18740 Certificate IV in Building and
Construction – Building
CPCCBC4004A Identify and Produce Estimated Costs for Building
and Construction Projects
TAFE NSW Riverina Institute, Wagga Wagga Campus
Produced by
TAFE NSW
© TAFE NSW Riverina Institute 2010.
Information contained in this training manual remains the property of TAFE NSW Riverina Institute and cannot be
reproduced or used for other purposes without prior written permission.
Introduction Estimating – Forecasting the cost of a construction project
Welcome to the class for Identify and produce estimated costs for building and construction
projects. These Class Notes have been developed so as to provide you the information so that
you can fully understand the essential need for accurate estimating for your residential project.
Students should purchase the following books as to ensure every opportunity to fully understand
this subject,
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Australian Standard Method of Measurement of Building Works (5th ed) {required for class
work}
Building Measurement (2nd edition) Paul Marsden {Supportive reading}
CPCCBC4004A Identify and produce estimated costs for building and construction projects,
is not an easy subject, as it requires you to have a:
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clear understanding of building industry terminology,
ability to comprehend the different methods of construction,
ability to measure and calculated different materials and their associated components,
knowledge of trigonometry and geometry.
Quantity and Estimating Terms
Ascertain Damages
The builder is rewarded with monetary allowance for the early completion of a project.
ASMMBW : Australian Standard Method of Measurement of Building Works
Bill of Quantities A detailed document prepared by a quantity surveyor and listing the estimated
quantities of materials, labour and any other items required to carry out a project. (A trade order
list of materials, labour and services necessary to construct a particular project).
Other Bill of Quantity formats include:
Specification and Bill of Quantities
As the name implies, this document contains both, the Specification and the Bill of Quantities
rather than having two separate documents.
Specified Bill of Quantities
This document is similar to the Specification and Bill of Quantities except that the Specification is
incorporated with the Bill of Quantities in the form of preamble notes and the Bill of Quantity
descriptions. The quantities do not normally form part of the contract but the preambles and
descriptions are part of the contract.
Billing
The quantity surveying process of writing or drafting Bill of Quantities descriptions and presenting
the quantity for each description and presenting the quantity for each description
Bill, Measure and Extend
The total quantity surveying process of writing a description, measuring the quantity from the
drawings, carrying out all necessary calculations and finally, billing the answer.
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Billing Units
The unit of measurement used when billing, i.e.
Length
Metre
Area
square metre
Volume
cubic metre
Mass
tonne
Number
number
m
m2
m3
t
no
Costing
Collating relevant information and calculating the actual cost of a construction project.
Note: Information obtained is analysed and directed to provide:
(a)
(b)
Cost control on projects.
Data for future estimating
Direct Labour
Site Labour employed by the builder
Extend
The quantity surveying process of carrying out all the mathematical calculations to arrive at a total
quantity for each description in the Bill of Quantities
Item
A term used in the Bill of Quantities to signify a description involving a cost to the builder but where
no quantity is required to be given
Liquidated Damages
Monetary penalty imposed upon the builder under the terms of the contract if the works are not
completed by the date fixed in the contract, with allowance s for extension of time.
Measure
The quantity surveying process of measuring or “taking off” the quantities from the drawings
Nett Rate
A rate, which includes materials, labour (including on costs), builders plant. (overheads and profit
are not included).
Nominated Contractor
Sub-contractor or subcontractors who are nominated by the client, to perform a separate or
specialized section of the work. The cost of which is allowed as provisional sum in the contract.
Note
A term used in the Bill of Quantities to signify a description involving no direct cost to the builder
but which will influence the pricing of subsequent descriptions
Works
Is the actual building of associated work that the builder is contracted to construct.
On-costs on Labour
Charges payable by the builder directly attributed to his / her employment of site labour.
Overheads
Charges payable by the builder not directly attributable to his/ her employment of site labour.
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Preliminaries
Are usually costed after the net cost of the project is known. Preliminaries are a major cost
associated with any job and thus should be carefully calculated.
Prime Cost Items
A monetary allowance for net trade price of articles (supply only) of a tentative nature at the time of
tender. Articles may be completely stated (brand, type, quality, etc) or left for select by owner.
Profit
The amount by which the tendered costs exceeds the actual cost of the project. Note: We can only
“anticipate” a profit margin, as it will depend on the accuracy of the estimation and the supervision
of the building project.
Provisional Sum
A monetary allowance which the tenderer is directed to include in his tender to provide for the cost
of works, usually labour and materials.
Retention Monies
A monetary sum retained by the client from progress payments to the builder for the client security
Schedule of rates
A list of unit rates used by the Architect to adjust Builder’s claims for variations. The client would be
given a schedule of rates on which a final costs could be verified on the completion of the works.
Note: Can also be used in cases where no final drawings are available at the time of tender.
Sub Contract
Portion of the main contract performed by others (subcontractors) and can be for:
a)
Supply of materials only.
b)
Supply and fix materials.
c)
Supply labour only.
Note: The Head Contractor retains the full responsibility for the completion of all works.
Tender
The sum of money, time and other conditions required by the tenderers to complete the specified
building works.
Unit Rate
A rate, which is the combination of a Net rate plus the Builder’s allowance for overheads and profit.
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Section 1
Overview of the construction industry
Learning Outcomes
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State the structure of construction industry in Australia
Describe the role of a quantity surveyor
Describe the functions and format of a bill of quantities
The structure of construction industry
The construction industry is a complex organisation which embraces a wide range of activities both
in respect to the type and size of projects undertaken. The work is broadly divided into public and
private sectors and the workload varies considerably from year to year.
The government is a major client and construction work is often undertaken in the public sector for
political or social reasons. Private sector clients include commerce and industry, private owners,
charities, etc and construction work is purely for financial or investment purposes.
Private sector clients may vary greatly from a single individual who only undertakes a single
project, to small developing companies and multinational corporations. Clients are often the
initiators of project development who usually have no technical knowledge and require advice from
a design team. A design team is usually headed by an architect who is the designer of the building
project and has the responsibilities of translating the client’s ideas into an acceptable design and
then into working drawings.
The architect is often the building owner’s adviser and is therefore in a position to recommend a
quantity surveyor and others for appointment. It is important that the other design team members
are involved with the project as soon as possible in order to shorten the design stage. In addition
to the design the architect will deal with all necessary official approvals in accordance with the
various statutory and other controls such as planning permission, building regulations, etc.
A chartered quantity surveyor is usually a member of the Australian Institution of Quantity
Surveyors who works together with other building professionals to provide cost and contractual
advice to the client or the architect. The role of the quantity surveyor will be examined in detail in
the next unit.
Engineers are also members of the design team and they deal with the practical aspects of
construction such as structural stability, electrical, mechanical and other services installations. The
quantity surveyor will need to work closely with these engineers to prepare his quantities from their
drawings for engineering work of the project since the architect’s drawings may be imprecise on
these matters.
A contractor (builder) will vary from the small firm employing a few operatives up to a large
company with diverse operations of work. A contractor may be involved in a project upon award of
a contract by the client and responsible for the construction of a project until completion of work on
site. A contractor usually employs sub-contractors to carry out construction work on site such as
excavation, concrete work and so on.
The success of a building project relies on the co-operation of building professionals to work
together and contribute their expertise in various aspects.
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Construction Estimates and Estimating
CONSTRUCTION ESTIMATING “The technical process of anticipating the net cost of a proposed
building project.”
An estimate is the compilation and analysis of the many items that influence and contribute to the
cost of a project. It could be described as a ‘valued opinion’ as to the cost of building work
usually for the purpose of estimating for contracts.
Estimation – Science or Art
“Estimating” is a technical or mathematical process of collecting facts and figures, plus expert
judgement. Then applying a method of estimate preparation required in developing a realistic
estimate.
It also requires a careful analysis of the previous construction projects in order to produce the most
accurate estimate of the probable cost consistent within the time available.
All this happens before any physical construction takes place requires a detailed study of the
contract documents.
Majority of estimators, admit that their work involves aspects of both the mathematical calculation
and the art of using sound judgement based on experience to produce the total estimate.
It must be understood that there are almost as many methods of estimating as there are
estimators. With each method tailored to suit the type of work being undertaken by the individual
building contracting organisations.
For example an estimator may work in an office that undertakes work in one or more of the
following sectors of the building industry:
• Domestic.
• Industrial.
• Low Rise Commercial.
• High Rise Commercial.
• Civil.
• Fitout.
• Alterations and Additions.
The Estimator in a Professional Office
An estimator (Quantity Surveyor) in a professional office interprets the work shown on drawings,
specifications and other documents prepared by the Design Team into costs. Providing all
documents containing the quantities needed for the construction of a project, to assist Builders in
the completion of their tender.
They are also known as advisors on financial, economic and technical aspects of the building and
construction industry, providing their services basically to the Building Owner (Client), and Design
Team. Under certain contracts (Project, and Construction Management) they also work alongside
the Builder and Construction Team. They are basically concerned with monitoring and controlling
the Clients money to ensure "value for money is obtained". In this role they are often considered
as "auditors" of the Builder’s estimator.
The estimator in a professional office would be involved from the conception of a project, continue
through the design, documentation and construction phases to the final payment to the Builder.
Work varies from, in the office and on site, and could involve estimating, billing, assessing of
progress payments and negotiating monetary claims made by the Builder.
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The Estimator in a Builders Office
An estimator in a Builder's organization may not be as varied as that of an estimator working in a
professional office. It generally involves a larger percentage of "on-site" work and requires a
greater knowledge of construction methods.
In a builder’s office the estimator is normally not involved in a project until tenders/quotes are
invited, or actively sort through a quoting or tendering process.
In a project home builder’s office, a sales estimator is usually involved in the development of prices
for new or existing designs, one off designs and the costing of client variations to existing designs.
Estimators may then prepare the estimates of quantities and labour required for the individual jobs
and costs these for ordering and trade allocation purposes using previously agreed rates.
When preparing the estimate the estimator may consider alternative construction methods to
ensure a competitive price and an optimum construction time is achieved. If the construction
period allowed is less than the ideal, they may need to examine alternative methods of reducing
the time. Estimator may be involved with arranging sub-contracts, preparing and negotiating
claims for additional payment for variations and preparing claims for progress payments. They
may also become involved in supervising the construction on some projects.
Types of Tenders/Quotes
There are three main streams through which work may be generated or obtained:
Competitive
A Builder Contractors wins work by submitting a quote or tender in competition with other Builders
Contractors. A Building Contractor or subcontractor must provide a service and get paid sufficient to cover all the costs, plus whatever the market will pay. Competitors will always control
the size of the "plus", the aim will be to keep costs to a minimum and add on as much "plus" as
possible – but just enough to beat the competition as often as possible so as to get a share of the
market.
Note: the Builder must expect to win far less tenders than they submit. For this reason estimating
is critical to the overall success of the building company. In a project home building company it is
critical that the advertised selling prices are accurate and competitive, due to the competitive
nature of the industry.
Non-competitive
The Builder or Contractor is selected by the owner to complete building work. It is usually on the
basis of past work, reputation or relationship. The price will still have to be realistic, although it
may not have to be a finely tuned amount on which the contract will be won or lost.
Speculative
The Builder has sufficient capital or collateral to construct a house or restore an existing one for
sale and hopefully profit. This process involves a fair degree of risk. Success typically relies on
the Builder having a good understanding of housing market, to ensure a sale or the project.
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Types of Estimates
We could group estimates into three general categories:
Lump Sum Estimates
Comprises a fixed amount (sum $), compiled by Building Contractors, who agree to perform a
specific amount of construction in full accordance with the contract documents. Lump sum
estimates are general used, only when the nature of the work and the quantities involved are well
defined in the contract documents.
Unit Price Estimates
This form of estimating is mainly used on engineering construction projects where the price is
submitted not on a lump sum basis, but as a series of unit prices. Unit price estimates are used
when the quantities of work to be performed are not determinable, but the nature of the work is well
defined. In this form of estimating, estimated quantities are shown for each item. These quantities
may not be guaranteed by the Client and are usual subject to adjustment during the contract.
In determining the unit prices, the following must be considered:
- The quantities listed are estimates only.
- The Contractor will be required to complete the work specified in accordance with the contract
and at the quoted unit prices, whether or not quantities are more or lesser than the estimated
amounts.
- All items that are not specifically outlined in the schedule of rates eg. labour, material, supplies,
equipment etc but are required to complete the work documented and are the Contractor’s
responsibility and no separate payment is made for them.
Approximate Estimates
For a variety of reasons a Building Contractor may need to determine approximate construction
costs in a short amount of time. It may be merely to:
- Check on the cost of work submitted by a subcontractor
- To establish a “target sum” for use in a negotiated contract,
- Or to establish the viability of a specific proposal (feasibility), where documentation is still at an
early stage.
Remember an estimate is a prediction of the Net Cost of the proposed construction.
Giving a quote or providing a tender is the Actual Offer to carry out certain works for a specified
sum of money. Although a quote or tender is based on the estimate.
AN ESTIMATE SHOULD NEVER BE REGARDED AS A TENDER OR A QUOTED PRICE
To remain in business The Building contractor must be the lowest bidder on a sufficient number of
projects for which they tender/quote. The jobs won must not be priced so low that the Contractor is
unable to realize a fair profit from them. Quite often, the first price given to the Client will be the
price that they expect to pay for the project. Even though this may never have been the intention
of the building contractor.
Understand the importance of this; it is best to resist providing such a price unless the Client
completely understands the basis on which it is founded.
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Stages of Estimate Preparation
To produce an estimate in Construction industry, involves three phases
 pre-contract stage,
 tender stage
 post –contract stage.
Pre-Contract stage
Preliminary: Estimates based on sketch drawings and a brief outline of the work and finishes
proposed. These are often used to indicate whether a home is within a Client’s budget. At this
stage the Building contractor may also advise the client on matters like tendering procedure,
contractual strategy and updating cost plans regularly.
Feasibility: Estimates based on anything from a verbal description to an indicative sketch of an
intended home, although unusual projects may require provision of more detailed information even
at this early stage. These estimates may form part of a feasibility study by an Architect or
Developer to decide if a project is economically viable. Such estimates necessitate consideration
of many factors and can involve many disciplines to establish any element of accuracy that can be
trusted by the intended user.
Tender stage
Quoting: Estimate of cost based on either prepared documentation or when the Builder performs
a schedule of finishes and inclusions to indicate the basis of the quoted price. The Building
Contractor may investigate projected costs, time restrictions and construction alternatives
proposed. The quantity surveyor may also be required to analyse budget estimates and cost plans
to locate and identify any significant budgetary over-runs, and give reasons for such over-runs.
Sales Estimate: Estimates are prepared for the Client requested changes/variations to standard
home designs. These variations if agreed upon are incorporated in the contract to be signed.
Tender: Estimates based on full tender documents including exact details of extent of work,
contract obligations etc. Subsidiary uses of tender estimates are as a base for proposals to reduce
the cost of a project against clearly known parameters of work when the cost limit of a project has
been exceeded.
Post contract stage
Variations: This can be a very important stage in which to protect the client’s interest. Pricing
variations, during construction, from owner to the Contractor (proposed or actual) should be in
writing.
In the post-contract stage the Building Contractor checks and processes such things as
 the builder’s claim,
 rise and fall,
 extensions of time claims,
 variations, and
 recommends for payment any amount deemed fair and reasonable for these items.
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This is critical, as the client does not normally want to pay money to the builder earlier than is
required. In addition, the client does not wish to pay more money to the builder, as in variations,
than is deemed fair and reasonable.
Generally, each Builder will arrive at a method of estimating that suits their particular type
of construction enterprise. The approach will sometimes comprise a combination of the
various methods mentioned or may simply be an educated guess based on a recent similar
job.
The Bill of Quantities
A Bill of Quantities, is a complete list of quantities of labour, plant and material, with a brief
description of work set out in such a fashion as to make it convenient for an accurate estimation of
costs for the purpose of tendering.
A bill of quantities is itemised in an orderly manner, it is a complete description of the required
materials and standard of work. It should be in sufficient detail to enable estimators for completing
tenderers to arrive at an accurate and competitive price offer for a proposed building or
engineering project.
A bill of quantities is a list of numbered or coded items describing quantities and materials
required to carry out the contract work that is divided into sections corresponding with
their usual building trade and in accordance with the ASMMBW.
The purposes of a bill of quantities
It provides a common basis for tendering. Description and quantities are set out in a standard
format so that tenderers are given a fair and equal chance to win the job. Therefore it:
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saves the extra time and duplication of effort that would result if all tenderers were to take
off their own quantities
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prevents differences of opinion in interpretation of the drawings and specification
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provides a thorough check of the drawings and specification, thereby minimising
unexpected variations during the construction.
Bill of Quantities Format
The traditional bill of quantities is arranged in trade order. The order of trades is the same order as
in the specification or the order of construction as recommended by the Australian Standard
Methods of Measurement of Building Works (ASMMBW), i.e;

Preliminaries

Groundworks

Piling

Concrete

Masonry
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Stonework
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Structural Steel
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Metalwork
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Woodwork
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Glazing
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Hardware
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Roofing
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Windows
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Doors
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Finishes
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Painting
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Furniture
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Hydraulics
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Drainage
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Electrical installations, etc
Apart from being arranged in trade order, each trade has facilities for each description to be priced
and totalled to give the total trade cost. The value of each trade is then transferred to a general
summary to obtain the total project cost.
In order to be able to refer to any section of the bill each description is given a separate and
distinct reference. It is also normal practice for each page to be numbered and labelled with the
project name and trade.
Descriptions
Give a clear indication as to the scope of work to be completed and involves a complete
description for each item of work on a take-off sheet. It is essential that the descriptions you
provide adequately describe the materials and workmanship in sufficient detail to enable the
building contractor to accurately price the quantities of work to be undertaken from the description
provided.
Descriptions should be limited to concise summaries of the essential requirements of the contract
documents, and should include:
 what the item is,
 what measurements/sizes if any, are involved,
 the ingredients/proportions apply,
 the method of application, and
 the quality involved.
The above notes provide only a basic insight of the method of describing and billing our
take-off. As you work through the specific trade sections of your course you will be
provided with more detail about descriptions and the take-off process.
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Revision Program
Answer the following Questions
1. List out the members of design team and briefly define their responsibilities in a project.
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2. Briefly discuss the role of a Building Contractor at the pre-contract stage.
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3. Briefly discuss the role of a Building Contractor during the tender stage.
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4. Briefly discuss the role of a Building Contractor at the post-contract stage.
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List the characteristics you consider essential in a successful estimator.
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6. Discuss the purposes of a bill of quantities
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7. List the characteristics you consider essential in a successful estimator
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Section 2
Australian Standard Method of Measurement of Building Works
(ASMMBW)
Learning Outcomes
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Follow the Australian Standard Method of Measurement of Building Works (ASMMBW)
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Understand the setting out and usage of measurement papers

