Guide For Rcc Spreadsheets q3u64

SPREADSHEETS FOR CONCRETE DESIGN TO BS 8110 and EC2 Guide to Excel spreadsheet files for contemporary reinforced concrete design to BS 8110: Part 1, 1997 and EC2 (ENV 1992) with commentary C H Goodchild BSc, CEng, MCIOB, MIStructE R M Webster CEng, FIStructE

NB This version of the Guide may have been superseded by the publication Spreadsheets for concrete design to BS 8110 and EC2 and by the file Guid.pdf

Foreword This publication was produced by the Reinforced Concrete Council (RCC) as part of its project 'Spreadsheets for concrete design to BS 8110 and EC2'. This project was tly funded by the RCC and the Department of the Environment, Transport and the Regions (DETR) under its Partners in Technology scheme and was made possible by of industry with their contributions in kind. The RCC was set up to promote better knowledge and understanding of reinforced concrete design and building technology. Its are Allied Steel & Wire, representing the major suppliers of reinforcing steel in the UK, and the British Cement Association, representing the major manufacturers of Portland cement in the UK. Charles Goodchild is Senior Engineer for the Reinforced Concrete Council. He was responsible for the concept and management of this project and this publication. Rod Webster of Concrete Innovation & Design is principal author of the spreadsheets. He has been writing RC spreadsheets since 1984 and is expert in the design of tall concrete buildings and in advanced analytical methods.

Acknowledgements The ideas and illustrations come from many sources. The help and guidance received from many individuals are gratefully acknowledged. Thanks are due to of the project’s Advisory Group for their time and effort in helping to make the project feasible and in bringing it to fruition:

S Alexander, S Alhayderi, Dr H Al-Quarra, I Baldwin, C Barker, M Beamish, A Beasley, T Bedford, G Belton, R Bhatt, R Bickerton, P Blackmore, D Blackwood, M Brady, C Buczkowski, A Campbell, Dr P Chana, G Charlesworth, L Cheng, Mr Chichger, R Collison, A Craddock, M Morton, J Curry, J Dale, H Dikme, C P Edmondson, J Elliott, I Feltham, G Fernando, M Fernando, I Francis, A Fung, P Gardner, J Gay, P Green, A Hall, N Harris, G Hill, D W Hobbs, R Hulse, M Hutcheson, A Idrus, N Imms, P Jennings, D Kennedy, G Kennedy, R Jothiraj, Dr Shaiq Khan, A King, G King, S King, K Kus, Lockhart, M Lord, B Lorimer, M Lovell, Dr Luker,J Lupton, M Lytrides, Prof I Macleod, F Malekpour, A McAtear, A McFarlane, F Mohammad, A Mole, M Morton, R Moss, B Munton, C O'Boyle, Dr A Okorie, T O'Neill, B Osafa-Kwaako, D Patel, D Penman, M Perera, B Quick, Y Rafiq, A Rathbone, M Rawlinson, P Reynolds, H Riley, N Russell, U P Sarki, T Schollar, A Stalker, A Starr, M Stevenson, B Stoker, B Treadwell, A Truby, R Turner, T Viney, Dr P Walker, B Watson, J Whitworth, C Wilby, S Wilde, A Wong and E Yarimer The RCC extends its special appreciation to: Richard Cheng, BSc, CEng, Eur Ing, FIStructE, author of the retaining wall and basement wall spreadsheets, Peter Noble for conversions and checking, and to Andy Pullen for initial studies into compatibility of spreadsheet software. Also the late Sami Khan for help with post-tensioning spreadsheets. Thanks also to Alan Tovey (Tecnicom) and Gillian Bond (Words & Pages) for editing, design and production.

97.370 First published 2000 ISBN 0 7210 1545 X Price group F © British Cement Association 2000

v0.92 Guid.doc

Published by the British Cement Association on behalf of the industry sponsors of the Reinforced Concrete Council. British Cement Association Century House, Telford Avenue Crowthorne, Berkshire RG45 6YS Telephone (01344) 762676 Fax (01344) 761214 www.bca.org.uk

All advice or information from the British Cement Association and/or Reinforced Concrete Council is intended for those who will evaluate the significance and limitations of its contents and take responsibility for its use and application. No liability (including that for negligence) for any loss resulting from such advice or information is accepted by the BCA, RCC or their subcontractors, suppliers or advisors. s should note that all BCA software and publications are subject to revision from time to time and should therefore ensure that they are in possession of the latest version.

SPREADSHEETS FOR CONCRETE DESIGN TO BS 8110 and EC2 Contents Page Introduction 3 General notes Managing the spreadsheets 5 Familiarisation 7 Using the spreadsheets 14 Assumptions made 19 Spreadsheets to BS 8110 Elements RCC11 Element Design.xls 22 RCC12 Bending and Axial Force.xls 25 RCC13 Punching Shear.xls 26 RCC14 Crack Width.xls 27 Analysis RCC21 Subframe Analysis.xls 28 Slabs RCC31 One-way Solid Slabs (A & D).xls # 29 RCC32 Ribbed Slabs (A & D).xls 31 RCC33 Flat Slabs (A & D).xls 33 Beams RCC41 Continuous Beams (A & D).xls 35 RCC42 Post-tensioned Slabs & Beams (A & D).xls 37 Columns RCC51 Column Load Take-down & Design.xls 42 RCC52 Column Chart generation.xls 45 RCC53 Column Design.xls 46 Walls RCC61 Basement Wall.xls 47 RCC62 Retaining Wall.xls 49 Stairs RCC71 Stair Flight & Landing - Single.xls 52 RCC72 Stairs & Landings - Multiple.xls 53 Foundations RCC81 Foundation Pads.xls 54 Tabular versions RCC91 One-way Solid Slabs (Tables).xls 56 RCC92 Ribbed Slabs (Tables).xls 58 RCC93 Flat Slabs (Tables).xls 60 RCC94 Two-way Slabs (Tables).xls 62 RCC95 Continuous Beams (Tables).xls 63 Spreadsheets to EC2 (ENV 1992) Eurocode 2 64 Notes regarding EC2 64 Elements RCCe11 Element design.xls 66 Analysis RCCe21 Subframe analysis.xls 68 Beams RCCe41 Continuous beams (A & D).xls 69 istrative files 71 Ree.doc & .txt Essential information for initial use Printreg.xls Help/ information/ formatting Guid.doc Word file of Guide TheFonts Folder containing fonts used in the spreadsheets: Marker.ttf Tekton~n.ttf Tekton~i.ttf References and further reading 73 Symbols 75

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Notes in the text of this publication, spreadsheets are often referred to by their initial reference number rather than the full names given above # A & D = Analysis and Design

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INTRODUCTION This publication has been produced under the Reinforced Concrete Council’s project, ‘Spreadsheets for concrete design to BS 8110 and EC2’. It provides: •

A Guide for the spreadsheets produced under the above project

•

Examples of current commercial reinforced concrete design

•

A consensus of current commercial reinforced concrete design practice

•

A consensus of opinion concerning reinforced concrete design to EC2.

The spreadsheets are intended to follow normal design practice and cater for the design of low- to medium-rise multi-storey concrete framed buildings. Over a number of years, the Reinforced Concrete Council has developed spreadsheets to produce cost-optimised span/depth charts(1). It was recognised that the spreadsheets could prove to be a very useful tool for all designers – equally useful to the single practitioner, larger organisations and educational establishments. Thus in 1996 a project was set up to commit reinforced concrete design to computer spreadsheet files. The project was tly funded by the RCC and the Department of the Environment, Transport and the Regions (DETR) under its Partners in Technology scheme. It was made possible by the and contributions of time given by individual of industry. The project was managed by the Reinforced Concrete Council and guided by an 80-strong Advisory Group of interested parties, including consulting engineers and software houses. The spreadsheets were to be issued with publications covering their use, complete with model designs and commentary. Two issues were originally envisaged: one to BS 8110: Part 1, 1997, Structural use of concrete(2), and one to Eurocode 2, Design of concrete structures, Part 1(3). Owing to current uncertainties with the final detailed content of EC2, the number of spreadsheets to the current ENV has been curtailed. Nonetheless, it has been possible to maintain a comprehensive coverage and present the spreadsheets to EC2 with those to BS 8110 in this single-volume guide. The design of concrete structures has been described as time consuming and costly. Computer programs are used extensively but designers are often reluctant to rely on ‘black box’ technology over which they have little knowledge or control. Computer spreadsheets, on the other hand, are friendly, completely transparent and very powerful, and are becoming increasingly popular in all aspects of engineering. They have powerful graphical presentation facilities and established links with other software, notably word processors. In structural engineering, they suit concrete design ideally, in that they can carry out a series of mathematical calculations and, as in design, can check whether certain conditions are met. They are an ideal medium to deal with the intricacies of concrete design. And this is where it is hoped the publication and spreadsheets will help students and inexperienced engineers grasp an understanding of reinforced concrete design. For the experienced engineer, spreadsheets allow the rapid production of clear and accurate design calculations. It is hoped that the spreadsheets will allow younger s to understand concrete design and help them to gain experience by studying their own ‘what if’ scenarios. The individual should be able to answer their own questions by chasing through the cells to understand the logic used. Cells within each spreadsheet can be interrogated, formulae checked and values traced. In producing the spreadsheets several issues have had to be addressed. Firstly, which spreadsheet package should be used? Excel appeared to hold about 70% of the market amongst structural engineers and was thus adopted. More specifically, Excel ’97 was adopted as being de facto the most widely available spreadsheet in the field. To avoid complications, it was decided not to produce corresponding versions using other spreadsheet packages. In trying to emulate current practice, a consensus of opinion was sought and used on several design issues. For instance, with flat slabs, should deflection checks consider the whole bay width as opposed to checking column strips and middle strips? Should retaining walls conform to BS 8002 (4), 8007(5) or CE2(6). It is anticipated that through use and continuing development more standardised design methods will emerge. Students and young engineers may follow the ‘model’ calculations presented in the spreadsheets to form an understanding of current reinforced concrete design.

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The introduction of Eurocode 2 is inevitable. Students and both inexperienced and experienced engineers will all need to grasp an understanding of design to this code. There are differences between EC2 and BS 8110. The spreadsheets should help with the transition. The introduction of Eurocode 2 will provide commercial opportunities for those who are prepared to use it. It is believed that both novices and experienced s of spreadsheets will be convinced that spreadsheets have a great potential for teaching BS 8110 and Eurocode 2, improving concrete design and, above all, improving the concrete design and construction process.

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GENERAL NOTES Managing the spreadsheets Use Spreadsheets can be a very powerful tool. Their use will become increasingly common in the preparation of design calculations. They can save time, money and effort. They provide the facility to optimise designs and they can help instill experience. However, these benefits have to be weighed against the risks associated with any endeavour. These risks must be recognised and managed. In other words appropriate levels of supervision and checking, including self-checking, must, as always, be exercised when using these spreadsheets. Advantages For the experienced engineer, it is hoped that the spreadsheets will help in the rapid production of clear and accurate design calculations for reinforced concrete elements. The contents are intended to be sufficient to allow the design of low-rise multi-storey concrete framed buildings. Spreadsheets allow s to gain experience by studying their own ‘what if’ scenarios. Should they have queries, individual s should be able to answer their own questions by chasing through the cells to understand the logic used. Cells within each spreadsheet can be interrogated, formulae checked and values traced. Macleod(7) suggested that, in understanding structural behaviour, doing calculations is probably not a great advantage; being close to the results probably is. Engineers are often accused of having little idea of the costs of their designs. With spreadsheets, it is a very simple matter to multiply the quantities of reinforcement, concrete and formwork required by current rates to give an idea of material costs. By considering these costs along with time costs, different forms of concrete construction can be compared quickly and sizes or depths of elements can be sensibly optimised. Other benefits include quicker and more accurate reinforcement estimates, and the possibilities for electronic data interchange (EDI). Already, bending schedules in the form of ASCII files derived from spreadsheets are the basis of some EDI and the control of bar-bending machines. Standardised, or at least rationalised, designs will make the checking process easier and quicker. Appropriate use In its deliberations(8) the Standing Committee on Structural Safety (SCOSS) noted the increasingly widespread availability of computer programs and circumstances in which their misuse could lead to unsafe structures. These circumstances include: •

People without adequate structural engineering knowledge or training may carry out the structural analysis.

•

There may be communication gaps between the design initiator, the computer program developer and the .

•

A program may be used out of context.

•

The checking process may not be sufficiently fundamental.

•

The limitations of the program may not be sufficiently apparent to the .

•

For unusual structures, even experienced engineers may not have the ability to spot weaknesses in programs for analysis and detailing.

The committee’s report continued: “Spreadsheets are, in principle, no different from other software…” With regard to these spreadsheets and this publication, the RCC hopes to have addressed more specific concerns by demonstrating “clear evidence of adequate verification” by documenting the principles, theory and algorithms used in the spreadsheets. The spreadsheets have also had the benefit of the Advisory Group’s overview and inputs. Inevitably, some unconscious assumptions, inconsistancies etc(9). will remain.

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Liability A fundamental condition of use that the accepts responsibility for the input and output of the computer and how it is used. As with all software, s must be satisfied with the answers these spreadsheets give and be confident in their use. These spreadsheets can never be fully validated but have been through beta testing, both formally and informally, through of the Advisory Group. However, s must satisfy themselves that the uses to which the spreadsheets are put are appropriate. The initial spreadsheets were put through what was termed ‘idiot-proofing’ to try and guard against strange numbers being used. By its very nature, this exercise could not be all-encoming. Future developments, such as adoption of European standards, might lead to use of concrete strengths of 37 N/mm2 (fck = 30, fcu = 37) and other material properties strange to UK eyes. Another example is reinforcement diameters of 14 mm that are used overseas.

Control s and managers should be aware that spreadsheets can be changed and must address change control and versions for use. The flexibility and ease of use of spreadsheets, which for their widespread popularity, also facilitate ad-hoc and unstructured approaches to their subsequent development. Quality Assurance procedures may dictate that spreadsheets are treated as controlled documents and subject to comparison and checks with previous methods prior to adoption. s' Quality Assurance schemes should address the issue of changes. The possibilities of introducing a company's own to the spreadsheets and/or extending the Revision history contained within the sheet entitled Notes! might be considered.

Application The spreadsheets have been developed with the goal of producing calculations to show compliance with codes. Whilst this is the primary goal, there is a school of thought (10) that designers are primarily paid for producing specifications and drawings which work on site and are approved by clients and/or checking authorities. Producing calculations happens to be a secondary exercise, regarded by many experienced engineers as a hurdle on the way to getting the project approved and completed. From a business process point of view, the emphasis of the spreadsheets might, in future, change to establishing compliance once , loads and details are known. Certainly this may be the preferred method of use by experienced engineers. The spreadsheets have been developed with the ability for s to input and use their own preferred material properties, bar sizes and spacings etc. However, preferences should recognise moves for efficiency through standardisation. Another long-term objective is automation. To this end, spreadsheet contents might in future be arranged so that input and output can be copied and pasted easily by macros and/or linked by the end-. There are counter-arguments ers needing to be closer to the calculations and results in order to ensure they are properly considered – see Appropriate use above. We emphasise that it is up to the how he/she uses the output. The spreadsheets have been produced to cater for both first-time s and the very experienced without putting the first-time off. Nonetheless, their potential applications are innumerable.

