___________________________________________ ____
4.1.2 PLANT(S) REQUIRED_______________________________________________ ___
4.1.3 PRE-STRUCTURAL: FOUNDATION WORKS____________________________________
4.1.4 GABION BASKET CONSTRUCTION_________________________________ _____ ___
4.1.5: FOLLOWING-STRUCTURAL: BACKFILLING____________________________________
4.2 STAGE 2: SUBSOIL DRAINAGE AND KERB AND CHANNEL____________________________ ___ __
4.2.1 MATERIAL(S) REQUIRED____________________________________________ ___
4.2.2 PLANT(S) REQUIRED________________________________________________ __
4.2.3 SUB SOIL DRAINAGE________________________________________________ __
4.2.4 KERB AND CHANNEL________________________________________________ __
4.3 STAGE 3: ROAD-RECONSTRUCTION________________________________________________
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4.3.1 MATERIAL(S) REQUIRED____________________________________________ ___
4.3.2 PLANT(S) REQUIRED_______________________________________________ ___
4.3.3 PAVEMENT CONSTRUCTION__________________________________________ ___
4.3.4 PAVEMENT SURFACE__________________________________________________
4.3.5 FOLLOWING CONSTRUCTION: PAVEMENT MARKINGS______________________ __ ___
4.4 STAGE 4: CAR PARKING FACILITY_______________________________________________ __
4.4.1 MATERIAL(S) REQUIRED___________________________________________ ____
4.4.2 PLANT(S) REQUIRED_______________________________________________ ___
4.4.3 PRE-STRUCTURAL: FOUNDATION STABILIZATION [LIME STABILIZATION] ______ ___ _____
4.4.4 PAVEMENT STRUCTURE________________________________________________
4.4.5 FOLLOWING CONSTRUCTION PAVEMENT MARKINGS________________________ ____
4.5 STAGE 5: CYCLE WAY AND WALKING PATH_____________________________________ _____
4.5.1 MATERIAL(S) REQUIRED____________________________________________ ___
4.5.2 PLANT(S) REQUIRED_______________________________________________ ___
4.5.3 PRE-STRUCTURAL: FOUNDATION STABILIZATION [LIME STABILIZATION] ___________ __ _
4.5.4 CONSTRUCTION OF TIMBER BOARDWALK____________________________________
4.6 STAGE 5: LINE PARK__________________________________________________________
4.6.1 MATERIAL(S) REQUIRED____________________________________________ ___
4.6.2 PLANT(S) REQUIRED________________________________________________ __
4.6.3 PRE-STRUCTURAL: FOUNDATION STABILIZATION [LIME STABILIZATION] __________ __ __
4.6.4 CONSTRUCTIONAL OF LINER PARKER_______________________________________
4.6.5 PUBLIC BARBECUES AND SEATING AREA______________________________ ____ __
5.0 QUALITY ASSURANCE PLAN ____ ______ ________________________________________________
5.1 QUALITY CONTROL METHODS________________________________________________ ___
5.2 SUBSOIL DRAINAGE CONSTRUCTION QUALITY ASSURANCE PLAN____________________________
5.3 CONCRETE CONSTRUCTION QUALITY ASSURANCE PLAN__________________________________
5.4 KERB AND CHANNEL QUALITY ASSURANCE PLAN_______________________________ ___ ____
5.4 RETAINING WALL QUALITY ASSURANCE PLAN_______________________________ ________ _
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5.5 PAVEMENT QUALITY ASSURANCE PLAN_____________________________________________
5.6 WEARING SURFACE QUALITY ASSURANCE PLAN______________________________________ _
6.0 ENVIRONMENTAL PROTECTION PLAN_____________________________________ _______________
6.1 EROSION AND SEDIMENT CONTROL PLAN__________________________________ _______ __
6.1.1 OBJECT___________________________________________________________
6.1.2 IMPLEMENTED METHODS_______________________________________ ____ ___
6.2 WASTE MANAGEMENT PLAN________________________________________________ _ _ _
6.2.1 OBJECTIVES__________________________________________________ ______
6.2.2 IMPLEMENTED METHODS_________________________________________ __ ___
6.3 HAZARDOUS SUBSTANCE PLAN_______________________________________________ _ __
6.3.1 OBJECTIVES_____________________________________________________ ___
6.3.2 IMPLEMENTED METHODS______________________________________ _____ ___
6.4 NOISE CONTROL_____________________________________________________ _____ __
6.4.1 OBJECTIVES_____________________________________________________ ___
6.4.2 IMPLEMENTED METHODS______________________________________ _____ ___
6.5 DUST CONTROL__________________________________________________________ ___
6.5.1 OBJECTIVES_____________________________________________________ ___
6.5.1 IMPLEMENTED METHODS_________________________________________ ___ __
7.0 HEALTH AND SAFETY PLAN_____________________________________ ______________________
7.1 PERSONAL PROTECTION EQUIPMENT (PPE) ____________________________________ __ ___
7.2 HAZARD IDENTIFICATION______________________________ ____________________ ____
7.3 HAZARD MITIGATIONS______________________________________________________ __
7.4 EMERGENCY EVACUATION PLAN__________________________________________________
8.0 REFERENCES___________________ ______________________________________________ ____
9.0 QUALITY ASSURANCE PLAN CHECKLISTS___________________ ___ __ _________________ ________
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1.0: INTRODUCTION
This report has been issued to the client, Christchurch City Council, to outline the procedures
and methodology of the proposed in Part 1 preliminary designs for the improvement works
along Avon River bank and surrounding areas. The purpose of Part 2 of the report will address
the construction methodology, environmental protection plans, safety plans and quality plans
implemented in the construction phase. The objective of the construction phase is to implement
these practices and procedures to ensure maximum project efficiency whilst minimizing the
associated risks, environmental effects and safety hazards on the Avon River and general
public. As requested by the client a special importance will be placed on the potential
environmental effects and mitigation practices put in place for these. The following construction
plan follows all regulations and practices set out by the New Zealand Government and
Christchurch City Council which will be identified throughout the report.