Apply the different techniques of measurement

Develop a neat and methodical approach to taking off and extending items
The functions of the Australian Standard Method of Measurement of Building Works
The ASMMBW is published to provide a uniform basis for the measurement of building works and
for the presentation of units of measurements in bills of quantities. The methods of measurement
laid down therein shall be applicable to the preparation of bills of quantities before the works are
commenced and for the measurement of finished works.
It is a book of measurement rules and like most rule books does not instruct you how to measure
quantities but rather lists the principles and conventions that apply when measuring quantities.
ASMMBW is broken into a number of sections commencing with Section 1, Introduction, General
Rules and Recommendations, which is followed by a number of trade sections. These trade
sections generally align with the NATSPEC Specification sections.
After reading Section 1 you should have noted the following major points:
1)
Unless otherwise stated, all work is measured net as fixed in position.
2)
Minimum deduction requirements.
3)
Unless otherwise stated, description in Bills of Quantities are deemed to include:
(a)
Materials and goods including materials required for lapping, joining and the like
and all costs in connection therewith such as conveyance, delivery, unloading,
storing, returning packing, handling, hoisting and lowering,
4)
(b)
Square, raking, splay and circular cutting,
(c)
Waste of materials,
(d)
Labour and all costs in connection therewith including the labour in drilling, setting,
fitting and fixing of materials and goods in position,
(e)
Establishment costs, overhead costs and profit,
(f)
Plant and equipment,
(g)
Taxes, overtime, bonus and incentive payments, duties and royalties,
(h)
Protection of work against damage except where specific means of protection,
(i)
are stated in the contract documents in which case items shall be given in the
appropriate sections.
The importance of the Measurement and Prices Clauses.
The ASMMBW is authorised by agreement between the Australian Institute of Quantity Surveyors
and the Masters Builders Federation of Australia.
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Introduction, General Rules & Recommendations in the ASMMBW
Section No 1 of the ASMMBW is Introduction, General Rules & Recommendations which is an
important part in the measurement of building work. It lays down general rules and guidelines with
regard to the measurement and the preparation of a bill of quantities.
This section provides general purposes of the ASMMBW and the functions of a bill of quantities
which should be carefully studied and comprehended before the commencement of any
measurement work. This section also includes some of the important clauses/rules that are
fundamental in the measurement of building works. The following table shows are abstract of
some of the important clauses/rules that are relevant at this stage of study:
Table 1
Clauses
3.1 Net as fixed in position
Details
Measure only the finished product as designed
and specified (i e no allowances for waste or laps
except where noted otherwise).
3.2 Measurement before calculation
shall be taken to the next 0.01
metre
3.4 No deduction shall be made from
items required to be measured by
area for voids less than 1m2 and
by volume for voids less than
0.1m3
All dimensions before calculation shall be up to two
decimal places.
4.5 Items as indicated in this clause
shall be deemed to be measured
These work shall not be measured and builder shall
make such allowances in their rates.
6.1 Billing units for mere, square
metres or cubic metres
All billing quantities shall be billed in whole numbers
and no decimal places be allowed e.g. 102.5m shall
be billed as 103m and 232.02m2 shall be billed as
233m2.
6.2 Billing unit for tonne
All billing quantities by weight shall be in full in
hundredths of a unit e.g. 0.044t shall be billed as
0.05t.
Any opening less than 1m2 in area measures or 1m3
in volume measures shall be ignored and no
deduction shall be made.
The document is mostly used when preparing quantities for projects other than of a domestic
nature, many of its principles and conventions can be applied to the measurement of domestic
building projects.
To maintain a simplistic and consistent approach in estimating quantities it is desirable to
accurately measure the net quantities in the first instance. The variants of waste, laps,
ordering modules, etc, can then be considered when pricing the components of the project
as they will have more relevance and can be more easily understood at that time.
The Builder on the other hand also makes an allowance for the obvious factors of cutting, lapping
and wastage applicable to the use of the labour, plant and materials in the construction process.
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Example of Quantity Surveyors Bill of Quantities
CONCRETE
$
A
Refer to Section 1 “Introduction, General Rules
and Recommendations” of the ASMM
B
Refer to Specification Section “CONCRETE” for
particulars of concrete, formwork and
reinforcement.
MEASURMENT AND PRICES
C
Refer to Section 6 of the ASMM for
measurement and prices clauses relating to
concrete, formwork and reinforcement.
D
Allow for provision of sample of concrete
aggregate material to Engineer for testing
purposes.
ITEM
Allow for arranging and paying for compression
tests on concrete cylinders to be carried out by
an approved testing laboratory.
ITEM
Allow for protection and curing of concrete slab
as described. (In m2)
ITEM
E
F
IN-SITU CONCRETE
20MPa – 20mm Aggregate Reinforced
Concrete
G
In attached booting beams placed into trenches.
m3
13
H
In 100 thick ground slab placed onto damp proof
membrane
m3
12
Steel trowel finish on concrete floor
slab to receive sheet vinyl
m2
6
Ditto on concrete floor slab including
carborundum grains as specified
m2
114
Form rounded tool finish to edge of concrete at
all door openings
m
6
m2
8
Integral Finishes
I
J
K
FORMWORK
Ordinary Formwork
L
To edge of combined ground slab and footing
beam (measured full height).
To collection
Sample Bill
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18
The Australian Standard Method of Measurement also requires measurement in greater detail
whereas the Builders measurement is less complicated and generally developed in a form that
enables the calculated quantities to be used for ordering the labour, plant and materials needed for
construction. Particularly in housing construction, the detail shown is generally much less as the
contractors cost includes in a single all in rate, many of the elements shown above.
Although the procedures set in the Australian Standard Method of Measurement are not
fully adopted for the measurement of domestic or minor Commercial projects the document
has been brought to your notice because it is the only reference that presents a
standardized method for estimating building quantities. However the basic rules of setting
out and calculation contained in the document are widely used in practice and often form
the basis of individual methods of measurement.
Principles of measurement & description
Measurement Paper
In measuring quantities a typical measurement paper is used to facilitate the measurement work.
A measurement paper is divided into columns namely item, particulars, unit, quantity, rate and total
cost. A sample is included in Figure 1 and the function of each column is explained following:
Figure 1
Item Particulars
Unit
Qty
Rate
$
C
To Collection/Summary $
(a) Item
This column as seen in Figure 2 is used for description reference and alphabet letters are used to
signify their sequence. Alphabet letters are in capital letters and start with letter A as the first item
of a page and on every new page. This means that on every new page the first item shall be
prefixed A and the following items are in alphabetical order.
Figure 2
Item Particulars
Unit
Qty
A
Concrete
20Mpa reinforced concrete edge beam
m3
15
B
25Mpa reinforced concrete footing
m3
32
C
Class 4 formwork to soffit of suspended
Slab
m3
22
Rate
$
C
(a)Particulars
The particulars or details of an item are written in this column as seen in Figure 3 with the
description written in such a format as to satisfy the requirement laid down in the ASMMBW. In
principle any description that fails to do so is incorrect and unacceptable. The various clauses in
the ASMMBW indicate the essentials of the description. The practical application of the ASMMBW
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19
must be combined with a detailed knowledge of construction technology in order to formulate clear
and concise description. This column is divided into five sub-columns (see attached example) and
each will serve different functions in measurement.
Figure 3
Item Particulars
Unit
Qty
Rate $
C
F
A
C
T
O
R
S
D
I
M
E
N
S
I
O
N
S
E
X
T
E
N
S
I
O
N
S
L
O
C
A
T
I
O
N
S
I
D
E
C
A
S
T
S
The functions of each sub-column are detailed in Table 2:
Table 2
Column
Functions
Explanation
First
Factor
Some items may occur several times during taking off and in
order to avoid re-writing the items again appropriate
measurements may be multiplied. The figure is written in the
‘factor’ column of a
measurement paper and separated from the
measurement by a diagonal stroke
Second
Dimensions
Dimensions from the drawings are transferred to the
measurement papers. The unit of measurement in this
column is expressed in metres and in two decimal places
The order of stating dimensions shall be consistent and are
generally in the sequence of length, width & height.
Third
Extensions
After taking off quantities from the drawings, dimensions
extended and totalled to arrived at the final quantities for a
particular item. In this column figures are still in two decimal
places.
Fourth
Location
This column is used to identify the location of taking off
from the drawings. This usually noted as room numbers,
door numbers or gridlines.
Fifth
Sidecasts
Sidecasts are waste calculations that are involved in the
determination of the dimensions and any related
explanatory comments should be written clearly in this
column. The risk of error will be reduced since these
calculations may be checked and in addition by which the
dimensions were determined will be made clear for later
reference.
(a) Unit
This column is used for billing unit and the billing unit is in accordance to
ASMMBW. The billing units are m, m2, m3, no and t.
(b) Quantity This is used for billing quantity and the billing quantity shall be in whole
numbers and any part of the number shall be billed as whole unit, except in weight
measurements
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(d) Rate
This is the unit rate inserted during the pricing stage and it represents the market
value of undertaken a particular task per unit quantity.
(e) Total Cost This represents the product of total quantity and unit rate to provide the total
cost of undertaking a particular item.
Basic Measurement Techniques
The first step to be undertaken when preparing a Bill of Quantities is the measurement process or
‘taking off’ the quantities from the drawings.
The ASMMBW Section 1, Introduction, General Rules and Recommendations,
In calculating the cubic contents of members with specifically designed dimensions,
such dimensions (e.g thickness of concrete slabs and walls, cross-sectional sizes of
beams and columns) shall be taken exactly. In all other cases, measurements before
calculations shall be taken to the next 0.01 metre except as required in Section 9
Structural Steel.
Except for the cubic content of members with specifically designed dimensions and Structural
steel, all other take-off figures should be in metres to two decimal places. Since architectural
drawings are dimensional in millimetres it is necessary to convert the plan dimensions to metres to
two decimal places when transposing dimensions to the quantity surveying paper.
Drawing Dimensions (mm)
Take-off Figure (m)
2229
2.23
2314
2.32
2400
2.40
Total measured quantities
154.98m
Billing quantities
366.01m
21.45m
35.11m2
107.33m2
89.91m3
1024.00kg
201.50kg
38.02kg
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Take-Off's
A 'take-off' can be described as a list of dimensions and descriptions set out in a logical sequence
on standardised forms known as 'worksheets'. The information on the worksheets is ultimately
used to calculate the final quantities.
Points to Remember
In measurement, particularly where there is complexity and the possibility of large numbers or
sequences of dimensions it is essential that you recognise the following:
• Approach the take-off in a logical and methodical order. Neatness is essential so that all
work can be easily read and understood.
•
Do not crowd your take-off sheet, but do not spread the work out too much. Allow sufficient
space to write descriptions, take off quantities, and show workings and sketches.
•
The job name/reference and trade heading should appear on each page, and each page
should be numbered consecutively.
•
Use major and sub-headings to group similar items.
•
Wherever possible reference each quantity to the contract documentation to facilitate the takeoff and checking process to establish all items have been measured.
•
Use standard abbreviations and do not try to invent new ones. You may know the meanings
but others will not.
•
In taking off from the contract documents cross out, mark with a tick, colour in, or use some
other means of identifying the work as it is measured.
•
Include any preliminary calculations on the take-off sheets.
•
If taking quantities from a plan it is generally accepted that take-off should begin at the top left
corner and proceed clockwise. Alternatively if this is not possible you may take off the
horizontal and then vertical components, or use any other logical method.
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Measurement working example
Based on the drawing in Figure 1 of a floor plan and the following notes bill, measure and extend:
(a) Timber skirting to wall (100 x 25mm DAR HWD Skirting)
(b) Carpet to floor
(c) 100mm thick reinforced concrete slab at 20Mpa
Notes:
 All walls to be 110mm brickwork
 Door to be 900 x 2100mm high
Figure 1
There are five different ways of measuring quantities from drawings:

Linear takeoff

Area takeoff

Volume takeoff

Number takeoff

Weight takeoff
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Linear Take Off
This is usually measuring the length or perimeter from the drawings such as skirting, pipework, wall
studs, etc. The unit of measurement will be in metres (m).
Horizontal lines are used after every measurement in the dimension column to signify linear take
off.
An example is shown in Figure 2
Item Particulars
Unit
Qty
A
m
24
m
54
90x 18mm Hardwood skirting
2/
2/
3/
B
3.50
4.20
6.32
4.68
(0.90)
Rate
$
c
7.00 BR1
5.50
8.40
0.82
6.32 Living 6.32
4.68
(2.70) Dr1-3
23.70
125 x 45mm Bearers
3/
5.60
16.80
2/
4.40
8.80
7.20
7.20
2/3/ 3.50
21.00
53.80
Living
3.50
Kit
÷1.80
Hall
=1.95
BR1Say
2
2
+1
3
Area Take Off
This is usually the measurement of surface areas such as wall painting, formwork, plasterboard
lining, etc and the unit of measurement is square metres (m2).
Surface area is obtained by multiplying length with width and as such measurements are billed in
the sequence of length and width accordingly. Therefore horizontal lines are used after every
second measurement in the dimension column to signify area take off. The location of a horizontal
line is important in this respect too identify area measure. An example is shown in Figure 3
Item
Particulars
Unit
Qty
A
Class 3 formwork to soffit of
suspended slab
m2
92
length 3.90
width 3.56
6.31
4.44
2/
4.50
5.46
Bmt
13.88
Rate
$
c
2.50
2.00
G/F
28.02
4.50
F&2/F
49.14
91.02
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24
B
m2
Carpet finishes to concrete floor
3/
2/2/
2/
2.50
3.23 24.23
1.45
3.01 17.46
4.12
1.22
5.03
(1.00)
(2.10) (4.20)
42.52
BR12
BR1
43
1.11
2.13
0.88
4.12
BR2
D1, 2
Volume Take off
The unit of measurement is cubic metres, that is length multiplied by width and depth or height
such as concrete, excavation, etc. Horizontal lines are used for every third measurement as the
volume is derived from multiplying length, width & depth or height. The first measurement
represents length whilst the second one is width and the third one id depth or height. The location
of a horizontal line is important in this respect to clarify volume measure.
An example is shown in Figure 4.
Item Particulars
Unit
Qty
A
m3
2
m3
2
20Mpa reinforced concrete beam
length
width
depth
2/
B
$
c
9.50
Bm 1 .50
0.35
0.15
0.25
0.83
0.35
5.45
Bm2,3
0.30
0.20
0.65
F&2/F
(1.20)
(1.20)
(0.20) (0.29)
1.19
Trench excavation for strip footing
6.50
0.50
0.45
3.22
0.55
0.25
Document1
Rate
Grid
A/1-3
1.46
Grid
A-B/1
0.44
1.90
25
Number take off
The unit of measurement is by number of (abbreviated to No.), and this involves counting of items
shown on the drawings such as doors, windows, door frames, etc.
The figures in the dimension column are in whole numbers which represent the total quantities and
no decimal places are allowed. Horizontal lines are also used for each measurement to signify
number take off.
An example is shown in Figure 5
Item Particulars
Unit
Qty
A
No
10
No
10
820 x 2040mm Hollow-core flush
doors veneered for paint finish
2/
B
5
10
Rate
$
c
G/F
D1-5
100 x 50mm Timber door frame to
suit 820 x 2040 x 35mm thick doors
comprising jambs and head framed
together
2/
5
10
G&
F
D1-5
Weight Take off
The unit of measurement is tonne (abbreviated to t), and this involves the measurements of total
length and converted into weight such as reinforcement bars, structural steels, etc.
The measurement in the dimension column is in metres and horizontal lines are also used to
signify linear take off.
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In the extension column the length of reinforcement is totalled and multiplied by a weight factor
appropriate to the diameter of bar reinforcement or size of structural steel to convert total length
into kilogram. The total kilogram will finally be converted into tonne and billed accordingly.
An example is shown in Figure 6.
Item
Particulars
Unit
Qty
A
12mm Deformed bar in strip footing
t
0.06
6/
6.45
3.56
Rate
$
c
38.70
Bm 1
28.48
Bm 2
67.18
x
0.887kg/m
59.59kg
Some points to be observed in the measurement of quantities

All items shall be itemised in alphabetical order with the first item on every page prefixed
as A

All descriptions shall adequately cover the work being measured as per the ASMMBW, but
common methods of construction or stock sections need not be described in detail

The functions of the five columns in the PARTICULARS column shall be strictly observed
and carefully set out in accordance with the general practice of a quantity surveyor

All dimensions are in metres and shall be taken to the next 0.01metres, i.e. in two decimal
places

In the dimension column horizontal lines are used to signify the differences between linear,
area, volume, number and weight measures.
The measurement paper shall be spaced well apart to ensure clarity. Adequate spacing also
enables any items to be inserted in the appropriate place which may have been overlooked.
The use of heading and sub-heading is recommended to clearly identify section and sub-sections
of a trade. All headings and sub-headings shall be underlined.

The billing unit shall be in accordance with the ASMMBW requirements and any departure
from the ASMMBW rules shall be clearly identified and so stated in the appropriate trades

The billing unit shall be placed adjacent to the last line of the description, followed by the
extended measured quantity, in their appropriate columns.
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Measurement working example
Based on the drawing in Figure 1 of a floor plan and the following notes bill, measure and extend:
(d) Timber skirting to wall {100 x 25mm DAR HWD Skirting)
(e) Carpet to floor
(f) 100mm thick reinforced concrete slab at 20Mpa
Notes:
 All walls to be 110mm brickwork
 Door to be 900 x 2100mm high
Figure 1
(a) Linear Take Off – Timber Skirting
Item Particulars
Unit
Qty
A
m
21
100mm Hardwood Skirting
2/
2/
2/
5.28 10.56
3.98
7.96
1.50
3.00
(0.90) (0.90)
20.52
Rate
$
C
5.50
(2/0.11)
5.28
Dr
4.20
(2/0.11)
3.98
(b) Area Take off – Carpet Flooring
Item
Particulars
Unit
Qty
A
Carpet to floor
m2
15
5.28
3.98 21.01
2/ (2.00)
(1.20) (4.80)
(1.22)
(1.50) (1.83)
14.38
Document1
Rate
$
C
1.00
2/0.11
1.22
28
(c) Volume Take Off – Reinforced Concrete Slab
Item
Particulars
A
20 Mpa reinforced concrete to
100mm slab
5.50
4.20
0.10
2.31
2/ (2.00)
(1.20)
(0.10) (0.48)
(1.00)
(1.50)
(0.10) (0.15)
1.68
Document1
Unit
m3
Qty
Rate
$
C
2
29
EMPLOYMENT
You may or may not agree with the process set down here. There are many variables that need to
be determined when an employer is trying to calculate the cost of employing people. Many of
these variables are dynamic and can change with new awards and statues.
It is very important that an employer covers all the costs associated with employing people. If the
employer does not cover all these costs then any profit will be reduced and the business may in
fact make a loss. How many losses can a business sustain?
Please note that any workplace agreement or award is law. An employer cannot be relieved from
paying any part of the total agreement or award. So make sure that all payments that are due to
the employee are paid. If the employee is a member of the CFMEU then the employee can
engage the union to make the employer pay all monies and entitlements no matter how far back
they go. As long as the payments can be proved, the employee will receive the entitlements.
Calculating the output of an individual is hard enough and can vary depending on the experience of
the individual, along with motivation, state of mind, time of week, time of day, who the job is for,
location of the job, weather, relationship with employer etc.
This highlights some of the variables within one individual let alone all the other variables.
b.
Subcontract Labour
Subcontractors may supply labour only, or supply both labour and materials and vary
from one person working on the job on a “subcontract hourly rate” to a large company
who subcontract to the Head Contractor to do a particular section of the work for a predetermined sum of money e.g. lift installation.
The advantages of subcontracting are:
-
The builder knows the cost from the onset of the job
-
A reduction in administration
-
It reduces time spent by the builders and estimators in pricing a job.
Nonetheless, the subcontractor is still the responsibility of the Head Contractor or Builder who
should ensure that the subcontractor has all statutory insurance cover for his employees and it is
still the builder’s responsibility to ensure that the subcontractor performs his work satisfactorily.
When obtaining quotations from subcontractors, ensure that each receives the same details, plans
and specifications, so that fair and accurate comparisons of quotations can be obtained. Insurance
requirements would also be specified along with on-site storage availability and a schedule of
when work can be performed. It may not be in the best interest of the builder to accept the lowest
quotation, and the reliability, capacity, and financial ability, of the subcontractor to perform the work
should be vigorously investigated. Failure to finish the job, could leave a builder with a liquidated
damages bill or litigation, and a bad reputation.
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STUDENT EXERCISE
Example:
Based on 38 hours for a Carpenter 20.
A)
Award Wage per hour
=
$17.69
Award Wage per day
=
$17.69
Fares per day
=
$14.30
=
$134.44
=
$14.30
TOTAL DAILY WAGE
=
$148.74
= 187 Days x (B) $148.74
=
$27,814.38
pa
Public Holidays
=
11 Days x (A) $134.44
=
$1,478.84
pa
Sick Pay (Ave)
=
10 Days x (A) $134.44
=
$1344.40
pa
Annual Leave
=
20 Days x (A) $134.44
=
$2,688.80
pa
B)
C)
Construction worker level 4.
Yearly Wage =
x
7.6 hours
Plus Award Oncosts
+ Leave Loading = 17.5% on Award Wage
+ Loading and Allowances
= 20 Days x $ 134.44
x 17.5%
=
pa
Wet Weather (Ave)
=
15 Days x (B) $148.74
=
pa
Crib Time (Assume)
=
5 Days x (B) $148.74
=
pa
Rostered Days Off
=
12 Days x (B) $148.74
=
D)
TOTAL =
260 DAYS
$
pa
$38,556.56
pa
Plus Statutory On-Costs
Payroll Tax (?)
5% of (D)
=
$1,927.83
pa
20% of (D)
=
$7,711.31
pa
TOTAL COST TO BUILDER
=
$48,195.70
pa
Therefore Oncosts = Total Cost to Builder (E) =
$48,195.70
Workers Comp. & Common Law
E)
Less Yearly Wage (C)
=
Document1
ONCOSTS
=
$27,814.38
$20,381.32
= %
32
PRELIMINARIES
Are usually costed after the nett cost of the project is known. Preliminaries are a major cost
associated with any job and thus should be carefully calculated. Preliminaries will differ with
different types of construction projects, generally a building contractor will have a standard check
list, which may be adjusted to suit the particular requirements of a project.
A typical checklist may include:
i)
Notices, permits, fees and security deposits to authorities which include:










ii)
Insurances as required by contracts, documents and authorities may include:





iii)
Contingency sums
Liquidated damages
Ascertain
Retention
Hoardings and Fences





v)
Workers compensation
Home Warranty Insurance
Public Liability Insurance
Material Theft and Project Damage Insurance
Tools Theft Insurances
Monetary Sum




iv)
Local Authority Fee
Sewerage
Water provider
Gas provider
Electricity provider
Phone provider
Office of fair trading
Long Service payments
Engineer
Surveying
Cartage of materials both ways
Fees, damage to footpath
Labour to fix and removal
Lighting as required
Materials to build hoardings and fence
Major Plant




