2. construction _operations

Upgrade to Lower Brown Hill Creek – Detailed Design

Part 2: Construction & Operations Report

10th June 2014

Detailed Design: Upgrade to Lower Brown Hill Creek

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Contents

1. Manholes and Maintenance ........................................................................................................... 1

1.1. Access Points ........................................................................................................................... 1

1.1.1. Maintenance of Culverts ............................................................................................. 3

1.1.2. Inspection of Culverts ................................................................................................. 4

1.1.3. Inspection of Waterway .............................................................................................. 5

1.1.4. Velocity Requirements ................................................................................................ 5

1.1.5. Markings ...................................................................................................................... 7

1.1.6. Step-up and Step-down Limitations............................................................................ 8

1.1.7. Access Cover and Frame ............................................................................................. 8

1.1.8. Riser Slab ..................................................................................................................... 8

1.1.9. Conversion slab ........................................................................................................... 9

1.1.10. Shaft Section ............................................................................................................... 9

1.1.11. Height Adjusting Rings ................................................................................................ 9

1.1.12. Access chamber to culvert connection ..................................................................... 10

1.2. General Operations ............................................................................................................... 11

1.2.1. Weather Policy .......................................................................................................... 11

1.2.2. Public Consultation and Engagement ....................................................................... 11

1.2.3. GANTT chart .............................................................................................................. 12

2. Earthworks .................................................................................................................................... 13

2.1. Onsite Construction Procedures and Planning ..................................................................... 14

2.2. Excavation Phase ................................................................................................................... 15

2.3. Cut areas and volume calculations ....................................................................................... 15

2.4. Filling & Compacting Phase ................................................................................................... 18

3. Material Status .............................................................................................................................. 21

3.1. Stockpile ................................................................................................................................ 21


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3.2. Erosion Protection ................................................................................................................ 21

3.3. Legal Dumping....................................................................................................................... 21

3.4. Safety issues .......................................................................................................................... 21

4. Traffic Management...................................................................................................................... 23

4.1. Local traffic diversion for culvert installation ....................................................................... 23

4.2. Local traffic diversion for Feeder/Local Road ....................................................................... 23

4.3. Unique scenarios of Feeder/Local road and alteration ........................................................ 25

4.4. Local traffic diversion for Arterial roads ............................................................................... 28

5. References .................................................................................................................................... 30


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Figures

Figure 1 - Flow lines resulting from inflow pipe directed at pit centre .................................................. 2

Figure 2 - Bell mouth entrance of outlet pipe ........................................................................................ 2

Figure 3 - Culvert Manhole Location ....................................................................................................... 3

Figure 4 - Epoxy joint used which is capable of holding 90KPA of pressure ........................................... 8

Figure 5 - Access chamber to culvert connection ................................................................................. 10

Figure 6 - Culvert map plan ................................................................................................................... 13

Figure 7 - Fencing preparation for earthworks operations .................................................................. 14

Figure 8 - Area calculation which is cut with no slope (Earthworks 1993) ........................................... 15

Figure 9 - Area calculation which is cut with slope (Earthworks 1993) ................................................ 16

Figure 10 - Compaction machinery (Earthworks 1993) ........................................................................ 20

Figure 11 - Components of a typical worksite (AS 1742.3 - 2009) ........................................................ 24

Figure 12 - Components pf a typical work site (AS 1742.3 - 2009) ....................................................... 24

Figure 13 - South Road/ Bassnett St pedestrian path diversion (Orange) ............................................ 25

Figure 14 - Traffic diversion for Harvey Ave/Beare Ave roundabout ................................................... 26

Figure 15 - Traffic diversion for Basnett St ........................................................................................... 26

Figure 16 - Westside bikeway detour via Birdwood Tce ....................................................................... 27

Figure 17 - Tilden Ave/ Gray St intersection ......................................................................................... 27

Figure 18 - Dudley Ave/ Marion Rd stage installation .......................................................................... 28

Figure 19 - Basic procedure of traffic diversion for Dudley Ave/ Marion Rd stage installation ........... 29

Figure 20 - Legend for figures above .................................................................................................... 29


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Tables

Table 1 - Recommended maximum spacing of access chambers ........................................................... 1

Table 2 - Culvert Inspection & Maintenance .......................................................................................... 6

Table 3 - Tolerances on detail dimensions .............................................................................................. 7

Table 4 - Cover frame & assembly .......................................................................................................... 8