1.1 PROJECT OVERVIEW
The improvement works along the Avon River bank and surrounding areas project consists
of three main components:
The complete reconstruction of Oxford Terrance road including a new kerb design
and storm water discharge system
Implementing a solution for stabilizing the banks along the western side of the Avon
River, comprising of a retaining wall structure design. Including the excavation of the
river bed to ensure all slipped material has been removed.
The development of recreational facilities including a pedestrian and cycle walkway,
park benches and parking facilities adjacent to the Avon River.
1.2 STRUCTURE OF CONSTRUCTION PLAN
The Construction Management Plan of the improvement works along the Avon River bank
and surrounding areas is structured to:
Outlining the construction mythology and key construction activities.
Identifying resources required to complete the outlined construction activities.
The management of the quality control plan and quality control matters.
The management of the existing traffic around the construction site.
The health and safety practices of the people on and around the site during
construction.
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Outlining the processes and / or features that minimize the identified environmental
threats.
2.0 SITE LOCATION
The development site is located alongside and adjacent Oxford Terrace road, which is located
west of Fitzgerald Avenue. The construction area is approximately 400m by 15m, giving an area
of 6000m2, which is situated between the northern exit of Bangor Street and eastern exit onto
Kilmore Street, as shown in Figure 1.
Figure 1 – Site Location
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3.0 SCHEDULED WORK PRIOR TO CONSTRUCTION
This section of the construction plan will cover the work required prior to the commencement of
construction of the design proposals which are outlined in Part 1 section 5.0.
3.1 NOTICE BOARD(S)
A pre-construction notice board will be erected two weeks prior to the construction works
commencing on site in a suitable location so as where pedestrians and traffic can see
the sign clearly. The pre-construction notice board will contain the following information:
The contractor’s name and logo
A contact number for public enquires
The clients name and logo (Christchurch City Council)
Type of work that will be commencing
Immediately prior to the construction work the pre-construction notice board will be
dismantled and replaced with the construction notice board. The construction notice
board will contain the following information:
The third parties name and logo
A contact number for public enquires
The Principal’s name and logo
The type of work undergoing
3.2 SITE ESTABLISHMENT
3.2.1 ACCOMMODATION
The following accommodation facilities will be located just north of the Kilmore Street
entrance onto Oxford Terrace road as shown in Figure 2. The selected location provides
a flat terrain for multiple portable accommodation facilities, while also being in close
proximity to the site entrance which is beneficial. The following accommodation facilities
include:
Office accommodation
Welfare facilities (staffing areas and toiletry related facilities).
Store for materials, tools and plant etc.
First aid facilities
The proposed area for the erection of the accommodation facilities will present no
problems directed to the interruption of locations were construction and excavation is
required.
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3.2.2 FENCING INSTALLATION
The resource consent requires the placement of secure fencing around the perimeter of
the construction site. The temporary fencing will be placed around the perimeter of the
site and outer extents during construction activities to create a barrier for the public. The
temporary fencing panels will be supplied by Temporary fencing sales NZ with panel
specifications being 2.1m high, 2.4m wide and will be mounted of weighted rubber
footings. The fencing will be set up in the distinctive construction stages and as an
enclosure for any plant(s) left on site.
The 5 distinctive stages include stage 1 construction of retaining wall, stage 2 road
reconstruction / storm water catchment, stage 3 construction of the carpark facility, stage
4 cycle path and walk way and stage 5 the linear park. Depending on what stage is
commencing at the given time, the temporary fencing will then be utilized to ensure no
unnecessary costs for extra fencing not required at the given times.
3.2.3 SITE SURVEY
A complete site survey will be undertaken prior to any form of construction work starting
to confirm the existing site levels, locations of any existing services and any obstructions
or land deformities that will require attention during construction. The work will be
undertaken by a licensed cadastral surveyor (LINZ), which will then be plotted onto a site
map detailing the findings and site levels also including photographic records.
3.3 DREDGING
Before the commencement of the foundation preparation for the erection of the retaining
wall the 1.5 to 2m of slipped material will be removed by the means of dredging. The
Figure 2 – Accommodation Facilities Location
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dredging will be undertaken by 2 x 3 – 3.9 Tonne Tracked Excavators which will begin at
the northern and southern construction boundaries. In doing so will remove the toxic
waste produced by the earthquakes and also provide a more stable platform for the
retaining wall.
3.4 SITE ACCESS
The site access will be located at the entrance of Oxford Terrace intersection of Kilmore
Street. Oxford terrace will be utilized as a one Way Street, the right hand lane heading
south bound will be utilized for machinery and materials being delivered to site. A
scheduled program will be developed to allow for a safe and low impact on all traffic
associated effects and also for congestion of haulage entering the site at the same time.
The appropriate signage will be placed along the road to ensure all traffic passing through
remain at the required 30 km/hr through the construction zone.
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4.0 CONSTRUCTION METHODOLOGY
This following section will provide specific design details on how the following stages will be
constructed and the temporary work components involved. A descriptive summary of the types
of work activities required to achieve each milestone including the sequencing and duration of
each particular work activity.
4.1 STAGE 1: GABION BASKET RETAINING WALL
4.1.1 MATERIAL(S) REQUIRED
(Collapsed) [0.5 x 0.5 x 2m] hot dipped galvanized gabion basket panels
including the stiffeners, performance bracing wires and fasteners.
[Fill aggregate] 100 to 200mm diameter angular Greywacke aggregate.