Cranes
Pumps
Hoists
Electrical plant, for example, generators
Minor Plant






Document1
Barrows
Shovels, spades, picks
Small tools
Ladders
Trestles
Tool boxes
33
vi)
Scaffolding and Gantries





vii)
Temporary services







vii)
Plumbing
Protection and temporary cover
Drainage and de-watering
Building Contractor Office and Site Staff







xi)
Site Sheds
Toilets
Change Rooms
Offices
Including furniture, equipment, lighting and heating.
Diversion of services



x)
Fax
Electricity
Water
Sanitary
Access Roads
Erosion Control
Mage good of footpath
Site Accommodation





ix)
Erection, dismantling and maintaining scaffold on the project
Guard rails
Barriers
Warning notices
Night lighting
Site manager
Forman
Employees
Reception
Security
Time / Wage Clerk
Cleaners
Hand Over
Duties of the building contractor on completion of the project includes:



Document1
Cleaning the premises and leaving in good order
Labelling and handing over all keys
Handing over all certificates and guarantees related to the project
34
xii)
Defects Liability Period and Maintenance
Liability of the builder for making good, defects after practical completion.
xiii) Miscellaneous Costs












Advertising
Cost adjustments – rise and fall
Financing of job
First Aid
Petty cash
Protection of adjoining buildings
Protective Clothing
Scheduling
Attendance on other trades
Programming costs
Site notice board
Expenses incurred in implementing OH&S, this may require protection against wet
weather and building operations, covers and screens.
xiv) Additional expense due to special conditions and site award requirements




Remote or country work
Board and lodging for project workers
Height allowances
Dirty work
Many of these items may only apply to major building projects.
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OVERHEADS
Charges payable by the builder not directly attributable to his employment of site labour.
Overheads are the general administration costs of a building contractors business. The amount is
usually added as a percentage to the net estimated cost of the project. Items included in overhead
percentage are:
Office Expenses: rent, equipment, furnishing, rates, electricity, telephones, cleaning, stationary,
postage, company vehicles, interest on borrowings, etc.
Staff Salaries: including estimators and supervisors.
Operating Expenses: Personal salary of Manager, bank charges, accounting fees, plant
maintenance and depreciation.
Insurances on office, yards, workshops, vehicles, plant, staff. A particular insurance for a project
would be charges preliminaries and labour insurances to direct labour for each project.
Each building business would develop their own requirements for their particular projects. Smaller
businesses may not be subjected to the same overheads and running expenses as larger
businesses. It may also be more convenient to charge some of the costs direct to particular jobs.
The usual method of establishing the percentage for overheads is to relate total overhead
expenses to total turnover for a particular period (the last financial year). The formula is:
Overhead Expense
x
100
=
Overhead
%
=
Overhead
0.0692%
=
7%
Yearly Turnover
Turnover for Financial Year 2009/10
Overheads for Financial Year 2009/10
Overhead Percentage
45 000
=
=
=
$650 000
$45 000
x
100
650 000
The overhead percentage should be checked annually against figures for the previous year.
Note: this method of obtaining the percentage overhead is a average of all the projects
started or completed of the previous year. Should turnover or expenses change
dramatically then the percentage allowed for Overheads should be recalculated.
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PROFIT “ANTICIPATED”
The object of all businesses is to obtain a profit in building, the accuracy of a estimate (quote) or
tender, will affect the profit margin. Thus the term Anticipated Profit is used when calculating the
final amount. Anticipated profit may either be applied as either a monetary sum or as a
percentage. The anticipated profit will vary according to the risk involved and ‘other’ factors.
At the time of tendering, the amount included in the estimate for profit can only be a forecast of the
final outcome. The conduct of the job material availability, industrial relations, performance of
tradesmen and sub-contractors and the weather are some of the many factors that can influence
the final costs.
Since overheads and preliminaries are definite expenses to the builder and are not ‘profit’ items,
the building management may decide to add anticipated profit to these components as well.
Another way anticipated profit can be added to the estimate (quote) or tender is to add differing
percentage or monetary sums to various components of the works.
The least risky component is a monetary sum, as the amount included is fully adjustable against
the actual expenditure. Sub-contract work and materials carry a greater risk to the builder and are
classed as medium risk items. Direct labour can be regarded as the most risky component in
relation to costs for the builder.
Other factors that can affect any anticipated profit margins are:
(i)
(ii)
(iii)
(iv)
Competition
Continuity of work
Maximum utilization of plant and equipment
Builder’s own work situation
In slump conditions, a builder may be keen for work, little or no profit will be added. It is
reasonable to believe that the degree of competitiveness in the tender process, is in direct
proportion to, the number of tenderers for that particular job.
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Class Exercise
Business overheads breakdown.
As previously stated, calculating the costs of running a business and incorporating these costs into
the tendering process is critical.
This is important to recovering everyday running costs so these costs do not erode the profitability
of a business.
It is important for business owners to be able to identify the items that cost a business to operate
and what each may cost. As stated in the overheads section, a business running cost of
$45,000.00 was nominated.
As a class, list what overhead items you need to allow for. Place a cost over a month period for
each of these items.
Hint: Try classifying costs as fixed costs and variable costs.
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38
TRADE
ITEM
TRADE:
Document1
OVERHEADS
REFERENCE
PARTICULARS
PAGE:
UNIT
QUANTITY
RATE
TO COLLECTION/SUMMARY
$
¢
$
39
EXCAVATOR /
GROUNDWORKS
A.
B.
MATERIAL DENSITIES & BULKING FACTORS
PLANT
 General Variable
 Production rates
 Process of estimating the production rates
 Estimating truck cycles
C.
LABOUR
 Manual excavation
 General
D.
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OTHER COST FACTORS
40
A.
MATERIALS DENSITIES AND BULKING FACTORS
Excavation work deals with in situ material, and excavated material (spoil).spoil is no longer
compacted and therefore it bulks up in volume. The following table shows densities for some of the
more common foundation materials. It shows the in situ mass as well as the approximate
percentage that should be allowed for bulking and the mass of excavated/loose material. This
information is useful when calculating fill and truck capacities for mass and volume of load.
Material
kg./m3
%
kg./m3
(Average)
INSTITU
Bulking
Loose
Sand
1,800
12
1,607
Ordinary Soil
1,453
20
1,211
Clay
1,900
40
1,357
Shale
1,661
40
1,186
Sandstone
2,551
60
1,594
For further information, reference can be made to other trade publications.
NOTE: To convert kg/m3 in situ to kg./m3 loose – divide kg./m3 by 1 m3 + bulking %
e.g. :- ordinary soil which has a bulking factor of 20%.
1m3
+
Ordinary soil in situ