Table 5 - Bianco precast sizes ................................................................................................................. 9

Table 6 - Bianco PCP ................................................................................................................................ 9

Table 7 - Bianco PCP thickness ................................................................................................................ 9

Table 8 - Culvert sizes & their relative flow rate ................................................................................... 13

Table 9 - Material scales ....................................................................................................................... 17

Table 10 - Excel area & volume calculations sample ............................................................................ 17

Table 11 - Bulking & shrinking factor .................................................................................................... 19


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1. Manholes and Maintenance

1.1. Access Points

Access chambers should be provided on by-pass culvert:

i. to provide access for maintenance

ii. at changes of direction, grade or level

iii. at junctions.

Access chambers in a carriageway or paved surface should be finished with their tops flush with the

finished surface. Where an access chamber is located within a carriageway, the chamber top, or

access point, should be positioned to avoid wheel paths.

Elsewhere, access chambers should be finished 25 mm above natural surface with the topsoil or

grassed surface around the chamber graded gently away. On playing fields they may be finished 200

mm below the finished level, but only when located in a straight line between two permanently

accessible chambers.

Consideration should be given to the placement of an access chamber at an obstruction or

penetration by a conduit or service, to facilitate the removal of debris.

The maximum recommended spacing is given in Table 1:

Table 1 - Recommended maximum spacing of access chambers

Condition Pipe Size (mm) Spacing (m)

Generally Less than 1200 100

1200 and above 150

Immediately upstream of outlet to tidal

waterway All 100

Roadways All 200


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The geometry of pipes at access chambers is critical in respect of hydraulic head loss. The main

principles to be followed to minimise head loss are:

i. Minimise changes in flow velocity through the chamber.

ii. Avoid opposed lateral inflows, i.e. all incoming pipes should ideally be contained within a 90

degree arc, but certainly less than 180 degrees.

iii. Where practical, direct inlet pipes wholly into the barrel of the outlet pipe (Figure 1).

Figure 1 - Flow lines resulting from inflow pipe directed at pit centre

iv. Rounding the entrance to the outlet pipe at a radius of one-twelfth of the outlet diameter

will help to reduce losses (Figure 1).

Figure 2 - Bell mouth entrance of outlet pipe

v. Where practical, the change of direction of flow should occur at or near the downstream

face of the chamber.


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1.1.1. Maintenance of Culverts

The key to effective maintenance is to create a maintenance schedule that is carried out at regular

intervals and is updated when necessary. Correct maintenance ensures that both the channel and

supporting culverts are operating at, or above, the design flow capacity at all times.

Culvert maintenance ensures that no blockages are present and the design flow is met. Blockages

may result in backflow during extreme weather which can cause flooding, contributing to property

damage to nearby residences, roads and public areas.

Figure 3 - Culvert Manhole Location

The main concern for maintenance would be the presence of tree roots along the roads. Over time,

tree roots may penetrate the concrete culvert causing cracks and defects. This will breach the

concrete lining allowing soil and matter to collect within culverts. This reduces the efficiency and

carrying capacity of the culvert.

Crack and defects may instigate structural integrity issues which could, in the worst possible case,

cause a road collapse if maintenance is not correctly undertaken.

The areas identified for maintenance in regards to the culverts include:

i. Concrete culvert wall lining, sumps, headwalls, wing walls and aprons for signs of

breakage or wear

ii. Build-up of soil and matter within culvert obstructing water flow

iii. Build-up of litter and garbage obstructing water flow


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iv. Examination of inlet and outlet areas for blockages

v. Examination of safety nets or debris net at the inlet area

1.1.2. Inspection of Culverts

Inspections are done at a regular interval during the service life of the culvert to ensure that

satisfactory conditions exist and to evaluate needs for clean-up and repair. Inspections are to be

divided into the following categories:

i. General Inspections

A routine inspection conducted frequently for culverts in critical areas, for example, areas in

or adjacent to flood zones. The inspections are carried out at regular intervals as or when

otherwise necessary to detect structural damage and obstruction of the culvert at an early

stage. These are not detailed and are to consist in a visible range.

ii. Periodic Inspection

Periodic inspections are primarily designed to carry out a more detailed inspection of the

culverts by assessing the field as closely as possible. These inspections are to be carried out

periodically and should determine the current state and the structural condition of culverts.