[Backfill aggregate] Crushed stones between 5 and 20 mm.
[Vegetation] Swamp flax, sedges, and topsoil (mulch).
[Foundation] Grade 3 aggregate, cement mix
[Filtering] Geotextile polyester membrane (sheets)
4.1.2 PLANT(S) REQUIRED
[2x] 3 – 3.9 Tonne Tracked Excavators
[2x] Standard dump trucks, for excavated material removal purposes.
[2x] Wheeled Dumper 4 Tonne Slew Wheeled
[2x] Plate compactors
[2x] Concrete mixer installed with a concrete chute
4.1.3 PRE-STRUCTURAL: FOUNDATION WORKS
The excavation of 1m of topsoil commencing 0.5m away from the Avon River Bed
extending a distance of 1m will be removed and leveled. The 0.5m gap between the
excavation area and the river bed will be utilized for the placement of a scouring apron.
The excavated area will be filled with a cement mix containing the grade 3 sized
aggregates until a depth of 0.75m in compliance with the TNZ M/4 specifications and
leveled to displace an angle of 6°
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4.1.4 GABION BASKET CONSTRUCTION
The geotextile polyester membrane will be cut to a length of 1m and lowered into
place evenly across the top of the cemented foundation.
The assembly of the individual gabion baskets in accordance with the
manufacturer’s instructions and contract specifications, ensuring all sides are
even and ring fasteners are appropriately secured.
The assembled gabion baskets will be lowered by hand and placed firmly against
the edge closest to the Avon River Bank. Note: the placement of the neighboring
gabion basket will be required before the filling stage commences.
All corners of the gabion basket are then securely connected to the neighboring
gabion baskets by means of ring fasteners.
The gabion basket will then be filled with 100 to 200mm greywacke angular rock
consisting of 5% undersized rock of 80mm dimensions and shall be placed in
such a manner that would minimized the amount of voids occurring.
The gabion basket lids are then closed, laced and tensioned in accordance with
the manufacturer’s instructions.
4.1.5 FOLLOWING-STRUCTURAL: BACKFILLING
The remaining 0.5m excavated area behind the gabion basket will undergo backfilling
consisting of the 5 to 20mm crushed stones. Before the placement of the stones, the
layering of the geotextile polyester membrane will be placed along the side batters of the
excavated area. The crushed stones will then be poured into the backfill by the means of
a wheeled dumper and compacted in layers to maximize the compaction properties. A
layering of 0.5m of topsoil will be placed above the crushed stones including the planting
of the vegetation specified in the preliminary design report.
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4.2 STAGE 2: SUBSOIL DRAINAGE AND KERB AND CHANNEL
4.2.1 MATERIAL(S) REQUIRED
100mm diameter high density polyethylene pipe sections and fittings
Filtering and backfilling material comprising of (26.5mm) crushed stones
Concrete cement mix (properties relevant to site specifications)
Hydro DI S/W Grate and Frame - Class D (580 x 350mm)
4.2.2 PLANT(S) REQUIRED
[2x] Concrete mixer installed with a concrete chute
[2x] 3 – 3.9 Tonne Tracked Excavators
[1x] Standard dump trucks, for excavated material removal purposes.
[2x] Wheeled dumper 4 tonne slew wheeled
[1x] Kerb and channel machine
[1x] 13 tonne crane
[2x] Plate compactors
[1-3x] Asphaltic cutting saws
[1-3x] Demolition jack hammers, paving breakers
[1x] Portable diamond cutting saw
4.2.3 SUB SOIL DRAINAGE
The locations of the subsoil drainage pipes will be marked out using peg and
strings, including the width of excavation required.
Excavation of the trenches will be to a depth specified in the design drawings
ensuring a slope no less than 1 / 100. The minimum depth of the subsoil drain
will be 750mm below the finished subgrade surface.
The layering of filter material will be placed by a wheeled dumper to a thickness
of 75mm along the excavated area. The filtering material will then be leveled and
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compacted for even laying of the pipe.
The layering of the pipe will be individually lowered into the trenches by means of
a 13 tonne crane ensuring the grade line is accurate and the piping is level.
The joining of the pipes will be carried out in respect to the manufacturer’s
instructions and the finished product will present a smooth invert surface
between the joined pipes.
Backfilling of the trenches will comprise of the same filtering material in layers of
150mm, where each layer will be compacted and leveled by the means of a plate
compactor. The backfilling will be undertaken by a wheel dumper.
4.2.4 KERB AND CHANNEL
The locations of the kerb and channel will be marked out using peg and strings,
including the width of excavation required.
Existing surfaces will be saw cut and excavated to a depth of 50mm
The foundation surfacing will comprise of the filtering material used during the
subsoil drainage and compacted to a minimum dry density of 95%.
The placement of formwork around the batter limits will be erected, secured in
place and braced
The construction of the cemented subbase will be placed by the means of a
cement chute in layers of uniform thickness, pouring of the cement will be from a
height no higher than 0.5m from the foundation surfacing.
The kerb and channel profiles will be constructed by a kerb and channel machine
and contraction points will be installed at 5m spacing’s.
Kerb and channel sumps will be implemented into the kerb and channel at 100m
intervals. A catch pit inlet will be implemented on the outskirts of the grate
comprising of a 2% sag curve.
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4.3 STAGE 3: ROAD RECONSTRUCTION
4.3.1 MATERIAL(S) REQUIRED
Grade 130/150 cutback bitumen containing a diluent content of 9pph, 1pph
consisting of adhesion agents.