20%
Bulking factor
=
1.20m3
Ordinary soil loose = 1,453 kg
1m3 of loose material = 1,4553 ÷ 1.20 m3
=1.211kg
i.e. 1 m3 of loose material weighs less than 1 m3 insitu of some material.
OR LOOSE TO INSITU
1,211 kg/m3 loose x 1.20 kg/m3 = 1,452 kg/m3 in situ.
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41
B.
PLANT
GENERAL VARIABLES
The following should be considered when determining the type of plant required for a particular
project:
1.
-
Type of equipment required
-
Variable factors that affect earth moving
-
Production rate of equipment
Type of Equipment Required
Equipment that will do the job at the lowest cost and most effective manner should be selected.
This is influenced be a number of factors, such as:
2.
a.
maximum usage of equipment
b.
compatibility with other equipment
c.
room to manoeuvre on the site
d.
side and overhead clearances on site
e.
site grades; length of haul
f.
g.
site conditions – boggy site etc.
traction
h.
quantity of material to be excavated
i.
availability of plant
j.
access
Variable Factors That Affect Earth Moving
There are many variable factors that affect any earth moving estimate. Certain of these
factors are under the control of the contractor, foreperson, or operators. Other are completely
out of their control.
Some of these factors are:
a.
type of soil and sub-soil
b.
weather conditions
c.
proper selection of equipment to do the job
d.
condition of equipment
e.
efficiency of operators
f.
experience and supervisory experience of foreperson
g.
material masses
h.
bulking factors of materials
i.
vehicle payloads / road weight limitations
j.
earth moving cycle e.g. are enough trucks available
k.
l.
distance of haul
condition of site (restricted, etc.)
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42
3.
Production Rate of Equipment
When calculating the anticipated production rate of equipment, the following points must be
considered:
a.
Truck Haul and Return Times (Truck cycle)
A balance between the time it takes to excavate material and then remove it from the
excavation area must be struck. Where this excavated soil has to be removed from the
site by truck, you need to estimate what length of time it takes for a truck to be loaded,
then travel and dump the load, then return to a loading position. This is called a “truck
cycle”
The truck cycle is based on:
b.
1.
Loading time – dependent on whether truck is being loaded direct from
excavation or stockpile, truck capacity, capacity of loads and manoeuvrability of
equipment.
2.
Travel to dump site and return – dependent on distance of haul, and speed of
vehicle.
3.
Unloading time – dependent on manoeuvrability at dump site and back up of
trucks.
Excavation Equipment Cycle Time
Similar to the “truck cycle” where you have to estimate the total time it will take you to:
1.
fill the machines bucket or blade
2.
travel and dispose of the soil
3.
unload the soil
4.
return to the excavating position
c.
Bucket Capacity – Loaders – Hydraulic Excavators etc.
1.
Bucket size can either be obtained form contractors or manufactures equipment
specification and is normally given in cu.m. as:
a. struck capacity
Or
b. heaped capacity
2.
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To the above, a “Bucket Fill Factor” should be allowed, which is the percentage of a
bucket’s rated capacity that can filled by a specific material. These factors account for
bulky materials such a blasted rock, which will cause considerable voids and make it
impossible to fill the bucket to its rated capacity.
43
Blade Size and Shape – Crawler Tractor
1.
The length, width and shape, whether “U” shaped or straight, will need to be known to
calculate the amount of material that can be pushed.
d.
Hourly Efficiency
An hour is 60 minutes but rarely does a machine or operator work at optimum
performance for a full 60 minutes, therefore allowance has to be made for lost time.
e.g.
-
fuelling machine
-
“smoko”
-
instruction to operators
-
delays
-
crib time
-
time checking levels etc.
If you consider 5 minutes may be lost in an hour because of the above, then all
calculation work should be based on a “55 minute hour”.
If 10 minutes are lost, the “50 minute hour” would be the basis for calculations.
e.
Operator’s Efficiency
Depends on operator’s natural ability, experience in industry, experience with plant
type of excavation.
f.
Soil Density and Condition
Soil type, site conditions and supervision will affect the performance of plant and
should be given consideration either in the cycle time or overall the job.
g.
Site Layout Congestion
If the site is restricted, e.g. headroom, obstacles, tight clearances, etc. , or if the site is
wet, steep grades, etc., this will slow down operations.
All of the foregoing information affect the time and cost that it will take to do a job and a
comparison of various plant, combination of plant and the availability of plant will be required
before the final selection of plant can be made.
If Backhoe dig 12m3/hr however only digging 50mins/hr then calculate 12m3 ÷ 60mins = .200 x
50mins = 10m3 /hr
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44
PRODUCTION RATE OF PLANT
Along with a detailed job report, e.g. bore core sample equipment specification and
experience plus the foregoing information, the estimator can build up some production times
for various plans and job specifications.
The following production rate table is an approximate guide for average job conditions, for
more detailed and accurate estimates with varying job conditions, the previous information
should be considered.
Include note
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45
1.
Equipment Production Rate Table
Note: Lost time allowed for in Details
Job
Description
Excavating over
site pushing,
levelling,
spreading and
grading.
Plant
Crawler tractor
3.8 straight blade
e.g. caterpillar
D7-D8
Allow 1 cu.m. each push - Ave.
distance of travel-push and return
45m average conditions, 1
labourer assisting.
as above
(+ loader see details
under loader)
1m3 each push – Ave. distance of
travel – push and return
45 m. Ave. conditions
1 labourer assisting.
Average conditions 1m3 bucket
spoil direct to lorries
1 labourer assisting
Average 1.15 m3 bucket
excavated spoil stockpiled by
bulldozer
1 labourer assisting
Ave. conditions 50% of material
into lorries to be removed from
site. Average depth 4.2m
1 labourer assisting
Ave. conditions excavated
material to be left adjacent to the
excavation to be used as backfilling of trenches Ave. depth
500m.
1 labourer assisting
Unfavourable conditions.
Rock – sandstone Ave. depth
900m short wheel and deposit
over site. Form bottom of trench
2 labourers assisting
Average conditions, haul and
return dist. 30m Level and grade
0.25 bucket
1 Labourer assisting.
Excavating over
site down to
required levels
Removing
excavated
material (and
stockpiled spoil)
Trench
excavation
Hydraulic excavator
tracked
Trench
excavation
Rubber tyred back
hoe 0.23m3 capacity
bucket (back actor)
Trench
excavation
Compressor 2 jack
hammers
Spread fill, top
soil
Small front end loafer
e.g. “Bobcat”.
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Details
Rubber tyred front
end loader
Hydraulic excavator
0.7m3 capacity bucket
e.g. kato
Production
Rate m3/h
50 in situ
30 in situ
30 in situ
86 loose
40 insitu
9 insitu
15 loose
15 loose
46
ESTIMATING THE PRODUCTION RATES OF EXCAVATION EQUIPMENT
1.
Examples of How to Estimate Production Rates for Excavation Equipment
Example (a)
A production rate of 80 m3 per hour is given as the capacity of a tracked hydraulic excavator,
with a 1 m3 bucket, excavating over site in average conditions. The method used to establish
this rate is shown below.
Equipment Cycle
Excavate and fill bucket
- 10 seconds
)
Lift and swing bucket
- 7 seconds
)
Unload
- 4 seconds
)
Return
- 6 seconds
)
Information gained from
equipment catalogue and
previous experience.
___________
27 seconds
Number of Loads per hour
In this example, the hourly efficiency is based on the assumed figure of 40 minutes/hour.
 40 mins./hr / 0.50 mins./hr (30sec = 0.5 mins)
=
80 loads per hour
Hourly Production Rate
=
80 loads per hour. x bucket capacity
=
80 x 1m3 struck capacity (from equipment catalogue)
=
80 m3. per hour
OR
If conditions were unfavourable, the hourly production rate could change considerably. Let us
assume the equipment cycle is slower, the bucket capacity is decreased because of the type of
material being excavated, increased voids etc. then the hourly production rate, of course, would be
less.
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47
e.g. Assume the following
Cycle Time
=
50 seconds
Hourly Efficiency
=
35 minutes
Bucket Capacity
=
0.8 m3
The hourly production in this case would only be 33.60 m3 per hour.
2.
Examples of Production Rates for Excavation
Example (b)
A production rate of 86 m3 per hour is given as the capacity of rubber tyred front-end loader,
with a 1.15 m3 bucket, removing excavated materials in average conditions.
The method used to establish this rate is shown below.
Equipment Cycle
Load bucket
- 10 seconds
)
Lift
- 3 seconds
)
Travel and unload
- 15 seconds
)
Return
- 12 seconds
)
Information gained from
equipment catalogue and
previous experience.
___________
40 seconds
Number of Loads per hour
In this example, the hourly efficiency is based on the assumed figure of 40 minutes/hour.
 50 mins./hr / 0.66 mins./hr (40sec = 0.66 mins)
Document1
=
75 loads per hour
=
75 loads per hour. x bucket capacity
=
75 x 1.15 m3 heaped capacity (from equipment catalogue)
=
86.25 m3 per hour
48
The above example shows a common method that is used to establish the production capacity of
various excavation plant.
As you can see, many variations regarding site condition, type of plant, operator’s efficiency, type
of soil, etc., can affect the production rate of plant, and therefore, the production rate of plant
cannot be given as a definite figure for each and every site.
Therefore, the production rate to be used must be determined on the merits of each excavation
project.
ESTIMATING TRUCK CYCLES
This enables the estimator to quantity loader time and the number of trucks required for the
job.
1. Determine the volume of spoil in m3 = insitu volume x bulking factor.
2. Time the loader is required on the in hrs. = Vol. Of spoil (step 1) / loader rate per hr x 60
minutes.
1.
Note: this is an item to be costed
2.
Note: If the loader is a different machine from the excavator then allow a
float for this machine.
3. Truck capacity in m3 = truck size in tonnes / weight of spoil per m3
4. Load time of the truck in minutes = Truck capacity (step 3) / loader rate per hr x 60 minutes.
5. Truck cycle time in minutes = Load time (step 4) + trip time + tip time + return time
6. Number of trips per truck while the loader is on site = Overall load time (step 2) x the
production efficiency rate / the truck cycle time (step 5)
7. Total number of loads for the job = Vol of spoil (step 1) / Truck capacity (step 3)
8. Number of trucks required for the job = Total number of loads for the job (step 7) / Number
of trips per truck (step 6)
1.
Document1
Multiply the number of trucks by the loader time for the total hours required
for the trucks. This becomes an item to be costed.
49
C.
LABOUR
LABOUR CONSTANTS (MANUAL)
1.
Manual Trench Excavation
a.
Light soil
Average 900 deep not exceeding
1,200 deep; throw out and form
bottom
1.67 hrs/m3 insitu (solid)
b.
Ordinary soil
ditto
2.33 hrs/m3 insitu
c.
Stiff soil
ditto
2.67 hrs/m3 insitu
d.
Clay (dry)
ditto
3.67 hrs/m3 insitu
e.
Shale and part
ditto
5.67 hrs/m3 insitu
Add for back-filling and spreading surplus spoil adjacent trench
0.67 hrs/m3 bulked (loose)
Add for back-filling and spreading surplus spoil on site with an
average wheel of 15 metres.
1.00 hrs/m3 bulked (loose)
Add for trimming to trenches that have been machine excavated.
0.2 hrs/m3 insitu
2.
Manual Pier Hole Excavation
a.
Ordinary Soil
Maximum size, say 600 x 600 x 900
deep; throw out and form bottom
4.00 hrs/m3 insitu
b.
Clay
ditto
8.66 hrs/m3 insitu
c.
Shale and part
ditto
8.66 hrs/m3 insitu
Add for back-filling and spreading surplus spoil adjacent trench.
0.67 hrs/m3 bulked (loose)
Add for back-filling and spreading surplus spoil on site with an
average wheel of 15 metres.
1.00 hrs/m3 bulked (loose)
3.
Manual Over Site Excavation
a.
Ordinary Soil
Maximum size, say 600 x 600 x 900
deep; throw out and form bottom
1.67 hrs/m3 insitu
b.
Clay
ditto
82.67 hrs/m3 insitu
Add for short wheel, average wheel of 15 metres.
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1.00 hrs/m3 bulked (loose)
50
GROUNDWORKS
EXCAVATOR
PROBLEM 1
1.
Clear and remove from site grass and trees as shown on site plan. (Note sizes of trees)
2.
Protect trees that are to remain.
3.
Strip top soil from entire site 200mm deep. Stock pile on site.
21.500
Retain
45.750
Remove
Remove
0.750 dia
1.560 dia
NOT TO SCALE
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51
TRADE: Ground works/Excavator _______ REFERENCE: Problem ______________________
Item
Particulars
Unit
Quantity
Rate
$
¢
PREAMBLE OMITTED
SITE WORKS
A
Clear area of the site from rubbish and vegetation
including trees to max 0.100n deep
M2
B
Cut down trees exceeding 0.500 girth and not
exceeding 1.000 girth. Remove stump, roots and
backfill. (cordells Price-Sub)
No
1
930
C
Cut down trees exceeding 1.500 Girth and not
exceeding 2.000 girth. Remove stump, roots and
backfill. (Cordells price-sub)
No
1
1090
1090
D
Protect tree to remain so as not to be damaged
during construction
Item
-
-
E
Remove site of topsoil to average depth of 200,,
and stockpile on site
M2
930 -
-
TRADE:____________________ PAGE: ________ TO COLLECT / SUMMARY $
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52
ESTIMATE PARTICULARS
STUDENT NAME: Problem ____________________
Groundwork _________________________________________________________________
DATE: ____________________
Clear site of Rubbish and Remove from Site ______________________________________
PROJECT: ____________________
Item
Description of Work
Materials
Direct
Labour
SubContract
Work
Quantity
Rate
Plant
98.4 ÷ 80 = 1.23hrs
1.23hr
95.00
116
2
Cartage to and from site (allow 1hr)
1.0hr
95.00
95
3
Hire of 10m3 Truck
1.6hr
95.00
152
Totals
BASIS: WHOLE JOB
PLANT
1
Hire of Excavator
80m3 Per hour
984m2 x 1= 98.4m3
98.4m3 + 30% Bulking = 127.9 say 128 m3
85
128 ÷ 80 = 1.6hr
Cont’d
363
85
363
85
Collections: _____________________________________________
ESTIMATE FOR __Clear Site of Rubbish and Remove_____________________ TRADE: Ground Works/Excavator
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53
ESTIMATE PARTICULARS
STUDENT NAME:
Problem ____________________
Ground works
Clear Site of Rubbish and Remove from Site ______________________________________
DATE: ____________________
PROJECT (cont’d) ___________________________________________________________
Item
Description of Work
Quantity
Rate
Materials
Direct
Labour
SubContract
Work
Plant
Totals
LABOUR
Labourer to Assist
4
Total hours of front end loader = 1.23hr
1.23hr
5
On cost on labour 62%
18.83
15 31
62%
18 83
11 65
30 48
6
30 48
Net total rate of whole job $394.33
Collections: WHOLE JOB
ESTIMATE FOR: Clear site of Rubbish and Remove
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30.48
363 85
394 33
TRADE Ground Works/Excavator_
54
ESTIMATE PARTICULARS
STUDENT NAME: Problem ____________________
Excavator over site to Reduced Levels – Average Depth 200mm & Stockpile on site _________
DATE: ____________________
___________________________________________________________________________
PROJECT: ____________________
Description of Work
Quantity
Rate
6.56hrs
120
Materials
Direct
Labour
SubContract
Work
Plant
Totals
Whole Job 984m2
Plant
1
Hire of Tracked Dozer
984 x•2 = 196.8m3/hr
=
6.56hrs
787 20
120
2
Cartage to site
907 20
907 20
Labour
3
Labourer to assist ( see items)
6.56hr
4
On Cost Labour
100.43
15 31
62%
100 31
62 27
162 70
5
162.70
Net Cost Whole Job = $1069.90
Collections: _____________________________________________
162 70
907 20
1069 90
ESTIMATE FOR: Excavate over whole site to Average Depth 200mm Soil to be stockpiled_ TRADE Ground works /Excavator
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55
DIMENSIONS TO FOOTINGS
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56
CLASS EXERCISE 1
No of m3 in Excavation - 1 brick in ground.
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57
TRADE: Ground Work
Item
REFERENCE: Class Exercise 1 _____________________
Particulars
Unit
Quantity
Rate
$
¢
Excavation
A
Preamble Omitted
Note
Trench Excavation
B
The connecting level for excavation is ground
level
C
Trench excavation for strip footings in Material
O.T.R, not exceeding 1.0m in total depth, part
back filled with the best of the excavated
material and surplus spoil spread on site where
directed.
Note
M3
11
Max Depth • 400mm
• 450 x •375
↣ 16.500 - •450
16.050
↧
9.000 - •450
8.550
↢
5.000 -
5.000
↧
3.500
3.500
↤
6.500
6.500
↧
3.500
3.500
↤
5.000 - •450
4.550
↥
16.000 • 450
15.550
63.200
63.200 x • 45 x • 375 = 10.665 M3
TRADE:_______________ PAGE: ________ TO COLLECT / SUMMARY $
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58
TRADE: Groundwork’s/Excavations
Class Exercise
Plan Reference: TAFE-1
Construct Quantities sheet and estimating sheets for the above trade work.
Transfer net rates to completed quantities sheets.
From completed quantities sheets complete a summary sheet.
Quantities particulars.
1) Clear site of vegetation. Remove topsoil 100mm deep. Spoil to be removed from site.
Basis: 500m2
Backhoe with bucket allow 25m3/hr. Hourly rate Pg 60
Float times 2hrs
Hire of 10m3 truck $110.00/hr
Truck rate including load, travel, dump and return time 20m3/hr
Labour to assist backhoe of clearing of site only $12.47/hr
On cost of labour 43%
2) Excavate in clay soil over site to reduced levels. Spoil to be loaded by backhoe and removed
from site.
Basis: 100m3
Track hydraulic dozer/operating mass under 15 tonne to excavate to reduced levels.
Track hydraulic dozer rate refer pg 60. Efficency 30m3/hr
Minimum hire times 4hrs
Float time allow 2hrs
Truck rate as above
Backhoe to load spoil 86m3/hr
Float time 2hrs
Labour to assist dozer and backhoe as above
On cost on labour as above
3) Trench excavation in clay soil insitu. Average depth 500mm not exceeding 900mm.
Soil to be stockpiled on site.
Basis: 20m3
Backhoe with bucket for trench excavation Refer pg46
Allow 2hrs float time
Bulking
Backhoe to stockpile fill 86m3/hr
Labour constraints to trim sides, bottom of trenches and give levels refer pg50
Labour and on cost rates as above
4) Manual excavation for pit footings in clay soil. Spread surplus soil by barrow and shovel
adjacent to trench.
Basis: 1m3
Labour constraints refer pg50
Labour and on cost rates as above
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59
Excavation
Estimator Tips
 Unit rates include labour, material and plant hire costs but exclude contractor’s margin and GST.
 Rates for excavation are for volumes measured net before disturbance. Waste disposal allowances include for bulking.
 Site soil classification; Class A = most sand and rock; Class S = most silt and some clay; Class M = moderately reactive
clay; Class H = highly reactive clay; Class E = extremely reactive clay; Class P = soft soils.
 Hardcore - general material that may include broken brick, concrete or recovered rock.
Per
EXCAVATION BULKING TABLE
Material
Sand
Sandy Loam
Clay
Rock
LABOUR
Labour
labourer, group 1
labourer, group 4
MATERIALS
Aggregate
filling sand
river gravel - 10mm
river gravel - 20mm
river gravel - 40mm
Fill
hardcore
Clay bricks
230 x 110 x 76mm; common
Readymixed concrete
(minimum 3/3.4m3)
25MPa
PLANT
Track Dozer
net power under 82kW; operating mass under 10 tonne
net power under 104kW; operating mass under 15 tonne
net power under 171kW; operating mass under 20 tonne
net power under 228kW; operating mass under 35 tonne
Hydraulic excavator
operating mass under 12 tonne
operating mass under 20 tonne
operating mass under 25 tonne
Backhoe loader
digging depth 4.0 - 5.0m; operating mass under 8 tonne
Backhoe (hammer)
extra over cost for hammer
operating mass 2.5 - 8 tonne
operating mass 10 - 18.5 tonne
operating mass 18.5 - 26 tonne
Skidsteer loader
rated operating capacity under 500kg
rack loader
material density 1600kg/m3
bucket capacity 1.0 - 1.3m3; net power under 55kW
bucket capacity 1.2 - 1.5m3; net power under 75kW
bucket capacity 2.0 - 2.4m3; net power under 120kW
TRUCK
tonne
GRADER
t power 100 - 110kW
Document1
Labour
Material
GST not included
Plant
Other Total
Average Increase In Volume After Excavation
15%
30%
40%
70%
h
h
37.00
32.50
t
t
t
t
-
t
-
-
-
37.00
32.50
21.88
60.45
43.18
39.09
-
-
21.88
60.45
43.18
39.09
-
29.09
-
-
29.09
1000
-
625.00
-
-
625.00
m3
-
185.25
-
-
185.25
h
h
h
h
-
-
105.00
128.00
145.00
169.00
-
105.00
128.00
145.00
169.00
h
h
h
-
-
92.00
107.00
108.00
-
92.00
107.00
108.00
h
-
-
80.00
-
80.00
h
h
h
-
-
24.00
30.00
40.00
-
24.00
30.00
40.00
h
-
-
70.00
-
70.00
h
h
h
-
-
90.00
97.00
118.00
-
90.00
97.00
118.00
h
-
-
55.00
-
55.00
h
-
-
100.00
-
100.00
60
QUANTITIES
Reinforcement /
Concreter
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61
CONCRETE
10.01 SMM REQUIREMENTS
1.
Concrete, is divided into a number of sub-sections, viz.:
In-situ Concrete
Formwork
Permanent metal formwork system
Reinforcement
Prestressing
Slip formed construction
Precast concrete
Tanking
The SMM requires that all of the above categories are measured separately.
1.
Formwork is measured to the net contact surface between formwork and concrete.
2.
Calculate mass of bar reinforcement as the net theoretical mass with no allowance for
rolling margin
10.02 BAR REINFORCEMENT
10.02.01
Document1
Mass Per Unit Length
Steel Bar and Round Rod Reinforcement
Diameter (mm)
Mass Per Unit Length (kg/m)
6
0.222
8
0.395
10
0.616
12
0.887
16
1.58
20
2.46
24
3.55
28
4.84
62
10.02.02
Fitment Hook End Allowance (Refer AS 1480)
Allow 100 mm for each fitment hook end.
10.03
REINFORCEMENT DRAWING NOTATION
Reinforcement Types
Y
R
F
W
TM
denotes hot rolled deformed bar to AS 1302
denotes hot rolled plain round bar to A 1302
denotes hard drawn wire fabric to AS 1304
denotes hard drawn plain wire to AS 1303
denotes hard drawn wire trench mesh to AS 1304
Structural Drawing Convention
6 – Y12 signifies six 12mm diameter. Hot rolled deformed reinforcing bars
conforming to AS 1302.
R6 – 600 signifies 6mm diameter. Plain round bar reinforcement conforming to
AS 1302 spaced at 600mm maximum centres.
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MEASUREMENT NOTES – REINFORCED CONCRETE STRIP FOOTINGS
Item a – concrete: Calculate lengths of footings a – d inclusive using the centre line
measurement method. Note that sine the brick cavity wall is centrally located over the footing,
the centre line length of the wall is the same as the centre line length of the footing. Thus
brickwork dimensions can be used to calculate the concrete footing length, eg. In the case of
footing a, 11770 – 280 = 11490.
The length of footing w is the distance from the inside face of footing as to the inside face of
footing c.
Multiply the centre line lengths by the cross – section size to obtain the concrete volume.
All strip footings are included in the one description even though they may be of different cross
– sectional size.
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Item b – Main Reinforcement: Find the length of each reinforcement bar by calculating the
overall footing length and deducting the concrete cover. Allow for laps in reinforcement at
corners and intersections. In this case, all other laps are deemed to be included in the price,
refer to SMM.
Item c – Fitments: Calculate the length of the fitments for each different size footing using the
formula L = 2A + 2B + 2HE. A is equal to the width of the footing less the concrete cover,
similarly B is equal to the depth of the footing less the concrete cover, and HE is 100mm.
Unless the locations of the fitments are shown on the engineer’s drawings, there is no set
method for locating the fitments to strip footings. The method adopted above is to space the
fitments to the longitudinal footings overall, and to space the fitments to the vertical footings in
between as shown below.
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STIRRUPS
Stirrups to small footings are usually 6mm diameter shaped to required dimensions. They are
placed and wired at 90º to the main steel at intervals of 900mm maximum.
Example
Calculate the number of stirrups required for walls A and B.
=
=
=
=
7500 - 2 x 75 ÷ spacing + 1
7350 ÷ 900 + 1
10 stirrups for each wall
20 stirrups
For walls C and D, deduct the width of the steel cage from each end. The end stirrups are not
required as the steel from the other footings will support each end. (See diagram below).
=
=
=
=
=
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Length of trench – 2 width of trench ÷ spacing + 1
6600 - 2 x 600 ÷ 900 + 1
5400 ÷ 900 + 1
6 + 1
7 stirrups for each wall
14 stirrups
66
Length of stirrup is calculated as follows:
Bottom
Top
Sides
Sides
=
=
=
=
600
600
300
300
-
2
2
2
2
x
x
x
x
75
75
75
75
Add for tails
Total Length
=
=
=
=
450
450
150
150
1200
=
=
100
1300 for stirrup
Stirrups required for outer footings = 20 + 14 = 34
Total length : 34/1.3
= 44.2m
The number of stirrups for the internal footings E and F is calculated by dividing the length of
the trench by stirrup spacing plus one.
= 4500 ÷ 900 + 1
= 5+1
Footing F
= 6600 - 2 x 600 ÷ 900 + 1
= 5400 ÷ 900 + 1
= 7 stirrups
Total number required = 6 + 7 = 13
Length of stirrup:
2/450
- 4
x
75 =
900
-
300
=
2/300
- 4
x
75 =
600
-
300
=
Add for tails
Total length
=
=
600
300
900
100
1000 per stirrup
Total length required for 13 stirrups
= 13 x 1000
= 13.0m
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CLASS EXERCISE 1 - Reinforcement/Concrete Quantities
Students are to take off quantities for reinforcement and concrete.
NOTE: Cover refers to concrete = brick to edge of concrete
= reinforcement to concrete
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TRADE: ____________________________ REFERENCE: ______________________________
Item
Particulars
Unit
Quantity
Rate
$
¢
TRADE:_______________ PAGE: ________ TO COLLECT / SUMMARY $
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Estimate
Reinforcement
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REINFORCEMENT
A.
Document1
MATERIALS

Codes

Product mass

Product range

Reinforcement process

Approximate quantity required
B.
LABOUR
C.
PLANT
71
MATERIALS
Codes
The relevant codes are:- The concrete structures code AS3600
Reinforcing steel standards AS1302, AS1303 and AS1304
Product range
MATERIAL GRADE
SIZE RANGE
Plain rod 250R
6.5, 10, 12.5mm coil
Plain rod 250R
5.5 – 14mm coil
None given
Plain wire 450W
4 – 12.5mm coil
450Mpa
Fabric, fitments
Plain bar 250R
R10 – R36 straight
250Mpa
Dowel bars
Deformed bar 250S
S12 straight
250Mpa
Swimming pools
Deformed bar 400Y
Y12 &Y16 coil
400Mpa
General use
Deformed bar 400Y
Y12 – Y36 straight
400Mpa
General use
Deformed bar 400Y
Y40 & Y50 straight
400Mpa
Special order
Fabric F1218
6000 x 2400mm
450Mpa
Slabs and walls
Fabric F1118
6000 x2400mm
450Mpa
Slabs and walls
Fabric F1018
6000 x2400mm
450Mpa
Slabs and walls
Fabric F918
6000 x2400mm
450Mpa
Slabs and walls
Fabric F918
6000 x2400mm
450Mpa
Slabs and walls
Fabric F818
6000 x2400mm
450Mpa
Slabs and walls
Fabric F718
6000 x2400mm
450Mpa
Slabs and walls
Fabric F102
6000 x2400mm
450Mpa
Slabs and walls
Fabric F92
6000 x2400mm
450Mpa
Slabs and walls
Fabric F82
6000 x2400mm
450Mpa
Slabs and walls
Fabric F72F62
6000 x2400mm
450Mpa
Slabs and walls
Fabric F52
6000 x2400mm
450Mpa
Slabs and walls
Fabric ARC 63
6000 x2400mm
450Mpa
Slabs and walls
Fabric ARC 53
6000 x2400mm
450Mpa
Slabs and walls
Fabric F81
6000 x2400mm
450Mpa
Slabs and walls
Fabric F41
6000 x2400mm
450Mpa
Slabs and walls
Fabric F42
6000 x2400mm
450Mpa
Slabs and walls
Trench mesh F12TM
6000 x 2, 3 & 4 wires
450Mpa
Strip footings
Trench mesh F11TM
6000 x 2, 3 & 4 wires
450Mpa
Strip footings
Trench meshF8TM
6000 x 2, 3 & 4 wires
450Mpa
Strip footings
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YIELD STRENGTH
250Mpa
USAGE
Fitments
Feed for wire
72
Product mass
The “normal mass” is calculated mass plus 2.5%, which allows for the rolling margin. The
“Normal mass” is used for calculating the mass of material sold in all commercial transactions.
DIAMETER
BAR / ROD
NOMINAL MASS
kg/m
CALCULATED
MASS kg/m
R6
0.228
0.222
R6.5
0.267
0.2605
R10
0.623
0.6165
Y12
0.910
0.8878
Y16
1.6178
1.5783
T20
2.528
2.4662
Y24
3.6400
3.5513
Y28
4.9545
4.8337
Y32
6.4712
6.3133
Y36
8.1901
7.9903
Y40
10.1112
9.86646
Y50
15.7988
15.4134
FABRIC & MESH
NOMINAL MASS
Kg/m2
CALCULATED MASS
kg/m2
F1218
11.6
N/A
F1118
9.7
N/A
F1018
8.1
N/A
F918
7.0
N/A
F818
5.9
N/A
F718
5.1
N/A
F102
6.2
N/A
F92
5.0
N/A
F82
4.0
N/A
F72
3.1
N/A
F62
2.5
N/A
F52
1.5
N/A
ARC63
1.7
N/A
ARC53
1.0
N/A
F81
7.9
N/A
F41
2.0
N/A
F42
1.0
N/A
F12TM
Not given
N/A
F11TM
Not given
N/A
F8TM
Not given
N/A
Reinforcement processing
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
The Bar Schedule
A document giving details for the manufacturer showing lengths, shapes, diameters,
quantities, grades, positions, delivery and fixing as prepared by a “Scheduler”. The
schedule contains most of the instructions, which enable the processing to be carried out
below.