The frequencies of inspections are to be carried out annually.

iii. Special Inspection

Special inspections are designed to complement other means of inspection when necessary.

For example, after extreme storms or if problems are reported and need immediate

attention.

In terms of what needs to be detailed and resolved for the culvert structures during inspections, the

following needs to be considered:

i. Culvert

To check the culvert barrel for settlement, abrasion of lining, cracking / spalling of concrete.

ii. Inlet and outlet structure

To check movement (settlement or sideways movement) for concrete structures to check for

cracking/spalling of concrete and corrosion of culvert.


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1.1.3. Inspection of Waterway

i. Hydraulic Capacity

To determine any high water marks indicating flood or presence of obstruction causing ponding.

ii. Siltation and Debris in or near Culvert

To check the severity of siltation and debris within the culvert barrel as well as at inlet and outlet of

the culvert. Its depth shall not be greater than 0.2D where D is 2.4m height of box culvert.

iii. Vegetation

To check the vegetation growth within the waterway both at inlet or outlet of the culvert and

coverage shall not be greater than 20% of waterway section

1.1.4. Velocity Requirements

The outlet velocity is the velocity measured at the downstream end of the culvert, and it is usually

higher than the maximum natural stream velocity. This higher velocity can cause stream bed scour

and bank erosion for a limited distance downstream from the culvert outlet. Permissible velocities at

the outlet will depend upon streambed type, and the kind of energy dissipation (outlet protection)

that is provided.

The minimum velocity of water in the culvert should be 2m/s to prevent sediment position.


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Table 2 - Culvert Inspection & Maintenance

Culvert Inspection and maintenance table

Inspection and maintenance activities Frequency

Inspect that culvert properly captures and conveys

runoff

Repair any blocked or diverted conveyances

Annually - to be undertaken in major storm events

Inspect for and document any thrash, debris and

accumulated sediment at the inlet, outlet and in the

culvert.

Remove any thrash, debris and sediment from

the culvert and at the inlet and outlet

Monthly

Inspect culvert for structural integrity. This is best

performed after cleaning the culvert of debris. Use a

screw driver on metal pipes to probe for corrosion,

deterioration and durability.

Repair/ replace structural damaged culverts.

Annually - to be undertaken in spring months

Inspect for erosion, undercutting and scour,

especially at the inlet and outlet and to any fill

burying the culvert.

Stabilize eroded and undercut areas.

If necessary, backfill and compact supporting soil

around the culvert to ensure structural stability

and proper function.

Annually - to be undertaken subsequent to major

storms

Inspect site for unusual and unsafe conditions.

Repair structural component as necessary.

Annually - to be undertaken in spring months

Monitor ongoing effectiveness

Preparer a plan that more effectively addresses

water conveyance reduces long term

maintenance costs and improves overall

effectiveness and safety.

Every 5 years

Video inspect inaccessible culverts.

Analyse video and prepare a maintenance plan

to restore safe / unobstructed conditions.

Every 5 years, but not required in first 15 years of


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1.1.5. Markings

Each component of the PCAC system shall have clearly marked in an easily visible location, the

following information: (Australian standards AS 4198- 1994)

i. The manufacturer’s name or registered mark, or both.

ii. For access covers and frames, ‘L’, ‘M’ or ‘H’ classification as applicable, and the

maximum mass of the access cover in kilograms visible from above.

iii. For unreinforced components, ‘U’. For reinforced components, ‘R’.

iv. The year and place of manufacture, or the manufacturer’s traceability code.

v. Maximum mass of component in kilograms.

A major top component of each PCAC system shall have the appropriate information permanently or

indelibly marked on the inside surface. Marking on other components of the system need not be

permanent.

NOTES:

1 Engraving is method of marking which could be considered as permanent

2 Manufacturers making a statement of compliance with this Australian Standard on a product

Table 3 - Tolerances on detail dimensions

Dimension Tolerance mm

Wall thickness ±6

Effective height ±8

Internal diameter ±10

Access cover thickness ±3


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1.1.6. Step-up and Step-down Limitations

Step-up The step-up distance shall be a minimum of 300 mm and a maximum of 500 mm

Step-down The maximum step-down distance shall be 600 mm

Joint Type

Figure 4 - Epoxy joint used which is capable of holding 90KPA of pressure

1.1.7. Access Cover and Frame

Access cover I made of cast iron and the type of cover is H.

