exemplification materials technical qualification in

Exemplification Materials

Technical Qualification in Construction: Design, Surveying and Planning

Occupational Specialism: Civil Engineering

Project 1

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Contents

Task 1 page 5

Task 2 page 8

Task 3a page 11

Task 3b page 14

Task 4 page 16

Task 5 page 22

Task 6 page 28

Task 7 page 29

Task 8 page 31

5

Task 1 – example student response

From the information I have been given I can calculate the total project cost.

Project cost

cost of site = £4m

build cost of leisure centre = £1.5m

stabilisation = £0.3m

retaining wall = £0.6m

demolition = £0.2m

Cost = 4 + 1.5 + 0.3 + 0.6 + 0.2

Total = £6.6m

To calculate the overall area of the proposed development site I will divide the site in to two triangles, find the area of these and then the area of the site as a whole.

I will first create a triangle ABD.

I need to find the length of BD so will use the cosine rule.

BD2 = 173.52 + 242.22 - 2×173.5×242.2×cos73

BD2 = 64 191

BD = 64191

BD = 253.4 m (to 1 d.p.)

I can now use the sine rule to find the internal angle of D in triangle BDC.

cC

dD sinsin=

4.25476sin

5.189sin

=D

Therefore S

7256.04.254

76sin5.189sin =×

=D

6

D =sin-10.7256

D = 46.5º

Using triangular rules, angle DBC = 180 -46.5 -76 = 57.50

Area of triangle ABD

Cab sin21

×

73sin2.2425.273

21

××

Area of triangle ABD = 20093 m2

Area of triangle DBC

5.57sin5.1894.25321

××

Area of triangle DBC = 20250 m2

Total area of the site = 20093 + 20250

Total area of site = 40 343 m2

Area of site = 40343m2

Area of leisure centre = 4000m2

Available area for housing = 40343 - 4000 = 36343 m2

125m2 per dwelling, therefore 36343/125 = 290 dwellings.

Profit per dwelling = £30000, profit on housing = £8.7m

Subtract costs = £2.1m

Profit = (2.1/6.6) = 32%

7

Viability Report

Introduction

To complete this report, I have had to make a number of assumptions and also identified where I would need to find further additional information to be able to provide a fully justified conclusion.

The site information is limited, therefore more investigation will be needed on the actual site. I have assumed that access is limited, but I do not know how far from a main road the site is. This can be checked through desktop research by looking at maps. I also only have a limited amount of information about the ground conditions on the site from one borehole. I can assume the ground has clay and a layer of running sand, but the depth may be variable in different parts of the site. Further boreholes will be needed to confirm conditions elsewhere.

I have assumed that there are no restrictions on the demolition of the existing building, however I do not know the contents of the building nor its previous use. More desktop research may be needed to find out the nature of the work in the factory as this could mean the ground is contaminated by chemicals, heavy metals or other pollutants. The ground water and any local water sources might also be polluted. A hazardous materials surveyor might need to check the factory for different types of asbestos that will need to be removed by specialists before demolition.

I have also assumed that there are some services, such as water and electricity, available on-site that can be used for site offices and temporary buildings during the construction phase.

Factors that will need to be considered for the viability of the development

The location of the site, as noted above, could be problematic. It is close to an existing nature reserve, which could cause issues if pressure groups think that a housing development is inappropriate. Potentially they could delay the project by putting in objections to planning applications or protesting on-site. The site is close to a nature reserve and therefore species of animals or wildlife may need to be protected.

The site itself might be the habitat for wild animals, which would either need to be protected or possibly relocated elsewhere. Plants and trees might also have protection orders, which would need to be considered and the development planned around this. The relocation of habitats would be time consuming and costly. Delays to the project due to protests would also be costly, whilst there are penalties for removing trees that have preservation orders.

There could be environmental concerns related to construction activities once the project begins, including noise and dust from demolition and potential driving of piles for the

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leisure centre as well as the possibility of land and watercourse pollution from fuels and materials that will be used on-site.