Cutting to length
Bar reinforcement is manufactured in stock lengths as straight bars, or in coils for sizes
16mm and below. Bars must be cut to the scheduled lengths as required for each job.
This may involve too much waste if the scheduler does not work out the best usage of
the stock lengths available.

Bending to shape
The schedule will have drawings with dimensions and angles so the supplier can
produce all the shapes as required.

Bundling and tagging
After the cutting and bending all the reinforcement will be grouped together according to
the final location in the structure, then tied up and tagged. The tag will identify the
location of the reinforcement in the structure, then tied up and tagged. The tag will
identify the location to the reinforcement in the structure. E.g. Y16 deformed bar, level 2,
beam B4, top steel.

Delivery instructions
Job address, customer details, and site supervisor.

Invoicing
After delivery, the normal commercial procedures take place as agreed between the
supplier and the client/builder.
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APPROXIMATE QUANTITIES FOR EACH PART OF THE JOB
Note: these should be taken as rough guides. The builder of or estimator should always
determine the actual quantity for each job.
Structure

Strip footings
30kgs to 70kgs per m3

Piers
0kgs to 150kgs per m3

Slab on ground
40kgs to 80kgs per m3

Columns
80kgs to 200kgs per m3

Attached beams
100kgs to 200kgs per m3

Suspended slabs
100kgs to 200kgs per m3

Suspended stairs and landings
100kgs to 200kgs per m3
Bar chairs

Fabric in F62 or less allow 4 per m 2

Fabric in F72 or more allow 2 per m 2

Bars (like Y12 etc.) allow 400 per tonne

Trench mesh allow 1 per 900mm of trench
Tie wire

With bars allow 10kgs per tonne

With fitments, ligatures, ties and stirrups allow 15kgs per tonne

With fabric allow 0.015kg per m 2

With trench mesh allow 0.08kg per lineal metre
Lap allowance

On fabric allow 10%

On trench mesh allow 10%

For bars see engineers and suppliers details
Waste

on fabric allow 2.5%

on mesh allow 2.5%

on bars allow none if they come cut and bent as per schedule. If you are buying lengths
yourself, then make some allowances relative to the job. Allow 2.5%.
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LABOUR
The following labour constants are to be used as a guide or in class activities only. The builder
or estimator should always determine output rates for each job. Each job will vary because of
site conditions, weather conditions, delivery and storage position, labour experience, clarity of
documentation, complexity of the job, experience of supervision and experience of the
engineer. Trying in position curved, bent, hooked, cogged and joggled work will always take
longer to perform than straight work. Therefore depending on the job at hand you should
always check your labour output rates allow for trying in position of each project.
All the following rates allow for tying in position of straight and bent steel and placing in tie
wire, spacers, chairs, discs and the like. They also cover cleaning out forms.
An allowance for working above or below ground level should be made and added to your
output rates and increased the further from ground level the work is performed.
TYPE
Bars up to 10mm dia.
Bars 12mm to 16mm
Bars 20mm to 36mm
Bars up to 10mm dia.
Bars 12mm to 16mm
Bars 20mm to 36mm
Bars 12mm to 16mm
Bars 20mm to 36mm
Bars 12mm to 16mm
Bars 20mm to 36mm
Bars 12mm to 16mm
Bars 20mm to 36mm
Fabric (wire up to 8mm dia)
Fabric (wire up to 8mm dia)
Fabric (wire up to 8mm dia)
Fabric with wire over 9mm
Trench mesh up to 3 bar
Trench mesh4 & 5 bar
Ligatures, fitments etc.
POSITION
Footings
Footings
Footings
Slabs
Slabs
Slabs
Columns & beams
Columns & beams
Walls
Walls
Stairs & landings
Stairs & landings
Slabs
Walls
Stairs & landings
Hoisting reinforcement on the job
site
To :- above or
below ground floor
level
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Strip footings
Strip footings
Footings/beams
UNIT
tonne
tonne
tonne
tonne
tonne
tonne
tonne
Tonne
Tonne
Tonne
Tonne
Tonne
M2
M2
M2
M2
Lineal metre
Lineal metre
Tonne
OUTPUT
20hrs per tonne
16hrs per tonne
10hrs per tonne
16hrs per tonne
14hrs per tonne
10hrs per tonne
17hrs per tonne
13hrs per tonne
18hrs per tonne
14hrs per tonne
16hrs per tonne
12hrs per tonne
0.10hrs per m2
o.15hrs per m2
0.18hrs per m2
Add 10% to above
0.05hrs per m
0.08hrs per m
35hrs per tonne
Add 2.5% to labour times above
76
PLANT
Generally the only plant required for this trade is a crane or a hoist. The cost of these
machines should be covered in the preliminaries. Depending on the job, the supplier may be
able to deliver and unload the reinforcement close enough to where you want it and thus no
plant would be required. If however the job has a number of floors or limited access then
some allowance will have to be made for the cost of plant.
Note: If the job has a number of levels then ensure you obtain the right size crane to be able
to reach the required drop position. This will help reduce the labour times on site.
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Estimating
Concreter
Strip / blob footings
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CONCRETE
A.
MATERIALS