Summary With spreadsheets, long-term advantage and savings come from repeated use but there are risks that need to be managed. Spreadsheets demand an initial investment in time and effort – but the rewards are there for those who take advantage. Good design requires sound judgement based on competence derived from adequate training and experience – not just computer programs.

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Familiarisation Outline description There are many different ways to present structural concrete calculations. ‘Calcs’ should demonstrate compliance with relevant design codes of practice, but different designers want to investigate different criteria and want to set out calculations in different ways. Spreadsheets cannot satisfy everyone. The spreadsheets presented here have been set out to cover the criteria that may be deemed ‘usual’. It is incumbent on the to judge whether these criteria are pertinent and sufficient for the actual case in hand. It is also incumbent on the to ensure that the inputs are correct and that outputs are of the correct order of magnitude. The spreadsheets are intended to follow normal design practice and cater for the design of low- to medium-rise multi-storey concrete framed buildings. Each type of element may be designed in several different ways, e.g. horizontal frame elements may be designed using: •

Element design: design of simple elements to BS 8110: Part 1(2)

• ‘Tabular design’: design of elements based on moments and shears derived from BS 8110: Part 1 Tables 3.12 and 3.5 • Analysis and design: design of elements based on moments and shears from analysis, e.g. subframe analysis, embodied within the spreadsheets. Element design The element design spreadsheets illustrate the basic principles of reinforced concrete design from input material properties, dimensions, moments, shears and axial loads, etc. They form the basis of element design used in succeeding spreadsheets. The moments, shears and axial loads used should be derived from separate analysis (e.g. hand calculations, sub-frame analysis spreadsheet or other analysis package). For further explanation the is referred to BS 8110 or a number of standard reference works(11, 12, 13). Tabular design The tabular design spreadsheets use Tables 3.12 and 3.5 from BS 8110: Part 1 to automate the derivation of design moments and shears. The use of these tables is, however, restricted. For slabs, BS 8110: Part 1, Clause 3.5.2.4, restricts the use of Table 3.12 to where: •

In a one-way slab, the area of a bay (one span x full width) exceeds 30 m2

• The ratio of characteristic imposed loads, qk, to characteristic dead loads, gk does not exceed 1.25 •

The characteristic imposed load, qk, does not exceed 5 kN/m2, excluding partitions

•

Additionally, for flat slabs, there are at least three rows of s of approximately equal span in the direction being considered.

For beams, Clause 3.4.3, Table 3.5 is valid only where: •

Characteristic imposed loads, Qk, do not exceed characteristic dead loads, Gk

•

Loads are substantially uniformly distributed over three or more spans

•

Variations in span length do not exceed 15% of the longest span

If design parameters stray outside these limits, the spreadsheets should be used with caution. Analysis and design To provide for more general application, these versions combine sub-frame analysis with design. Spreadsheets for one-way slabs, ribbed slabs, flat slabs and beams provide powerful design tools. Sub-frame analysis is used in the post-tensioned concrete design spreadsheet.

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The flat slab spreadsheet is intended to be used one-direction at a time. The post-tensioned concrete design spreadsheet follows Concrete Society TR43(14) and involves sub-frame analysis at various limit states. The principles used are applicable to both beams and slabs with either bonded or unbonded tendons. The examples of the retaining wall and basement wall spreadsheets are based on common practice. The sub-frame analysis spreadsheet, RCC21.xls, may of course be used alone (and the elements designed by other means such as RCC11.xls). Column design Column design is presented in, essentially, two different ways; either an amount of reinforcement is determined or the capacity of a section is checked – two valid design approaches. Under RCC11 Element Design.xls (or RCC11.xls for short), the amount of reinforcement is calculated (by iterating to find the neutral axis depth in order to solve two simultaneous equations). Under RCC52.xls for single axis bending and RCC53.xls for two axis bending, N-M interaction charts are derived from presumed reinforcement arrangements. Individual load cases are checked against the capacity of the column with the various reinforcement arrangements. RCC51.xls is set out so that the may undertake a traditional column load take down, assess design moments and critical axis before calculating the amount of reinforcement required. RCC12.xls determines the capacity of an unsymmetrical reinforced column (or beam). Others Other spreadsheets provide for the design of pad foundations catering for one or two columns, punching shear, stairs (either as single flights and single landings or flights and landings as in a stair core), small retaining walls and basement walls. More detail and further references are given within the spreadsheets themselves.

Layout As with all software, spreadsheets have their own jargon. The basic terminology for layout is shown on the following screen dump:

Excel file name

Cell reference

Cell

Drop down menus

Toolbars (use View/Toolbars to switch on and off Formula bar Scroll bar Worksheet area Sheet tabs Toolbar Other software

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Each spreadsheet may contain several linked sheets (i.e. layers or pages) that deal with different aspects of design. The sheet’s name on the sheet tab gives an indication of the content. For the more involved spreadsheets, individual sheets are devoted to a full explanation of the design (with references for educational and validation purposes) or analysis, etc, and other sheets give an abridged version more in keeping with the requirements of experienced practising engineers. Further sheets may contain analysis calculations, data for graphs and calculation of reinforcement weight. All spreadsheets have a Notes! sheet where disclaimers, status and revision histories relating to each spreadsheet are incorporated (sheet names are differentiated by the use of an appended exclamation mark).

Sheet tabs (from RCC41.xls)

Those sheets with names in capitals are intended for printing out as design calculations: it is these sheets that are printed out as examples in this guide. Other sheets are available to view in the spreadsheets. These may need to be printed for checking purposes and parts of them, such as simple design routines, may be pasted into word-processed calculations (see Printing, p16). The spreadsheets are intended to be as consistent as possible. Generally, upper sheets consist of calculations, notes and workings as illustrated in the example below, which gives an indication of the contents of a typical spreadsheet. The first sheet consists of input, followed by results of analysis, design, weight of reinforcement, analysis, detailed design with references, graph data and finally a revision history. Typical spreadsheet (RCC41.xls)

MAIN! Main sheet

ACTIONS! Main graphical output of Bending Moment Diagrams, and shear force diagrams, but also input for redistribution

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SPANS! Design for sections of each span. Spans 3, 4, 5 and 6 follow on; extraneous spans blanked out. Input of bar size and link size required.

weight

Weight! Calculation of reinforcement

Analysis! Workings of the sub-frame analysis carried out using moment distribution.

BAR! Showing design of reinforcement with reference to code requirements. Spans 3, 4, 5 and 6 follow on from 1 and 2.

Graf! Data for graphs in charts

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Notes! Disclaimers, status and revision history of the spreadsheet.

Typical screen layouts Upper sheets The calculations are intended to mimic hand-written calculations as far as possible with a little more explanation by way of references to codes and derivation of numbers than would usually be the case in normal submissions. Sheets intended for printing out are divided into three sections, calculations, operating instructions and workings. The output is intended to be sufficient to allow detailing, although the designer should always consider and allow for rationalising reinforcement both within and between elements. The example below is from RCC11.xls. In this case, the sheet designs solid slabs from moments, shears, material data etc that are input by the . Input cells are in blue and are underlined (so they can be recognised in black and white versions). The cells under Operating Instructions contain help and error messages that are intended to help the with the correct operation of the spreadsheet. They also contain variously checks, print boxes and combo-boxes. Box markers indicate where checks have been carried out and have proved satisfactory. Print buttons (buttons with macros assigned to them) automatically print out the calculation sheets providing macros have not been switched off. Combo-boxes allow choices between specified options. To the right hand side of many spreadsheets are intermediate calculations, data for graphs, etc. These ‘workings’ are not considered vital to understanding the calculation: they may nonetheless be viewed and investigated. ‘Workings’ may also be contained on supplementary sheets.

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Typical screen layout

Calculations This is the area that will print out using the automatic print button

Spreadsheet file name

Operating instructions Gives messages, options, help messages, etc. pertinent to the design

Contents of cells are investigated here

Sheet tab (Spreadsheet

Generally references to BS 8110 etc

Combo-box used for automated choices Input cells are in blue and are underlined (so they can be recognised in black and white versions)

Results in bold

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Workings May not be intelligible to the layman without looking at at the workings of the cells. Workings can be extensive and whole sheets may be devoted to them. In the normal course of printing these workings are not printed. Excel toolbar menus

Concurrent software being used

Other sheets These sheets are not necessarily intended for printing out and may not be understandable without reference to the printed calculations. For instance, in this case (from RCC52.xls Calcs!) the N-M relationship for 32 mm diameter bars in this particular column is being calculated for increments of neutral axis depth. Many iterations are required in order to construct the N-M graph. There are therefore many calculations and these are set out in tables. The volume of calculations makes it difficult to produce legible print-outs on a limited number of sheets.

32 d' = N=0 quadratic n max =

Bar diameter 54

mm

a = 4221.000 657.5

n Fc c strain t strain fsc fst Fsc Fst z

Steel comp stress

N

Fc + Fsc - Fst

Neutral axis Conc comp force Steel comp strain Steel tens strain Steel tens stress Steel comp force Steel tens force Conc lever arm

M

MOR

Labels

for chart

N diff M diff

N =0 92.59 390821 0.00146 0.00580 276.11 438.1 666191 1057011 204.33 0.00 207.77

d= 246 b = 594189.70 Interval = 2.665 (solve for zero N) 95.25 97.92 402069 413317 0.00152 0.00157 0.00554 0.00529 287.53 298.33 438.1 438.1 693747 719804 1057011 1057011 203.14 201.94 38.80 76.11 211.15 214.36

38.80 3.38

37.30 3.21

35.92 3.05

Asc = 4825.5 mm² c = -9.E+07 (24 intervals between N=0 and Nbal)

mm

100.58 424565 0.00162 0.00506 308.56 438.1 744480 1057011 200.74 112.03 217.41

103.25 435814 0.00167 0.00484 318.26 438.1 767882 1057011 199.54 146.68 220.31

105.91 447062 0.00172 0.00463 327.47 438.1 790107 1057011 198.34 180.16 223.08

108.58 458310 0.00176 0.00443 336.23 438.1 811240 1057011 197.14 212.54 225.71

111.24 469558 0.00180 0.00424 344.57 438.1 831362 1057011 195.94 243.91 228.21

113.91 480807 0.00184 0.00406 352.52 438.1 850541 1057011 194.74 274.34 230.60

34.65 2.90

33.47 2.76

32.38 2.63

31.37 2.51

30.43 2.39

29.55 2.28

Notes! The Notes! sheet shows the disclaimer, status and revision history of each spreadsheet. The disclaimer and status should be read and understood. The revision history provides a record of the spreadsheet being used and may provide a basis for s’ QA procedures. The revision/version and name of the spreadsheet shoud appear on all print-outs. This example is taken from RCC52.xls Notes!

Disclaimer All advice or information from the British Cement Association and/or Reinforced Concrete Council is intended for those who will evaluate the significanceand limitations of its contents and take responsibilityfor its use and application. No liability(including thatfor negligence)for any loss resulting from such advice or information is accepted by the BCA, RCC or their subcontractors, suppliers or advisors. s should note that all BCA software and publications are subject to revision from time to time and should therefore ensure that they are in possession of the latest version. This spreadsheet should be used in compliance with the accompanying publication 'Spreadsheets for concrete design to BS 8110 and EC2' available from British Cement Association, Telford Avenue, Crowthorne, Berkshire RG45 6YS.

Status of spreadsheet Public release version. Revision history RCC52 Column Chart generation

Date

Version

06-Aug-99 RCC52v1.0

Action

Size (kB)

First public release. Includes β version comments

2032

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Using the spreadsheets Using the spreadsheets for the first time / Frequently Asked Questions Base versions Initially, always start from the base versions on the CD-ROM. If in doubt, go back to the version on the CD-ROM. These safeguards are to avoid using corrupted or bespoke files. Eventually, familiarity with the spreadsheets and Quality Assurance procedures may overtake this basic precaution. Please note that whilst all spreadsheet cells, apart from input cells, are covered by nominal protection, it is possible to change the contents of cells. Original versions by RCC can be sourced from the RCC’s CD-ROM or website. Also, please note conditions of use and disclaimers associated with the use of the spreadsheets contained within the sheet titled Notes! and elsewhere in this guide. Excel The spreadsheets are normal Excel ’97 files. Excel ’97 (© Microsoft Corporation) is a standalone package or may be included as part of the Microsoft Office ’98 package on PCs or Macs. The files are compatible with Excel 2000, part of Office 2000, and are likely to be compatible with future versions of Excel. Those not familiar with Excel are directed to the Help functions within Excel and relevant literature available at book and computer shops. Please note that the spreadsheets will not necessarily work with previous versions of Excel (e.g. ’95, 5.x etc) or other spreadsheet programs. This is due to incompatibility between software and backward incompatibility between versions. (To check which version of Excel you are running see sign-on screen, or Help/About Microsoft Excel or see Printreg.xls under istrative files.). Those running Excel 2000 are advised to use the Save As/.xls function to avoid inordinately large file sizes. Long file names The base versions of the spreadsheets are saved with long file names to aid familiarity with each spreadsheet's purpose. Some software and networks only recognises eight characters for a file name. In use, s may be requested by the system to allow abbreviated names eg RCC11.xls . As shorthand, the spreadsheets are generally referred to by their number rather than their name in full, i.e. RCC11.xls is used as shorthand for RCC11 Element Design.xls. Loading a spreadsheet for the first time Under Windows ’95, ’98 or NT insert the spreadsheet CD-ROM into the CD drive (drive D: assumed). A spreadsheet can be loaded using one of the following methods: a) From ‘My Computer’, double click(//) on My Computer, double click on D (assumed CD drive) //double click on spreadsheet of one’s choice //. Excel will boot up and most probably warn about macros before loading the spreadsheet fully. In order to proceed, enable macros (see below). b) Successively click Start/ Programs/ Microsoft Explorer/ double click mouse on CD Drive (D)// . Double click the mouse pointer on the spreadsheet of your choice, e.g.RCC11.xls//. If not already loaded and available, Excel will boot up and load up with RCC11.xls. c) Successively click Start / Programs / Microsoft Excel. Once Excel has booted up, click mouse pointer on File in top menu bar / click mouse on Open / click mouse on the ‘Look in’ box and scroll through to the CD Drive d) Click mouse on the CD Drive (D)//. Double click mouse on the spreadsheet of your choice, e.g. RCC11.xls//. No installation program per se is included. Under file managers such as Microsoft Explorer, the CDROM versions of the spreadsheets can be dragged and dropped into an appropriate folder specified by the . Alternatively, from within Excel, the spreadsheets can be loaded directly from the CDROM – but should s wish to save the modified spreadsheet, it has to be saved to an alternative drive.