The site is remote, which may cause a number of issues both during construction and also for the long-term viability of the project. As the site does not appear to be close to a town then it is questionable whether or not there will be demand for housing and also the leisure centre. This may impact on the potential profit from the development. The remoteness of the site could mean that temporary roads need to be constructed for contractors to access the site and deliveries during the construction phase of the project. The remoteness might also cause problems with attracting contractors to complete the work and whether or not local contractors have work already to complete. Remoteness could also be a security issue as there is more potential for trespassers in remote locations.

The site might already have some services such as fresh water, electricity and wastewater, however these are unlikely to be sufficient for a development of several hundred houses and a leisure centre. The site will need to have improved mains water provision, electricity, gas, telephone and sewerage and wastewater. These will be needed during the construction phase for temporary site offices. Existing services, if present, might also need to be diverted depending on their location on the site

One of the risks of building on this brownfield site is the lack of information about the underlying ground conditions. One borehole report indicates that there is clay to a depth of around two metres, and then sand. What is not known is the full geology of the site; the clay/sand boundary may vary at different points therefore the type of foundation that is suitable might not be the same across the whole site. The railway embankment is a great potential risk as it is quite old, and its condition is not really known. It will need to be stabilised to prevent collapse, but the extent of the works will only be known when the embankment is investigated in detail.

Summary and conclusion.

Overall, the benefits and potential profits outweigh the possible risks of the development, however the return might not be as large as expected if some of the unknown factors become problems. Whilst the site is remote, this remoteness might prove to be popular with potential residents. Temporary works that are constructed during development will be of use once the development is completed. The profit margin is high at 38%, as seen from the calculations, which offers a good return on the developer’s investment and therefore the project should be pursued by the developer.

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Task 2– example student response

Produce a report for the client.

Benefits of a structural steel form

There are a number of benefits of using a structural steel form for the proposed leisure centre. The main advantage for the contractor is the speed at which the framework is able to be erected. Most structural steel form buildings are produced using pre-fabricated sections. These are made to measure off site and then assembled on-site, often being bolted directly to the footings and then bolted together. This allows the structure to be completed quickly without causing excessive disturbance to other construction activities that will be taking place on-site.

One of the main benefits of a structural steel form for the leisure centre is that the use of such a form allows for long uninterrupted spans to be produced, so a swimming pool or sports hall would not have any columns in the middle of them. The building will also not have any load bearing internal walls. This means that the internal layout can be more flexible and changed to meet the needs of users.

Steel is also a very strong material in both tension and compression, which allows the columns, beams and ties to be quite slender and narrow while still being able to support the load of the roof and external cladding along with any wind loads and snow loads that will need to be considered by the designer. Structural steel form also allows for a very versatile external envelope of the sports centre. It could be clad, or it could have more traditional brick and block walls. The probability is that there would be a combination of these, with brick lower sections of the wall and then cladding for the upper walls and a metal roof.

Structural steelwork has a very long service life, provided it is treated and maintained. It is very unusual for a steel structure to fail in service. It will retain its strength for many years and at the end of its life the steel can be reclaimed and recycled, which reduces the impact of the building on the environment overall.

Recommendation of the foundation type for the steel frame

There are two foundation types that could be used for the steel frame, concrete pad or piles.

Using a pad foundation for each column would be appropriate as this is one of the most common types of foundation used for structural steel form buildings and therefore contractors are very familiar with them and they do not need any specialist equipment

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other than what would typically be found on-site. They would allow the foundation to bear on the clay rather than the sand as clay usually has good load bearing capacity. The pad would usually be square and spread the load across the clay. They would be rather shallow foundations but need to be below the level where frost can penetrate to prevent damage to the concrete. If all of the foundations can be placed in the clay, then this solution would be preferable.