GENERAL DETAILS

ORDERED AS PREMIXED FROM TRUCKS

ORDERED AS PREMIXED IN BAGS

ORDERED AS SEPARATE COMPONENTS

WASTAGE
B.
PLANT

GENERAL COSTING ALLOCATION

MAJOR PLANT

MINOR PLANT
C.
LABOUR

PREMIXED CONCRETE

SITE MIXED CONCRETE
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A.
MATERIALS
There is much literature available about the product called concrete. Concrete is such a
versatile product and has been made more versatile by the advantages of chemical additives.
Places like the “Concrete Association” have much more of the literature available for those
who need more information on the product called concrete.
Basically concrete is made up of:
1.
Cements –
Type A - Normal Portland Cement – GP/GB
Type B - Highly Early Strength Portland Cement
Type C - Low Heat Portland Cement
Type D - Sulphate Resisting Portland Cement
- Off White and White Portland Cements
- Masonry Cement
- High Alumina Cement
2.
Additives
- Water reducing agents - gives better hydration and greater workability
- Air entraining agents - increases workability and some strength loss
- Set accelerators - increase the rate of setting
- Set retarders - slows the rate of setting
- Pozzolans -helps with the hardening process and increase workability
3.
Sand
- Washed clean sharp sand (without impurities)
4.
Aggregates
- from 5mm up
- can be graded to help make a more workable mix
- Made from stones, gravel and rocks
- Can have sharp edges or be rounded
- Must be clean
5.
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Water
- Clean water (drinking water)
80
ORDERED AS PREMIXED FROM TRUCKS
Concrete can be ordered as pre-mixed or in a plastic state and delivered by a truck.
Mini-crete trucks will deliver small quantities from 0.2m 3 up to 3m3.
Because of the smaller quantities concrete ordered this way will be more expensive than
concrete ordered from larger trucks.
Larger trucks will deliver 5m3 up to 7m3.
The truck driver will allow you to approximately 20 to 25 minutes to unload from the truck.
The driver will fill your barrows for the labourers.
Don’t overload (fill) the barrows because there is a greater chance of losing a barrow load and
an increase chance of injury.
1m3 of concrete should take about 20 to 25 barrow loads each weighing between 115kgs to
90kgs.
Basically common sense should tell you what the minimum information would be.
-
Quantity of concrete (m3)
-
Strength of concrete (15, 20, 25, 32, 40, 50 Mpa)
-
Slump of concrete (80mm up)
-
Size of the course aggregate
-
If the aggregate is to be graded
-
The intended method of placement (pump, barrow, shute, kibble)
-
Any testing required by the engineer
-
Site address and access
-
Time it is required
Always check the engineer’s details for the relevant information.
Note: AS1379 states that the discharge should be completed within 90 minutes.
This can be waived providing that the concrete can be properly placed and compacted without
the addition of more water.
AS1379 states that the receiver shall be furnished with an identification certificate providing all
the necessary details in order to trace back any details if required.
Always refer to the Australian Standard for complete details to ensure your pricing meets the
requirements of the Standard.
ORDERED AS PREMIXED IN BAGS
Concrete can be ordered in pre-mixed bags with set proportions (e.g. 4:2:1)
There are about 56 bags of 40 kg pre-mixed concrete to make 1m3 of concrete
Note: if you mix concrete from bags in a wheel barrow, you would probably mix no more than
2 bags at a time. This equates to approximately 28 barrow loads each weighing approximately
100kgs with the water added. Take all this into consideration when estimating the time factor
for your labour content.
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ORDERED AS SEPARATE MATERIAL COMPONENTS
Concrete can be ordered as separate material components and then mixed on site by
measured proportions.
The quantity of dry material required to make up 1.5m 3 of concrete is between 1.4 to 1.6m 3
This includes the water content.
To average the above quantity we will allow 1.5m 3 of dry mix to make 1m3 of concrete.
Proportion the mix to 4 parts course aggregate, 2 parts sand and 1 part cement
(4+2+1=7 parts)
1.5m3 x 4 parts = .860m3 of the course aggregate proportion to make up 1 m 3 of concrete
7 parts
1.5m3 x 2 parts = 0.43m3 of the sand proportion to make up 1m3 of concrete
7 parts
1.5m3 x 1 part = 0.21m3 of the cement proportion to make up 1m3 of concrete
7 parts
Bags of cement required = 0.21m3
0.01m3 per bag
= 21.0 bags
The total weight of cement is 21.0 bags x 20kgs per bag = 420kgs
The amount of water should be related to the amount of cement used to create a water :
cement ratio.
The ratio should be approximately 0.5.
There should be about half the amount of water relative to the cement.
Water weighs 1kg per 1 litre.
The amount of water should be approximately half of 420kgs = 210kgs = 210 litres
You may use slightly more or less than this quantity but always remember that the more water
you use relative to the cement volume the weaker the mix will be.
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WASTAGE ON MATERIALS
Blinding layers
Up to 75mm thick. Allow 20%
Footings
Allow 10% for concrete strip footings poured
into ground due to unevenness of trench and
pit excavation.
Slabs on fill/paving
Allow 5% for concrete poured on ground to
allow for possible irregularities.
Concrete in forms
Allow 2.5% for defection in form and spillage
and minimum order requirements.
B.
PLANT
GENERAL COST ALLOCATION
Plant costs can vary according to the type of job, type of equipment used, number of men
involved, access to the pour, site conditions, capacity of equipment to place concrete, etc.
A balance should be made as to which is the most cost effective method, to either engage
extra men or to hire extra plant to complete the pour in the required time.
Major plant such as tower cranes that would be used by a number of different trades would
normally be allowed for in the preliminaries.
Special plant to be used to do a specific job in one particular trade, such as mobile cranes,
vibrators, mechanical floats, concrete pumps, etc., should be allowed for by the estimator
either in the preliminaries or as a separate item in the preamble; or alternatively, the total cost
of the plant required can be calculated for the trade and then apportioned to the respective
items in the bill.
There will be one net rate for the placement, compaction and screeding and another net rate
for the finishing net rate.
MAJOR PLANT
Major plant may include:
-
Mobile pumps
-
Crane and kibble
-
Shutes
-
Buggies
-
Conveyor belts
-
Hoists
-
Mechanical floats
-
Site batching plant
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At various times, it may be necessary to site mix concrete. This can be achieved by different
methods. It could be done by the establishment of a site batching plant if sufficient quantity is
involved or it can be mixed by a site mixer using your own labour.
MINOR PLANT
Minor plant tools are generally allowed for in the builder’s general overheads.
This means there is usually no allowance for the cost of these tools when the net rate is
determined.
However there may be an allowance for the running cost of plant in the net rates.
Minor plant may include:
-
floats (wood or steel)
-
edgers
-
bull floats
-
brooms
-
shovels
-
barrows
-
levels
-
staff
-
mixers
-
vibrators
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C.
LABOUR
1.
Pre-Mixed Concrete
NOTE: The labour constants below include for setting up, placing in position, levelling,
screeding and cleaning up plant but not fishing. Finishing has its own constants further
down the table.
These constants are to be used as a guide only and must not be used for actual job
estimating for your business in any way at all. You must always build up your own
constants and take into consideration all the possible variables that come with each
individual site.
Some of the variables include:
-
skill level
-
experience
-
amount of labour available
-
location of the site
-
access to the site
-
access around the site
-
plant available
-
condition of plant
-
weather conditions
-
class of finish required
-
quantity of material to be placed
-
time restrictions
Labour costs involved in the operation of equipment usually depends on the type of
equipment. It is normal for the cost of the operator to be included in the hire charge for some
heavy equipment. This, however, is not the case for some special plant, and each item should
be carefully looked at in this regard to establish if cost of operator is included in hire charge.
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Details
Unit
Tradesman
Labourer
UNREINFORCED CONCRETE
Strip Footings, Pads and Piers
Direct from truck
m3
0.44 hours
20m average wheel
m3
1.20 hours
Pumped
m3
0.20 hours
50mm thick direct from truck
m2
0.20 hours
75mm thick direct from truck
m2
0.22 hours
50mm thick 15m average wheel
m2
0.40 hours
75mm thick 15m average wheel
m2
0.44 hours
Blinding layers
MINOR PLANT
Minor plant tools are generally allowed for in the builder’s general overloads.
This means there is usually no allowance for the cost of these tools when the net rate is
determined.
However there may be an allowance for the running cost of plant in the net rates.
Minor plant may include:
-
floats
-
edgers
-
bull floats
-
brooms
-
shovels
-
barrows
-
levels
-
staff
-
mixers
-
vibrators
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Details
Unit
Tradesman
Labourer
REINFORCED CONCRETE
Strip Footings, Pads and Piers
Direct from truck
m3
0.55 hours
20m average wheel
m3
1.40 hours
Pumped
m3
0.25 hours
Direct from Truck
m3
0.75 hours
20m Average wheel
m3
1.75 hours
Pumped
m3
0.35 hours
Direct from truck
m3
1.10 hours
Barrowed from either truck or hoist
m3
1.85 hours
Pumped
m3
0.40 hours
Crane
m3
1.30 hours
m3
0.05 hours
By hoist and barrow
m3
2.50 hours
Pumped
m3
1.75 hours
Crane
m3
1.50 hours
Slabs on Ground and Paving
Suspended Slabs and Attached Beams
Add extra for:
Grading to falls and cross-falls
Walls
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Columns and Isolated Beams
By hoist and barrow
m3
2.50 hours
Pumped
m3
1.90 hours
Crane
m3
1.50 hours
By hand
m3
2.50 hours
Pumped
m3
1.90 hours
m
0.04 hours
m
0.03 hours
Large areas using a steel trowel
m2
0.24 hours
Large areas using a wooden float
m2
0.19 hours
Trowelling machine
m2
0.06 hours
Using a bull float
m2
0.05 hours
Using a broom
m2
0.03 hours
Edging
m2
0.04 hours
Stairs and Landings – Suspended
Finishes
Hand – narrow widths – stairs, treads,
copings etc. Using a steel trowel
Using a wooden float
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2.
Site mixed concrete from separate materials
REINFORCED CONCRETE
Strip footings, Pads and Piers
Mixed, wheeled and screeded
m3
2.67 hours
m3
4.67 hours
m3
5.33 hours
Slabs on Ground, approx. 100 thick
Mixed, wheeled and screeded
Paving areas
Mixed, wheeled and screeded
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EXERCISE 1
TRENCH MESH – Estimate the cost of trench mesh to a strip footing 100m long. The strip footing
shall have F12TM3 as the bottom reo. And F8TM3 as the top reo. The trench mesh shall be
separated by R10 cogged ties 200mm wide by 300mm deep with 80mm cogs spaced at 900mm
c/c. The trench mesh shall be supported on 50mm bar chairs, which will rest on 155mm dia. Chair
bases.
BASIS: 100m lineal metres (Done as per a builder’s bill and not as per the mode)
MATERIALS
F12TM3 - $4.65 per metre
F8TM3 - $1.95 per metre
Cogged ties - $1230.00 per tonne
Bar chair bases 155mm dia. - $20.00 per 100
Tie wire 1.6mm - $3.50 per kg
LABOUR
Labour rate = $12.48 per hour
On cost on labour = 80%
PLANT
Crane – Covered in preliminaries if required.
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90
Estimating Workbook
ESTIMATE PARTICULARS:
REINFORCEMENT (as per a “Builders bill” and not as per mode)
Trench mesh F12TM3 to the bottom and F8TM3 to the top of the strip footing. R10 cogged ties
200 x 300 deep @ 900mm c/c. supported with 50mm bar chairs & 155mm dia. Bases.
ITEM
DESCRIPTION OF WORKS
BASIS: Whole job 100 long (using the nominal rate)
MATERIALS
Trench mesh F12TM4
Trench meshF8TM3
Lap allowance on trench mesh 10 % of 1 &2
Waste on the trench mesh allow 2.5% on items 1, 2 and 3
Bar chairs 50mm: allow 2.per 600mm = 100m/ 0.600m = 166.67 = 167
+ 1 = 168
168 x 2 = 336 bar chairs.
Bar chairs bases 155mm dia. Allow the same number as chairs
R10 cogged ties 200mm wide x 300mm high at 900mm c/c
No. of stirrups = 100m / 0.900m = 111.11 = 112 + 1 = 113
Length of stirrup = 2 x (0.200 + 0.300) + 0.160 (cogs) = 1.160m
Mass = 1.160m x 0.60m x 0.623kg/m = 0.723kg. Total mass = 113 x
0.000723 t = 0.082 t
Tie wire: allow 0.008kg per m of trench. 100m x 0.008kg = 0.8kg x 2
layers = 1.6kg
Tie wire: allow 15kg per tonne of stirrups. 0.082t x 15kg = 1.23kg
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
10.
LABOUR
Labour to cut, tie, position and support mesh, stirrups, chairs and
bases
Allow 0.05 hrs per m per layer (2 layers) x 100m = 10hrs
Labourer to tie and fit into position. Allow 35 hrs per tonne x 0.082
tonnes = 2.87hrs
On cost on labour: allow 80%
STUDENT:
PROJECT:
Exercise 1
DATE:
QUANTITY
UNIT
RATE
PER
MATERIALS
100
100
$660.00
$726.00
m
m
$
$
$4.65
$1.95
10%
2.5%
m
m
$465.00
$195.00
$66.00
$18.15
336
336
chairs
bases
$21.00
$20.00
100
100
$70.56
$67.20
0.082
tonne
$1,230
tonne
$100.86
1.60
1.23
kg
kg
$3.50
$3.50
kg
kg
$5.60
$4.31
$992.68
DIRECT
LABOUR
SUBCONTRACT
WORK
PLANT
TOTALS
$992.68
10
hrs
$12.48
hr
$124.80
2.87
$160.62
hrs
$
$12.48
80%
hr
$35.82
$128.49
$289.21
$289.21
Nett cost per m = $1281.89 / 100m = $12.82
$992.68
ESTIMATE FOR:
Trench mesh F12TM3 to the bottom and F8TM3 to the top of the strip footing. R10 cogged ties
200 wide x 300 deep @ 900mm c/c. supported with 50mm bar chairs & 155mm dia. bases.
Document1
Trade:
91
$289.21
Concrete
$0.00
$1,281.89
EXERCISE 1
STRIP FOOTINGS – Place N25MPa concrete into reinforced strip footings from a pump. Vibrate
and rough screed the concrete.
MATERIALS
Concrete bought at $145.00 per m3
LABOUR
Labour cost = $12.49/hr
On cost on labour = 80%
PLANT
Pump allowed for in the preambles
Screed allowed for in the builders overheads
Vibrator:
allow running costs of $0.20 per m3
depreciation allowed for in the builders overheads.
N = Newton = Pressure
Document1
92
Estimating Workbook
ESTIMATE PARTICULARS:
Concrete: Piers
N25MPa concrete to be placed into reinforced strip footings from a pump.
Vibrate and rough screed
ITEM
DESCRIPTION OF WORKS
1.
BASIS: 20m3
MATERIALS
N25MPa premixed concrete
2.
Allow for waste @ 10%
STUDENT:
PROJECT:
Exercise 5
DATE:
QUANTITY
20
$2,900.00
UNIT
RATE
PER
m3
$
$145.00
10.00%
m3
%
MATERIALS
DIRECT
LABOUR
SUBCONTRACT
WORK
PLANT
TOTALS
$2,900.00
$290.00
$3,600.00
LABOUR
3.
4.
Labourer to deposit, vibrate and rough screed (0.25hrs/m3 x 20m3 =
5hrs)
On cost labour (allow 80%)
Time = 667m2 / 30m3/hr = 4hrs
$62.45
5
$62.45
4
hrs
$
hr
$12.49
80.00%
$85.00
hr
%
hr
20
m3
$0.20
m3
$49.96
$112.41
$112.41
PLANT
5.
Running costs for the vibrator allow $0.20 per m3
$4.00
$4.00
$4.00
$3,306.41
$102.04
Nett per m3 = $3306.41 / 20m3 = $165.32
Nett rate for 20m3
ESTIMATE FOR:
N25MPa concrete to be placed into reinforced strip footings from a pump.
Vibrate and rough screed.
Document1
$3,190.00
Trade:
93
$112.41
Concrete
$0.00
TRADE: Concreter/Reinforcement
Plan TAFE 1.
a) From the information below bill and measure the quantities for the above trade.
b) From the allowance and labour constraints extend estimation sheets and produce a
summary sheet.
Quantities/Estimation particulars.
1) L11 TM4 to Type B footings. Provide 50mm cover
Basis: 27 metres
Bogart clips placed at 900mm centres
Trench mesh chair placed under each pair of Bogart clips
Allow wastage
Tire wire roll $28.90/roll
1 roll = 10kg
Labour constraints refer text book
Labour rate = $34.00/hour
Oncost on labour 43%
2) L11 TM3 to Type A footings. Provide 50mm cover.
Material and labour constraints as above.
3) Pre-mixed 25MPA concrete to strip footings. Place from truck to trench, vibrate and
screed.
Basis: 6m3
Allow wastage
Allow minimum 4hrs hire for immersion vibrator
Immersion vibrators hire rate $12.00/hr
Running cost $1.85/hr
Pick-up and return of immersion vibrator $18.90 each way
Labour constraints refer text book
Labour rate as above
Allow 0.15hr/m3 to vibrate and rough screed
On cost of labour as above
4) Pre-mixed 25MPA concrete to blob footings. Placed by barrow with 20m average wheel.
Vibrate and rough screed.
Basis: 1m3
Allow for wastage
Plant cost for Vibrator allowed for in strip footing estimate
Labour rate as above
Allow 0.15hr/m3 to vibrate and screed
On cost on labour as above
Document1
94
Ship to:
J. & C. Morton
15 Coventry Pl
WAGGA WAGGA NSW 2650
Project
Job Title
Validity Period
Terms of Payment
Delivery Basis
Variations
Valid to 13.02.2008 subject to prior sale
Cash Sale
(SOE) Non Std Delivery $ /drop
Additional
Comments:
Item
No
Description
Quantity
Weight
(Kg)
Unit Price
Net Value
100
RD-12-L300-6000 (100386)
Round Bar AS/NZS3679.1 Grade 300
5.0 EA
27
8.77 EA
43.85
200
DB-12-D500N-6000 (100095)
Deformed Bar AS/NZS4671.2001 Grade 500N
5.0 EA
27
6.39 EA
31.95
300
RD-10-L300-6000 (100384)
Round Bar AS/NZS3679.1 Grade 300
5.0 EA
19
6.17 EA
30.85
400
MESH-TRENCH-L12TM3-BLK-D500L-200-6000
(109289)
Mesh Trench Black
AS/NZS4671.2001 Grade 500L
1.0 EA
16
23.70 EA
23.70
500
MESH-TRENCH-L12TM4-BLK-D500L-300-6000
(109290)
Mesh Trench Black
AS/NZS4671.2001 Grade 500L
1.0 EA
22
31.03
31.03
600
MESH-TRENCH-L12TM5-BLK-D500L-400-6000
(176978)
Mesh Trench Black
AS/NZS4671.2001 Grade 500L
1.0 EA
27
44.54 EA
44.54
700
MESH-TRENCH-L11TM3-BLK-D500L-200-6000
(109286)
Mesh Trench Black
AS/NZS4671.2001 Grade 500L
1.0 EA
13
19.61 EA
19.61
800
MESH-TRENCH-L11TM4-BLK-D500L-300-6000
(109287)
Mesh Trench Black
AS/NZS4671.2001 Grade 500L
1.0 EA
18
25.88 EA
25.88
900
MESH-TRENCH-L11TM5-BLK-D500L-400-6000
(109288)
Mesh Trench Black
AS/NZS4671.2001 Grade 500L
1.0 EA
22
32.44 EA
32.44
1000
MESH-REO-SL62-BLK-D500L-2400-6000
(101856)
Mesh Reinforcing Black
AS/NZS4671.2001 Grade 500L
1.0 EA
33
42.87 EA
42.87
Document1
95
Quotation No. 21790958
Attention:
Item
No
Description
Quantity
Weight
(Kg)
Unit Price
Net Value
1100
MESH-REO-SL72-BLK-D500L-2400-6000
(109280)
Mesh Reinforcing Black
AS/NZS4671.2001 Grade 500L
1.0 EA
40
53.24 EA
53.24
1200
MESH-REO-SL82-BLK-D500L-2400-6000
(109283)
Mesh Reinforcing Black
AS/NZS4671.2001 Grade 500L
1.0 EA
52
67.65 EA
67.65
1300
CON-TRENCH-CLIP-11-200 (176257)
Trench Mesh Clip to suit 11mm TM
50.0 EA
6
32.20 PK
32.20
1400
CON-TRENCH-CLIP-11-300 (151575)
Concrete Trench Mesh Clip to suit 11mm TM
50.0 EA
50
32.23 PK
32.23
1500
CON-TRENCH-CLIP-11-400 (156262)
Trench Mesh Clip to suit 11mm TM
50.0 EA
5
36.32 PK
36.32
1600
CON-TRENCH-MESH-SUPP-ALL-25PP-290
(179502)
Concrete Trench Mesh Support
to suit all TM 25 per pack
25.0 EA
1
11.24 PK
11.24
1700
CON-BCHAIR-PLAS-SOG-50-65-CLIPON
(168171)
Bar Chairs Plastic Slab on Ground Clip on
100.0 EA
4
18.19 PK
18.19
Subs. Freight $ Value
50.00
Total Weight (kg)
383
Net Value
GST
Total Value(AUD)
627.79
62.78
690.57
All goods supplied by Bluescope Distribution Pty Ltd ABN 88 096 380 068 are supplied under the
Bluescope Distribution Conditions of Sale
The Conditions of Sale are available from sales centre, by clicking the business links at
http://www.bluescope@distribution.com.au, or by calling 1300 360 833.
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96
CONCRETE IN-SITU
Estimator Tips
 Unit rates include labour, material and plant hire costs but exclude contractors margin and GST.
 Craneage costs are not included, refer Preliminaries Section.
 Excavation costs are not included.
 Average allowance for waste has been included.
Per
LABOUR
Labour
labourer, group 2
MATERIALS
Readymixed concrete
(minimum 3/3.4m3)
15MPa
20MPa
25MPa
30MPa
32MPa
40MPa
shotcrete
excess waiting time (per minute)
small loads (under 3/3.4m3)
excess cartage
Micro Fibre reinforcement
polypropylene, incorporated into concrete;
(dosage rate 0.9kg/m3)
PLANT
Concrete pump/operator
(add 1 hour to rate for travelling)
standard
minimum charge
quantity charge
Crane see Mobile crane, page 277
TESTING
Concrete test
compression
per cylinder
minimum charge
slump; per cone
UNIT RATES
Piers
concrete 20 MPa
chute
handle/barrow
pump
Shotcrete pumping
(minimum 20m3; to walls not exceeding 2100mm high; stable
ground condition)
establishment fee
gun finish
Footing beams/column bases/strip footings
concrete 20MPa
chute
handle/barrow
pump
Blinding slab
concrete 20MPa
chute
handle/barrow
pump
Slab on ground
concrete 20MPa
chute
handle/barrow
Document1
Labour
Material
GST not included
Other
Total
Plant
h
34.00
-
-
-
34.00
m3
m3
m3
m3
m3
m3
m3
no
m3
km
-
177.65
180.50
185.25
190.00
191.90
204.25
180.00
1.90
21.75
1.85
-
-
177.65
180.50
185.25
190.00
191.90
204.25
180.00
1.90
21.75
1.85
m3
-
16.00
-
-
16.00
h
no
m3
-
-
235.00
940.00
5.50
-
235.00
940.00
5.50
no
item
no
36.75
110.25
10.50
-
-
-
36.75
110.25
10.50
m3
m3
m3
34.00
51.00
34.00
198.55
198.55
198.55
22.50
-
232.55
249.55
255.05
day
m3
-
189.00
251.93
85.70
-
251.93
274.70
m3
m3
m3
34.00
51.00
34.00
198.55
198.55
198.55
22.50
-
232.55
249.55
255.05
m3
m3
m3
47.60
71.40
47.60
198.55
198.55
198.55
22.50
-
246.15
269.95
268.65
m3
m3
47.60
71.40
198.55
198.55
-
-
246.15
269.95
97
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98
Quantities
Masonry / Brickwork
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99
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100
SMM REQUIREMENTS
Refer to SMM Masonry, for the rules governing the measurement of brickwork. In particular the
following basic requirements should be noted:
1.
Common brickwork, fair face common brickwork and face brickwork are measured
separately. Consider the case of a 280 mm cavity brick wall comprising an outer 110 mm
thick face brick skin and an inner 110 mm thick common brick skin; the face brick skin of the
cavity wall. As illustrated in the following example it is necessary to calculate the centre line
length of both skins in order to determine the area of the walls.
2.
Cleaning down on completion of face brickwork is measured under a separate
description in m2. The area to be measured is the exposed face area (including the area of
sills, corbels, etc. but excluding the area of reveals) and is different from the area measured
for the face brick wall skin as outlined in 1.
PLAN
Length of face brick outer skin = 2 (A + B)
Length of common brick inner skin = 2 (C + D)
Length for cleaning down face brickwork = 2 (E +F)
3.
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Brickwork is classified separately by levels
101
MEASUREMENT NOTES – BRICKWORK
Face brick skins: Use centre line measurements multiplied by wall height to determine the
gross wall area. Deduct opening to determine the net area. W1 is not deducted since it is less
than 1 m2.
The height of all window openings includes an additional 172 mm to allow for the brick on edge
still courser which is measured separately.
Common brick skins: Same technique as item a but centre line measurements and wall heights
are different.
Sills: Include all window openings, including those openings less than 1m 2.
Cavity Ties: Purely for practical reasons the net area of the outer face brick skin is repeated.
This area is slightly greater that the area of the cavity and is used in order to avoid having to
take off new quantities. Also, the unit rate from this type of work is relatively low in cost.
Sundries: Exposed area measured excluding the area of reveals. Pointing and cleaning down
reveals is deemed to be included in the price.
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102
CLASS EXERCISE 1:
Students are to take the quantities off for the brickwork required for Fig 1.
Include in your take off the following:
a) 230mm DPC to underside of bearer. L/metres
b) 110mm DPC to underside of bearer. L/metres
c) 110mm face brickwork to brick cavity wall. M2
d) 110mm common brickwork to brick cavity wall. M2
e) Common brickwork to 110mm engaged piers. L/metres
f) Common brickwork to 230mm isolated piers. L/metres
Document1
103
FIG 1
CLASS EXERCISE 1
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104
Document1
105
FIG 2
FIG 2
FIG 3
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106
CLASS EXERCISE 2
Take off brick quantities for the following:
1) Face brickwork to external walls (m2)
2) Common brickwork to internal walls (m2)
3) Face brick on edge to window sills and external door (m)
PLAN
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107
CLASS EXERCISE 3
Opening Schedule:
H
W
W1 =
900 1.200
W2,3 = 1.500 2.400
D1 & 2 = 820 x 2040
= 900 x 2100
PLAN
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108
MASONRY
A.
Document1
MATERIALS

Codes

Product mass

Product range

Reinforcement process

Approximate quantity required
B.
LABOUR
C.
PLANT
109
MATERIALS
There are many types, sizes and finishes of bricks on the market today. Each one meeting
their particular industry requirements.
Bricks maybe broadly classified into a large number of categories.

Face bricks or Common bricks

Extruded bricks or Pressed bricks

Durability classification – General purpose or Exposed

Sizes – Standard, Modular, Through wall (Note: some manufactures have
8 or more different size bricks on the market)

Shape – apart from different size bricks, bricks, bricks can be made as
special purpose. E.g. Bullnose, Radial, Plinth header, Plinth stretcher etc.

Compressive strength

Raw material – clay, clay/shale, calcium/silicate and cement

Firing in the kiln – over burnt is called a clinker and an under burnt brick is
called a callow
Bricks maybe also be classified into terms that describe their position or the way they have
been cut.

Headers

Quoins

Sills

Bands

Squints

Voussoirs

Springers

Key

Bats (quarter, half & three quarter)

Closers (queen, half queen & king)
The estimator should always make sure of all the details set out in the contract documents
to ensure that the correct bricks have been ordered.
Always ensure that you can obtain the bricks as required depending on the number of
bricks for the job. Check out how early you have to order to ensure delivery on time. Inform
the supplier of all the material requirements and when they will be required. If you are
under then you may have a long wait before that same batch will be run again, which may
hold up the job. There may also be an argument that another batch may not turn out exactly
the same in appearance as the original batch.
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110
Brick quantities
For estimating purposes the following quantities should be allowed:
Type – Stretcher Bond
No. of
bricks per
m2
No. of
bricks per
pack
230 x 110 x 76mm standard single skin brick walls 110 thick
50
400
230 x 110 x 119mm standard single skin brick walls 110 thick
33
265
230 x 110 x 162mm standard single skin brick walls 110 thick
25
200
230 x 110 x 76mm standard walls 230 thick
100
400
230 x 110 x 76mm standard 76nn thick brick-on-edge walls
35
400
290 x 90 x 90mm modular brick walls 90thick
34
192
290 x 90 x 76mm maxi brick walls
40
416
12.5
180
100 x 190 x 390 concrete masonry blocks
Wastage on Bricks
Common Brick Work
2.5%
Face Brick Work
5.0%
Mortar
Exposure conditions are fully set out in the masonry code AS3700-1988 (table 3.1).
These conditions must be determined from the site report. Check the Standard and apply
the correct mix to the given situation.
Material Quantities (basis used for brick laying in this text)
Volume of mortar for 1000 bricks
Bed joint
Perp joint
= 1000 bricks x 0.240 = 240m
240m x 0.110 x 0.020 thick
= 1000 x 0.110 x 0.067 x 0.010 thick
= 0.528m3
= 0.084m3
0.612m3
Note: the 20mm thick bed joint allows for a neat 10mm thick bed joint by the time much of
the mortar fills in the frog or works into the extruded perforations.
This volume can vary by a large proportion, as there are many different types of bricks,
weather conditions, skill level, interruptions and site conditions etc.
The allowance for waste may also vary as well, but for the purpose of this theory we will
allow 35%.
TOTAL VOLUME = 0.612m3 x 1.35 = 0.826m3
Allow 0.83m3 of mortar per 1000 bricks
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111
This is one area where you have to make an allowance and hope that what has been
allowed is enough, because it is very difficult to be exact. Always ensure that there is an
adequate quantity of material on site for the bricklayers to do the job. Don’t make the
mistake of having too much material on site at one time as sand may become soiled or
washed away if left too long. Bags of cement and lime can be broken open and lost, get
wet or possibly be taken home by people from the site etc.
Hydrated Lime
Portland Cement
Bags per tonne
40
Weight of 1 bag
25kgs
Cubic capacity 1 bag
0.045m3
Bags per tonne
50
Weight of 1 bag
20kgs
Cubic capacity 1
bag
approx.
0.0133m3
Brick Layers Sand
Weight per m3
approx.
1360kg
Fresh Water
1 litre
1kg
1m3
1 tonne
Mortar additives
There is a list of acceptable additives as set out in AS3700.
Mortar Table – Mortar required to lay 1,000 bricks.
Mortar Composition
Cement
0
1
1
1
1
1
1
Lime
1
2
3
1
0
0.5
0
Quantity of Bags
Required
Sand
Cement
3
0
9
2.6
12
2
6
7.8
5
5.2
4.5
5.2
4
6.2
Lime
4.6
3.1
3.5
2.3
0
1.5
0
Tonnes
Sand
0.85
0.85
0.85
0.85
0.94
0.85
0.90
NOTE: this table is for bricks 230 x 110 x 76
Wastage on Mortar – As stated previously this can vary a great deal. The table above
already makes an allowance for approximately 35%, but you may decide to allow for more
than that.
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112
Coloured Mortar – Mortar can be coloured to suit the needs of the job by the type and
colour of the sand used, the colour and amount of oxide and the colour of the cement used.
Austral bricks have a web site with much technical information that builders can access and
use. This table below is from the Austral web site.
COLOUR
Red
Brown
White
Off white
Black
Natural
Cream
Yellow
SAND
Yellow
Yellow
White bush
White bush
Yellow
Yellow
Yellow
Yellow
CEMENT
Natural
Natural
White
Off white
Natural
Natural
Off white
Off white
OXIDE
Red
Brown
None
None
Black
None
None
Yellow
To colour mortar mixtures, allow about 14kg. of coloured oxide to 1m 3 mortar. This quantity of
oxide can be varied in accordance with lighter or deeper colour as required.
The volume of mortar as stated above for 1000 bricks is approximately 0.83m 3, therefore
0.83m3 x 14kg of oxide per 1m3 = 11.62kgs of oxide per 1000 bricks.
Scaffolding – Erection and dismantling costs only
It is recommended that the labour costs incurred in the erection and dismantling of heavy
duty scaffolding, suitable for use by brick layers, be included as a percentage of the labour
cost as applicable to the respective trade.
The percentage is determined by a comparison of costs incurred in the erection and
dismantling of the scaffolding and the normal labour costs incurred by that trade.
Ideally, such comparison should be based over a long period.
Example:
Domestic Work
Basis:
Bricks laid over two year period, 46 jobs
Involving 1,560,000 bricks
Brick laying labour (Brick layers and labourers) Labour costs – erecting & dismantling scaffolding Percentage:
$35,000 x 100
$720,000
1
$ 720,000.00
$ 35,000.00
= 4.86%
Note: As the foregoing figures include work (e.g. foundation walling) where no scaffolding
would be required, it will still be necessary to add 5% to the labour costs WHETHER OR
NOT the class work requires scaffolding.
The actual costs involved in the hiring or purchasing of scaffolding are usually included in
the tender sum as a part of the preliminaries.
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113
MASONRY TRADE ESTIMATING EXERCISE
All the following exercise will include the following rates where applicable.
MATERIALS
Face bricks :-
$682 per 1000 bricks
Common bricks :-
$390 per 1000 bricks
Cement :-
$6.02 per bag
Lime :-
$6.55 per bag
Sand :-
$59.00 per tonne
Galvanised wall ties :-
$0.32 each
Hoop iron strap 30mm x 1.5mm :-
$0.15 per metre
Ant caps:
Half cap :-
$2.50 each
Full cap :-
$4.00 each
Half continuous :-
$4.00 per metre
Full continuous :-
$6.00 per metre
90 x 10 :-
$18.00 per metre
90 x 90 x 12 :-
$32.00 per metre
150 x 90 x 12 :-
$45.00 per metre
Galvanised steel lintels :-
110mm wide Alcor :-
$1.50 per metre
230mm wide Alcor :-
$3.60 per metre
LABOUR Subcontractor Rates
Bricklayer :
$800.00/1000
Sills/Header :
$30.00/m
Engaged piers up to 2.4m
$20.00 each
Isolated piers up to 2.4m
$40.00 each
Clean/Acid brickwork
$50.00/1000
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Quantities
Woodwork / Carpenter
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WOODWORK
A typical preamble to the trade
A. Tenderers shall refer to the introduction, general rules, and recommendations of the
ASMM.
B. Tenderers shall refer to the relevant specification sections containing particulars of
woodwork.
Timber sizes
C. Timbers required to be finished size shall be referred to hereinafter as (f) meaning
‘finished’ after each figure, eg 100 (f) x 50 (f) rafter. Otherwise timbers shall be of
nominal sizes specified less trade allowances for cutting.
Measurement and prices
D. Measurement and prices shall be deemed to include for all labours in framing, notching
and fitting around projections, pipes, light fittings, hatches, grilles and similar complete
with all cleats, packers, wedges, and similar and all nails and screws.
Structural Timbers
Timbers shall be described with stress grade stated as follows:



>3.60<6.00m
>6.00<7.50m
>7.50<9.00m
or in suitable increments to suit local requirements.
Figure 10.1
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Examples
Ground floor framing
Select grade hardwood (F17):
A.
100 x 50 wall plate, 3600 to 6000 long bolted
m
B.
100 x 50 joists, 6000 to 7500 long
m
C.
150 x 75 bearers up to 3600 long
m
D.
12-diameter bolt and masonry anchor not exceeding 100 long fixing
50-thick timber to top of brick wall.
Wall framing
E.
Ordinary building hardwood (F17)
F.
100 x 50 bottom plate bolted
m
G. 100 x 50 top plate
m
H.
100 x 50 stud
m
I.
100 x 50 noggings
m
J.
50 x 25 diagonal bracing
m
K.
12-diameter mild steel bolt and masonry anchor not exceeding 100 long
fixing 50-thick timber to concrete upstand.
No
Roof framing
L.
Select grade hardwood (F17):
M. 100 x 50 struts
m
N.
150 x 50 rafters
m
O. 150 x 50 king posts
m
P.
m
225 x 50 tie beams
Q. 12-diameter mild steel bolt exceeding 100 and not exceeding 200 long fixing
truss members together.
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118
WOODWORK / FLOOR FRAME
SMM REQUIREMENTS
Refer to SMM
In particular the following basic requirements should be noted:
1.
Structural timbers and joinery timber including frames, linings, skirting, trims etc. are
measured by their NET length with no allowance for joints and 0.3m order length
requirements.
2.
Structural timbers exceeding 3.60m long are given separately in increments as noted.
However, in the following examples, this rule has been interpreted to apply only to structural
timbers specified or shown to be in a single length.
For example, 100 x 75mm timber floor bearers are grouped together in the same description,
irrespective of their lengths, since there are no specific requirements for them to be in single
lengths. However, a 4.00m long timber beam spanning between two supports would be
given separately and described in increments of exceeding 6.00m long.
In accordance with the SMM if this measurement procedure is adopted, a note should be
inserted at the commencement of the trade section in the Bill of Quantities.
CENTRE CALCULATIONS
Structural timbers are often specific to be specified to be spaced at maximum centre spacings. In
order to measure the quantity of those timbers it is necessary to calculate the number of members.
This is an easy mathematical process involving the following basic steps:
1.
Calculate the spacing distance (i.e. the distance between the centre of the first member and
the centre of the last member).
2.
Divide the spacing distance by the specified centre spacing and convert the answer to an
integer number.
3.
Add 1 to arrive at the answer.
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Wagga Wagga Campus
TAFE NSW Riverina Institute
CERTIFICATE IV BUILDING STUDIES RESIDENTIAL
GROUND FLOOR FRAMING AND FLOORING
CLASS EXERCISE 1
O.K. the ground floor framing and flooring as specified and as shown in Drawing 8.
SPECIFICATION NOTES - WOODWORK
GROUND FLOOR FRAMING
Floor framing to be F8 grade sawn hardwood. Bearers to be 100 x 75 spaced at 1800mm
maximum centres. Floor joists to be 100 x 50 spaced at 450mm maximum centres.
FLOORING
Flooring boards to be 100 x 25 T & G Cypress pine. Closely cramp boards, double nail,
punch and sand smooth on completion.
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WOODWORK/CARPENTER:
Wall frame quantities formulas: Assume butt joint framing.
Top and bottom plates: (over all wall plate measurement - 1 plate width) x 2
for top and bottom plates.
Common Studs: (over length of bottom plate/stud spacing)
Add 2 studs per opening to load bearing walls
Add 1 stud for every wall junction
Deduct for openings: width of opening/stud spacing -1.
Jack studs: Number of refer to deductions for openings
Length of stud length - opening height
Noggings: Refer bottom plate length-openings
Window and Door heads/lintels: Opening + 100mm
Window Sill Trimmer: Window opening + 10mm each side
Window Head Trimmer: Refer sill trimmer
Type A sheet bracing: 2 per corner and 1 if spacing’s exceed 1 metre.
Type B angle bracing: Allow in walls where ever bracing will fit in range of 30-60 degree
allowance.
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TAFE NSW Riverina Institute
CERTIFICATE IV BUILDING STUDIES RESIDENTIAL
BUILDERS QUANTITIES AND ESTIMATING 1 (2182F)
WOODWORK – WALL FRAMING
CLASS EXERCISE 1
USING PLAN No. W1
Bill, measure and extend for the following items

100 x 50 WALL PLATES in long lengths butted together at intersections with top plates
nailed and plated, bottom plates nailed to floor joists.

100 x 38 NOGGINS fixed between studs at 1.2m c/c in height <3.6 m

100 x 38 STUDS at 600mm c/c. Include for trimmer studs above and below door and
window openings.

100 x 50 STUDS to openings (note this affects all openings less than 1.2m in width)

100 x 50 WINDOW SILLS HEADS (Note allow an extra 10mm each side of the opening)

100 x 50 WINDOW & DOOR HEADS (Note allow an extra 10mm each side of the
opening)

175 x 50 WINDOW HEADS (Note allow an extra 100mm each side of the opening)

200 x 50 WINDOW HEADS (Note allow an extra 100mm each side of the opening)
Specification - Allow for 5 door openings at 900 x 2100 and for windows as per the
schedule.
HEAD SCHEDULE
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OPENING
HEAD SIZES
W1
200 X 50
W2
200 X 50
W3
250 X 50
W4
200 X 50
W5
175 X 50
W6
100 x 50
W7
100 x 50
D1-5
100 x 50
123
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ESTIMATING Scale: As shown
Plan
No,
Estimating
Woodwork/Carpenter
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WOODWORK
MATERIALS

Terms

Sizes

Waste

Factors affecting costs

Nail table
LABOUR CONSTANTS
PLANT
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MATERIALS
Much information is available from many different sources and an estimator should keep up
with the latest information from those sources. The estimator should also have an
understanding of the relative trade jargon.
Sources of the latest information include :
TDA

Forestry Commission

Timber and Building Materials Association

Plywood Association

Standards Association
COMMON TERMS USED WITH TIMBER
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
Species :- Type of timber e.g. Alpine ash, Cypress pine, Blackbutt, Brushbox,
Bluegum, Iron bark, Jarrah, Maple, Merranti, Mountain ash, Oregon, Radiata pine,
Tasmanian oak, Tallwood, Turpentine, Western red cedar. There are many
different species that you will come across in the building industry. These are just a
few. The availability of the species required including the section sizes, lengths and
grades are important to check. Short supply could mean higher costs, delays,
having to import, transport costs and the problem of seeking alternatives.

Grade :- Relates to the strength of the timber in bending and deflection. Given as
an ‘F’ rating or as a MGP rating. Generally the higher the number the stronger the
material. Refer to the span tables in the codes. The higher the grade the more
costly the material will be. Always check the specification requirements.

Seasoned :- Timber that has been kiln dried out under cover for a long period of
time. Seasoned timber that is from a timber yard is usually dressed. Seasoned
timber is lighter to work with than unseasoned timber and thus may allow for shorter
labour constants.

Unseasoned :- Timber that has not been put through a kiln. It is usually heavier
than comparable seasoned timber because there is a high level of moisture still in
the timber. This moisture will dry out over time and thus cause the timber to shrink.
Because the timber is heavier than seasoned timber there may be a higher cost of
transport for the same amount of unseasoned timber. Labour times will be slower
when working with unseasoned timber because of the extra weight per member.

Durability class :- Timber will be classified as number 1, 2, 3 or 4 durability.
Number 1 is the most durable and number 4 is the least durable. All sapwood is
classed as number 4 durability. However the sapwood can be chemically treated
so it can be classified higher. Always ensure that the correct durability is used in
the given situations.
128
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
Treated timber :- CCA is timber with copper, chrome and arsenic impregnated into
the timber to help preserve it. Graded from 2 to 5 for different conditions. LOSP is
another preservative treatment that stands for light organic solvent penetration. No
matter what treatment the timber has had, always ensure that you understand the
characteristics of the material when working with it. Painting requirements,
disposing of the waste and the personal protective equipment required when
working with it.

Joint group :- J1 to J6 for unseasoned timber and JD1 to JD6 for seasoned
timber. This relates to the timber’s strength in a joint and it is important when
considering the tie down requirements for a job. Always check the specification
details.

DAR, D2S, RH, or RS :- These relate to the finish of the timber. Timber prices will
vary according to the finish on the timber.

Nominal :- Relates to the section size of the timber as sawn in the mill. Timber cut
to 100 x 50mm is rough sawn and that is its normal size. When it has been dressed
to 90 x 45mm it is the finished size. Always check the specification details.

Defects :- Always check that you are receiving timber that is suitable for the job at
hand. There may be times when you will have to reject some or all of a delivery
because of the defects. Some of the timber may have excessive cupping, bowing,
twisting, splits, knots, wanes, wants, gum veins, sloping grains, shakes, decay or
some kind of insect attack. Time and schedules can be thrown out of order if
materials have to be returned and then you have to wait for another order. Ensure
you use a reputable supplier.
129
SECTION SIZES FOR STRUCTURAL MEMBERS
WIDTHS
NOMINAL
50
75
100
125
150
175
200
225
250
300
FINISHED
45
70
90
120
140
170
190
220
240
290
THICKNESSES
NOMINAL
FINISHED
25
19
31
25
38
35
50
45
75
70
100
90
125
120
150
140
LENGTHS OF STRUCTURAL MEMBERS
Generally timber can be bought in 0.3m or 0.6m increments. Lengths start from 1.8 and may go
up to 7.2m or more. Any length that is over 6.0m or more may cost more per metre or may take
longer to obtain. Note that the labour constant may be affected when working with long
members.
Allowances
The estimator must make consideration for waste, lapping, jointing and the like as the Quantity
Surveyor only measures net as fixed in position, unless otherwise stated. (Refer ASMM Ed5
cl.3.1 and cl.4.5.). Therefore the estimator will have to be aware and allow for normal trade
requirements, such as extra material, to allow for purchasable lengths of timber, waste and any
other allowances deemed necessary to carry out the work, for the item being costed.
Waste Allowances for Orderable Lengths of Timber
The following allowances for waste and ordering timber in increments of 0.3 or 0.6 metres as
the case may be, will be used as a guide for example in this text.
i.
Floor, wall and roof framing
ii.
Flooring, linings, weather boards etc.
Random lengths
Selected lengths used
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5%
10%
5%
130
Material Costs
Factors that may influence the cost of timber are:

delivery charge

lengths exceeding 6.0m may only be available and charged for in increments of 0.6m.

mill dressing

long lengths

specified lengths

seasoning

discounts

availability of material

stress grade

chemical treatment
Nail Table – Approximate number per kilogram
Bullet and Flathead
Size
No. per
Size
No. per
Size
No. per
mm
kg
mm
kg
mm
kg
15 x 1.0
1000
50 x 2.0
780
75 x 3.75
145
25 x 1.4
3250
50 x 2.5
490
100 x 3.75
105
25 x 1.8
2000
50 x 2.8
380
100 x 4.5
80
30 x 2.0
1200
65 x 2.5
370
40 x 2.0
1000
65 x 2.8
300
40 x 2.5
600
75 x 3.15
208
For galvanised nails subtract approximately 10% from the above number of nails per kilogram.
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LABOUR CONSTANTS
Average
Details
Nails required
Unit
Trade
Hours
No.
Size
Kg.
Bearers @ 1800 cents 100 x 75
100m
13.4
44
75 x 3.75
0.3
Joists
@ 450 cents 110 x 50
100m
8.6
222
75 x 3.75
1.5
@ 600 cents 100 x 50
100m
8.6
222
75 x 3.75
1.5
DEEP FLOOR JOISTS include trimming 175 to
300 deep x 50 thick
100m
15.2
222
75 x 3.75
1.5
SOLID STRUTTING to suit above
100m
20.2
800
65 x 2.8
2.66
100m
18.6
100
100
1.0
0.68
100m
17.0
100 x 3.75
75 x 3.75
As above
100m
12.0
200
100 x 3.75
2.0
200
75x 3.75
1.44
FLOOR FRAMING
GROUND FLOOR – Hardwood
UPPER FLOOR – Softwood add 5% for hwd.
WALL FRAMING – Softwood add 5% for hwd.
PLATES – housed
75 x 50, 100 x 50, 75 x 75
Thicknessed not housed
75 x 50, 100 x 50, 75 x 75
STUDS @ 450 or 600
75 x 50, 100 x 50, 75 x 75
NOGGINGS measured nett
O/A Frame
75 x 50, 100 x 50
100m
13.2
800
75 x 3.75
5.5
DOOR HEADS & WINDOW SILLS
100m
12.0
100
75 x 3.75
0.68
WINDOW HEADS 150 – 300 x 50 x 75
100m
14.6
100
75 x 3,75
0.68
WALL BRACING timber
metal
100m
100m
6.9
4.6
200
200
75 x 3.15
50 x 2.8
1.00
0.5
WALL PLATES – bedded in cement to
masonry walls – assist brick layer
100 x 38, 100 x 50, 100 x 75
100m
9.75
44
75 x 3.75
0.3
CEILING JOISTS – fixed to timber wall plates
100 x 38, 100 x 50. @ .450 or 600 cents
100m
7.5
100
75 x 3.75
0.68
75 x 5, 100 x 50
CEILING & ROOFING FRAMING
Using softwood, add 5% if hwd used
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Average
Details
Nails required
Unit
Trade
Hours
No.
Size
Kg.
HANGERS – fixed to ceilings joists
150 x 38, 175 x 38, 200 x 50,
225 x 50, 250 x 8
100m
10m
12.0
15.0
400
400
75 x 3.75
75 x 3.75
2.75
2.75
RAFTERS – gable hip or hip and valley
100 x 38, 100 x 50 @ 450 or 600 cents
100m
14.3
100
75 x 3.75
0.68
RAFTERS – Skillion or flat roof
100-175 x 50 @ 450, 600 or 900 cents
200-300 x 50 @ 450, 600 or 900 cents
100m
100m
9.7
14.7
100
100
75 x 3.75
0.68
0.68
PURLINS – ave. spacing 2100
50 x 75, 150 x 75
100m
22.0
400
75 x 3.75
2.75
STRUTTS plumb and vertical struts
75 x 75, 100 x 75
100m
34.0
300
75 x 3.75
2.00
HIPS, RIDGES & VALLEYS measured nett
150 x 25, 150 x 31
100m
18.0
44
75 x 3.75
0.3
STRUTTING BEAMS
200-300 X 100
100m
15.0
44
75 x 3.75
0.3
ea
ea
ea
1.00
1.20
1.50
FASCIA & BARGE BOARDS
fixed to timber framing
150-250 x 25, 150-250 x 38
100m
25.0
300
300
75 x 3.15
75 x 3.15
1.5
1.25
EAVES FRAMING – fixed at wall at fascia
to support eaves
75 x 38
100 x 50
100m
100m
24.0
27.0
500
500
75 x 3.15
65 x 3.15
3.44
3.44
SOFT LININGS – fixed to above 4.5mm
cellulose fibre cement including joint strips
100m2
23.50
400
75 x 3.75
0.3
EAVES QOAD – 25 x25 quad or similar
100m2
6.0
200
50 c 2.5
0.3
TRIMMERS – either nailed between ceiling
joists or fixed to ceiling joist and wall plate.
100 x 38, 100 x 50, @450 or 600 cents
PRE-FABRICATED STANDARD ROOF
TRUSSES “gang nail”
Erection only of softwood trusses including
fixing of bracing and metal fastened. But does
not include crane.
up to 6,000
up to 9,000
up to 12,000
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Average
Nails required
Details
Unit
Trade
Hours
No.
Size
Kg.
FLOORING –
T & G strip flooring (cut down and fixed to
timber framing)
100mm Cypress/Radiata Pine
100m2
26.0
5250
50 x 2.5
13.0
100mm hwd as last
100m2
33.0
5250
50 x 2.8
13.0
17mm plywood
100m2
18.0
1805
65 x 2.8
6.0
19mm particle board6
100m2
18.0
1805
65 x 2.8
6.0
100m2
28
T & G sheet flooring
Wet areas
16mm compressed FC
PLANT
All machinery used by a carpenter is allowed for in the wages received by way of a tool allowance.
If the carpenter is a subcontract carpenter then the overall hourly rate charged should cover any of
the tools for the job.
On a large project where the carpenter may be using hoists or some other form of lifting equipment
or scaffolding then this would be allowed for in the preliminaries section of the costing for the overall
job.
If you look at the code of practice from Workcover for working on roofs in both domestic and
commercial environments then you will have some idea as to when scaffolding will be required. An
alternative is use some form of a fall arrest system. Either way make sure that you allow for these
costs when applicable.
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WOODWORK
ESTIMATING NETT RATES
MATERIAL COSTS
F11 Sawn Hwd. @ $750.00 per m3
Construction timber :-
F7 Radiata pine DAR @ $650.00 per m 3
F17 Kiln dried Hwd. @ $2000.00 per m 3
F7 Sawn Oregon @ $730.00 per m 3
NOTE: To convert the cubic price to a linear price divide 1m 2 by the sectional area of the timber.
This will determine how many lineal metres there are in one m 3. e.g. 1m2 / (O.1 x 0.05) = 200
lineal metres. Then divide the cost per m3 by the total linear to give the price per metre.
E.g.$650m3 / 200m = $3.25 per/m. E.g. 1m2 = (0.125 x 0.075) = 106.6  750 / 106.6 = $7.03/m.
Finishing timber :-
Flooring :Boards :-
ex. 200 x 31 preprimed radiata pine fascia board @ $10.00 per m Strip
flooring made form Black butt with an effective cover of 75mm and a
thickness of 19mm is @ 2.80 per m
1.800 x 0.900 16mm Compressed Fibro Sheet Flooring @ $12.15/sheet.
75mm x 19mm Black butt Flooring @ $2.80/mtr.
Plywood sheet bracing 7mm thick F14 @ $9.30 per m 2
Plywood sheet flooring F14 12.5mm thick for joist spacing @ 450mm c/c
costs $14.81 per m2.
Plywood sheet flooring F14 17mm thick for joist spacing @ 600mm c;c
costs $18.25 per metre.
Particleboard sheet flooring yellow tongue 19mm thick for joist spacings
of 450mm costs $10.80 per m 2
Particleboard sheet flooring red tongue 22mm thick for joist spacings of
600mm costs $12.95 per m2
Accessories :-
Steel angle bracing 19 x 19mm costs $2.00 per m
Construction adhesive for sheet flooring – Allow $0.80 per metre of
beading to joists and beading to joints.
Joist hangers – allow 50 each.
Nails :-
Bright steel jolt head