[23m3] Chip with an ALD of 6.5mm
Basecoarse and Subbase layer material & aggregates
4.3.2 PLANT(S) REQUIRED
[1-3x] Asphaltic cutting saws
[1-3x] Demolition jack hammers, paving breakers
[2x] 3 – 3.9 Tonne Tracked Excavators
[1x] Standard dump truck, for excavated material removal purposes
[1x] Six wheeled tip truck [aggregate placement]
[1x] Self-propelled chip spreader
[1x] Bitumen distributor with a mounted spray bar
[1x] Vibrating tandem drum roller
[1x] Water lorry with connected water sprayers
[1x] Rotary broom
[1x] Pneumatic-tyred roller – single smoothed drum
[1x] Drag broom
[1x] Road marking paint applicator – 20L
4.3.3 PAVEMENT CONSTRUCTION
The removal of all encountered materials on site, including, solid material and
existing formation material.
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The removal of the existing pavement, damaged footpaths, kerb and channels by
means of asphalt saw cutting and paving breakers.
Once the existing pavement has been removed the excavation of the existing
basecoarse and subbase will commence, implementing the site profiles and
levels. The excavation will removal all material located in the basecoarse and
subbase until a depth of 410mm, as specified in the preliminary design
calculations. The foundation will then be leveled and compacted in compliance to
TNZ B/02 clause 6.
Over excavated areas will be backfilled and compacted with materials being used
in the subbase.
The construction of the unbound granular subbase will be placed by the means
of a tip truck in layers of uniform thickness. The existing subgrade may be weak
due to the aftermath of the earthquakes, therefore the pouring of the aggregates
will be from a height no higher than 0.5m from the subgrade surface. The
concrete subbase will then be manually paved and compacted to a 98%
Maximum Dry Density as in accordance to TNZ B/2 specifications. Suitable site
subbase material will be used before the important subbase material.
The construction of the unbound granular basecoarse layer materials will be
placed by the means of a tip truck and compacted in maximum layer thicknesses
of 70mm, as specified in TNZ B/02 clause 6.
Water that has been deemed adequate will be fine sprayed over the basecourse
layer until the whole section is at the required optimum water content before
compaction procedures begin.
Compaction of the basecourse layer will be compacted in accordance to the
standards set out in NZTA B/2 by a vibrating tandem drum roller to a 95%
maximum dry density as specified in TNZ B/2. Repeat the previous 3 steps for
the place of the second basecoarse layer.
4.3.4 PAVEMENT SURFACE
A thorough sweep by a rotary broom will be undertaken along the unseal surface
to remove any soft layer of aggregate fines to ensure maximum adhesion of the
sealing binder to the basecourse surface.
Any surface defects such as areas of loose aggregate and water saturated areas
shall be repaired before any form of sealing commences.
The application of the grade 130/150 sealing binder will be sprayed at a
temperature of 156°C by a bitumen distributor mounted with a spraybar at a rate
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of 1.42 l/m2.
A single application of chip will be placed immediately after the sealing binder
has been sprayed onto the pavement surface by the means of a self-propelled
chip spreader. The truck will following the same speed as the bitumen distributer
and will distribute the chip in uniform layers.
The rolling will take place immediately after the layering of chip on top of the
sealing binder by a pneumatic-tyred roller which will embed and re-orientate the
chip into the binder at a speed of 8 km/hr.
Commencing after the roller compaction the use of a drag broom will be
implemented across the surface at a crucially slow speed without applying
pressure to assist in correction of any chip spreading deficiencies.
4.3.5 FOLLOWING CONSTRUCTION: PAVEMENT MARKINGS
Prior to the completion of the road reconstruction the pavement will be marked using
paint in compliance with TNZ T/8 specifications. Being that the markings will be new, line
marks will be set out using paint spots at spacing of 10m intervals and the pavement
shall be prepared in accordance to TNZ P/12 specifications. The pavement markings will
be implemented by the use of a road marking paint applicator with a 20L paint capacity.
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4.4 STAGE 4: CAR PARKING FACILITY
4.4.1 MATERIAL(S) REQUIRED
Lime stabilization materials (specifications to site conditions)
Timber framed formwork
Concrete cement mix (properties relevant to site conditions)
4.4.2 PLANT(S) REQUIRED
[2x] 3 – 3.9 Tonne Tracked Excavators
[1x] Standard dump truck, for excavated material removal purposes
[1x] Self-propelled vibrating padfoot roller
[1x] Pneumatic-tyred roller – single smoothed drum
[1x] Water lorry with connected water sprayers
[1x] Self-propelled chip spreader.
[1x] Concrete mixer installed with a concrete chute
[1x] Portable diamond cutting saw
[1x] Paving Machine
4.4.3 PRE-STRUCTURAL: FOUNDATION STABILIZATION [LIME STABILIZATION]
Note: The following construction method will be constructed in compliance to the NZTA
M15 specifications for lime stabilization.
A site boundary will be implemented to ensure that the excavation will stay within
the batters shown in the preliminary design drawings (125m x 12m).
The excavation of the existing basecoarse and subbase will commence,
implementing the site profiles and levels. The excavation will removal all material
located in the basecoarse and subbase and compacted and leveled to a depth of
410mm, as specified in the preliminary design calculations.
Preparation of the soil for stabilizing will be required which involves pegging out
boundaries, trimming and shaping of the surface to allow for adequate drainage
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and the removal of all material deemed too hard to stabilize.
The lime will be spread across the scarfed foundation by the means of a self-
propelled chip spreader.
If necessary water will be spread over to of the lime in light layers to meet the
optimum moisture content required for compaction.
Once the optimum water content has been achieved the compaction will be
undertaken by a self-propelled vibrating padfoot roller for the deep compaction
layers, then followed by a smoothed drummed roller for the shallow layers.
Achieving a 95% maximum dry density as specified in TNZ B/2.
Final trimming of the foundation will commence after the layers have been
compacted for shaping and leveling purposes.