If the clay is too weak, or not thick enough, it might be necessary to use piled foundations. These would be driven through the layer of sand on to an underlying layer of rock or load bearing soil. This would be expensive and time consuming and also require specialist equipment. The advantage of piled foundations is that they are able to support very high loads as would be expected of a large, high rise framed structure.

If the clay is not suitable to support the load of pad foundations then either friction piles or end bearing piles would be needed depending on the depth to the next load bearing layer of soil or rock.

Fire protection methods

A number of approaches can be taken to provide fire protection for the structural steelwork:

• intumescent paint • encasement in concrete • surrounded by brickwork/encased in walls • covering with fire-resistant boards • flexible fire retardant blankets.

Each of these approaches has advantages and disadvantages. Intumescent paint can be applied prior to fabrication, which would be beneficial as this would not delay on-site activities. Depending on the location of the steelwork within the structure of the building the use of encasement, be that masonry or fire- resistant boards, may be appropriate as the columns could be design features. The use of fire retardant blankets and sprayed concrete encasement would be less suitable for locations that will be visible due to the relatively poor aesthetics of these.

Intumescent paint would be recommended as this is the most versatile solution for the leisure centre.

Annotated sketches

Construction of the foundation and the fixing of the column to the foundation

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Beam to column connection

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Task 3a – example student response

For the loadings I have selected brick walls (3.8), tiled roof (2) and solar PV (2.2).

This gives me a UDL of 8 kN/m.

Calculations and sketches

14

Bending moment diagram

Beam design

The maximum moment is 425 kNm from my calculations and BM diagram.

I know the permissible bending stress is 165.

Z = 425 x 106/165

Z = 2576 cm3

15

From the design tables only the following beam is suitable.

533 x 210 x 122kg/m (Z = 2799)

533 x 210 x 109 kg/m (Z = 2474)

Of the two beams, the 533 x 210 x 122 kg/m beam is probably most suitable because the other beam would not be able to cope with the bending moment.

Universal Column Design

Total load on column = (1.35 x 1400 + 151) = 2093.85 kN

Select column from Table 2 - 203 x 203 x 46kg/m

1201.52

6250==

YYRL

From Table 2 and Table 3 I can assume that Pc is approximately 162 N/mm2

Maximum load = 162 x 59.8 x 102 = 968.8 kN

This column is not suitable to take the required load.

Try an alternative from Table 2 - 305 x 305 x 118kg/m

8.825.75

6250==

YYRL

From Table 2 and Table 3 I can take Pc as being 165 N/mm2

Maximum load = 165 x 147.8 x 102 = 2438.7 kN

16

Looking at the data for the other columns this is likely to be a suitable solution as the maximum load is greater than that to be imposed but I will also check the 203 x 203 x 86kg/m column.

4.1172.53

6250==

YYRL

From Table 2 and Table 3 I can take Pc as being approximately 165 N/mm2

Maximum load = 165 x 116.1 x 102 = 1916 kN

This is lower than the load that needs to be supported, which confirms that the best column to use is 305x305x118 kg/m column.

17

Task 3b – example student response

22)( 2

2

2 wxwLxdx

ydEI

xM−==−

The slope of the bending moment diagram θ at point x dxdyEI=

Therefore 22

2wxwLxdxdy

EI−== ∫

θ

Therefore CwxwLx

dxdy

EI+−==

64

32θ

We know 20 Lxwhen ==θ

Therefore CwLwL

+−=4816

033

So 24

3wLC =

This leads to the deflection at point x as 2464

332 wLwxwLxEI

y−−=

−∫

Hence DxwLwxwLx

EIy

+−−=−

242412

343

When x = 0, y = 0 therefore D = 0

Therefore 242412

343 xwLwxwLxEI

y−−=

−

At 2L

y = 242

242

122

343

−

−

=−

LwLLwLwL

EIy

4838496

444 wLwLwLEI

y−−=

−

hence EIwLy

3845 4

=

Using my values for the beam and loading

E = 2480

I = 66800

18

w = 0.008 x 1.35 = 0.0108

6680024803849000108.05 4

××××

=y

10

10

1036.61054.3

××

=y

Maximum deflection = 56mm

19

Balcony fence

I have selected a 17m long length of fence.

