engineer’s requirements in sufficient time to enable him to plan and organise the work and his resources of

with the contractor’s senior management and the respective staffs to consider and act on the information required, the progress to date and the programme for completion.

Intermediate meetings between the engineer’s repre­

25.6 Budgetary approval and control

25.6.1General

II budgetary control is to be achieved, constant and detailed analysis of the developing design and the engineer's instructions is required. Changes in cost fall under four main headings:

•Changes in design.

•Design development.

•Site instructions/daywork.

•Additional costs.

25.6.2Changes in design

Changes in design arise from alterations in plant or electrical requirements (i.e.. loadings or layout) and variations in ground conditions. If costs arising from these changes tire not noted in good time they can have a devastating effect on budgetary control. It is recom­ mended that a quantity surveyor is located in the engineer’s design office and monitors the changes between*sign/bills theof quantitiestenderde and the

design currently being prepared. The quantity surveyor should estimate the cost of these changes and notify them to the employer and the engineer so that correc­ tive measures are taken or adequate financial provision made.

25.6.3Design development

The financial effects of the progressive small changes due to design development are more difficult to detect than the larger design change. This is due to the fact that individually they are of a minor nature but their cumulative effect can be large. Budgetary allowances should be made for design development and the quan­ tity surveyor can assess the actual changes by main­ taining the remcasurement of the works closely behind the issue of working drawings, costing this re­ measurement and comparing it with the budgetary

References

allowance. The cumulative effect and comparison can be notified as previously stated.

25.6.4Site instructions

Copies of all site instructions and daywork orders should be passed to the quantity surveyor who ensures that any changes in cost are recorded and notified, as previously stated.

25.6.5Additional costs

In accordance with the conditions of contract the contractor is entitled to additional costs where the employer or the engineer fail to meet their obligations under the contract. The contractor must give notice and details of his assessment of such additional costs. The engineer shall, on receipt of such notice, inform the employer and quantity surveyor. The employer and engineers should take corrective measures to reduce the impact of the costs. A preliminary assessment can be made and notified by the quantity surveyor so that financial provision can be made.

26 References

[1] BS5930: Code of practice for site investigations: 1981

[2| BS8004: Code of practice for foundations: 1986

[3] BS8110: Structural use of concrete: 1985

Part 1: Code of practice for design and construction Part 2: Code of practice for special circumstances

Part 3: Design charts for singly reinforced beams, doubly reinforced beams and rectangular columns

[6]BS12: Specification for ordinary and rapid-hardening Port­ land cement: 1978

[7]BS4027: Specification for sulphate-resisting Portland cement: 1980

[8]BS3148: Methods of test for water for making concrete: 1980

[9]BS3892: Pulverised fuel ash:

Part 1: 1982 — Specification for pulverised fuel ash for use as a cementitious component in structural concrete

Part 2: 1984 — Specification for pulverised fuel ash for use in grouts and for miscellaneous uses in concrete

[10]BS5075: Concrete admixtures:

Part 1: 1982 — Specification for accelerating admixtures,

retarding admixtures and water reducing admixtures

Part 2: 1982 — Specification for air-entering admixtures

Part 3: 1985 — Specification for superplasticising admix­

[11]BS5572: Code of practice for sanitary pipework: 1978

[12]BS8301: Code of practice for building drainage: 1985

Civil engineering and building works

(I3| Reservoirs Act 1075

11* 1 I'lid'Hics .Act: I he work in cotnpivssi d hi ••]»»•» ml o pil.i Irons, : SI 1958 No. bl: SI I9o() No. 1507 *»SI l '3 No. 3<»: I'^S

[15]BS6399: Loading lor buildings; Ibs-l

Part I: (.ode of practice lor dead and iinjx'scd loads

[16]CP3: Chapter V: Loading

Part 2: 1972 Wind loads

[17]BS4360: Specification lor weldable structural steels: 1986

[18]BS5950: Structural use of steelwork in building: 1985

Part 5: Code of practice for design of cold formed sections

[19] Constrado — Steelwork design guide to BS5950: Part

1:Volume I, Section properties and member capacities: 1985

[20]Pal. D.C. and Parker. J.V.: The aseismic design of a reactor

[21]Smith, C.R.: Seismic design approach for the Sizewell B nuclear power plant: Proc. Conf. (ICE) Earthquake Engineer­ ing in pritain. University of East Anglia: 18-19 April 1985

[22]ACI 349-80: Code requirements for nuclear safety related concrete structures and commentary — ACI 349R-80: Ameri­ can Concrete Institute, Detroit. Michigan, USA

[23]ACI 318M-83: Building code requirements for reinforced concrete structures: American Concrete Institute, Detroit. Michigan, USA

[24]ASCE: Manual and Report on Engineering Practice — No.

58:Structural analysis and design of nuclear plant facilities: American Society of Civil Engineers: 1980

Chapter 3

|28| BS392I: Specification for clav bricks: 1985

[29| BS6O73: Precast concrete masonry units: 1981

Part 1: Specification lor precast concrete masonry units

Part 2: Method for specifying precast concrete masonry units

[30] BS29K9: Specification for continuously hot-dip zinc-coated and iron-zinc alloy coated steel: wide strip, sheet/plate and silt wide strip: 1982

[311 Model code for concrete chimneys; Part A: The shell: Coinitc International des Cheminecs Industricilcs: 1984

|32[ DIN 1056: Free standing chimneys: Deutsches In.stitut fur Normung, E.V. Berlin

[33| BS6651: Code of practice for protection of structures against lightning: 1985

[34]BS4485: Specification for waler cooling lowers: Part 1: 1969 (1982) — Glossary of terms

Part 2: 1969 — Methods of test and acceptance testing

Part 3: 1977 — Thermal and functional design of cooling lowers Addendum No. I ( 1978) Io Pait 3 Factory prefabricated cooling towers

Part 4: 1975 — Structural design of cooling towers

[35| BS6465: Sanitary installations: 1984

Part 1: Code of practice for scale of provision, selection and

installation of sanitary appliances

(36)BS8004: Code of practice for foundations: 198b

A1 Driven pile in non-cohesive soil

The best known of the dynamic formulae is the Hijey formula. This is based on the impact of elastic bodies and equates the energy of the hammer blow to the resistance of the ground to the penetration of the pile. Allowances are made for loss of energy due to elastic contractions of the pile, dolly and subsoil as well as the losses due to the inertia of the pile. As originally proposed the formula is as follows:

WhT|

S + c/2

where R = ultimate driving resistance in tons

W = weight of hammer in tons

h = height of free fall of hammer in inches

S = final set or penetration per blow in inches

The factor of safety to be applied to the ultimate driving, resistance obtained by the formula should never be less than 2.

However, if there is any suggestion of time-dependent relax­ ation of resistance this formula should be used wi’h extra care and higher factors for safety used. An increase in these values should in any case be made for structures sensitive to settle­ ment.

A2 Driven and bored piles in cohesive soil

The carrying capacity may be estimated when the shear strength of the soil is known. The first term in the following example formula is that due to skin friction and the second term is due to end bearing support.

For a bored pile in London Clay the estimated safe load is:

where d = diameter of pile in metres

L = effective length of pile in metres

Cs = average undrained cohesion over the length of the pile shaft in kN/m2

CH = typical undrained cohesion at base of pile in kN/m2

2.5 for end bearing