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Macros When loading the individual spreadsheets, Excel may warn you about the presence of macros. All the macros provided in the files are either to allow automated printing of the ‘calculations’ or to provide choices by way of combo-boxes. The printing macros have been assigned to buttons. Turning the macros off will not affect the actual function of the spreadsheets but will make printing of the sheets as configured more difficult and make the choice of options very much more difficult. Fonts Unless the appropriate fonts Tekton and Marker (supplied in the CD-ROM) have been installed by the , the appearance on screen will be different from that in the publication and from that intended. These upright fonts have been used to emulate a designer’s handwriting and to allow adequate information to be shown across the page and in each cell. If problems are experienced it is most likely that the fonts on your computer screen will have defaulted to the closest approximation of the fonts intended (e.g. the toolbar may say Tekton but a default font such as Arial will have been used). The spreadsheets will work but not as intended – ends of words may be missing, numbers may not fit cells resulting in a series of hashes, #####. Column width and cell overlap problems only occur when the correct fonts are not loaded. It is strongly suggested that the Tekton and Marker fonts are copied into your computer's font library. This may be done in the following manner, either: • Start/Settings/Control /Fonts/ File/ Add Fonts and when asked “copy fonts to system directory” say yes. or • Through Microsoft Explorer and copying (or dragging) the font files into your font library, usually contained in Windows/ Set-up/ Fonts. Default font size Even with the correct fonts installed, the appearance of the sheets might be different from those in this publication. This may be due to the default font size on the 's computer being different from the font size 12 used in the development of the spreadsheets. For instance if the 's default font size is 10, pages will appear and print narrower than intended (as unformatted cells will revert to a narrower cell width than intended). Please ensure that the default font size is set at 12. (Tools/ Options/ General/ Standard font and size). If standard font or size is changed it will become effective only after rebooting Excel. While the spreadsheets were developed using Tekton 12, many True Type font size 12 (e.g. Arial or preferably Times New Roman 12) may give adequate presentation. If a series of hashes (#####) still appears, it may be necessary to resize the column width. Screen view The spreadsheets have been developed assuming that part, if not the whole, of the Operating Instructions column is in view. This column contains comments, instructions, checks, explanations etc. and is important to the correct operation of the spreadsheets. Generally, a screen zoom of 75% has been used as a default size on the sheets. Occasionally, other zoom sizes have been used in order to aid comprehension. Input In the spreadsheets, input data is blue and underlined. New data may be input by overwriting default values or by entering values in ‘greyed out’ cells. Entering data in far-left greyed-out cells will also remove the grey conditional background to other cells, which will then require data entry. Some input cells refer back to data on previous sheets within a workbook. These are coloured magenta, but change back to blue if other data are entered.

15

Do not copy and paste input from one cell to another as this may cause formatting and other errors. Do not use Space, Enter (the space equals text). If similar input is required in other cells then use ‘= cell reference’ with caution, e.g. ‘= B16’ in the appropriate input cell. All non-input cells should have nominal protection and the contents of these cells can be overwritten only if the has taken positive steps to overwrite original contents. In the page headers the ‘Made by’ and ‘Checked’ boxes should be completed or cleared by using a blank or hyphen; clearing the cell completely would produce ‘0’ on subsequent sheets. Values in red or red backgrounds During operation, values in red or cells with red backgrounds flag either incorrect data to be changed or excess data to be cleared (manually). Even space as an entry might generate red backgrounds. If you make a mess of it Start again from the base version of the spreadsheet on the CD-ROM. Printing The sheets may be printed out in several ways: •

Through the automated print buttons in the spreadsheets (using these print macros will over-write print areas defined elsewhere)

•

Using the Print icon on Excel’s standard toolbar

•

Using File/Print within Excel

•

Copying and pasting (special) parts of the spreadsheets to a word processor or other package. (Pasting (special) into a word processor file as a bitmap produces a wysiwyg image. Pasting as other formats will probably require some pre-copying formatting of the spreadsheet and/or postformatting of receiving cells)

Print areas may be defined by: •

Highlighting area then clicking File/Print Area/Set Print Area

•

Clicking View/Page Break Preview and adjusting boundaries to suit

Print previewing can be achieved using the Print Preview icon on the standard toolbar. Print formatting Different hardware and software are configured in many different ways. This situation leads to many variations on the actual print from individual printers. Best results are likely to be obtained from Windows printers but even these may not produce printing that is identical to that in this publication. Some manipulation for printing with your configuration may be inevitable. See also printreg.xls under istration files. Auto complete Excel’s facility for AutoCompleting cells (e.g. entering ‘T’ might auto complete to ‘Type’) can be a mixed blessing. In most spreadsheets it should be turned off via Tools/ Options / Edit and clearing the Enable AutoComplete for cell values box. Help Help is available at the following places: •

Within Excel under Help

•

Within the spreadsheet under OPERATING INSTRUCTIONS

•

Within the Word document Guid.doc available on the CD-ROM

•

Queries should be e-mailed to [email protected]. However, the RCC cannot guarantee to reply but preference will be given to those who and quote their . See Shareware registration below. The RCC regrets that telephone enquiries cannot be dealt with.

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Continued use Shareware These spreadsheets are offered as shareware. This can be considered a “try before you buy” system where you are expected to pay the program authors a registration fee if you find the program useful or if the programs are used for commercial design. In general you may on copies of shareware programs to colleagues within the UK, although commercial (for a fee) distribution requires special written permission from the publisher. Shareware registration Designers who use this software in the course of their work are requested to pay a registration fee of £50 + VAT per office where the spreadsheets are used. The registration will cover spreadsheets to both BS 8110 and EC2. In order to please either use a print-out of printreg.xls (see istrative files p72 or take a copy of this page, fill it in and return with payment to the RCC. Separate conditions apply for use outside Britain and for educational establishments - please apply in writing. ed Name: Organisation: Address 1: Address 2: Town: County: Postcode (& Country): Phone: Fax: E-mail: Nature of business: No. of employees Cheques payable to:

'The Reinforced Concrete Council' Century House, Telford Avenue, Crowthorne, Berkshire RG45 6YS

Benefits of registration Registrants will receive: •

A receipt

•

A

•

By quoting their , preferential treatment with regard to

•

By using their , free access to any new or updated spreadsheets that may be made available on the RCC’s website at www.RCC-info.org.uk.

Registration will be valid for at least one year but beyond one year, the RCC reserves the right to charge for ing updates in order to cover costs.

17

E-mailed questions, comments, developments and suggestions are welcomed. Send them to [email protected]. The RCC regrets that it cannot guarantee to reply or to enter into correspondence. Preference will be given to those who and quote their . Telephone enquiries cannot be dealt with. Updates It is intended that the RCC’s website (www.RCC-info.org.uk) will include updated versions of the spreadsheets. These will be able by registrants who can supply their valid .

Conditions of use: disclaimers A fundamental condition of use that the accepts responsibility for the input and output of the computer and how it is used. Whilst, the spreadsheets have been checked with all reasonable care and diligence, they cannot be guaranteed for every eventuality. Validation was held to be extremely important but these spreadsheets can never be fully validated. However, they but have been through beta testing, both formally and informally, through of the Advisory Group and others. s must satisfy themselves that the uses to which the spreadsheets are put are appropriate. s must have read, understood and accepted the disclaimer contained on the inside front cover of this publication (and repeated in the sheet named Notes! in each spreadsheet). Please inform the RCC of any major discrepancies found.

Change control Nominal protection s and managers should be aware that the spreadsheets can be changed. Beyond nominal cell and sheet protection, the files are open and can be changed. There are several reasons for this: •

The files can be customised by s to their own preferred methods of presentation and design (e.g. deflections might be calculated to part 2 of BS 8110; individual firms or project logos might replace the RCC’s logo).

•

The protection should stop inadvertent changes and corruption of cells.

• Developments and improvements can be made and fed back to the RCC. Such is encouraged and allows a wider consensus to be gained. •

Protection can always be overcome by determined s

•

Fully protected files can hide cell contents

•

Spreadsheet emulators are at present unsuitable for this application.

•

Different designers want different facilities available to them and should not be restricted.

The spreadsheets are all protected but with no , in other words s have to do something positive if they are to change any formulae, and must therefore take responsibility for any deliberate or accidental changes. The project’s Advisory Group held this to be a sensible position. s and managers must address change control and versions for use. The RCC can only control the base versions issued on CD-ROM (and web page). The published examples can be used as record copies to help identify changes. s Quality Assurance procedures may dictate the use of more sophisticated protection measures. Development The protection may be over-ridden to allow customisation and individual development. Any development of the spreadsheets should be undertaken by experienced staff who have a good

18

understanding of the problems and pitfalls of both design and spreadsheets. It may take an experienced engineer four or five times longer to prepare a spreadsheet than it would to produce the equivalent manual calculation: robust, commercially acceptable spreadsheets may take 50 times as long. They can take even longer to test, check and correct. Only repetition of use makes the investment of time worthwhile. With relatively open files, designers are at liberty to alter the spreadsheets as they wish. However, they must satisfy themselves that any alterations are correct and do not interfere with any other aspect of the spreadsheet in question and conform to any QA procedures. Notwithstanding the above, copyright of the spreadsheet contents remains with the BCA for the RCC. Altered or amended versions of the spreadsheets may not be sold or hired without the written permission of the RCC. Please inform the RCC of any major discrepancies found or improvements made. Saving files/file management Many s save spreadsheets to a directory and/or folder of their choice. This is particularly true where spreadsheets pertaining to a particular project are saved to a folder given the project's name.

Assumptions made During the course of development of these spreadsheets, a number of structural and computing assumptions have been made. These are discussed below As enhancement Several of the spreadsheets contain automatic routines that increase A s in order to reduce service stress fs and therefore increase modification factors in order to satisfy deflection checks. The 'As enhancement' values are the percentages by which As required for bending are increased in order to satisfy deflection criteria. Redistribution The spreadsheets with analysis allow redistribution in accordance with BS 8110: Part 1, Clause 3.2.2.1. The may choose between three options. These options do not affect redistribution at s but do determine how span moments are calculated, as shown in the following table. Reinforcement densities Some spreadsheets give an indication of weight of reinforcement in the margin under ‘Operating Instructions’. These densities should be used with great caution. Many factors can affect actual reinforcement quantities on specific projects. These include different methods of analysis, nonrectangular layouts, large holes, actual covers used, detailing preferences (curtailment, laps and wastage), and the unforeseen complications that inevitably occur. As may be examined in the sheets entitled ‘weight’, the densities given relate to simple rectangular layouts and the RCC’s interpretation of BS 8110. They make no specific allowance for wastage. The densities assume that the areas or volumes of slabs are measured gross, e.g. slabs are measured through beams. Beam reinforcement densities relate to web width multiplied by overall depth Rationalisation of reinforcement Although it may appear that many of the spreadsheets give least solutions weight (hence more bars, more work), the amounts of reinforcement derived are actually accurate (and not necessarily rationalised). It is intended, therefore, that the amounts of reinforcement derived from the spreadsheet should be considered as minima. The should specify more rationalised reinforcement layouts to the detailer. Rationalisation should be done manually – there would seem to be too many variables and personal preferences to

19

enable automatic rationalisation. A detailer can always close up spacing and/or reduce bar diameters if desired. Spread- Design sheet option moment number 0

ßbM

Design span moments moment from which span moment Comments is calculated ßbM

Design span moments will probably be less than elastic moment (minimum of 70% of elastic moment). This option may lead to a kinked bending moment diagram as the 70% kicks-in in the spans. In the case of thin sections such as slabs, consideration of span deflection and service stress often leads to reinstatement of any reinforcement theoretically saved.

1

ßbM

Minimum of ßbM and Malt/ßb

Design span moments might be less than elastic moment but less likely than with option 0. Increasing the minimum moment for the calculation of span moment from Malt to Malt/ßb is seen as a sensible compromise between options 0 and 2.

2

ßbM

Minimum of ßbM and Malt

Design span moments cannot be less than elastic moment. Most often used but, if, typically, 20% redistribution is specified at s, design span moments will increase by about 10% over elastic span moments. Again, in thin sections, consideration of deflection and service stress can limit additional amounts of reinforcement due to increased span moment.

Where ßb = (moment after redistribution)/(moment before redistribution) = 100% - % redistribution requested M = elastic moment at , all spans loaded Malt = maximum elastic Moment at , alternate spans loaded

Most often the spreadsheets require bar size as input, rather than bar spacing. This can lead to unusual, but correct, spacings. Where bar diameter input is available, it may be worth investigating larger bars (at larger centres). For instance, in the design of a flat slab it would probably be preferable to use 4828 larger bars at greater centres rather than 6840 smaller bars at small centres (weight is marginally different, 82.5 kg/m3 c.f. 80.8 kg/m3). This results in 30% fewer bars compared with 2% extra steel. Rationalised arrangements with least number of bars without breaking the spacing rules and least number of bar marks are always preferable. Eventually, it may be possible to automate this process, but for the time being it is between the program (i.e. the designer) and the detailer to decide how to rationalise bar arrangements. Any estimates of reinforcement must take this process into . Other spreadsheets tend to size bars in such a way that minimum centres (or clear spacings) are not exceeded.

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It is assumed that issues of detail will be considered by the engineer and detailer. Issues such as radius of bottom bars and beam bearings, space between bars in narrow beams, spliced bars at s of beams, connection details, etc., need to be considered. Imposed c.f. live loads Loosely, Imposed load is taken to be the characteristic load input by the . Live load is taken to be that part of the ultimate load that is not characteristic dead load (i.e. Live load = n - gk). #DIV/0! (Divide by zero errors) In some spreadsheets, #DIV/0! results may arise and be displayed. In sheets intended for printing out, #DIV/0! indicates an error in or invalid input. In sheets of workings, they have no relevance to the validity of the sheet or the spreadsheet as a whole. Please note that in many cases, but not all, a very small value has been used rather than zero in order to avoid #DIV/0! (divide by zero) problems in Excel, e.g. [RCC53.xls] Cases!B3:B8 where IF(ERROR(G3),0.000001,G3) has been used. Linking spreadsheets To avoid complications, links between different spreadsheets have not been used. Nonetheless, for the experienced , linking provides a powerful tool. The results of one spreadsheet can be linked through to become the input for another, or project data can be auto-loaded. This minimises the amount of input required and at the same time reduces the scope for error in data transfers. For example, the results of a beam analysis can be carried through to beam design. Any links created by the are at his or her discretion. Deflections Deflection checks are based on span:depth criteria in the codes. Estimates of actual deflections are not yet available within the spreadsheets. Analysis: cantilever deflections and rotation rotations are ignored. rotation cannot be determined except as part of a rigorous deflection analysis. Rotations cannot be easily derived from moment distribution, and in any case, gross section slopes are of little or no value. It is assumed that BS 8110’s usual deemed-to-satisfy L/d checks (“rule of thumb”) are adequate. If rotations are expected to be critical additional checks should be undertaken. Screen resolution The spreadsheets have been developed in 1024 x 768 resolution, so that their appearance will be acceptable between SVGA (800 x 600) and 1280 x 1024. They will obviously work in VGA (600 x 480), but higher resolutions are recommended. Y2K The spreadsheets rely on Excel and the s' systems being year 2000 compliant.