4.4.4 PAVEMENT STRUCTURE
The placement of formwork around the batter limits will be erected, secured in
place and braced
The construction of the cemented subbase will be placed by the means of a
cement chute in layers of uniform thickness, pouring of the cement will be from a
height no higher than 0.5m from the subgrade surface.
The cement will be placed in front of the paving machine which will be working in
sync with each other. The paver will spread, shape, screed and compacted the
cement to a 98% Maximum Dry Density as in accordance to TNZ B/2
specifications.
Following compaction of the concrete pavement, joints will be created to control
cracking during curing at interval spacing vertically along the pavement, by the
means of a portable cutting saw.
When the concrete begins to show signs of becoming non-plastic, texturing will
be done along the surface to a required depth to meet the skid resistance
requirements set out by the Christchurch City Council.
4.4.5 FOLLOWING CONSTRUCTION: PAVEMENT MARKINGS
Refer to section 4.2.5 for the Pavement Markings construction method, implementing the
design drawings for this section of work.
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4.5 STAGE 5: CYCLE WAY AND WALKING PATH
4.5.1 MATERIAL(S) REQUIRED
[250 x 250mm] 1.2m timber piles (treated)
[250 x 50mm] Timber decking boards (treated)
Stakes and string
Anti-slip paint
Screws and nails
4.5.2 PLANT(S) REQUIRED
[Multiple x] Cordless drills
[Multiple x] Jigsaw cutters
[Multiple x] Sledgehammers
[Multiple x] Spirit levels
[2x] Miter saws
[1x] Water lorry with connected water sprayers
[1x] Self-propelled chip spreader.
[1x] Six wheeled tip truck
[1x] Self-propelled vibrating padfoot roller
4.5.3 PRE-STRUCTURAL: FOUNDATION STABILIZATION [LIME STABILIZATION]
Refer to section 4.2.3 for the lime stabilization construction method, implementing the
design drawings for this section of work.
4.5.4 CONSTRUCTION OF TIMBER BOARDWALK
Stakes will be implemented at both the sides and ends of the pathway and
spaced at 750mm intervals. A string will be tied around the stakes to create a
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visible pathway and the postholes will be marked every 500mm.
Marking of the path will be undertaken by spray painting the outskirts of the string
as accurately as possible
The timber poles will be hammered into the ground, undertaken by a
sledgehammer to a depth where there is 200mm peering above ground (flat
ground).
Areas where the ground presents a decline slope, the poles will hammered to a
depth where the timber pole is peering at the same level as the neighboring pole.
To ensure accuracy a spirit level will be placed on pole and onto the neighboring
pole.
The joints for each section will be marked and leveled between the neighboring
timber poles, ensuring equal angles during installation. Firstly side joists will be
cut to size and screw holes drawn onto the timber. The end joist will then be cut
to size and screwed into the side joists, securely and center joists will be added
for structural support, which will be nailed into the end joists.
The decking will be laid in the 500mm sections, allowing for 25mm overhang and
no larger than a 10mm gap in-between the timber sections. The timber decking
will be laid in such a fashion where the timber decking flows evenly before being
screwed securely into the underlying joists.
The overhanging decking will be marked for cutting, which will be undertaken by
a jigsaw assuring that a 5mm is remaining after cutting.
The erection of a 1.5m tall hand rail will be implemented in areas of slopping
gradient.
Once the structure is erect a layer of anti-slip paint containing fragments of
rubber, sand and grit along the timber decking.
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4.6. STAGE 5: LINEAR PARK
4.6.1 MATERIAL(S) REQUIRED
Geotextile polyester membrane (sheets)
(225x25mm) Timber planks pretreated with weatherproof coatings
[50m3] Mulch and bark mix
[1x] Climbing equipment
[1x] Mega slide
[2x] Tandem swing sets
[2x] (900 x 900 x 900mm) Electric public barbecue’s
[5x] 2 seater picnic tables (800 x 1600mm)
Concrete cement mix (properties relevant to site conditions)
(24mm thick) Rubber matting
4.6.2 PLANT(S) REQUIRED
[1x] 3 – 3.9 Tonne Tracked Excavators
[1x] Concrete mixer installed with a concrete chute
[1x] 13 tonne crane
[1x] Water lorry with connected water sprayers
[1x] Self-propelled chip spreader.
[1x] Six wheeled tip truck
[1x] Self-propelled vibrating padfoot roller
[2x] Plate compactors
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4.6.3 PRE-STRUCTURAL: FOUNDATION STABILIZATION [LIME STABILIZATION]
Refer to section 4.2.3 for the construction method of the lime stabilization, using the
design batter limits for the linear park in place of the ones stated.
4.6.4 CONSTRUCTION OF LINEAR PARK
A geotextile polyester membrane sheet will be laid across the foundation within
the batter zones.
(225x225mm) Timber planks will be constructed over the top of the geotextile
membrane along the edges of the linear park boundaries to a height of 0.25m
above ground, nailed and glued into place.
The allocated play equipment that requires cementing into the ground will be
implemented once the geotextile fabric has been cut at these areas.
Excavation of the required areas will be achieved by excavating to a shallow
depth of 250mm and width of 250mm.
The play equipment’s frames will be lowered into the excavated pits whist
ensuring the equipment is in equilibrium and sturdy. Cement will be poured into
the excavated areas by the means of a cement chute and leveled by a trowel.
Once cement has dried the linear park equipment not requiring a cemented base
will be constructed in the allocated areas shown in the preliminary design report.
Mulch and bark especially made for the purpose for playground fill will be placed
over the geotextile matt by a tip truck and then leveled and compacted to present
an even surface.
(24mm thick) Rubber matting will be placed in relevant areas where likeliness of
injury may occur.
4.6.5 PUBLIC BARBECUES AND SEATING AREAS
The 2 public barbeque locations will require a shallow foundation to a depth of
150mm with an area of 1.5m by 1.5m. The foundation will then be leveled and
compacted in preparation of the cement pouring.
