j. bradshaw - construction plan

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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4.3.2 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_____________________________________ _____


4.5.2 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__________________________________________________________


4.6.2 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


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)




[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


[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


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


[1-3x] Asphaltic cutting saws

[1-3x] Demolition jack hammers, paving breakers


[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


Lime stabilization materials (specifications to site conditions)

Timber framed formwork

Concrete cement mix (properties relevant to site conditions)



[1x] Standard dump truck, for excavated material removal purposes

[1x] Self-propelled vibrating padfoot roller

[1x] Pneumatic-tyred roller – single smoothed drum


[1x] Self-propelled chip spreader.


[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


[250 x 250mm] 1.2m timber piles (treated)

[250 x 50mm] Timber decking boards (treated)

Stakes and string

Anti-slip paint

Screws and nails


[Multiple x] Cordless drills

[Multiple x] Jigsaw cutters

[Multiple x] Sledgehammers

[Multiple x] Spirit levels

[2x] Miter saws



[1x] Six wheeled tip truck



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


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




[1x] 13 tonne crane



[1x] Six wheeled tip truck



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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.


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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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.


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.


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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j. bradshaw - construction plan

Documents