100 x 3.75 = $76.60 per 25kg box

75 x 3.75 = $67.55 per 25kg box

75 x 3.15 = $77.35 per 25kg box

65 x 2.80 = $95.70 per 25kg box

50 x 2.80 = $75.05 per 25kg box

50 x 2.50 = $81.00 per 25kg box
Galvanized steel jolt head
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
100 x 3.75 = $159.10 per 25kg box

75 x 3.75 = $165.50 per 25kg box

65 x 2.80 = $170.42 per 25kg box

50 x 2.80 = $1602.00 per 25kg box

50 x 2.50 = $179.00 per 25kg box
135
Galvanized steel flat head

75 x 3.75 = $170.80 per 25kg box

65 x 2.80 = $180.30 per 25kg box

50 x 2.80 = $185.90 per 25kg box

50 x 2.50 = $192.00 per 25kg box
LABOUR CONSTANTS
Carpenter cost rate $13.82 per hour
on cost on labour allow 34% of labour costs.
NAIL QUANTITIES
Refer to the Woodwork trade for the quantities of nails.
WASTE
Refer the Woodwork trade for the waste on materials.
Allow 5% waste for sheet flooring.
SAND OFF FLOOR BOARDS AND POLISH
Subcontractor rate $37.00/m 2.
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CLASS EXERCISE
From the Plan and Engineers Details handed out Bill, Measure and Extend the following quantities.
1. 125 x 75 F11 Sawn Hardwood Bearers butt jointed over centre of isolated piers. Spaced at 1800mm
maximum centres. Basis 100m.
2. 100 x 50 F11 Sawn Hardwood Joists butt jointed over centre of bearer. Spaced at 450mm maximum
centres. Basis 100m.
3. 3600mm x 900mm x 19mm yellow tongue sheet flooring to Entry, Lounge, Bed 1, 2, 3, wet area and
Laundry. Basis 100m2.
4.
16mm compressed fibrous sheet flooring to Patio area. Basis 100m2.
5. 75mm x 19mm Blackbutt T&G flooring closely clamped, double nailed and punched to Family,
Meals, and Kitchen area. Basis 100m2.
6.
On completion smooth sand T&G Strip flooring boards. Basis 1m2.
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EXERCISE 1
Determine the nett rate for the following:
100 x 500mm thick F7 radiata pine DAR Top plated housed to take studs
Use 75 x 3.75mm bright steel jolt head nails
Basis: 100m
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EXERCISE 2
Determine the nett rate of the following:
100 x 38mm thick radiata pine DAR studs spaced @ 600mm c/c
Use 75 x 3.75mm bright steel jolt head nails
Basis: 100m
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EXERCISE 3
Determine the nett rate for the following:
100 x 38mm thick F7 radiata pine DAR noggings spaced @ 1350mm c/c
Use 75 x 3.75mm bright steel jolt head nails
Basis: 100m
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EXERCISE 4
Determine the nett rate for the following:
200 x 50mm thick F17 kiln dried hwd. Lintels placed over openings
Use 75 x 3.75mm bright steel jolt head nails
Basis: 100m
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EXERCISE 5
Determine the nett rate for the following:
100 x 50mm thick F17 radiata pine DAR window sills to window openings
Use 75 x 3.75mm bright steel jolt head nails
Basis: 100m
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EXERCISE 6
Determine the nett rate for the following:
Type ‘A’ steel angle bracing 19 x 19mm cut into studs
Use 50 x 2.8 galvanised nails
Basis: 100m
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EXERCISE 7 {SAME AS ONE BEFORE}
Determine the nett rate for the following:
Type ‘B’ plywood sheet bracing 7mm thick nailed TO studs
Nails spaced at 50mm c/c on the ends of sheets to plates
Nails spaced at 150mm c/c along the sheets to studs
Use 50 x 2.8 galvanised nails
Allow 7 hours to fix 100m2 of sheet bracing
Basis: 100m2
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Quantities
Pitch Roof / Trusses
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MEASUREMENT NOTES – PITCHED ROOF FRAMING
Item a – Rafters: The total quantity of timber in rafters in a hipped end pitched roof is the same
as a gable end pitched roof given the same plan dimensions and pitch. Therefore, when
measuring the rafters, in the first instance, ignore the hipped ends and measure as a gable end
pitched roof. First calculate the number of rafters, then the length of a common rafter. Use
simple trigonometry to determine the net rafter length and add an allowance for the plumb cuts
at each end of the rafter. It is recommended that 150 mm be added for the plumb cut allowance
(P.C.A).
Item b – Ridge: For this simple rectangular plan the length of the ridge is equal to the length of
the roof less the width of the roof plus the thickness of one rafter.
Item b – Hips: The net length of the hip is calculated by applying Pythagoras’s theorem and
using the horizontal distance (H) and net rafter length (R) previously calculated for the rafters. It
is recommended that 150 mm be added to the net hip length for the plumb cut allowance
(P.C.A).
Item c – Collar Ties: Allow for collar ties to each alternate pair of common rafters. Therefore the
spacing distance is equal to the ridge length less one rafter thickness
7050 – 50 = 7000), and the centre spacing is twice the rafter centre spacing
(2 x 600 = 1200).
Item e – Bolts: Bolt length = 50 + 50 + 10 + 5 = 115 mm
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ROOFING
1. Rafter length
1
(i) √2 𝑠𝑝𝑎𝑛2 + 𝑟𝑖𝑠𝑒 2
(ii)
1
𝑠𝑝𝑎𝑛
2
𝐶𝑜𝑠 𝐿
1
Calculator steps  2 span  30 COS =
2. Rise of roof
(i) Given (1.3m)
(ii) Proportion (5:12)
(iii) RATIO
(iv) Angle (30)
1
(v) R = 2 span  tan L
1
Calculator steps  2 span  30 tan =
3. No. of Rafters
(𝑙𝑒𝑛𝑔𝑡ℎ 𝑜𝑓 𝑏𝑢𝑖𝑙𝑑𝑖𝑛𝑔)
max 𝑠𝑝𝑎𝑐𝑖𝑛𝑔
+12
4. Length of Ridge
length of building - span + 1 rafter thickness
5. Plan length Hip
1
2
6. Length of Hip
(i) √𝑝𝑙𝑎𝑛 𝑙𝑒𝑛𝑔𝑡ℎ2  rise2
span  1.414
1
(ii) √2 𝑠𝑝𝑎𝑛2 + common rafter 2
7. Length Broken Hip
long hip - short hip + cutting
8. Length of Valley
refer hip length
9. Length of Purlin
length of ext wall - 2 span
10. Length of Strutts
5 % total length of rafters
11. Strutting beams
refer room size then code
12. Hanging Beams
refer room size then code
13. Length of Collar Ties
One row or purlin
= 2 span + cutting
Two rows of purlin
= span & span
1
1
2
3
1
3
14. Fascia
length of wall + (eave width  2)
15. Eaves sprockets/joists
length of wall + eaves width
max spacing
16. Roof Surface
(length of rafter including overhang  length of building including
overhang)  2
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TAFE NSW Riverina Institute
Wagga Wagga Campus
BUILDING STUDIES RESIDENTIAL
QUANTITIES & ESTIMATING 1
CLASS EXERCISE 2
EXAMPLE – PITCHED ROOF FRAMING
Following is a worked example illustrating the measurement of pitched roof framing.
QUESTION: B.m.e the roof framing as specified and as shown in Drawings 8.3 and 8.4
SPECIFICATION NOTES
WOODWORK
ROOF FRAMING all roof framing to be seasoned F5 Oregon
Frame up roof with members of the following sizes:
125 x 50 rafters spaced at 600 mm maximum centres
150 x 25 ridge and hip rafters
125 x 75 under purlins
100 x 50 collar ties fixed to rafters with 10 mm diameter galvanised bolts
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TABLE OF RAFTER LENGTHS
(Per metre run of common rafters – plan length hip = 1414)
Rise MM/M
Common
Rafter
MM/M Run
Creeper
Difference
Spacing
450
Creeper
Difference
Spacing
600
Hip MM/M
run of C.R
1:58.80
17
1000
450
600
1414
2
1:25.57
35
1001
450
601
1415
3
1:19.23
52
1001
450
601
1415
4
1:14.29
70
1002
451
601
1416
5
1:11.49
87
1004
452
602
1417
6
1:9.52
105
1005
452
603
1418
7
1:8.13
123
1007
453
604
1420
8
1:7.14
140
1010
454
606
1421
9
1:6.33
153
1012
455
607
1423
10
1:6.68
176
1015
457
609
1425
11
1:5.15
194
1019
459
611
1427
12
1:4.69
213
1022
460
613
1430
13
1:4.33
231
1026
462
616
1433
14
1:4.02
249
1031
464
619
1436
15
1:3.73
268
1035
466
621
1439
16
1:3.48
287
1040
468
624
1443
17
1:3.27
306
1046
471
628
1447
18
1:3.08
325
1051
473
631
1451
19
1:2.91
344
1058
475
635
1455
20
1:2.75
3.64
1064
479
638
1460
21
1:2.60
384
1071
482
643
1465
22
1:2.48
404
1078
485
647
1471
23
1:2.48
404
1078
485
647
1471
24
1:2.36
424
1086
489
652
1476
25
1:2.15
466
1103
496
662
1489
26
1:2.05
488
113
501
668
1496
27
1:1.96
509
1122
505
673
1503
Pitch
Angle 0
Pitch
Ration
1
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1:1.88
532
1133
510
680
151
29
1:1.80
554
1143
514
686
1519
30
1:1.73
577
1155
520
693
1527
31
1:1.66
601
1167
525
700
1537
32
1:1.60
625
1179
1531
707
1546
33
1:1.54
649
1192
536
715
1556
34
1:1.48
674
1206
543
724
1567
35
1:1.43
700
1221
549
733
1578
36
1:1.38
726
1236
556
742
1590
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EXERCISE 17
Determine the nett rate for the following:
150 x 75mm thick F7 sawn Oregon purlins spaced at not more than 2100mm c/c
Fix to the underside of rafters spaced at 600mm c/c
Use 75 x 3.75mm bright steel jolt head nails
Basis: 100m
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EXERCISE 18
Determine the nett rate for the following:
100 x 75mm thick F7 sawn Oregon struts spaced at 2400mm c/c cut and fixed to
purlins and top plates
Use 75 x 3.75mm bright steel jolt head nails
Basis: 100m
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EXERCISE 19
Determine the nett rate for the following:
150 x 38mm thick F7 radiata pine hips cut and fixed in the roof
Use 75 x 3.75mm bright steel jolt head nails
Basis: 100m
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EXERCISE 20
Determine the nett rate for the following:
150 x 31mm thick F7 radiata pine ridge cut and fixed in the roof
Use 75 x 3.75mm bright steel jolt head nails
Basis: 100m
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QUANTITIES :- CARPENTER FASCIA/EAVES
a) Fascia:
Timber -
Measure to external corners; add eaves width and thickness of
fascia. Unit of measurement metres
Metal -
As above. Allow 1 fascia bracket per truss/rafter overhang
b) Fascia barge boards:
Use same calculations as per common rafter length
c) Eaves soffit lining:
Break into sections using the over-to-into method (refer
brickwork). Calculate total length and multiply by width of eave.
Joint strips between the sheets included in description. Unit of
measurement metres squared.
d) Eave soffit bearers/plate:
Eave plate as per fascia measurement. Soffit bearer to every
second truss/rafter. Length of plate as per width of eave minus
thickness of plate. Unit of measurement in metres.
e) Quad:
Measure to external corners. Add thickness of quad to each
corner. Unit of measurement metres.
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TAFE NSW Riverina Institute
Wagga Wagga Campus
BUILDING STUDIES RESIDENTIAL
QUANTITIES & ESTIMATING 1
EXAMPLE – EAVES
CLASS EXERCISE 1
Following is a worked example illustrating the measurement of fascias, barges, eaves soffit linings
and associated trims.
QUESTION: B.m.e the fascias, barges, eaves and trims as specified and as shown in Drawing 8.6,
given that the roof pitch is 22.5 degrees.
SPECIFICATION
WOODWORK
FASCIA AND BARGE BOARDS to be ex. 200 x 38 dressed and grooved bull nosed Oregon fixed in
long lengths and mitred at external corners and joints.
Provide matching infill panel at junction of fascia and barge boards at gable ends.
EAVES SOFFIT LINING Line eaves with 4.5 mm thick fibre cement sheeting nailed direct to timber
soffit framing and finished at joints with extruded plastic H section moulding.
TRIMS Finish junction of eaves soffit lining and brickwork with 25 mm Pacific Maple quadrant mould
mitred at external corners and joints.
ROOF PLAN
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DRAWING 8.6
158
To date you have been able to:
1. Identify a trade
2. Determine what work is required for that trade (Bill)
3. Take off quantities for each part of the trade (Measure)
4. Calculate a net rate from a basis amount or calculate over a whole job (Extend)
5. Transfer a net rate to your quantities calculations to create a summary sheet for a specific trade
(Net Cost)
You have accessed labour constraints, material costs and the like to create the above. In the
building industry some business owners/subcontractors provide a service where they will supply and
install materials. This service is often taken up by a builder as all overheads, labour costs and
materials are carried by the sub contractor. A rate can be supplied to the builder where the builder
needs to identify a unit of measurement, measure and then create a cost by referring to the rates
supplied by the sub contractor.
Examples of such practices may be but not limited to:
1. Internal plasterer
2. Termite protection
3. Water proofing
4. Concreter
5. Painter
6. Wall/ceiling insulation
7. Electrician
Refer to the rates shown below and on the next page. Using the plan provided by your trainer
estimate the cost to:
1. Supply and install termite treatment
2. Supply and install waterproofing
3. Complete paint work
4. Electrician
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TERMITE TREATMENT
Supply and install Termi-mesh to 110mm perimeter walls
$15.00 /m
Supply and install Termi-mesh to 230mm perimeter walls
$25.00 /m
Supply and install Termi-mesh to engaged piers
$6.50 ea
Supply and install Termi-mesh to isolated piers
$12.90 ea
SUB-CONTRACTOR RATES: PAINTER
Basic house
$30.00 /m2 (floor area)
Garage
$20.00 /m2 (floor area)
Verandah
$15.00 /m2 (floor area)
Flush door
$15.00 ea
Panelled door
$100.00 ea
Entry door
$100.00
Entry door/side light
$150.00
Painted architrave/skirting
$400.00 per house
Cupboards
$60.00 ea
Painted windows
$100.00 ea
SUB-CONTRACTOR RATES: ELECTRICAL
Internal Power points
$60.00 ea
Power Points weatherproof
$110.00 ea
Light points
$50.00 ea
2 way switching
$110.00 ea
Wall oven
$180.00
Hotplate
$220.00
Tastic
$100.00 ea
TV Point
$60.00 ea
Splitter
$30.00
Aerial stick
$150.00
Phone point
$60.00 ea
Smoke alarm
$100.00 ea
Door bell with chime
$200.00
Exhaust fan
$90.00 ea
Switchboard
- single phase
- three phase
$750.00
$1200.00
Mains
- single phase
- three phase
$25.00 /m
$40.00 /m
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WATERPROOFING
 All prices are subject to inspection on site
 All measurements to the outside of the hobs or angle (up the side of bath is inc as floor area)
 Supply and fit angle at $12.50 per LIN MTR (Aluminium)
Site Preparation




All areas to be waterproofed must be clean and smooth surfaces or preparation time will be
extra on rough surfaces
Wall sheets to be fitted correctly
All areas must be completely dry, without any trace of residue or permanent dampness
Trade prices as from 1 July 2005
Size
(with 1x single internal cnrs)
900 x 900
1000 x 900
1000 x 1000
1200 x 1000
1200 x 1000
1200 x 1200
1300 x 900
1300 x 1000
1300 x 1200
1400 x 900
1400 x 1000
1400 x 1200
1500 x 900
1500 x 1000
1500 x 1200
1600 x 900
1600 x 1000
1600 x 1200
1800 x 900
1800 x 1000
1800 x 1200
2000 x 900
2000 x 1000
2000 x 1200
Standard Bath 1675 x 760
Cnr Spa Bath 1800 x 1800
LC Floor Flanges (boarded floors)
Floor waste control (ext to shower)
Tap flanges





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M2
Other Int
0.81
0.9
1.0
1.08
1.2
1.44
1.17
1.3
1.56
1.26
1.4
1.68
1.36
1.5
1.8
1.44
1.6
1.92
1.62
1.8
2.16
1.8
2.0
2.4
Price
$20.00 each
$180.00
$185.00
$190.00
$200.00
$205.00
$225.00
$205.00
$215.00
$235.00
$213.00
$223.00
$240.00
$220.00
$250.00
$260.00
$225.00
$235.00
$265.00
$240.00
$250.00
$280.00
$255.00
$280.00
$300.00
$150.00
$195.00
$45.00 each
$20.00
$7.00 each
All wall floor junctions that require flashing in bathrooms or any other wet area can be done at
a cost of $12.50 per LIN MTR. Any full floor area that needs to be done will cost $28.00 per
SQ MTR.
All work is carried out in accordance with Australian Standards
Travel will be charged at $0.80 per km from Wagga Wagga
Davco/Ormanoid products used, specifications available upon request
All cheques payable to: Gareth Blacklock. Prompt payment would be appreciated within 14
days
161