The two (900 x 900 x 900mm) Electric public barbecues will be lowered into
position directly in the center on the excavated area by a 13 tonne crane.
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The placement of formwork around the batter limits will be erected and secured
in place and braced
Cement will be poured into the excavated areas by the means of a cement chute
then leveled by a trowel and prepared for curing.
The locations of the [5] 2 seater picnic tables (800 x 1600mm) will be marked out
and placed in the appropriate areas assuring the ground is flat and sturdy.
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5.0 QUALITY ASSURANCE PLAN
The following quality assurance plan outlined in this section will be implemented to ensure
compliance with the specifications displayed by the client and Christchurch City Council Design
Standards Part 3.
5.1 QUALITY CONTROL METHODS
The quality control measures will be implemented during the types of works and extend to
material testing’s, methods of performing, documenting and equipment standards. The
quality control manager selected by the client will conduct daily quality control reports on
site and provide these documents to the site manager. The documents will include the site
construction activities, site inspections, testing of material standards, dangerous and
negligent activities and new heavy machinery warrants and licensing.
5.2 SUBSOIL DRAINAGE CONSTRUCTION QUALITY ASSURANCE PLAN
The high density polyethylene pipes will be checked for compliance with the
requirements stated in the NZS 7604:1981.
Filter material will be analyzed and tested for crushing resistance, grading’s,
contaminants and fines.
The slopes grade angle will be measured every placement of piping section to
ensure the grades slope is no less than 1/100.
The trenches depth will be measured every section of piping placement to ensure
that the depth allows for 600mm of filtered material from the pipe to the subgrade
surface.
Compaction testing’s will be analyzed to ensure it meets the required minimum dry
density of 95%.
A trail run will be undertaken to ensure the pipes are conduit, filtering properly and
can withstand the applied forces assumed.
The crane’s harness will be checked for securing before the pipe is lifted and
placed into the trench.
5.3 CONCRETE CONSTRUCTION QUALITY ASSURANCE PLAN
The following cement properties will be inspected before concrete construction
begins:
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Quality and size of the coarse aggregate, whether under size, over size, or
improperly graded and contains disintegrated or soft material, earth and
other organic impurities.
Sand will be checked for grading, silt content, bulk age and foreign
material.
Water will be tested for sulphates and chloride and any other impurities.
The required water cement ratio of the concrete
The form work will be inspected for strength, pressure properties and ensuring the
form work is water tight before concrete placement.
Ensuring the principle of 'first in' and 'first out is used during concrete pouring
(Concrete that enters the concrete truck first, gets removed first).
A slump test will be undertaken to ensure the required workability is met, in
accordance to the NZS 3122: 1995.
A core sample of the concrete used during construction shall be tested and
analyzed for its compressive strength properties, in accordance with the NZS 3109
concrete construction standard.
A routine inspection after and during the placement of the concrete will be
undertaken, observing the method of curing, cracks and air bubbles, height of
pouring chute, and any signs of bleeding and segregation.
5.4 KERB AND CHANNEL CONSTRUCTION QUALITY ASSURANCE PLAN
The foundations will be analyzed to ensure they are free from debris, hard,
unyielding and of uniform bearing, as required by the CCC construction standard
specifications part 6.
Subgrade Scala Penetrometer testing’s for the subgrade CBR must be undertaken
in compliance with NZS 4402 Test 6.5.2, and confirmed that they meet the desired
design CBR.
Concrete construction checklist referring to section 5.3 of this report
During the construction of the kerb and channel undertaken by the kerb and
channel machine will be under strict supervision to ensure that the line of kerb is
straight between the design tangent points, curves are without kinks and angles are
in a smooth arc.
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Each contraction joints shall be measured to ensure they are at correct spacing’s
and meet the 50mm depth requirement specified by the CCC construction standard
specifications part 6.
A core sample of the concrete used during construction shall be tested and
analyzed for its compressive strength properties, in accordance with the NZS 3109
concrete construction standard.
5.5 RETAINING WALL QUALITY ASSURANCE PLAN
The gabion fill aggregate arriving on site will be inspected and tested for quality,
sizing and contaminates by testing methods outlined in TNZ M/4 2006 before
approval is granted for use.
The depth of excavated material, compaction and leveling of degree of incline will
be routinely checked for accuracy. If required excavated material will be placed
back into the excavated area and compacted to the required degree of incline
before placement of the geotextile membrane.
Pre-planning and initiative thought will be implemented in assuring that the
placement of aggregate fill will minimize the number of voids and maximize the
desired density and compaction.
Inspections on the tensional requirements, stability, loose and / or damaged mesh
will be undertaken on all gabion baskets throughout the construction phase.
Concrete construction checklist referring to section 5.3 of this report
5.6 PAVEMENT QUALITY ASSURANCE PLAN
All aggregate material arriving on site will be inspected and tested for quality and
contaminates by testing methods outlined in TNZ M/4 2006 before approval is
granted for use.
Subgrade Scala Penetrometer testing’s for the subgrade CBR must be undertaken
in compliance with NZS 4402 Test 6.5.2 and approved for deficiencies and false
data recordings before construction can commence.
The quality of the granular compaction layers will be undertaken by nuclear
densometer testing(s) in accordance with the specifications outlined in NZTA B/2.
Ensuring compaction quality is in accordance with the Maximum Dry Density,
saturation ratio, percentage of air voids and moisture content before approval is
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granted.
Benkleman Beam testing(s) will be undertaken on the subbase and basecourse
layers for pavement deflection properties in accordance with NZTA T/1. The tests
will be spaced at 10m intervals along the carriageways wheel paths under the
assumed loading conditions.