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SPREADSHEETS TO BS 8110 RCC11 Element Design.xls RCC11.xls includes sheets for deg •

Solid slabs,

•

Rectangular beams,

•

T beams (and ribbed slabs) for bending,

•

Beam shear and

•

Columns with axial load and bending about one axis.

RCC11.xls designs elements to BS 8110: Part 1, 1997. It is assumed that loads, moments, shears, etc. are available for input from hand calculations or analysis from elsewhere. A governing criterion can be deflection; span-to-depth ratios are used as per BS 8110: Part 1, Clause 3.4.6.

SLAB! This sheet allows for the design of a section of solid slab in a single simply-ed span, in a continuous span, at s or in a cantilever. These choices have a bearing on deflection limitations and the should choose the appropriate location from the combo-box to the right hand side. The may also choose to allow for no or nominal compression steel; this again affects deflection factors. To an extent the spreadsheet will automatically increase reinforcement in order to lower service stresses and enhance allowable span to depth ratios. The spreadsheet allows a certain amount of theoretical over-stress as defined by the in cell M7. Engineering judgement is required to ensure that any over-stress is acceptable and that specified reinforcement is sensibly rationalised. The example is taken from Designed and detailed (15). The slight variance in reinforcement requirements is due to the spreadsheet allowing marginal over-stress and allowing centres in increments of 25 mm.

RECT~BEAM! This sheet designs rectangular beams. The location of the beam may be either in a single simplyed span, in a continuous span, at s or in a cantilever . These choices have a bearing on deflection limitations and the should choose the appropriate location from the combo-box to the right hand side. When considering span reinforcement, the spreadsheet will, where necessary, automatically increase reinforcement in order to lower service stresses and enhance allowable span-to-depth ratios. In checking deflection, the sheet entitled RECT~BEAM! includes two bars of the specified reinforcement diameter to derive a modification factor for compression reinforcement. The facility to specify additional compression reinforcement to enhance span-to-depth ratios is contained within TEE~BEAM! The example is taken from Designed and detailed (15). The expression for area of tension steel required may be unfamiliar to some and is explained below: As

= (39.5E6/390.0 + 242.5E6/381.1)/438.1 = ([M - Mu]/[d - d’] + Mu/z)/(fy/( m) = As’ + Mu( m/zfy = 1684 mm²

TEE~BEAM! TEE~BEAM designs T beams and L beams in single simply-ed span, end span, internal span or cantilever locations. Again, these choices have a bearing on deflection limitations and the should choose the appropriate location from the combo-box to the right hand side. With respect to the

22

effective width of the flange, the may also choose that the section is considered as a tee- or an inverted L beam. A default value for the width of the flange b f is calculated and displayed as input. This cell may be overwritten if, for instance, say the wishes to allow for openings etc. The default is calculated as being: web width + 0.14 span for T beams, internal span web width + 0.16 span for T beams, end span web width + 0.07 span for L beams, internal span web width + 0.08 span for L beams, end span In the determination of compression steel, where the neutral axis lies below flange, the concrete in web, bw, below flange has been ignored. This is seen as a valid alternative to the approach in Clause 3.4.4.5 . In order to calculate the appropriate deflection factor for compression reinforcement, there is a facility to specify compression reinforcement. When considering deflection, the spreadsheet will, where necessary, automatically increase span reinforcement in order to lower service stresses and enhance allowable span-to-depth ratios. The example is taken from Designed and detailed (15). The span could have been defined as an end span rather than interior span: the part of the span in hogging would have been greater than the 70% assumed and the width of the flange could have been taken as being wider (1580 mm), leading to some economy.

SHEAR! This sheet checks beams or slabs for shear and calculates any shear reinforcement required. It is hoped that the input is self-explanatory. Providing the applied load is fundamentally a UDL, or where the principal load is located further than 2d from the face of the , BS 8110: Clause 3.4.5.10 allows shear to be checked at d from the face of . Checks for maximum shear (either 5.0 N/mm2 or 0.8fcu0.5) are carried out automatically. A maximum link spacing of 600 mm is used; this is seen as a sensible maximum. The example is taken from Designed and detailed (15). The value of shear used is that at d from the face of (i.e. 300.0 – (0.45 + 0.30/2) x 68.12 = 259 kN). The designed links would be necessary for a distance of 1500 mm from this position before reverting to nominal link arrangements. It may have been more appropriate to have used T10s and the full 300.0 kN shear at centre of . This would have lead to T10 @125 for 1750 mm from the centre of . (The difference in length of designed links is due to the different capacity of the nominal links.) Apart from punching shear, shear in slabs is rarely critical. (See RCC13.xls.)

COLUMN! This sheet designs symmetrical rectangular columns where both axial load, N, and maximum design moment, Mx are known (see BS 8110: Part 1, Clause 3.8.2, 3 and 4). It iterates x/h to determine where the neutral axis lies. The sheet includes stress and strain diagrams to aid comprehension of the final design. For simplicity, where three or more bars are required in the top and bottom of the section, it is assumed that a (rotationally) symmetrical arrangement will be required for the side faces. This appears to be common practice, for small to medium sized columns. For more detailed consideration see RCC52.xls. In particular, see RCC53.xls regarding the issue of side bars. COLUMN! Assumes that the moment entered has already been adjusted, if necessary, for bi-axial bending. For many side and all corner columns, there is no other choice than to design for bi-axial

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bending, and the method given in Clause 3.8.4.5 must be adhered to, i.e., RCC53.xls or sheets 2 and 3 of RCC51.xls should be used. Theoretical shortfalls in area of up to 2% are considered to be acceptable. In theory, negative amounts of reinforcement required can be obtained but these are superseded by requirements for minimum amounts of reinforcement in columns. No adjustment is made in the area of concrete occupied by reinforcement. Maximum link centres are given. The routine in the area L61:U81 investigates shear when, in accordance with Clause 3.8.4.6, M/N > 0.6h. In such cases either a maximum allowable shear is shown where shear is critical, or input of shear and number of legs in links allows the links to be designed for the applied shear. Even in unbraced structures shear is rarely likely to be critical. The example is taken from Designed and detailed (15).

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RCC12 Bending and Axial Force.xls This spreadsheet gives an interaction chart for moment against axial load for rectangular sections with asymmetrical reinforcement arrangements. Initially intended for beams with axial load it is also applicable to asymmetrically reinforced columns.

MAIN! Moments are considered to be about the x-x axis. All applied loads and moments should be ultimate and positive, as positive moments induce tension in the bottom reinforcement. With asymmetrical arrangements of reinforcement the diagram indicates that negative moments are theoretically possible. After much consideration, the diagram is considered to be correct but strictly is valid only for load cases where the member is operating above 0.1fcu and with at least minimum eccentricity. These limits are shown on the graph. A reciprocal diagram is generated automatically when top and bottom steels are reversed in the input.

Calcs! Calcs! Shows the derivation of the chart where moment capacity is calculated at intervals of neutral axis depth from n.a. depth for N = 0 to n.a. depth for N = Nbal, then in intervals from n.a. depth for N = Nbal to n.a. depth for N = Nuz. This sheet shows workings and is not necessarily intended for printing out other than for checking purposes.

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RCC13 Punching Shear.xls This spreadsheet designs punching shear links. Essentially it is intended to be used with simple rectangular flat slabs to BS 8110 i.e. with RCC33.xls. Equally it can be used in conjunction with RCC81.xls or to check wide beams in, say, troughed slabs. The spreadsheet is presented as four pairs of sheets dealing with internal, edge, (external) corner and re-entrant corners. It should be ed that in slabs these traditional links are time-consuming to fix on site – proprietary systems are generally much quicker to fix on site and this far outweighs first cost.

INTERNAL! (Similarly EDGE!, CORNER and REENTRANT!) These sheets constitute the input and main output. Input is fairly self-evident but, as ever, care must be exercised in ensuring correct values are used. The top diagram acts as a legend and the chart at the bottom of the sheet shows the column, any holes and link perimeters, and should act both as a check for input and help explain output. The x-x axis is across the page. To the right is a combo-box that allows either: •

Input of both Vt (design shear transferred to column) and Veff (design effective shear including allowance for moment transfer) is required. These figures should be available from sub-frame analysis e.g. output from RCC33.xls under Reactions (see p 58). A value of Veff, computed from Vt and the factor according to location of the column (see BS 8110: Part 1, Clause 3.7.6) is suggested under Operating Instructions: in general this figure may be regarded as a maximum: calculating effective shear from moment transfer generally results in lower figures. or

•

Input of Vt alone. Veff defaults to the values given in BS 8110: Part 1, Clause 3.7.6

The areas of steel in the two directions should be averages in each direction, i.e., ensure that it reflects the actual reinforcement in the sides of the perimeter, an average of column strips and middle strips as appropriate. Except when checking column face shear, holes under half the slab depth or ¼ column side are ignored as in the second paragraph of BS 8110: Part 1, Clause 3.7.7.7. Multiple holes should be aggregated pro-rata as if they were one hole at one position. The shear at 1.5 d and at the first perimeter requiring no reinforcement is shown under Results. The examples emulate the example used for RCC33.xls, i.e. emanating from the in-situ building of the European Concrete Building Project (ECBP) at BRE Cardington. Veff is given as an input. Reinforcement has been increased to T16 @ 150 (1340 mm 2/m) both ways to increase vc to overcome problems with rules regarding v > 2vc (see Clause 3.7.7.5). As will be seen V eff is less than 1.4Vt. In the case of edge columns, a factor of 1.25 can be used if bending is about an axis parallel to edge and 1.4 if perpendicular (Clause 3.7.6.3). A worse case has therefore been taken.

Int Dets! (Edge Dets!, Corner Dets and Re-ent Dets! similar) These sheets show design calculations, determination of critical perimeters, enclosed areas and link requirements complete with references to BS 8110. They are not necessarily intended for printing out other than for checking purposes. The area load is deducted from Vt, before Vt is enhanced. These sheets use the relationship Veff/Vt to calculate shear at successive perimeters. Deductions for holes in the calculation of shear perimeters are calculated by finding the angle defined by the extremities of the hole. The projection of this angle is deducted from the appropriate perimeter.

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RCC14 Crack Width.xls Crack Width! In the design of reinforced concrete structures, it is assumed that the tensile capacity of concrete does not contribute to the strength of the structure, and steel reinforcement is provided to resist the internal tensile forces that develop. Because steel reinforcement can develop the resisting tensile force only by extension (i.e. steel needs to extend to develop stress), and hence causes cracks to form in the surrounding concrete, cracks in reinforced concrete structures cannot be avoided. In day-to-day practical design, crack widths are controlled by limiting the maximum spacings of the tension reinforcement. However there are times when the engineer will need to carry out more rigorous analysis and calculations, e.g. in the design of water-retaining structures, and design for severe exposure where estimation/prediction of crack width is important. This spreadsheet calculates crack widths in accordance with BS 8110 and BS 8007. Crack width limits are set as: BS 8110: Part 1, Clause 3.12.11.2.1 0.3 mm – In ‘normal’ reinforced concrete structures BS 8007 0.2 mm – In water-retaining structures under severe or very severe exposure BS 8007 0.1 mm – In water-retaining structures with critical aesthetic appearance In calculation of crack width, elastic theory with 'cracked section' is adopted. Both BS 8110: Part 2 and BS 8007 appendix B gives the crack width formula. W =

3 × a cr × ε m

 a cr − c    h−x 

1+ 2 

In calculating crack width, w, the average strain, ε m, at the level where cracking is being considered allows a stiffening effect, ε 2, of concrete between cracks ε m = ε1 − ε 2

where ε

1

is the theoretical strain at the level considered, calculated on the assumption of a cracked

section using half the concrete modulus Ec to allow for creep effects. ε2 =

b × (h − x)

2

3 × Es × A s ( d − x)

BS 8007 allows an additional enhancement factor of 1.5 in calculating ε 2 for structures designed with a crack width limit of 0.1 mm. The spreadsheet provides an option to adopt this enhanced factor if design crack width is limit to 0.1 mm. To choose this option, select the blue 'check box' on the right hand margin. acr is the distance from the point considered to the surface of the nearest longitudinal bar. The input value is defaulted to the distance at the point on the tension face midway between two bars. However other values can be entered to suit other locations, e.g. corner bars. The default value can be reset by pressing the blue button on the right hand margin.

27

RCC21 Subframe Analysis.xls RCC21 SubframeAnalysis.xls analyses sub-frames in accordance with BS 8110 using moment distribution. Inputs are required on two sheets.

MAIN! This single sheet consists of the main inputs, most of which should be self-explanatory. As in other spreadsheets, avoid pasting input from one cell to another as this may cause formatting and other errors. The dimension of the flange width, bf, is automated to be either bw + 0.07 x span for L beams or b w + 0.14 x span for T beams. Unwanted data cells are ‘greyed out’. The use of C, K, or E can alter the characteristics of a from cantilever to knife-edge to encastre. Remote ends of s may be F for fixed; otherwise they default to pinned. Extraneous data is highlighted in red or by messages in red. Under Operating Instructions a number of checks, mainly for missing entries, are carried out and any problems are highlighted. At the bottom of the sheet a simplistic but to-scale arrangement and loading diagram is shown. This is given to aid data checking. It may prove prudent to write down expected values for bending moments at each down before progressing to ACTIONS! Also, under Operating instructions, the should in-put the type of redistribution required as explained more fully under Redistribution (see page 20). •

0 means full redistribution.

•

1 limits alternate span upward redistribution to the percentage specified.

•

2 means no span moment redistribution.

UDLs are input as line loads e.g. 4k N/m2 for a 5.0 m wide bay would be input as 20 kN/m. Ultimate and characteristic reactions are given at the bottom of the sheet

ACTIONS! This sheet includes charts showing the elastic bending moment diagram, redistributed moment envelope, elastic shear forces and envelope of redistributed shear forces. These diagrams are based on data from the analysis undertaken in Analysis! at 1/20 span points. Maximum span and moments are given. The is required to input desired amounts of redistribution to the initial moments in line 26. Cell L14 allows three types of distribution according to the 's preference for calculating span moments (see Assumptions made: redistribution). Redistribution input is included close to the bending moment diagrams in order to give the control rather than relying on blanket redistribution. The sheet also tabulates elastic and redistributed ultimate shears and column moments according to the various load cases.