Type H—Heavy duty access covers and frames shall be units in carriageways which may carry fast-

moving heavy vehicles where wheel loads will not exceed 7.0 tonnes.

It is produced by SA water and the description is and the stock number is as shown below:

Table 4 - Cover frame & assembly

Description & Application Bianco Precast Stock Number

Cover and frame assembly number 400040

1.1.8. Riser Slab

These are designed to fit both the conversion slab at the bottom and the frame at top. It has an

internal clearance of 600mm. It allows for changes in height for the access chamber. Different riser

slabs will be used at different manholes at different locations. For detailed access chamber

requirements, refer to detailed section of individual access chambers.


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Table 5 - Bianco precast sizes

Raiser height Bianco Precast Stock Number

75 (25mm height increase) 400037



1.1.9. Conversion slab

This slab converts have an internal diameter of 880mm down to the dimensions which will coincide

with the shaft section and will be sealed with epoxy joint. The order detail of the product is shown

below.

Table 6 - Bianco PCP

MH size Stock Number Bianco PCP

DN 1200 5680 - 0224 400191

1.1.10. Shaft Section

A fixed DN 1200 shaft section will be used; it has a height of 1220mm, internal diameter of 1015mm

and outer diameter of 1200mm.

1.1.11. Height Adjusting Rings

This ring will be placed between the shaft and the conversion slab. It will be having an inner

diameter of 1015mm and an external diameter of 1200mm. Height adjustment rings are used in case

the culvert’s top section is 1900mm below the surface level.

Table 7 - Bianco PCP thickness

Stock Number Thickness Bianco PCP

5680 - 0096 25mm 400209

5680 - 0095 38mm 400208

5680 - 0094 50mm 400207

5680 - 0093 75mm 400206

5680 - 0092 100mm 400209

5680 - 0091 150mm 400209


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1.1.12. Access chamber to culvert connection

The access chamber is to be constructed above the culvert on the side the greatest distance from

the centre of the road for increased safety when undergoing maintenance. The chamber is to extend

into the culvert for a depth of up to 300mm (see figure 5).

Ladder steps are to be placed inside the culvert and the shaft according to the Australian standards

so that the maintenance workers can access the culvert when required.

The culvert acts as a base section for the access camber and therefore Epoxy joint types are to be

used to ensure that the connection between the culvert and the access chamber will not leak water.

This also prevents the access chamber from displacing vertically from the load that is applied in the

joint.

Figure 5 - Access chamber to culvert connection


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1.2. General Operations

1.2.1. Weather Policy

Poor weather conditions like rain and extreme heat will be taken into consideration for the

construction phase of the project. It will be important to build the project when rain is statistically

least likely to fall which will be during the summer months of December, January and February in

Adelaide. This however poses another problem because the summer months are when high intensity

rainfall is most likely to occur which will cause flooding. Therefore the best decision is to build during

spring in October and November. Wood is not involved with the construction so damages to the

structural integrity are not an issue.

The issues that may arise if it were to rain would be damages to the concrete when the existing

creek is being lined and disruptions to the manual labourers in general which has the potential to

delay the scheduled construction. If the concrete is contaminated with additional water it will

weaken the overall strength because when it sets it will dust and crack. Rain will also distort the soil

after it has been excavated and make it become sludge. This will be problematic when the culvert is

being laid inside a trench and also for any machinery which may have to travel over a muddy slope.

Excess rain on the soil could also drown out new vegetation which has been planted. Fast drying

paints such as lacquers will be used for retaining walls, murals etc. If applied on a rainy day moisture

can become trapped in the paint which in turn creates blisters which peel more readily in the future.

It will not affect the culvert itself and the precast rectangular channel as they will be water resistant

and free from any damages.

In the event of rain falling during construction, work will cease to continue and a plastic tarp will be

utilised to cover any areas which will be affected by water. Similarly, when the weather is too hot

work will cease to continue for the day, with the upper limit determined to be 37⁰C. With this

weather policy in place it will protect the project from setbacks the rain would cause and protect the

workers wellbeing.

1.2.2. Public Consultation and Engagement

It is important to build strong and positive relationship with the local community leading up to the

project as well as during and after the project. We aim to take the public’s opinion seriously and

change the direction of our project if the community feels strongly enough about it. We will be easily

accessible with a hotline throughout the entire project available for anyone to call and enquire

about details. This will be run by a single person who is constantly briefed and up to date with

information. This person will also organise the majority of public consultations, engagement and


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letters. The advantage of using a single person for this is consistency with information presented to

the public.