Leveling and height of compaction will be taken at 50m sections after the
compaction has accrued
5.7 WEARING SURFACE QUALITY ASSURANCE PLAN
All aggregate material arriving on site will be inspected and tested for quality and
contaminates by testing methods outlined in TNZ M/4 2006 before approval is
granted for use.
The weather at the time of sealing will be taken into account and additives will be
used to adjust the diluent content to suit the kind of conditions displayed.
To ensure edge definition and tolerance is complied with, the edges of the sealing
course will be outlined by peg and string lines to ensure accuracy.
Sealing machinery will be tested prior to the sealing if ensure the self-propelled chip
spreader spreads at a width of at least 2.4m, the rollers will be weighed to ensure it
does not exceed the weight specified that would cause damaged to the chip and
the bitumen distributor will be checked for a current certificate of compliance with
the BCA E/2 specifications.
The pavement surface will undergo a thorough sweep for fines and loose
aggregates, be reasonably dry and free from any form of frost before sealing will
commences.
The adhesion agent containing 1pph will be analyzed for compliance with the TNZ
M/13 specifications and blended in accordance with the TNZ M/13 specifications.
The cutback bitumen being delivered to site will require a blending certificate which
will state the following requirements listed in TNZ P/3 section 12. A test sample will
also be analyzed from the bitumen distributor, one at the initial spray run and one
before the final spray run.
The sealing chip will be checked for compliance with the TNZ M/6 specifications
and also checked for presence of fines and contaminants.
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6.0 ENVIRONMENTAL PROTECTION PLAN
6.1 EROSION AND SEDIMENT CONTROL PLAN
6.1.1 OBJECTIVES
To minimize and if possible eliminate the occurrence of erosion matters and land
instability as a direct result of the required construction activities.
Obliging by the Environmental Canterbury specifications under the Resource
Management Act (RMA), referring to section 15 of the RMA.
6.1.2 IMPLEMENTED METHODS
The following implemented methods will be utilized during the construction activities
incorporating best practice methods to ensure the risks to the Avon Rivers ecological
health and surrounding ecosystems are minimized to an exceptionally high standard.
The following methods to be implemented are listed below:
Minimizing the amount of areas of disturbance during construction at any given
time. This includes areas of concern surrounding bare soils and stripped
vegetation, where and when possible these areas will be undergo mulching and
vegetation planting.
Diversion of clean runoff water around the construction site and onto stable areas
which are well vegetated.
Erosion control blanked will be implemented on soils with a high erosion risk to
minimize soil erosion during a rainfall event.
Sediment fences will be erected on the downslope of the disturbed areas,
locations will be selected for each stage and erected before the construction
stage is to commence. The sediment fencing will be adequate enough to
withstand at 20% AEP storm event as specified by the Christchurch City Council.
Following a storm event, an inspection will be undertaken of the carriage way
and sediment fences will be cleaned out to ensure the sediment retention
capacity.
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6.2 WASTE MANAGEMENT PLAN
6.2.1 OBJECTIVES
To minimize and if possible eliminate the risks associated with the production of
solid waste, storage of waste and transportation of waste to prevent any form on
contamination entering the Avon River and surrounding soils.
The controlled management of the tidiness and cleanliness of the construction
site and accommodation areas.
6.2.2 IMPLEMENTED METHODS
The contracting of a licensed waste disposal company to remove all human
waste from the accommodation facilities and disposed of appropriately to ensure
no spillages.
All hazardous waste produced on site will be stored separately in a controlled
environment and collected and disposed at a licensed recycling facility.
Provision of hired industrial bins the have the required storage criteria with
sufficient size, these will be emptied regularly to ensure no overfilling occurs.
Where ever possible to reuse materials obtained during the construction
activities, if not possible to recycle the materials correctly.
The removal of all spills of material and / or hazardous substances from the road,
kerb and any areas that are located outside the sediment control area.
6.3 HAZARDOUS SUBSTANCE PLAN
6.3.1 OBJECTIVES
Enforcing all relevant specifications outlined in the HSNO (Hazardous
Substances and New Organisms) Act 1996 administered by the Environmental
Protection Agency.
To minimize and if possible eliminate the environmental impacts and health risks
associated with spillages by enforcing strict measures on storage of the
hazardous substances to reduce the potential of a spillages occurring. Whilst
implementing procedures if such an event was to happen.
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6.3.2 IMPLEMENTED METHODS
Multiple copies of listings of hazardous substances which will be stored, handled and
used on site will be available with a Material Safety Data Sheet attached to the
documentation.
The following hazardous substances implemented methods are listed below:
All equipment and storage areas containing any form of hazardous substances
will undergo frequent routine checks for any signs of leaking or damages. All
equipment and storage areas will also comply with the HSNO Act and
specifications will be met referring to the Christchurch City Council consent.
All construction personnel whom will be involved with the use of any hazardous
substance(s) will be trained and advised appropriately of the handling and control
methods involved.
All material deliveries to site containing hazardous substances will under rigorous
inspection, management and supervision
Multiple spill kits will be available on site and mostly facilitated in areas where the
hazardous substances are held, all active personnel on site will have adequate
knowledge on the locations of the spill kits.
6.4 NOISE CONTROL
6.4.1 OBJECTIVES
Oblige to the standards outline in the NZS 6803:1999 Acoustics – Construction
noise.
To implement practices and equipment to mitigate the effects of excessive noise
arising from construction activities.
6.4.2 IMPLEMENTED METHODS
The construction zone is facilitated within a relatively sensitive area being adjacent to
residential properties and local wildlife, therefore the following methods will be
implemented:
Construction activities will not commence outside the hours of 7 am to 6 pm on
weekdays and Saturdays, Sundays and public holidays. A consent supplied from
the Christchurch City Council will be required to construction work outside these
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hours.