x + 2y = 17

So x = 17 - 2y

Area = (17-2y)y

Area = 17y – y2

ydydA 417 −=

Maximum area is the value when 0=dydA

therefore 0 = 17 - 4y

Hence y = 17/4 = 4.25 m

42

2

−=dx

ydconfirming this value is the maximum value

if y = 4.25 m then x = 17 - 2y

Therefore x = 8.5 m

Hence maximum possible area

A = 4.25x8.5

A = 36.125 m2

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Cross section

Long section

21

As the length of the retaining wall is not known I have done a part drawing of this to show the height of the wall.

24

The design of the wall meets the specification that requires a minimum factor of safety of 2, however for sliding it is only just over the specified value. I think there is some scope to make minor amendments to the design of the wall to increase the factor of safety against sliding without over designing and using excessive amounts of materials.

25

CSA = (2x6) + (3x1.5) = 15.5

Weight of wall = 15.5 x 24 = 372 kN/m

FoS against sliding = μWw/Fh = 0.68 x 372 / 75 = 3.37

X(x) = (1.5 x 5 x 5.25) + (2 x 6 x 2.25)

(2 x 4) + (4 x 1.5)

X(x) = (39.375 + 27)/15.5 = 4.28

Resisting moment = 4.28 x 372 = 1593

FoS against overturning = 1593/125 = 12.744

My new wall design is suitable and meets FoS requirements but is significantly over designed and would therefore be very expensive.

26

CSA = (1x5) + (4x1.5) = 11

Weight of wall = 11x 24 = 364 kN/m

FoS against sliding = μWw/Fh = 0.68 x 264 / 75 = 2.39

X(x) = ((1.5 x 4 x 2) + ( 1x5x4.5))11

X(x) = (12 + 22.5)/11 = 3.13

Resisting moment = 3.13 x 264 = 826.3

FoS against overturning = 826.3/125 = 6.6

New wall design is suitable and meets FoS requirements and although over designed in some aspects would be appropriate for the situation.

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Presentation for a sustainable solution to stabilise the railway embankment

33

This is my designer’s risk assessment.

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Task 6 - surveying activity

An observation record would be included that includes full details of how the individual student has met each of the requirements of the practical activity. There would be comments linked to the accuracy of completion, following correct processes and procedures and overall the general competence of the student in completing the setting out task. The observation will have been completed at the same time as the practical task and be signed by the observer and the student.

The observation record should also confirm the activities shown in the video and the order they were completed.

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Report

The tender figure was £581,266.50 and the final account figure has been calculated as £597,918.72. This means that overall the project is still under the budget of £600,000 as estimated in the original costings of the project.

Contingency Items.

The two contingency items (17 and 18 above) were not included as items in the original tender, although these were not unexpected given the report from the geotechnical survey of the site that identified variable ground conditions. The cost of infilling soft spots is significant at over £20,000

Similarly, there was an omission related to the compaction of the concrete for the base of the retaining wall (item 16 above), which should have been included in the original tender documents as this is part of the construction phase of the project. This has added almost £3000 to the costs associated with the construction phase.

The contingency budget has not been exceeded despite these items and will be covered by the original budget of £50,000 from the initial tender.

37

Final quantities and key reasons for change in cost.

The tender was accurate in most places and the estimations of quantities is within a small variation of the original tendered amounts. The differences between the measured quantities and actual quantities are probably due to slight differences in what has been found on-site compared to what was assumed for estimations.

The differences between the estimated and actual costs are shown below (note negative numbers are a saving over the tender estimation).