Stakeholder meetings will be held regularly, fortnightly community meetings will also take place to

keep the public well informed and their voices heard, as well as community information sessions,

school and community action group’s presentations. It is necessary for certain staff working on the

project to meet with individual property owners and communicate possible hazards that may arise

like noise and dust pollution and talk about and concerns the property owner may have. Flyers and

project fact sheets will be delivered to the residential houses directly affected by the project and the

project website will be continually updated with current, relevant information.

1.2.3. GANTT chart

The Gantt chart, as shown in Appendix F, shows the sequence of events to occur throughout the

whole project from the planning phase to the finishing of the construction phase. The chart begins

with some modelling and making the decision of where the culvert will be laid and what will be done

with the original creek. Various plans were devised such as traffic management and excavations to

use during the construction phase. The laying of the culverts and lining of the creeks are all done

individually so that if rain does occur during construction it can be drained via the pathways that are

not under construction. After all of the culverts are laid and the creeks are upgraded then

construction of recreational facilities and re-vegetation of the area can commence. The total

expected tome of the project is expected to go for16 weeks.


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2. Earthworks

Culvert sections and relative flows as shown below

Figure 6 - Culvert map plan

Table 8 - Culvert sizes & their relative flow rate

Section Number Culvert Size (m) Culvert Flow (m^3/s)

Section 2 2.7x2.7 45



Earthworks are consisted of different phases. It starts with planning and site preparing, excavation,

material aspects and finally filling and compaction phase.

The main earthwork procedure is the continuous cut and fills operations.

The Creek contains 3 sections of culvert laying which needs earthworks procedures and planning,

while the remaining 2 sections are remained the same in the existing creek (no earthwork required).


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2.1. Onsite Construction Procedures and Planning

Records:

Records need to be recorded and kept continually during construction operations. These records

need to identify clearly issues that arise during construction such as any expelling conditions faced,

executed works, any deficiencies in fills.

Fencing:

Fencing is installed before commencing earthworks on a certain area. These fences are to restrict

the movement on some areas for public and labour safety and protection.

This fencing equipment will be used stage by stage throughout the sections that need earthworks.

And will be moved simultaneously with the earthworks equipment.

Figure 7 - Fencing preparation for earthworks operations


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2.2. Excavation Phase

Excavation would involve the removal of soil and rock from the site in preparation of installation of

different size culverts throughout various sections of roads.

Before commencing the excavations activities, underground utility clearance should be

acknowledged and confirmed. This clearance relates to the responsibility of identifying and

confirming any location for utilities such as fuel, sewer and groundwater height. The ground water

factor is major one to continue to follow and inspect throughout the constructions phase, because it

is important factor when related to flooding implications. This factor is insured to be controlled to

avoid ground water contamination.

Excavation would need to be carefully planned to be far from the risk of affecting underground

existing features especially residential properties around the area excavated.

2.3. Cut areas and volume calculations

According to Department of Transport road design (Earthworks 1993); the following trapezoidal

dimensions are required to be cut for each width (b) of the culvert. The calculation process depends

on the different width of each culvert for different sections.

For non-sloping excavation areas:

Figure 8 - Area calculation which is cut with no slope (Earthworks 1993)


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For sloped excavation areas:

Figure 9 - Area calculation which is cut with slope (Earthworks 1993)

The calculation below is showing an example for 1 point along the section 2 with non-sloping

features.

√

3


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Excavation also depends on the type of material that is going to be cut. Depending on the material, it

may ease the process or increase difficulty. These specifications also come from the Department of

Transport road design manual (Earthworks 1993):

Table 9 - Material scales

E = Easy digging - Loose free running soils eg sands, fine gravels.

M = Medium - Denser cohesive soils eg clayey gravel, low PI clays

M-H = Medium to Hard - eg broken rock, wet heavy clay, gravel with boulders

H = Hard - material requiring blasting and hard high PI clays

The material under the roads is mainly within the middle range (medium) which makes the

excavation easier and more efficient.

The following table highlights the areas and volumes needed to be excavated for each section of

culvert.