Analysis! This sheet details the moment distribution analysis carried out but is not necessarily intended for printing out other than for checking purposes

Graf! This sheet comprises data for graphs used on other sheets, particularly in ACTIONS! It is not necessarily intended for printing out other than for checking purposes

28

RCC31 One-way Solid Slabs (A & D).xls This spreadsheet analyses and designs (A & D: Analysis and design) up to six spans of one-way solid slabs to BS 8110 using continuous beam analysis. There is input on each of the first four sheets and choice of reinforcement for each span is implicit.

MAIN! This single sheet consists of the main inputs, most of which should be self-explanatory. The number of spans is altered by entering or deleting data under L (m). Unwanted data cells are ‘greyed out’. The use of C, K or E can alter the characteristics of the end s from cantilever to knife-edge to encastre. Extraneous data is highlighted in red or by messages in red. Under Operating Instructions a number of checks are carried out and problems are highlighted. For the purposes of defining load, the section is assumed to be 1.00 m wide. At the bottom of the sheet a simplistic loading diagram is given to aid data checking. Great care should be taken to ensure this sheet is completed correctly for the case in hand. It may prove prudent to write down expected values of bending moments at each down before progressing to ACTIONS! reactions are given at the bottom of the sheet.

ACTIONS! This sheet shows bending moment and shear force diagrams from the analysis undertaken in Analysis! The is required to input the desired amount of redistribution to the initial moments in line 25. Cell J14 allows three types of distribution according to the 's preferences. Requesting redistribution at a cantilever produces a warning message in the remarks column.

SPANS! In SPANS! the is required to choose top, bottom and link reinforcement for each span. The amounts of bending and shear reinforcement required and checks are derived from detailed calculations in Bar! Unwanted cells are ‘greyed’ out. Unless overwritten, reinforcement diameter specified for a carries through both sides of the , i.e. the diameter specified for the right hand of a span carries over to the left hand of the next span. It may be possible to obtain different numbers of bars each side of the due to differences in depth or to comply with minimum 50% span steel; practicality should dictate that the maximum number of bars at each should be used. With regard to deflection, the area of steel required, As mm2/m, shown under Heading, may have been automatically increased in order to reduce service stress, fs, and increase modification factors to satisfy deflection criteria. The percentage increase, if any, is shown under Deflection. With respect to cantilevers, neither compression steel enhancement nor consideration of rotation at s is included. Hogging moments at ¼ span are checked and used in the determination of top steel in spans. Careful examination of the Bending Moment Diagram and Graf! should help to determine whether any curtailment of this reinforcement is warranted. To avoid undue sensitivity, especially with regard to deflection, reinforcement may be over-stressed by up to 2.5%

Weight! Weight! gives an estimate of the amount of reinforcement required in one direction of the slab per bay and per cubic metre. Bay and widths are required as input. Simplified curtailment rules, as defined in BS 8110 Clause 3.12, are used to determine lengths of bars. The figures should be treated as approximate estimates only as they cannot deal with the effects of

29

designers' and detailers' preferences, rationalisation, etc, etc. They do not allow for reinforcement in ing beams or for mesh.

Analysis! This sheet details the moment distribution analysis carried out but is not necessarily intended for printing out other than for checking purposes.

Bar! This sheet shows design calculations, complete with references to BS 8110. It is not necessarily intended for printing out other than for checking purposes. In many instance service stress, f s, has been set to 1.0 or 0.0001 N/mm2 to avoid problems with division by zero.

Graf! This sheet comprises data for graphs used on other sheets, particularly in ACTIONS! It is not necessarily intended for printing out other than for checking purposes.

30

RCC32 Ribbed Slabs (A & D).xls Using continuous beam analysis, this spreadsheet analyses and designs up to six spans of ribbed slab to BS 8110. There is input on each of the first three sheets and choice of reinforcement for each span is implicit.

MAIN! This single sheet consists of the main inputs which should be self-explanatory. The number of spans is altered by entering or deleting data under L (m). Unwanted data cells are ‘greyed’ out. The use of C, K or F can alter the characteristics of the end s from cantilever to knife-edge to fixed. Extraneous data is highlighted in red or by messages in red. Under Operating Instructions a number of checks are carried out and any problems are highlighted. For the purposes of defining load the section under consideration is assumed to be 1.00 m wide. It will be seen from Bar! that moments per metre are converted to moments per rib, and calculations of reinforcement areas required etc., are based on moments and shear per rib. Great care should be taken to ensure this sheet is completed correctly for the case in hand. It may prove prudent to write expected values of bending moments at each down before progressing to ACTIONS! Combo-boxes to the right under Operating Instructions define minimum bar sizes to be used (e.g. at s between ribs) and whether the wants to use links or not. If links are required these may be either designed or nominal links; the centres of nominal links can be changed. Towards the bottom of the sheet a simplistic loading diagram is given to aid data checking. At the bottom of the sheet, reactions are given.

ACTIONS! This sheet shows bending moment and shear force diagrams from the analysis undertaken in Analysis! The is required to input desired amount of redistribution to the initial moments in line 26. Cell L14 allows three types of distribution according to the 's preferences. See Redistribution under Assumptions made on page 19. At some future stage might it be possible in the spreadsheet to summarise reinforcement and where and why failures have occurred.

SPANS! In SPANS! the is required to choose top, bottom and link reinforcement for each span. The amounts of bending and shear reinforcement required and checks are derived from detailed calculations in Bar! Unwanted cells are ‘greyed’ out. The reinforcement diameter specified for a carries through both sides of the , i.e. the diameter specified for the right hand of a span carries over to the left hand of the next span. It should be noted that hogging moment is checked both at the centre of (solid section) and the solid/rib intersection (ribbed section). As the moments at the solid/rib intersection each side of the may differ, it may be possible to obtain a design giving different numbers of bars each side of the . Practicality should dictate that the maximum number of bars at each is used for detailing. Hogging moments at ¼ span positions within a span are checked and are used in the determination of top steel in spans.

WEIGHT! WEIGHT! Gives an estimate of the amount of reinforcement required in one direction of the slab per rib and per square metre. Simplified curtailment rules, as defined in BS 8110: Part 1, Clause 3.12, are used in the determination of lengths of bars. The figures should be treated as approximate estimates

31

only as they cannot deal with the effects of designers' and detailers' preferences, rationalisation, etc, etc. They do not allow for reinforcement in ing beams or for mesh.

Analysis! This sheet details the moment distribution analysis carried out. It is not necessarily intended for printing out, other than for checking purposes.

Bar! This sheet shows design calculations, complete with references to BS 8110. It is not necessarily intended for printing out other than for checking purposes. In spans, service stress, fs, may be reduced to satisfy deflection criteria. In many instances, minima of 1.0 or 0.0001 have been used to avoid problems with division by zero.

Graf! This sheet comprises data for graphs used on other sheets, particularly in ACTIONS! It is not necessarily intended for printing out other than for checking purposes.

32

RCC33 Flat Slabs (A & D).xls RCC33.xls analyses and designs bays of simple rectangular flat slabs to BS 8110: Part 1. The spreadsheet uses sub-frame analysis with pattern loading to calculate a bending moment envelope. This envelope may be subjected to redistribution. For a complete rectangular flat slab the is expected to use the spreadsheet at least four times (internal bay(s) x - x, internal bay(s) y - y, edge bay(s) x - x and edge bay(s) y - y). Punching shear should be checked using RCC13.xls. The spreadsheet does not currently allow for holes or drops (maybe next time!). If holes are considered critical then the is directed towards using RCC21.xls (sub-frame analysis) and allowing for holes in breadths used. See also Clause 3.7.5. The single load case of all spans loaded (Clause 3.5.2.3) is not used. Beyond aspect ratios of 1.5 consideration might be given to the appropriateness of using other forms of analysis (e.g. grillage or finite element). The example emulates the design used on the in-situ building of the European Concrete Building Project (ECBP) at BRE Cardington, (albeit that on the ECBP fck = 30 N/mm2 and fy = 500 N/mm2 were used).

MAIN! This sheet provides the main inputs to the spreadsheet (although other inputs occur in other sheets). Most inputs are (we hope) self-explanatory. LEGEND! should help with definition of dimensions, e.g. edge distance C is actually from centreline of column to edge of slab. Cover is defined as being to the layer under design. The layering is set at T1 - B1 (& T2 - B2) although T1 - B2 might be deemed more appropriate (e.g. with prefabricated mats). The number of spans is altered by entering data in the appropriate cells. Unwanted data cells are ‘greyed’ out. The use of C, K, F or P can alter the characteristics of a from Cantilever to Knifeedge to Fixed to Pinned. Extraneous data is highlighted in red or by messages in red. Under Operating Instructions a number of checks are carried out and problems found are highlighted. At the bottom of the sheet a simplistic loading diagram is given to aid data checking. Great care should be taken to ensure that this sheet is completed correctly for the case in hand. It may prove prudent to estimate values for bay width bending moments at each by hand before progressing to ACTIONS! Cantilevers less than 1.00 m should be described as end distances (rather than cantilevers; otherwise certain logic regarding breadth of effective moment transfer strip, be (see BS 8110: Part 1, Figure 3.13), goes wrong). End distances equivalent to the half width of the column should be used to define slabs whose edge is flush with the outside of the column. On edge columns, b e restricts Mt max which in itself restricts the amount of moment transferred into columns above and below. Load input should define the loads on the slab only. A combo-box is used to switch between the internal or edge bays. If EDGE is chosen, cells H14:I14 and E16:G16 become operative and information about the perimeter load along the edge and the distance of the edge from the centreline is required as input. Perimeter loading is assumed to be dead load. Cell L51 gives an estimate of reinforcement requirements for the element considered in the direction considered (not both directions). It will be noted that the example assumes the reinforcement is in the second layer; therefore warnings concerning cover greater than 40 mm should not be of too much concern. The spreadsheet takes automatic measures to ensure deflection criteria are met. It may be argued that in this instance, with equal spans in the two directions, these measures are unwarranted in that deflection criteria will have been met in the orthogonal T1/B1 layer.

33

To the right under Operating instructions a number of checks are carried out. Box markers indicate where checks have been carried out and proved satisfactory.

ACTIONS! This sheet shows bending moment and shear force diagrams from the analysis undertaken in Analysis! The is required to input the desired amount of redistribution to the initial moments in line 26. Cell L14 allows three types of distribution according to the 's preference. The sheet also provides output reactions and column moments. Using the value of Veff for punching shear obviates the need to use the 1.15, 1.25 and 1.4 factors in Clause 3.7.6.2 to determine Veff from Vt.

SPANS! SPANS! details the amounts of reinforcement required derived from detailed calculations in Bar!

LEGEND! LEGEND! gives an explanation of the dimensions used in MAIN! and for the analysis and design.

WEIGHT! WEIGHT! gives an estimate of the amount of reinforcement required in one direction of the slab for the internal or end bays considered. Simplified curtailment rules, as defined in Clause 3.12, are used to determine lengths of bars. The figures should be treated as approximate estimates only as they cannot deal with the effects of designers' and detailers' preferences, ‘rationalisation’, the effects of holes etc, etc. They do not allow for punching shear links or link carrier bars.

Analysis! This sheet details the moment distribution analysis carried out but is not necessarily intended for printing out other than for checking purposes. It is derived from RCC21.xls.

Bar! This sheet shows design calculations, complete with references to BS 8110. It is not necessarily intended for printing out other than for checking purposes. Hogging moments at ¼ span positions within a span are checked and are used in the determination of top steel in spans.

Graf! This sheet comprises data for graphs used on other sheets, particularly in ACTIONS!

34

RCC41 Continuous Beams (A & D).xls The spreadsheet designs multiple-span rectangular or flanged beams using sub-frame analysis to derive moments and shears. The intention is to provide the design and analysis of up to six spans of continuous beams with columns above and below. Spans may incorporate cantilevers, fixed ends or knife-edge s. There are three main sheets: MAIN!, ACTIONS! and SPANS!

MAIN! This sheet contains input of materials, frame geometry and load data. Input data is blue and underlined. New data may be input by overwriting default values or by entering values in ‘greyed out’ cells. Entering a value of 5.0 in cell C18 will clear a line of data in both the span and data ready for input. Guidance on input for the type of section and type of end condition of the is given under Operating Instructions. The sheet has been set up with as many ‘carry throughs’ as possible, i.e. input cells are made equal to preceding input cells to make the inputting of regular beams easier. Inputting C18 as “= C17” will insert 6.00 in the remaining spans: it will also remove the grey conditional background to the remaining spans, s and loads and allow data entry. Deleting C18, indeed C19, will blank out remaining spans, etc. Generally, values in red or red backgrounds indicate either incorrect or excess data. For instance, if knife-edge s are required, entering ‘K’ in cell C24 will elicit red data to the right, which needs to be cleared manually. Do not copy and paste input values as this can corrupt formatting (copy and “paste values only” is OK). ‘Rebar layering’ refers to whether there are beams in the other direction. Answering yes drops by one bar diameter the steel at the s. For instance when using splice bars at the bars in the other direction have to be avoided - and allowed for in the design. With respect to cantilevers, design for bending caters for moments at the face of ; design for deflection considers the cantilever from the centre line of . In beam-to-beam situations the width of can be input as being very small to avoid under-design in bending. The example is taken from Designed and detailed (15). In order to reflect this publication, the spreadsheet has been set up with the beams being considered as rectangular in both the analysis and design. The analysis in the spreadsheet mimics Designed and detailed, but as the spreadsheet considers the rectangular section for design, more reinforcement is required particularly in the span. Some economy would have been gained by considering the beams as T sections rather than rectangular (192 kg/m3 c.f. 222 kg/m3). The spreadsheet notes that cover to the top exceeds 40 mm. In this case, the crack width should normally be checked.

ACTIONS! ACTIONS! Includes bending moment and shear force diagrams, summaries of moments and shears and input for amounts of redistribution. s should ensure that the amounts of redistribution are always considered as there are no default values.

SPANS! This sheet designs reinforcement for bending in spans and s and for shear in the spans. input is required for reinforcement sizes – some intuition may be required to obtain sensible arrangements of reinforcement. Non-existent spans are blanked out. moments (including cantilever moments) are considered at the face of the . This may lead to unequal amounts of reinforcement being designed for each side of the . See Bar! Besides the limit of maximum modification factor for deflection = 2.0, an additional limit of maximum allowable area of steel to comply with deflection criteria, Asdef, = 2 x Asreqd has been imposed.