The main differences were because of increased amounts of Sheetwall piling (item 2), reinforcing concrete foundation slab (item 6) and reinforcing wall and placing weep holes (item 10). The piling has increased in cost by nearly £20000, the reinforced concrete foundation slab by £6000 and the reinforcing wall by nearly £12,000. These increases have been supported by comments from the resident engineer and are likely to be due to the variable ground conditions and other variations found on-site compared to the initial assumptions that had been made. Most of the other variations can be accounted for by minor increases in the quantities of materials required once work has started.

Recommendations

It is recommended that the final values are accepted since the final measured values are justified based on changing situations in the project. These can be attributed to factors that were unknown during the design stage of the project, such as weak spots that would need to be strengthened. The omission of costs shown in the variation order is a mistake, as these should have been considered in the tender.

39


Apparatus for Concrete Cube Test - Compression testing machine

Preparation of Concrete Cube Specimen- The proportion and material for making these test specimens are from the same concrete used in the field.

Specimen-6 cubes of 15 cm size Mix. M15 or above

Delivery information

Date and time of delivery

Details of vehicle, supplier and registration of vehicle

Keep a copy of the delivery note

Making the cubes for testing

1 - Check, clean and lubricate cube moulds.

2 - Fill moulds with 5cm layers of concrete (3 layers).

3 - Compact layers of concrete in moulds using a compaction rod - at least 35 times per layer.

4 - Repeat until cube mould is completely filled.

5 - Level and smooth concrete in the mould using a trowel.

Curing of cubes –

Leave cubes to cure for 24 hours in the open air.

Mark dates and time on cubes and remove from the moulds.

Keep until needed for testing in clean water in a curing tank until they are needed for testing.

Precautions for tests- The water for curing should be tested every 7 days and the temperature of water must be at 27±2ºC.

40

Procedure for testing of the concrete cubes

1 - Take cubes from water once the curing time has been met and remove excess moisture from the surface by wiping.

2 - Measure the cubes and record dimensions.

3 - Put cube in the testing machine so that the load is applied on opposite faces of the cube by placing it flat on the bottom plate.

4 - Make sure the cube is in the centre of the bottom plate of the machine.

5 - Adjust the movable section of the machine until the top plate touches the cube.

6 - Gradually apply a load at a steady rate of 140 kg/cm2 per minute the cube fails.

7 - Record the maximum load that was applied before failure and make notes of how the cube fails, including sketches.

Mean calculation

Standard deviation

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Estimated mean

The range of values is quite large for a design mix of 40 from 28.16N/mm2 to 45.29N/mm2. The data is somewhat skewed to values below the required design mix, with 6 values in the lowest range tested. The mean value of 37.9N/mm2 is however quite close to the design required and may be appropriate for the situation although this would need to be confirmed against the specification. The sample is larger than would often be taken, however it must be assumed that all of the values are reliable.

Standard deviation (SD)

The standard deviation is related to the mean and has a value of 4.88. This means that the majority of the sample will be in a range between 33.02N/mm2 and 42.78N/mm2. The data indicates that there are more values below the mean than above, which might indicate flaws with the mix, or the testing procedure and a further set of cubes may be needed for compression testing.

Median value

42

The value for the median is 38.3 N/mm2. It can be useful to use as it finds the midpoint of the range of values from the testing. The median value confirms what has been found from the mean and also the standard deviation in that the results of the tests indicate that the tested values of the concrete samples were slightly lower than the specified design strength and might be suitable for the applications, however as noted above there are concerns linked to either the mix or the testing procedures.

Exemplification Materials

Technical Qualification in Construction: Design, Surveying and Planning

Occupational Specialism: Civil Engineering

Project 1 - commentary

2

Task 1 – commentary

The student has extracted all of the information for the project costs from the Resource Booklet with no omissions, which has resulted in the correct total cost for the project. The response demonstrates accurate, thorough and detailed understanding of issues related to the project.