Table 10 - Excel area & volume calculations sample

Section

Section

Length

(m)

Culvert

size (m)

Culvert

height

(m)

Depth

surface

(m)

Total

Depth

(m)

Volume

m3

Culvert

width

(m)

clearance

width

(m)

Total

Width

(m)

Area

m2

2 1000 2.4X2.4 2.4 0.75 3.15 8190 2.4 0.2 2.6 2600

3 100 1.8x2.1 1.8 0.75 2.55 586.5 2.1 0.2 2.3 230

5 2000 2.7x2.7 2.7 0.75 3.45 13110 1.7 0.2 1.9 3800

This will ease the calculations process for the 3 sections and produce a value for the volume of

material available that can be investigated in the next phase (filling and compacting).

The total volume of the excavated material is calculated below:


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2.4. Filling & Compacting Phase

Fill:

Filling Phase planning process will provide:

i. Quality of the material that needs to be filled

ii. Compaction requirement and specifications that need to be met

iii. The number of filling layers needed for different compactions levels.

iv. The availability rate of material of cutting material in reverse to the material needed for

filling (self-sufficient possibility)

Filling Methods and requirements:

Material will be placed in semi-horizontal layers in sections that have uniform depths, this is to

insure the fill deposits are layers systematically filled across the fill area.

Each layer is placed above the other when the bottom filling layers is completely compacted and

check from inspectors for its properties.

In case of having the compacted layers wetted or possibly drying out, this could cause change in

compaction properties and possibly soil will need to be dried out if it was wetted or get wetted if it

gets dried out, especially with reactive soils.

According to the Department of Transport road design manual, Excavation increases the volume of

material. Then it becomes necessary to use some factor then calculates the increase in the material

volume. This factor is called the bulking factor.

These are different examples below for different soil material that has the bulking factor ready to be

used on site to estimate the additional volume produced from excavation.


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Table 11 - Bulking & shrinking factor

Soil Properties

Material Bulk Density

Mg/m3

Bulking

Factor

Shrinkage

Factor Diggability

Clay (Low PI) 1.65 1.30 - M

Clay (High PI) 2.10 1.40 0.90 M-H

Clay and Gravel 1.80 1.35 - M-H

Sand 2.00 1.05 0.89 E

Sand & Gravel 1.95 1.15 - E

Gravel 2.10 1.05 0.97 E

Chalk 1.85 1.50 0.97 E

Shales 2.35 1.50 1.33 M-H

Limestone 2.60 1.63 1.36 M-H

Sandstone (Porous) 2.50 1.60 - M

Sandstone (cemented) 2.65 1.61 1.34 M-H

Basalt 2.95 1.64 1.36 H

Granite 2.41 1.72 1.33 H


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Compaction:

After the excavation and filling process, the compaction process will take place. This is to increase

the density of the soil that is getting filled. Compaction is the method of squeezing air and moisture

as much as possible from soil particles. When compaction is completed, the soil will have a higher

density, thus a higher bearing capacity.

Compaction is done by compaction machinery, layer by layer as the compactions plans request.

Compaction helps in:

i. Reducing the compressing amount of soil material when settling occurs when pavement and

loads are placed above it.

ii. Reduces swelling and contraction.

iii. Increase the soil bearing capacity

Similarly a shrinkage factor can be used for calculating the effect of compaction on material used for

filling. This factor equation is below:

This equation can be used on site to re-estimate the shrinkage (loss) of volume in the material used

in filling. It depends on the soil materials, and similarly an estimate shrinkage values for different

soils is shown above in the table (figure 7).

Figure 10 - Compaction machinery (Earthworks 1993)


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3. Material Status

This section is a guide referring to use of excavated material during the construction. It has been

separated into two main areas which are suitable and unsuitable materials.

3.1. Stockpile

During the excavation, some of the materials are suitable to be used for the fill section; therefore

the following items will need to be addressed during construction, to minimise effects on site and in

the adjacent area.

i. Keep clear of tops of slopes to avoid causing instability.

ii. Storage location should be clear of natural drainage lines and provide temporary drainage if

necessary.

iii. Stockpile of material should not damage the existing flora or fauna

3.2. Erosion Protection

Protection of earthworks from the effects of erosion and deposition, run-off may cross the

formation during the construction period, to ensure that the stream is a broad sheet flow which

crosses roughly at right angles to the alignment and minimizes the likelihood of sub-grade softening.

When rain is likely or when work is not proposed to continue in an area for the following day,

precautions shall be taken to minimize ingress of any excess water into earthworks material. This wil

be done by

i. Ripped material remaining in cuttings.

ii. Material placed on embankments shall be sealed off by adequate compaction.