35

Weight! This sheet estimates the weight of reinforcement in the beam when designed according to normal curtailment rules as defined in BS 8110. Workings are shown on the right hand side of the sheet. The estimate may be printed out using File/print or the print button on the normal toolbar. It should be recognised that different engineers' and detailers' interpretations of these clauses, and different project circumstances and requirements will all have a bearing on actual quantities used.

Analysis! This sheet shows the moment distributions used in the analysis of the beam: it is not intended for formal printing. It will be seen that the loads are considered initially as 1.0gk over all spans then as (γ fg - 1.0)gk + γ fqqk over alternate spans.

Bar! Intended mainly for first time s and young engineers, this sheet gives further details of the calculations summarised in SPAN! moments are considered at faces of s; checks at ¼ span relate to hogging and any top steel required is provided in the span.

Graf! This sheet provides data for the charts in MAIN! and ACTIONS!: it is not intended for formal printing.

36

RCC42 Post-tensioned Slabs & Beams (A & D).xls This spreadsheet designs post-tensioned slab and beam elements in accordance with BS 8110: Part 1, 1997. In essence the spreadsheet checks a number of parameters: stresses at transfer, stresses in service, moments of resistance at ULS, shear, vibration, deflection, neutral axis depth, and reinforcement service stress. These checks are shown in SUMMARY! The spreadsheet is set out in several layers. •

MATDATA!

Defines load cases, various options and material properties.

•

SUMMARY!

Summarises the design, analysis, checks and outputs from the rest of the spreadsheet.

•

DETAILS!

Shows the workings for the moment distribution for the various load cases, profiles, prestress losses and checks in some detail.

•

DEFLECT!

Shows workings for deflection at 1/20 points along each span.

•

Graf!

Provides the data for the graphs, and values generated are used for checking.

s are referred to Post-tensioned concrete floors – Design Handbook(14), and Post-tensioned concrete floors(16) for further details of methods and values used. A maximum of three spans may be considered. Cantilevers are not available. Shortening is calculated in the losses section, but is not used to modify column moments. The effects of restraint to both columns and prestress in the member must be considered. The spreadsheet considers one direction at a time only.

MATDATA! The first sheet includes all the general and material input data used in the subsequent sheets. Load combinations and load factors are defined. The input under Options should be self-explanatory. The choices have implications on the design as shown below. •

Stressing ends determines where prestressing losses occur

•

Prestressing system – Specifying unbonded or bonded changes prestress loss calculations. Prestress losses tend to be higher with bonded tendons as wobble factors and coefficients of friction are higher but using several strands in a single duct can lead to overall economy, especially in more heavily loaded beams.

•

Commonly 70% to 75% is taken for initial estimates for jacking force/final force. This quantity is calculated at Details!N68:N69 and has to be re-specified in Details! line 68 to be within 5 % of that calculated.

•

With respect to allowable flexural tensile stresses in prestressed beams (and slabs), BS 8110: Part 1, defines three classes (see Clause 4.3.4.3). These classes determine the limits of tensile stress. For example see BS 8110: Part 1, Clause 4.1.3, which also allows 5.0 N/mm2 tensile strength for C40 concrete. For Class 3, which is generally used for internal environments, cracking is allowed either up to 0.1 mm or, more usually, to 0.2 mm.

•

Slab or Beam varies shear requirements and determines whether nominal top bonded reinforcement is included in the spans or not. Nominal top steel is included in mid-span of beams. If slabs are specified, the may choose to use nominal top steel to overcome hogging moments in the spans. Invoking the nominal bonded reinforcement in mid-span should overcome most problems with hogging in, say, dissimilar spans of slabs. Slabs requires a second input; type of slab alters parameters used in checking vibration.

•

Normal curtailment rules for bonded reinforcement are not necessarily satisfactory for posttensioned slabs and beams. Nonetheless the spreadsheet assumes that curtailment occurs at 0.3 x span.

With regard to concrete, the usual minimum strength used in prestressing is 40 N/mm2. The minimum allowable strength at transfer (i.e. when the tendons are initially stressed), f ci, is 25 N/mm2. Ambient temperatures during curing may be taken as 15oC for a UK summer, but otherwise may be dependent upon curing/insulation regimes. Typically, long-term Relative Humidity may be taken as 45% indoors,

37

or 85% outdoors for the UK. Other data used in the determination of various concrete factors, e.g. determination of creep factors, is shown on the right hand side of the sheet. These factors are case specific and have been derived from the best available data for the various parameters shown. The formulae for calculating creep factors and free shrinkage strain are from C&CA paper TDH 2391 (17), and use the following factors. •

Kb is a factor depending on the composition of the concrete,

•

Kc is an environmental factor,

•

Kd is a maturity factor,

•

Ke is an effective member thickness factor, and

•

Kt covers the development of the deferred deformation with time.

Factors used in the derivation of material data are used in this screen dump from the spreadsheets. BS 8110 Table 4.2 30

3.8

0

40

5

5

0

50

5.8

0 1.271 3

0 1.267 4

1.258 5

Maturity Curve

3.2048

1.249 6

1.245 7

1.235 8

1.225 9

1.210 10

1.160 14

1.145 15

1.110 16

1.075 17 16

0

0.8

1

1.5

2

2.5

3

4

5

9

10

13

0.8

0.2

0.5

0.5

0.5

0.5

1

1

1

1

3

3

4

30

0

2.6

4.5

7.9

10.3

12.2

13.7

16.2

18

22.6

23.2

25.2

26.5

40

0

5.2

7.8

12.2

15.5

18.1

20.1

23.2

25.5

31.3

32.2

34.5

36.1

50

0

11.4

12.7

18.1

22.2

25.1

27.3

31.1

33.7

40.3

41.3

43.9

45.5

60

0

13.7

15.2

21.7

26.6

30.1

32.8

37.3

40.4

48.4

49.6

52.7

54.6

40 50 40

0 0 0

5.2 11.4 5.2

7.8 12.7 7.8

12.2 18.1 12.2

15.5 22.2 15.5

18.1 25.1 18.1

20.1 27.3 20.1

23.2 31.1 23.2

25.5 33.7 25.5

31.3 40.3 31.3

32.2 41.3 32.2

34.5 43.9 34.5

36.1 45.5 36.1

Longterm

fcu inf 40

Et inf 28.00

95 1.25

100 1

EARLY STRENGTH

LATE STRENGTH

1

4

0.8

5.8

40

23.2

25.5

2.3

25.04

40

60

0

100

40

38.9

40

1.1

Kc = Relative Humidity factor 30 35 40 3.2 3.13 3.05 50 55 2.85

45 2.95 2.77

50 2.85 0.08

55 2.77 0

60 2.65 2.850

65 2.5

70 2.3

75 2.13

Kd = Ambient factor 30 90 60 120 1.8 1.6 120 120 1500 1860

420 420 1.2 1.4 0.75

840 1860 1 0.2 0.25

2700 2700 0.75 30 660

5400 5400 0.65 1.550 0.911

10800

406.5 200 0.85 0.709 0.709 #DIV/0!

#DIV/0! 250 0.795 0.011 0.011 #DIV/0!

300 0.75 6.5 6.5 #DIV/0!

350 0.733 0.719 0.719 #DIV/0!

400 0.72

450 0.709

55 360 360

60 330 20

65 305 0

70 275 380

75 243

80 205

85 162

150 0.907 0.55 0.55 #DIV/0!

200 0.8 0.513 0.513 #DIV/0!

250 0.71 0.037 0.037 #DIV/0!

300 0.65 6.5 6.5 #DIV/0!

350 0.587 0.548 0.548 #DIV/0!

400 0.55

450 0.513

Ultimate Shrinkage Strain - Bending 0 0.1 0.2 0.3 % 0.26 0.26 0.26 0.26 Kp 0.9418 0.9418 0.9418 0.9418 208.9 208.9 208.9 208.9 εcs m 23.3039 Ec 28 28

0.4 0.26 0.9418 208.9

210 210 1.4 1.6 1

Ke = Effective Thickness factor 406.5 0 50 100 150 10 1.2 1 0.94 400 450 0.72 Span 1 400 450 0.72 Span 2 #DIV/0! #DIV/0! #DIV/0! Span 3 ε c = Free Shrinkage Strain 40 45 50 420 405 380 50 55 380 Ke factor for Shrinkage 0 50 100 10 1.3 1.05 400 450 Span 1 400 450 Span 2 #DIV/0! #DIV/0! Span 3

Ultimate Shrinkage Strain - Prestress Span 1 Span 2 Span 3 % 0.3 0.3 0.3 Kp 0.9335 0.9335 0.9335 εcs 207.1 207.1 #DIV/0!

38

0.5 0.26 0.9418 208.9 Ø 2.3462

0.5 1.000

0.6 0.7 0.26 0.26 0.9418 0.9418 208.9 208.9 Ec 8.3677

0.8 0.26 0.9418 208.9

Details of strand used in the UK are given at the bottom of the sheet. s should ensure that their chosen strand is readily available. Post-tensioned concrete floors(16) gives typical values for µ (coefficient of friction), K (wobble factors), Rel% (relaxation) and draw-in (mm) in Tables 2.6 and 7.1. It is usually assumed that working loads are applied at a concrete age of 60 days ( input). The quasi-permanent imposed load should be assessed from the ψ 2 factor in EC2, which is usually 20% of imposed load for dwellings, 30% for offices and stores, and 60% for parking. (One never takes 100%, as ψ 2 adjusts for the very different φ creep values. Hence 30% is appropriate for a more or less permanently loaded structures: the high value for parking is to compensate for long-term dynamic effects.)

SUMMARY! The first page (top part of the sheet entitled SUMMARY!) shows input for the sub-frame analysis, i.e. dimensions and loads. Input should be fairly self explanatory. It should be noted that H is in the plane of the screen and b, b w etc. at right angles to the plane of the screen. Several warnings are given under Operating Instructions and with conditional formatting should data be incorrect. s can be made to be knife-edge by inputting K in column D: remote ends of columns can be either F for fixed, or P for pinned. The line can be left blank. A width (h below) can be used in conjunction with a ‘K’ so that design moments are used at the face. Data under 'Normal Direction' is used for the vibration checks. The number of bays affects possible modes of vibration, which is checked in accordance with CS TR43 (14). The vibration response factors calculated are accordance with Steel Construction Institute(18) and Concrete Society guidelines. Vibration should not be a problem in post-tensioned slabs and beams. Normally, vibration response factors of 12 are used for very busy offices, 8 for normal offices, or 4 for high specification offices or laboratories where vibration is critical. Loads are characteristic and are for the whole bay width (not expressed as kN/m 2 – unless a 1 m bay width is being analysed). The self-weight is a input. The construction load is intended to be that required to be applied during transfer (usually 1.5 kN/m2). However, designers should consider the load history of the slab to ensure worst cases are checked, e.g. temporary loads while casting floors above. Bay widths in the normal direction do not affect the loading unless, of course, the chooses to introduce a suitable relationship (in the loads input). The current configuration is shown in a chart. This gives a scale representation of the spans, s, loads and an idealised cross section of each member. Charts also show representations of the tendon profiles and equivalent loads used in the analysis. For the tendons, a reversed parabolic profile is used but minimum lengths of straight tendon are used at the s as recommended by Khan (16). Service equivalent loads are shown: those at transfer may be viewed at DETAILS!B361:N372. The next page (SUMMARY ii) is the nub of the spreadsheet: it has a number of key inputs and outputs. These include inputs of PI / Pj (initial force/ jacking force), Pf / Pj (final force/ jacking force), number and height of tendons, and amounts of bonded reinforcement (some of the inputs are necessary to avoid circular arguments). As it is the nub of this spreadsheet the source of any failures or missing information (e.g. no tendons or no tendon height specified) will become apparent in SUMMARY ii. It is suggested that s may wish to create a second window of this part of the spreadsheet (Window/ New Window/ Arrange).

39

Extract from SUMMARY ii SUMMARY ii: Tendons &bonded reinforcement (a) TENDONS No of STRANDS Recommended Use Recommend'd height Height mm Length Straight mm xto maxSag mm Pi kN Balance Load kN Pf kN Balance Load kN

Pj = 130 kN Supt 1

Span 1

23 24 295 300 150

23 24 40 40

2765 278.0 2501 251.5

5311 2759 2496

Pf/Pi = 90.0% Supt 2

23 24

GLOBAL STATUS

25 24 40 40

485

2757 371.3 2493 335.8

CHECKS Tendons (a) Stresses at transfer (b) Stresses in service (c) ULS MOR (d) Shear (e) Vibration (f) Deflection (g) Neutral axis depth Rebar stress

25 24

480 150

Pf/Pj = 80.0% kN

Span 2

480 150

7006 2759

2757 354.2 2493 320.4

2496

Supt 3

25 24

Span 3

Supt 4

0 0 0 0

0 0

0 0 295

300 0

300 0

2765 261.2 2501 236.2

0 0 0

0 0.0 0 0.0

0

'EFFICIENCY' aa OK OK OK OK OK OK OK OK OK

VALIDDESIGN

90% 90% 74% 74%

b(C) b(C)

91 91 % %

b(T) b(T)

80% 80%

c(C) c(C)

95% 95%

c(T) c(T)

98% 98%

dd

36% 36%

ee ff

0 0.0 0 0.0

9% 9%

gg 0% 0%

33% 33% 42% 42%

83% 83%

11 25% 25%

With regard to Tendons the spreadsheet automatically calculates the number of tendons for each span using an algorithm. The algorithm uses either the maximum of the median stress levels, or the maximum permitted. The spreadsheet calculates the minimum number of strands required so that permissible concrete tensions are not exceeded at either the initial or final stage. Thus the numbers of tendons are then shown as recommended values, and the can override them if required. Once the number of tendons for each span has been fixed, the program attempts to find an optimum single level of initial prestress for all strands (this often appears to be the maximum permissible). If the minimum force required generates excessive compressive stresses, the section is deemed to have failed. Tendons are assumed to be level through s and follow a parabolic profile between. The points of inflection are taken to be at 1/10 of the clear span points. Besides number of tendons, the main control is to adjust the value of Pf / Pi. This adjusts the number of tendons. One would rarely need to adjust tendon heights. The checks carried out are listed below. •

Tendons (a)

•

Stresses at transfer (b)

•

Stresses in service (c)

•

ULS MOR (d)

•

Shear (e)

•

Vibration (f)

•

Deflection (g)

•

Neutral axis depth

•

Rebar stress

In the spreadsheet, those that are unsatisfactory are highlighted and directions are given for further information. There are also two charts. The ‘efficiency’ chart gives the an idea of how hard the section is working or how far it is out. The second chart, ultimate limit state moment envelope and moments of resistance (capacity), should be used in conjunction with choosing amounts of bonded reinforcement.