The student has calculated the area of the site that is available for housing and has subtracted the area of the proposed leisure centre. This has resulted in the correct expected profit for the development and thus a profit of 31.8%. Calculations are comprehensively applied and used to justify the written response.

In their report the student has identified a range of factors that are fully relevant to the given project and are fully supported by relevant examples, such as the remoteness of the site and the challenges that this would bring for the development. These factors have been justified by the student through detailed and comprehensive commentaries drawn from the scenario and there are thorough, detailed, logical and coherent lines of reasoning evident to justify the response.

The report itself demonstrates highly effective communication of technical information and is presented in a format that is fully and consistently appropriate for the audience, in this case the student’s supervisor. The student has used their calculations to comprehensively support and justify the decisions that they have made.

3


In the appraisal of the benefits of a structural steel form the student has demonstrated an accurate, thorough and detailed understanding of the issues related to the project, including those that could be considered to be benefits with detailed examples. The student has also considered the potential life span of the structure. All the points made are fully relevant to the given project.

The student has considered three types of foundation for the framed building. They have again demonstrated an accurate and thorough understanding of these types of foundation and the types of ground conditions for which they are each appropriate. The student has made recommendations linked to each type of foundation that are based on thorough, detailed, logical and coherent lines of reasoning to justify the response. Comments related to fire protection identify and explain a range of approaches, which again demonstrates an accurate and thorough understanding of approaches that would be suitable in this particular context. The language and format are fully and consistently appropriate to the audience and the context of the communication.

The student has also produced two sketches that show all of the details of the column/beam connection and the foundation/column connection. The drawings are highly effective, thorough and detailed and there are no omissions. Standard conventions and annotations are fully accurate and technically correct in both sketches. The sketches are of high clarity, quality and accuracy.

4

Task 3a – commentary

The student has identified appropriate loadings and then calculated the UDL related to these. The student has also applied safety factors appropriately to gain credit.

The student has then produced an accurate sketch of the beam in question with the point loads and uniformly distributed load. They have then followed an appropriate process to calculate the reaction forces at points A and B by taking moments and then verifying the results by resolving forces vertically.

The student has calculated the shear force at various points on the beam and has used these values to produce an accurate and annotated shear force diagram that represents the correct forces. Similarly, the bending moment diagram represents the correct values and has been produced with accuracy. Both diagrams are of the correct form and proportion allowing them to be credited with marks.

The student has then used their calculations and analysis to select an appropriate beam using the provided information. Similarly, a column has been designed based on the student’s calculations. In both cases, the student has considered alternatives and the design has been refined. For all calculations the student has shown their working clearly and in full with numerical values that have been presented to an appropriate degree of accuracy.

5

Task 3b – commentary

The student has shown clear working when deriving the formula for deflection of the beam. They have added some brief notes to explain the stages, which would only be typical of a small number of students. They have then used the calculated values of UDL and the vales of E and I from the resource booklet to determine the deflection of the beam that they previously selected. The student has applied calculus correctly to derive an answer for the maximum area of balcony that could be contained by the length of fencing. The working is shown clearly with some notes to explain the stages and therefore marks can be credited for the answers.

6


The student has produced a CAD design of a proposed retaining wall, including both a cross section and part of a long section. The drawings are dimensioned, although not fully. Both drawings are, however, highly effective, thorough and detailed, and are able to communicate the design of the retaining wall and the materials used therein. The use of standard conventions and annotations is fully accurate and technically correct, although some materials have not been identified, including the compacted back fill. It appears also that some features have not been labelled such as the weep holes. Both drawings are of high clarity, quality and accuracy.

The student has then produced a sketched design for the retaining wall that shows comprehensive levels of accuracy and proportion. This has allowed them to complete the various calculations needed to verify if the design meets the needs of the client. Each of the calculations has been completed with accuracy using information either from the sketch of the retaining wall or from the Resource Booklet. Each stage has been presented clearly and all calculations are accurate and therefore marks can be awarded for these.