3.3. Legal Dumping

All materials which are not suitable to be used for fill during construction will be removed and

disposed of. It will be the contractor’s responsibility to ensure that this is carried out to the

appropriate Australian standards.

3.4. Safety issues

Ground vibration:

Due to the culvert being built within residential, public areas the excavation of the culvert will

become an important aspect of the construction stage. In terms of ground vibration emissions the


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following precautions and measurements shall be taken throughout operation of heavy machinery

to provide a safe environment and minimise the risk of particle velocity limits being exceeded.

i. Monitor of ground vibrations to ensure compliance with the peak particle velocity limits all

monitoring shall be carried out by personnel possessing current registration.

ii. Monitoring location shall be near the perimeter of the structure or building at the point

closest to the maximum charge.

iii. Monitoring recordings shall be taken and submitted to the relevant supervisors.


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4. Traffic Management

4.1. Local traffic diversion for culvert installation

The following section illustrates the procedure for local traffic diversion whilst the culvert is being

installed for the surrounding Lower Brown Creek. The procedure follows the methodology and

safety standards listed by the Australian Standard AS 1742.3- 2009 for the Manual of uniform traffic

control devices - Part 3: Traffic control for works on roads.

The proposed culvert path will need to be installed in two types of roads; feeders (local access roads)

and the arterial road and will need to be addressed in two separate processes. The culvert

installation through the arterial roads will need to be addressed in a staged manner and detailed

further. The culverts; whilst been installed through feeder roads will be able to be treated much the

same way for the installation, unique scenarios and alteration are also further detailed.

4.2. Local traffic diversion for Feeder/Local Road

For the duration of the installation of the culvert through the Feeder/Local roads the standard

procedure will be as followed:

Local residents of the street shall be directly contacted at least 14 days prior to construction and to

be given an advance notice about construction and high likely hood of disruptions due to noise

pollution, vehicle and pedestrian access, restricted traffic flow, restrictions of on road parking and

access to services.

A full working day prior to commencing of construction on roads it’s required that the street is

closed to the general public with following signs are placed at the closest relevant intersection:

i. Detour Ahead sign (T1-6),

ii. Directional Detour sign (T5-1(R)) or (T5-1(L))

iii. Local Traffic Only sign (G9-40-2)

iv. Typical Temporary Barrier Boards (Fig 3.3 (AS 1742.3-2009))

Requirement and recommendations for protecting workers of a static work site requires a Case 4

(Clause 4.5.2 (C (iii)) to be implicated and the following measures need to be conducted prior to

excavation phase:

i. Placement of Roadwork Ahead sign (T1-1) and 40km/hr ahead sign (G9-79) 5-10m

before the taper area.

ii. Placement of traffic Cones along the oncoming traffic side of road to make 30m taper

area followed a 20m buffer zone to the work area.


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iii. Placement of Traffic Cones that are placed along the length of the work area , maximum

distance 5m between cones and minimum of 0.5m from work area to opposing lane.

iv. Placement of Typical Temporary Barrier Boards (Fig 3.3 (AS 1742.3-2009)) 5-10m prior to

work area

During the excavation or installation phase, if the amount of traffic flow becomes too great and the

work area becomes congested or unsafe, manual traffic controllers are then required on either end

of the work site to find alternate traffic routes through the work area. The controllers will keep to

safety procedures stated in Appendix G - Model Instruction for Traffic Controllers. If these measures

are unsuccessful the road in which the work area is on, will be physically obstructed by Typical

Temporary Barrier Boards (Fig 3.3 (AS 1742.3-2009)) and traffic will be blocked for all vehicles (Locals

included) for the duration of work.

Figure 11 - Components of a typical worksite (AS 1742.3 - 2009)

Figure 12 - Components pf a typical work site (AS 1742.3 - 2009)


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Bassnett St

Figure 11 shows the basic traffic sign layout for excavation at an intersection, Note: signs speed and

locations from work are not applicable to the feeder road intersection located in the Lower Brown

Creek region.

4.3. Unique scenarios of Feeder/Local road and alteration

The following section details unique scenarios of Feeder/Local road and alterations that are

required. Note: Standard procedures for local traffic diversion though Feeder/ Local Access roads

still applicable unless otherwise stated.