40

The third page (SUMMARY iii) shows stresses at transfer and in service in both tabular and chart form. It should be noted that, in keeping with current practice, moments are considered at the face of columns. Thus peak moments are not necessarily at column centrelines and moments might be different each side of an internal column. Definition of tendon height is theoretically for the whole of the profile at s. The convention used in the stress charts is: •

Red squares – tension, blue circles – compression

•

Solid markers – bottom, hollow markers – top

•

Dotted lines – permissible stresses

The fourth page (SUMMARY iv) gives details of shear envelopes, vibration and deflection together with reactions and column moments.

DETAILS! Over nine pages, DETAILS! shows detailed calculations regarding section properties, distribution factors, moment distribution used for the sub-frame analysis, profiling constants, pre-stressing losses, balanced loads, ULS moment and shear checks, and finally vibration.

DEFLECT! The deflection sheet gives details of calculations dealing with defections. The sheet entitled Graf! shows graph data extracted from each sheet.

TYPICALC! This sheet is intended to illustrate typical calculations for a particular point in a span in order to show how all the criteria are satisfied. The sheet illustrates the transfer and service stress checks and the calculation of Moment of Resistance carried out in tabular form in Graf! The point chosen is at ¼ span and is highlighted in Graf!

Graf! Graf! provides the data for the charts of the configuration and loads, tendon profile, equivalent loads, ULS moments and capacities, shear envelopes, deflections, stresses at transfer and stresses in service within SUMMARY! Each chart is plotted at 1/20 points along each span. Many values within Graf! are used and checked for being minima or maxima for the various criteria. For instance it may be here that problems with hogging moments are found.

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RCC51 Column Load Take-down & Design.xls Conventional column load take downs by hand can be time-consuming. This spreadsheet emulates conventional column design to BS 8110(2) by providing on separate sheets: load take down from inputs of location, dimensions, levels and loads to give design axial loads and moments per floor. RCC51.xls is intended as a stand-alone column design spreadsheet for use when a sub-frame analysis is not available or is unwarranted. As in COLUMN! within RCC11.xls, this spreadsheet determines the area of steel required (As). The spreadsheet is set up in such a way that one column size (input in CDES!) is used throughout the height of the column location and that the critical section for design occurs where axial load is at its maximum. The example is based on Designed and detailed (15) but differs in several respects: •

Seven storeys used in the example rather than three (in order to demonstrate automatic input adequately)

•

No special taken of roof loadings (in order to demonstrate automatic input adequately)

•

All columns are taken as 4.00 m long (again, in order to demonstrate automatic input adequately)

•

Load distribution according to BS 8110: Part 1, Clause 3.8.2.3, i.e. reaction factors of ½ are used for loads from adjacent spans rather than results of analysis or using shear force factors from BS 8110: Part 1 Tables 3.5 and/or 3.12.

•

No double counting of floor slabs due to allowances for floor slabs in design of, therefore reactions from, edge beams spanning parallel to floor slab span.

As a default the level with maximum axial load with concurrent maximum moment, i.e. the bottom level, is chosen for consideration in DESMMNTS! (derivation of design moments) and CDES! (design). The may investigate other levels by choosing the appropriate level in the combo-box on the right hand side of CDES!. Unbraced columns may be designed, but the spreadsheet demands some input of applied moment in LOADTD! in the appropriate axis. If the column is unbraced then it must be part of a stability frame – if only nominally – with moments that should be input as applied moments in LOADTD!

LOADTD! Input is self explanatory but, in order to facilitate use of this spreadsheet, some degree of automation has been introduced. It is vital that input data is hand checked to ensure the loads are described properly. It is also advised that a clean version of the spreadsheet should be used for each column analysed and designed (i.e. reload the base spreadsheet each time). Please note when inputting a location for numbered gridlines to start with an apostrophe, i.e. use !2 - 3 (otherwise 2 - 3 will give the result of -1!). Cantilevers may be dealt with by inputting no beam on the appropriate axis but inputting additional loads and moments (under ‘At column position, other applied loads (e.g. loads from cantilevers)’). Note that, so far as the column is concerned, cantilever moments will relieve (or even exceed fixed end) beam moments and should be specified as negative moments. As explained under Operator Instructions deleting a level will 'grey out' subsequent columns and set spans to 0.0 m. Enter data (and delete any subsequent hatches, #####) or equate cells to previous cells (avoid copying cells across) to get up to 10 levels of load take down. Deleting or setting a value of 0 in columns G to P will 'grey out' values to the right, which will be set at 0.0. Generally, input values are carried through to the right. Red figures or red backgrounds mean inconsistent or incorrect data entries. Overwrite if incorrect. Slab spans may be parallel to x or y, or two-way spanning. Troughed slabs may be modelled by using the topping thickness for the slab and adding widths of ribs within a bay to the width of the beam.

42

Some input (highlighted in magenta) defaults to values from other sheets. For instance column dimensions are input in CDES! The may immediately see whether the design is viable or not and change dimensions accordingly. These cells are not protected so can be overwritten: beware. For troughed slabs use topping thickness and aggregate width of ribs with width of beam. Reduction factors for live load to according to BS 6399: Part 1(19) Clause 5.2 are automatically applied to axial load unless specified otherwise.

DESMMNTS! The basic design procedure is covered in BS 8110: Part 1 Clause 3.8. In order to determine design moments several inputs are required: •

Values of β for braced and unbraced columns, see Clause 3.8.1.6 and Tables 3.19 and 3.20 as shown below Table 3.19 Values of β for braced columns

Essentially:

End condition at top

End condition at bottom 1

2

3

1

0.75

0.80

0.90

2

0.80

0.85

0.95

Condition 1 – column monolithically connected to beam at least as deep as the column in the plane considered (or foundation specifically designed for moment)

3

0.90

0.95

1.00

Table 3.20 Values of β for unbraced columns End condition at top

End condition at bottom 1

2

3

1

1.20

1.30

1.50

2

1.30

1.50

1.80

3

1.60

1.80

-

4

2.20

-

-

Condition 2 – column monolithically connected to beams or slabs shallower than the column in the plane considered Condition 3 – column connected to which will provide some nominal restraint Condition 4 – column unrestrained

•

Whether the column is braced or un-braced – see BS 8110: Part 1, Clause 3.8.1.5.

•

In order to evaluate Nuz and thus K accurately, an initial assessment of the area of reinforcement, As, is required. An indication of the probable percentage of reinforcement is given (automation of this figure would cause a circular reference error in the spreadsheet). If As is set at 0% then effectively K = 1, which is conservative (see BS 8110: Part 1, equation 33 and definitions under Clause 3.8.1.1).

CDES! As in COLUMN! within RCC11.xls, this sheet designs symmetrical rectangular columns where both axial load, N, and design moment, Mx or My (see BS 8110: Part 1, Clause 3.8.2, 3 and 4) have been calculated from previous sheets. CDES! iterates x/h to determine where the neutral axis lies. The sheet includes stress and strain diagrams to aid comprehension of the final design (please refer to notes regarding COLUMN! in RCC11.xls). The spreadsheet is set up in such a way that one column size (input in CDES!) is used throughout the height of the column location and that the critical section for design occurs where axial load is at its maximum. Other levels can be investigated by choosing the appropriate level from the combo-box located under Operating Instructions. Always ensure that the size of column designed is correct for the level under consideration.

43

For simplicity, where three or more bars are required in the top and bottom of the section, a (rotationally) symmetrical arrangement of reinforcement is proffered, i.e. top and bottom reinforcement with additional side bars. The argument goes that using the critical axis method of BS 8110 to determine areas of steel in bi-axially bent columns implies that the bars are in the corners of the element. Therefore ‘additional’ side bars help ensure this is so. Counter-arguments suggest these α α additional bars are unnecessary. Bresaler's load contour check [(Mx / Mux) + (My / Muy) < 1.0, where (20) α = 2/3 + 5N/3Nuz], used in 110 is not adopted in this spreadsheet but may be investigated using RCC53.xls. The use of T40s in such small columns would not normally be advocated. However, the choice of T32s would lead to the use of either 6T32s (5.6%, OK) or, using the (rotationally) symmetrical arrangement, 8T32 (7.7%, no good). Reference to RCC53.xls. suggests that 6T32 would satisfy Bresaler's load contour check. The use of C45 concrete would make 4T32s sufficient. Some input (highlighted in magenta) defaults to values from other sheets. These cells are not protected so can be overwritten: beware.

Ltdcalcs! This sheet shows workings for the load take-down and is not necessarily intended for printing out other than for checking purposes. Load distribution works according to BS 8110: Part 1, Clause 3.8.2.3 – “…axial force in a column may be calculated on the assumption that beams and slabs transmitting force into it are simply ed".

Stiffs! This sheet shows workings for beam and column stiffnesses and is not necessarily intended for printing out other than for checking purposes. In the determination of section properties, beams are considered full height – beam widths are deducted from slab widths. Moment distribution works according to BS 8110: Part 1, Clause 3.2.1.2.5 – “… beams possess half their actual stiffness”.

44

RCC52 Column Chart generation.xls This spreadsheet generates axial load:design moment interaction charts for symmetrically reinforced rectangular columns. It checks the capacity of the columns with various arrangements of reinforcement against input load cases of axial load and uniaxial bending Within RCC11.xls, COLUMN! allows the to determine the area of steel required from inputs of axial load and moment about the x - x axis. Another approach, adopted in BS 5400(21) and 110(20) and more suited to the grouping of columns on particluar projects and adopted here by RCC52.xls, is to give an interaction chart. This shows axial load against moment for symmetrical sections of specified size, strength and reinforcement. It works on the premise of calculating the moment and axial load capacities of a section with assumed amounts of reinforcement and assumed neutral axis depth. Iterations of neutral axis depth give data for the Axial load:Moment interaction chart for the specified section. The spreadsheet also checks the reinforcement required for input load cases. The may try different arrangements of reinforcement. RCC52.xls assumes that the moments input in the load cases have already been adjusted, if necessary, for bi-axial bending. For many side and all corner columns, there is no choice but to design for bi-axial bending, and the method given in Clause 3.8.4.5 must be adhered to, i.e. RCC53.xls should be used.

MAIN! Main! contains all input and output data, Bending is assumed to be about the x - x, i.e. horizontal axis, and the input moment is assumed to be the maximum design moment as defined in BS 8110 i.e. including Madd etc and in the correct orientation. Where more than two bars are required per face, the may choose to specify a similar arrangement of bars on the side faces in order to avoid confusion in detailing and fixing. In this respect, there is also a question regarding design. To an extent all columns are bi-axially bent and BS 8110 directs that bi-axially bent columns are effectively designed about one axis only (by adding moment in the critical direction to for moment in the non-critical direction). By implication the second axis is not designed specifically. One reason for adding side bars (when three, four or more bars are required T & B) in square(ish) sections, is to ensure that the second axis is catered for. Ideally with BS 8110, the resultant axis should be found and calculations done accordingly. But this presumes that the arrangement of bars is known to start with. With BS 5400 and 110 checks are carried out on a chosen section about both axes. Bi-axially bent columns are dealt with in RCC53.xls The chart shows lines for 0.1fcuAc and Mmin. The should be aware that all load cases should be within the boundaries of these lines.

Calcs! Calcs! Shows the derivation of the charts where moment capacity is calculated at intervals of neutral axis depth from n.a. depth for N = 0 to n.a. depth for N = Nbal, then at intervals from n.a. depth for N = Nbal to n.a. depth for N = Nuz.

Cases! Cases! identifies the smallest bar diameter that satisfies each of the load cases.

45

RCC53 Column Design.xls RCC53.xls generates column design charts for symmetrically reinforced rectangular columns bent about two axes and checks input load cases. RCC53.xls also gives interaction charts, showing axial load against moment for the critical axis for symmetrical rectangular sections of specified size, strength and reinforcement arrangement. The may try different arrangements of reinforcement. It also provides designs for input load cases, which are plotted on the relevant x- or y- axis chart. RCC53.xls takes of any side-bars. Bresaler’s load contour check: Philosophy of design for bi-axially bent columns When preparing this spreadsheet, there was some discussion about the interpretation of BS 8110 with respect to bi-axially bent columns and the provision of side bars. For simplicity, where three or more bars are required in the top and bottom of the section, it appears to be common practice, in small- to medium-sized columns at least, to provide a (rotationally) symmetrical arrangement of reinforcement, i.e. to provide additional side bars. The argument goes that using the critical axis method of BS 8110 to determine areas of steel in bi-axially bent columns implies that the bars are in the corners of the element. Therefore ‘additional’ side bars help ensure that this is so. There is a counter argument to suggest that the design procedure for bi-axially bent columns in BS 8110 makes the precaution of adding additional side bars unnecessary. Rafiq(22) argues that the Bresaler's load contour check, as used in 110 (20) should be adopted to ensure a safe design for biaxially bent columns otherwise designed to BS 8110, as shown below. α

α

(Mx/Mux) + (My /Muy) < 1.0, where α = 2/3 + 5N/3Nuz The project's Advisory Group requested that this check should be included in the spreadsheets for biaxially bent columns.

MAIN! MAIN! contains all input data and gives designs for the input load cases. Guidance for the input is given within the spreadsheet but s should be familiar with BS 8110: Part 1, Clause 3.8. The input moments are the initial end moments due to ultimate design loads as defined in BS 8110 about the appropriate axes. Madd, the critical direction for bi-axial bending and design moments are calculated.

CHARTS! CHARTS! shows two charts, one chart for when Mxx is critical and one for when Myy is critical. These Axial load:Moment interaction charts for the specified section also show relevant input load cases. The load cases are identified by axial load only (a quirk of Excel!). The charts show lines for 0.1 fcuAc and Mmin (i.e. eminN). The should be aware that all load cases should be within the boundaries of these lines. Due to a quirk in Excel, load cases can any be identified by axial load, N, on the charts.

Xcal! and Ycal! These sheets show the derivation of the charts where moment and axial load capacity is calculated at intervals of neutral axis depth (in intervals from n.a. depth for N = 0 to n.a. depth for N = Nbal, then in intervals from n.a. depth for N = Nbal to n.a. depth for N = Nuz.).

Cases! Cases! identifies the smallest bar diameter that satisfies each of the load cases. Clause 3.8.3.2 is included for both directions (columns K & L) and the spreadsheet decides which axis is dominant.