The student has presented a solution that is highly effective and fully meets the requirements of the specification. To achieve this the student has demonstrated comprehensive knowledge of how to use computer software to produce a design for the retaining wall, which meets the factor of safety required by the client. The student has then produced two further iterations that show a logical and comprehensive process for finding a design solution. The design solution arrived at is feasible without further amendments.

7


The student has considered four approaches that could be used to stabilise the

embankment. In their presentation the student has demonstrated thorough, detailed,

logical and coherent lines of reasoning to justify the proposal that a combination of

methods would be the most likely solution to provide stabilisation for the embankment.

The response demonstrates accurate, thorough and detailed understanding of issues

relating to the project and the retaining wall.

There are written notes that provide a comparison of the approaches that could be taken,

these are included in both the slides and the presentation speaker notes. The student has

provided thorough, detailed, logical and coherent lines of reasoning to justify their

proposal and has made a clear link between the need to stabilise the embankment whilst

also providing a solution suitable for the housing development. All the points made show a

perceptive, thorough and detailed consideration of the different options and the

requirements of the project.

The presentation communicated the technical information comprehensively to the

audience in a clear and concise manner. There is a good structure within the presentation

that has been used to present the contents to the client. The student has made

comprehensive use of digital features to enhance the quality of their presentation.

A typical higher achieving student will produce a presentation that communicates their

findings in a way that is suitable for the quantity surveyor when explaining the possibilities

for stabilising the embankment. The student would consistently use technical language and

comprehensively present this in a formal way to the client. They would also present the

information from their speaker notes in a way that would comprehensively communicate

the information to the quantity surveyor.

The student has demonstrated thorough knowledge and understanding of activities and

hazards that are associated with the stabilisation of the railway embankment. The risk

assessment that has been produced is highly effective and covers all the key hazards. All

the hazards are fully appropriate for the design context and proposal. The student has

presented clear links between the activities, persons at risk and the risk management

activities that they have suggested. Each of the control measures is also fully appropriate

for the risks that have been identified.

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The video evidence of the student would show them inspecting the various pieces of

equipment prior to setting them up at Station A with accuracy and ensuring that it is level.

The video will also show them ensuring the angle to C is set out with accuracy and also the

distance to Point C is set with accuracy. Similarly, the student will accurately set out Point D.

Throughout the video evidence the student will demonstrate safe working practices and

apply good housekeeping at all stages of the process.

The observation record to support the video would indicate that the student has completed all of these activities with accuracy and followed procedures fully.

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The student has extracted all the key data from the original tender and the final measured values to make a cost comparison. The data selected is suitable and has been entered into a spreadsheet with accuracy to make comparisons. The student has considered all the information provided in the variation notices and has arrived at an accurate final value for measured work. The student has demonstrated highly effective use of the spreadsheet to make comparisons between the values.

The report shows a comprehensive comparison of data from the original tender and the final values with reasons given for variance. The student has shown comprehensive lines of reasoning to fully explain the differences identified in the comparison, including those associated with the contingency works and the increased cost of sheet piling and the foundation pad.

10


In the description of the process for conducting the concrete cube test the student has demonstrated a comprehensive knowledge and understanding of the procedures involved and have included all of the steps in the process. These are described to a level of detail that is appropriate, and are complete and accurate, with each key stage being shown individually. The overall response is clear and comprehensive, whilst the use of technical language is accurate.

The student has selected and presented the data from the resource booklet with accuracy, using a tally approach to determine the frequency of each of the strength ranges for the cube tests. The student has demonstrated a thorough and perceptive interpretation of the data and has selected key points of data that are fully relevant to the analysis. The student has then completed the calculations for the mean, standard deviation and median with accuracy. The student has explained the statistical data and used comprehensive lines of reasoning to justify their conclusions and has made connections between the context and the data.

exemplification materials technical qualification in

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