Alternations from the standard procedure for local traffic diversion are as follows:

To allow for a safe amount of distance between work area and pedestrian path a The temporary

diversion of pedestrians path is required, therefore needs the placement of a pedestrian (arrow) sign

((T8-2(L)) and (T8-(R))) as well as Pedestrian Watch Your Step (T8-1) As the temporary route

illustrated in figure 13 is potentially hazardous because of level difference and loose surface material

caused by the gravel.

Figure 13 - South Road/ Bassnett St pedestrian path diversion (Orange)


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Alternations from the standard procedure for local traffic diversion are as followed:

i. Road closure to western side of Harvey Ave detours for traffic following this route and will

follow the procedure stated in local traffic diversion for Feeder/Local Road.

ii. Following the closure of western side of Harvey Ave the roundabout can then be treated as an

intersection for the procedure that is stated in local traffic diversion for Feeder/Local Road.

Harvey Ave Harvey Ave

Figure 14 - Traffic diversion for Harvey Ave/Beare Ave roundabout

Figure 15 - Traffic diversion for Basnett St


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i. To allow for a safe amount of distance between work area and the West-Side Bikeway, the

West-Side Bikeway will divert onto a temporary path made from rolled gravel that leads onto

Birdwood Terrace and then onto the bikeway again. The surface of temporary bikeway has to

be adequate enough to allow bikes to travel on it safely, The placement of a Loose Surface T3-

14 will be require to warn of potential hazards in Placement of Directional Detour sign ( (T5-

1(L)) followed by Typical Temporary Barrier Boards (Fig 3.3 (AS 1742.3-2009)) 5-10m before

the work area

ii. The placement of Watch for Pedestrians sign is to warn drivers that riders have been diverted

onto Birdwood Terrace and shall be placed 25-30m from the connection of the temporary

Bikeway.


Figure 17 shows the procedure in which traffic will be diverted through the intersection, there are

no major alterations from previously stated. This section is to be treated as two side by side

intersections.

Figure 17 - Tilden Ave/ Gray St intersection

Figure 16 - Westside bikeway detour via Birdwood Tce


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4.4. Local traffic diversion for Arterial roads

Figure 18 above shows the proposed method for the installation of the culvert through Marion road

(Arterial road). The culvert will be installed in sections similar to the method as on South road. The

culverts are to be installed in two stages which will have a lengthening delay construction in

comparison to closing all of Marion Road, but it will cause less disruptions, still allowing for the road

to remain open, and will still accessible to the general public.

Section one is to be excavated first for the installation of the culverts, the section boundaries are

from the end of Dudley Avenue, over the bike lane and whole Eastern road to and including the

middle turning lane. During installation of section the remainder of the western side of the road will

be turned from a double lane road into two-way single lane road, the traffic will need to be merged

into a single double-lane road an appropriate distance from the site. The method for the installation

of section two will be conducted through a vice versa of section one.

Figure 18 - Dudley Ave/ Marion Rd stage installation


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Figure 19 - Basic procedure of traffic diversion for Dudley Ave/ Marion Rd stage installation

Construction Zone

Proposed Culvert Route

Proposed temporary routes for

Vehicles, Bikes and/or Pedestrians

Temporary Road Block

LEGEND

Figure 20 - Legend for figures above


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5. References

AS 1418.1-2002 Cranes, hoists and winches - General requirements

AS 2436-2010 Guide to noise and vibration control on construction, demolition and maintenance

sites

AS 2550.1-2011 Cranes, hoists and winches - Safe use - General requirements

AS 2550.15-1994 Cranes - Safe use - Concrete placing equipment

AS 3798-2007 “Guidelines on earthworks for commercial and residential developments”

2002, section 2: Standard Specification for Urban Infrastructure Works (please refer to Dan

AS 4910-2002 (Reference Use Only) General conditions of contract for the supply of equipment with

installation

Department of Transport, Manual of Contract Documents for Highway Works, Volume 1,

Specification of Highway Works, Series 600 - Earthworks. 1993

CFMEU Construction & General Division, 2014, Inclement weather - Heat Policy, Viewed 25th May,

2014, <http://www.cfmeu.asn.au/branch/sa/campaign/inclement-weather-heat-policy>

Worley Parsons 2001, Drainage Manual - Urban Drainage and Flood Control District, Worley Parsons,

Adelaide

http://www.cfmeu.asn.au/branch/sa/campaign/inclement-weather-heat-policy

Engineering

2. construction _operations