The plant and equipment used on site if applicable will be fitted with appropriate
sound baffles and / or mufflers.
Noise monitoring shall be undertaken by a qualified consultant to implement
mitigation practical solutions for the construction activities.
Noise barriers / acoustic screens complying with the NZS 6803:1999 standard
will be erected in areas where excessive construction noise is likely to occur that
would cause disturbances to the surrounding residents.
6.5 DUST CONTROL
6.5.1 OBJECTIVES
To ensure dust particles developed during construction are mitigated so they are
not carried into the neighboring residential areas and more importantly into the
Avon River.
6.5.2 IMPLEMENTED METHODS
The management of site traffic and pedestrian traffic through Oxford terrace
during construction enforcing a speed limit of 30 km/hr.
Disturbed land areas that are exposed to the elements will be covered with a
dust proof matt deemed suitable for the location.
Daily water blasting of the site will be conducted before the beginning of the day
and once work has commenced for the day by mean of a water lorry.
If strong winds are present during the commencing of construction activities,
windbreakers will be erected in the necessary areas.
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7.0 HEALTH AND SAFETY PLAN
7.1 PERSONAL PROTECTION EQUIPMENT (PPE)
The following PPE listed below are set out as minimum requirements for all personnel
whom are working or entering the construction premises.
[Mandatory] Hi-vis vests / clothing
[Mandatory] Steel capped boots
[Mandatory] Hard hat
[Equipment, plant, dust] Safety glasses / goggles
[Equipment, plant] Hearing protection (ear muffs, ear plugs)
[Equipment, dust] Respiratory masks
7.2 HAZARD IDENTIFICATION
The development of a hazards register will be implemented for the means of hazard
identification and control, incorporating methods and treatments if such an event was to
occur.
The following hazards have been identified to likely occur during construction:
The active presence of heavy machinery on site
The operation of heavy machinery and dangerous equipment
Hazards associated with poor vision and hearing impairments due to the use of
safety glasses / goggles and hearing protection.
The presence of overhead power cables in relation to the operation of the crane.
A member of the public wondering onto the construction site.
Slipping hazards on the south eastern side of the construction zone due to the
increased sloping angle, hazard will increase when wet.
All new hazards identified during construction will be added to the hazard register and
treatment options relevant will then be enforced and documented.
All hazards which have been listed above and identified during construction will be located
on a hazards register board erected in clear view out front of the site entrance
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7.3 HAZARD MITIGATION
The following mitigation methods have been implemented for the hazards identified in
section 7.2. All new hazards identified during construction will have a mitigation treatment
specifically for that hazard and thus updated onto the risk register.
All heavy machinery active on site during the day will be notified onto the notice
board located out front of the site entrance to inform all who enter the site.
A boundary will be placed to ensure a safe distance between the operating crane
and the overhead power lines at all times.
Ensuring all personnel on site are fully aware of their surroundings and eliminating
all forms of distractions (i.e. mobile phones, music playing through earphones etc.).
All personnel whom are working on heavy machinery and dangerous equipment will
have adequate up to date training and licensing for the specific piece of equipment
/ machinery. Boundaries will be implemented to keep works and people operating
the equipment / machinery separated (if possible).
The installation of fencing as discussed in section 3.2.2.
7.4 EMERGENCY EVACUATION PLAN
An emergency evacuation plan will be developed and located next to the site entrance
notice board, staff accommodation and the site office. The emergency evacuation plan will
outline the emergency response procedures, assembly point and current site warden for
the day.
All machinery operating during the event of an emergency evacuation must be switched
off, if safe to do so.
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8.0: REFERENCES
Canterbury Maps. (n.d.). Map Viewer. Retrieved from http://canterburymaps.govt.nz/
CERA. (2014). INTERIM LAND CLEARANCE TREATMENT METHODOLOGY FOR
CHRISTCHURCH RESIDENTIAL RED ZONES. Retrieved from
http://cera.govt.nz/sites/default/files/common/residential-red-zone-land-clearance-
appendix-4-25-june-2014.pdf
Christchurch City Council. (2011). Central City Plan. Christchurch.
Christchurch City Council. (2011). Rainfall and Runoff. Christchurch.
Christchurch City Council. (2013). Construction Standard Specification .
Christchurch City Council. (2015). Concents and Licences - Roading Construction.
Enright, J. (2016). Moodle Notes. Christchurch.
Environment Canterbury. (n.d.). Well Card Search . Retrieved from
http://ecan.govt.nz/services/online-services/tools-calculators/pages/well-card.aspx
GeoFabrics NZ. (n.d.). Installation Guide. Retrieved from
http://www.geofabrics.co.nz/media/2141/ig-gabions-may-2015.pdf
HirePool. (n.d.). Equipment Hire. Retrieved from https://www.hirepool.co.nz/
Jennifer Gadd, J. S. (2014). Avon River Sediment Survay. Christchurch.
New Zealand Legislaton. (1991). Resource Management Act 1991 - Excessive noise.
NZTA. (2005). Chipsealing New Zealand . Retrieved from
https://www.nzta.govt.nz/resources/chipsealing-new-zealand-manual/chipsealing-in-new-
zealand/
NZTA. (n.d.). The Design of the Pedestrian Network. Retrieved from
https://www.nzta.govt.nz/assets/resources/pedestrian-planning-guide/docs/chapter-14.pdf
Transit New Zealand. (n.d.). Subsoil Drain Construction Specification. Retrieved from
https://www.nzta.govt.nz/assets/resources/pipe-subsoil-drain-const/docs/pipe-subsoil-
drain-const-notes.pdf
Yeo, J. (2016). Moodle Notes . Christchurch.
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9.0 QUALITY ASSURANCE PLAN CHECKLISTS
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