46

RCC61 Basement Wall.xls This spreadsheet designs simple retaining basement walls and is intended for walls up to 3.5 m high. It is based on complying with BS 8002: 1994(4) and BS 8004: 1986(23). It may also be used to design walls to comply with CE 2(6) and BS 8007(5). The spreadsheet has been developed with both the BS 8002 and the conventional (CE 2) methods in mind. On balance, the spreadsheet provides reasonable flexibility and in doing so, encourages the designer to employ his/her own engineering judgement and interpretation of the codes. The spreadsheet is intended to cover only short walls and to help 'general' engineers who, from time to time, design retaining walls as part of a wider interest in structures, rather than the specialists. The 3.5 m wall height is an arbitrary limit set for a short wall which is intended to cover over 90% of the cases encountered in 'general' structural designs. Although many of the design principles still apply to higher walls, criteria such as wall movements and the validity of the assumptions made (e.g. no wall friction) require further consideration and investigation. The effects of compaction pressures can be generated using idealised imposed / surcharged loads. Residual lateral pressure calculations were considered to be too complicated to be covered in the spreadsheet. Many cells are referred to in formulae by names; for example, DATA!C24 is given the name H which is used in formulae at M50:N50, Diagrams!D146:D150, etc. A list of names and where they are defined can be seen by referring to Insert\ Name\ Define in Excel. Input is required on three sheets. The spreadsheet is laid out in a very similar manner to RCC62.xls.

DATA! This single sheet consists of the main inputs. Most inputs, which are in blue and underlined, should be self-explanatory. The top diagram defines most input parameters. A simplistic diagram shows the geometry of a section of the wall and base. The spreadsheet is based on a number of assumptions, which should be assessed as being true or erring on the safe side in each case. These assumptions are: •

Wall friction is zero

•

Minimum active earth pressure = 0.25qH

•

Granular backfill is used

•

The spreadsheet is not intended for walls over 3.5 m high

STABILITY! details other assumptions, i.e: •

The wall idealised as a propped cantilever (i.e. pinned at top and fixed at base)

•

The wall is braced

•

Maximum slenderness of wall is limited to 15, i.e. [ 0.9 x (He - Tb/2)/Tw < 15 ]

•

Maximum ultimate axial load on wall is limited to 0.1fcu times the wall cross-sectional area

•

Design span = Effective wall height = He - (Tb/2)

•

-ve moment is hogging (i.e. tension at external face of wall)

•

+ve moment is sagging (i.e. tension at internal face of wall)

•

‘ Wall MT ‘ is maximum +ve moment on the wall

•

Estimated lateral deflections are used for checking the P∆ effects.

Factors for γ f can be set at 1.4 or 1.6 in accordance with BS 8110 or may be set to 1. The designer has, and should have, the final decision and responsibility to select the load factors he or she feels are

47

suitable to the design conditions. Under Operating Instructions a number of checks are carried out and problems highlighted. An estimate of reinforcement per metre length of wall and base is given. Further details about DATA! can be seen under the description for RCC62.xls.

STABILITY! STABILITY! calculates the overturning and restoring moments, sliding and resisting forces on a section together with ground bearing pressures and factors of safety. Failures are highlighted. Factors of safety against overturning and sliding are required as input. As noted in the sheet, wall and/ or surcharge loads may have stabilising effects. By using the boxes in column L the should toggle between maximum and minimum values to ascertain worst case(s) (perhaps this will be automated some time). In the case of sliding, where sliding resistance of the base alone is insufficient, the may choose, outside of the spreadsheet, to rely on a propping force through the basement slab.

DESIGN! The first page of this sheet tabulates moments and shears. Input of eccentricity of vertical load, reinforcement diameters and centres is required for main bending steel on both internal and external faces and for transverse reinforcement. The spreadsheet works on the principle of checking a proposed section and reinforcement arrangement rather than proposing an arrangement of reinforcement. The second page details the design of both outer and inner parts of the base. Again, the spreadsheet works on the principle of checking a proposed section, and input of both reinforcement diameter and centres is required for both main bending and transverse reinforcement.

WEIGHT! This sheet shows the build up to the estimate of reinforcement weight given. The figures should be treated as approximate estimates only as they cannot deal with the effects of designers' and detailers' preferences, rationalisation, etc.

Diagrams! Diagrams! shows data for the charts used in other sheets but is not necessarily intended for printing out other than for checking purposes.

Crack width! This sheet shows calculations to determine crack widths in the wall. It is not necessarily intended for printing out, other than for checking purposes.

48

RCC62 Retaining Wall.xls RCC62.xls designs simple retaining walls with stems up to 3.0 m high. The spreadsheet has been developed with both the BS 8002 and the conventional (CE 2) methods in mind. On balance, the spreadsheet provides reasonable flexibility and, in doing so, encourages the designer to employ their own engineering judgement and interpretation of the codes. It is based on complying with BS 8002: 1994(4) and BS 8004: 1986(23). It may also be used to design retaining walls to complying with CE 2(6) and BS 8007(5). The spreadsheet is intended to cover only short walls and to help 'general' engineers who, from time to time, design retaining walls as part of a wider interests in structures rather than the specialists. The 3.0 m wall height is an arbitrary limit set for short wall which is intended to cover over 90% of the cases encountered in general structural designs. Although many of the design principles still apply to higher walls, criteria such as wall movements and the validity of the assumptions made (e.g. no wall friction) require further consideration and investigation. For instance, with reference to pressures, the engineer is expected to judge between using the default of ka (active coefficient) or inputting a larger figure relating to ko (at rest coefficient). The effects of compaction pressures can be generated using idealised imposed/ surcharged loads. Residual lateral pressure calculations were considered to be too complicated to be covered in the spreadsheet. Stability analysis is done about the toe of the base. (Stability analysis taken about toe of nib is ignored; the nib is a section sticking down from general level of the base, and stability analysis about its toe gives strange answers). Global slope stability checks are not undertaken in the spreadsheet and should be addressed using other means. Input is required on three sheets. Many cells are referred to in formulae by names; for instance DATA!C23 is given the name H which is used in formulae at C56:D60, Diagrams!D88:D137, etc. The spreadsheet is laid out in a very similar manner to RCC61.xls.

DATA! This single sheet consists of the main inputs. Most inputs, which are in blue and underlined, should be self-explanatory. The top diagram defines most input parameters. The designer should determine the 'Design Soil Parameters' based on the combinations in BS 8002 which will give the worst credible loads i.e. the design values should be the lower of (a) the peak strength reduced by a mobilisation factor or (b) the critical state strength. As default values, the earth pressure coefficients are calculated using the simplified Rankine’s formula for smooth vertical walls based on values of the design soil parameters. Alternatively, the engineer can enter his or her own coefficients to suit the conditions of the design by overwriting the default values. Maximum earth pressure occurs during service and not at ultimate limit state, as at ultimate limit state the actual earth pressure will be less. BS 8002 (4) also uses a mobilisation factor on soil parameters, increasing load on the active side of the wall and reducing soil resistance on the ive side. In so doing, the code recommends that no further partial load factors are necessary in design of the structure. The above are not entirely compatible with BS 8110: Part 1, Table 2.1, nor to our knowledge have they been fully accepted by the general practising engineer. Many designers do seem to use the BS 8002 mobilisation factor as well as the traditional safety factors. Therefore the built-in partial load factors may be changed. Factors can be set at 1.4 or 1.6 in accordance with BS 8110 or may be set to 1.0. The designer has, and should have the final decision and responsibility to select the load factors he or she feels are suitable to the design conditions. BS 8002 suggests that no additional factors of safety are required in checking of external stability (i.e. overturning and sliding) provided that the structure is in equilibrium and the ‘worst credible loads’ are used in the design.

49

For the calculation of bearing pressures, all partial load factors are switched to unity and the design checks are based on allowable ground bearing pressure, i.e. the permissible stress approach. The bearing pressure is then factored up with the partial load factors adopted from above for the design of concrete base. Bearing pressure is calculated using the concept of ‘no tension’ equilibrium, i.e. triangular stress blocks are used when eccentricity is outside the middle third. BS 8002 has minimum surcharge and minimum unplanned excavation depth requirements. However in the spreadsheet, the surcharge loads are set as input data. The minimum 10 kN/m2 limit in BS 8002 has not been used with the understanding that the BS 8002 committee is considering reducing the 10 kN/m2 to 6 kN/m2 for 3 m high walls. The spreadsheet is based on a number of assumptions which should be assessed as being true or erring on the safe side in each case. These are: •

Wall friction is zero

•

Minimum active earth pressure = 0.25qH. A minimum active pressure of 0.25H (made to be a function of soil property rather than an arbitrary value equivalent to approx. 5 kN/m3 per m height to cover conditions regarding tension cracks. However, this does not comply with BS 8002, which recommends that full hydrostatic pressure is used. As the majority of small retaining walls have granular backfills, the cohesion value of retaining soil has been 'locked' to zero.

•

Granular backfill is used. Even a small value of effective cohesion, c´, can significantly reduce active pressures. However, to acknowledge the fact that many retaining walls are built with granular backfill for drainage and to err on the side of caution, the spreadsheet assumes only cohesionless materials.

•

The spreadsheet does not include checks on rotational slide/slope failure.

•

The spreadsheet does not include checks on the effects of seepage of ground water beneath the wall.

•

The spreadsheet does not include checks on deflection of the wall due to lateral earth pressures.

•

The spreadsheet is not intended for walls over 3.0 m high.

Many engineers have reservations about including the effect of ive pressure in front of the wall and a warning message has been used to help ensure that ive pressure is considered only if it can be guaranteed that there will be no future excavation in front of the wall. Under Operating Instructions a number of checks are carried out and problems are highlighted. Kp is calculated using base material properties. Lever arm of ive reaction is measured from bottom base level downward. In the calculation of ive force, cohesion of the base material is also taken into consideration.

STABILITY! STABILITY! calculates the overturning and restoring moments, sliding and resisting forces on a section together with ground bearing pressures and factors of safety. Failures are highlighted. Required Factors of safety against overturning and sliding are required as input. In some circumstances, some loads may have stabilising effects. By using the check boxes to switch loads off and on, worse cases should be investigated by hand. For stability calculations, overall factor of safety is used instead of partial safety factors and fill on the external face of the wall is ignored. All loads are assumed to be static loads. Dynamic loads / vibration are not covered. However, at the discretion of the designer, dynamic effects may be modelled by factoring up static loads. The equation for sliding assumes that ive pressure acts without movement. The may consider that the situation is better modelled by applying a partial safety factor to ive pressure at cell K39.

50

Idealisation, rounding errors and assuming a triangular pressure diagram (which is not strictly correct) may lead to theoretical inaccuracies. Moments at the top of the wall may be small to the point of being indistinguishable on the Bending Moment Diagram – a problem of scale. An estimate of reinforcement per metre length of wall is given.

DESIGN! The first page of this sheet summarises the checks carried out for moment resistance, shear resistance, crack width and minimum reinforcement requirements. Input of both reinforcement diameter and centres is required both for main bending steel and for transverse and secondary reinforcement: the spreadsheet works on the principle of checking a proposed section and reinforcement arrangement rather than proposing an arrangement of reinforcement. The second page details the design of both outer and inner parts of the base. Again, the spreadsheet works on the principle of checking a proposed section and input of both reinforcement diameter and centres is required for both main bending and transverse reinforcement.

WEIGHT! This sheet shows the build up to the estimate of reinforcement weight given. The figures should be treated as approximate estimates only as they cannot deal with the effects of designers and detailers preferences, ‘rationalisation’, etc.

Diagrams! Diagrams! shows data for the charts used in other sheets but is not necessarily intended for printing out other than for checking purposes.

Crack width! This sheet shows calculations to determine crack widths in the wall. This check is included, so the spreadsheet can also be used for design of water-retaining structures to BS 8007. For example a water tank may be looked at by setting Hw within DATA! to the water level of the tank, switching soil properties to 0 and crack width, at DATA!F31, to 0.3 mm. The crack width check to BS 8007 is the same as that to BS 8110.

51

RCC71 Stair Flight & Landing - Single.xls RCC71.xls designs simply ed flights and landings to BS 8110. Input is required on two sheets.

FLIGHT! This single sheet consists of the input and main output. Inputs are in blue and underlined and most should be self-explanatory. Only simply ed spans are catered for. If flights are continuous with floors, the should specify continuity steel over s as appropriate. Calculations are done per metre width of flight. Input loads are assumed to be characteristic and acting vertically. They should for any undercuts. Self-weight, moments and reactions are calculated automatically. The area of steel required, Asreq, may be automatically increased to increase modification factors and satisfy deflection criteria. Where the stair flight occupies more than 60% of the span an increase in allowable span to depth ratios of 15% is included in accordance with Clause 3.10.2.2. Nominal top reinforcement may be specified in order to help overcome deflection problems. Dimensions are not checked for compliance with Building Regulations. Ultimate, characteristic dead and characteristic imposed reactions are given below the indicative diagram.

LANDING! Again, this single sheet consists of the input and main output. Input defauls in magenta have been derived from FLIGHT! but may be overwritten. Calculations are done per metre width of landing. Inputs are underlined and most should be self-explanatory. As defaults, which can be overwritten, the material data and characteristic flight reactions carry over from FLIGHT! Self-weight, moments and reactions are calculated automatically. The maximum width of landing over which flight loads can be dispersed has been restricted to 1.8 m in the spirit of Clause 3.10.1.3. Reactions are ultimate, both total and per metre run. The area of steel required, As, can be automatically increased to satisfy deflection criteria.

Dias! Dias! calculates the reinforcement sizes and reinforcement percentages for deflection modification factors used in FLIGHT! and LANDING!

52

RCC72 Stairs & Landings - Multiple.xls This spreadsheet designs the flights and landings of a staircase in a stair core to BS 8110. It is assumed that flights are ed on the landings and that the landings are simply ed on bearings at each end.

STAIRCORE! This single sheet consists of the input and main output. Inputs are in blue and underlined and most should be self-explanatory. Dimensions are not checked for compliance with Building Regulations. Simple s are assumed. Calculations are done per metre width of flight and landing. Input loads are assumed to be characteristic and acting vertically. They should for any undercuts. All stairs are assumed to start from flight 1. Superfluous flights and landings are blanked out. Self-weight, moments and reactions are calculated automatically. Where the stair flight occupies more than 60% of the span an increase in allowable span to depth ratios of 15% is included in accordance with Clause 3.10.2.2 and, as with other spreadsheets, the area of steel required may be automatically increased to satisfy deflection criteria. Ultimate reactions per metre are given.

Dias! Dias! calculates the reinforcement sizes and reinforcement percentages for deflection modification factors used in STAIRCORE!

53

RCC81 Foundation Pads.xls This spreadsheet designs simple pad foundations from input of material properties, dimensions and characteristic loads and moments. Single column bases and combined, double bases are catered for on separate sheets. A diagram is provided to illustrate the dimensions: a chart showing scale plan views is provided to help ensure gross errors are avoided. The ‘efficiency’ diagrams are provided so that the may gauge how hard the base is working in respect to allowable increase in ground bearing pressure, bending and shear in the two axes together with a measure on punching shear capacity. If the design is invalid, this chart should help identify the problem. The spreadsheet does not allow for punching shear links – bending reinforcement is increased to ensure allowable shear, vc, is adequate. The should note that punching shear perimeters can jump from being rectangular to being two- or three-sided, leading to unexpectedly large increases in reinforcement for increases in base thickness. Information from BS 8110: Part 1, Clause 3.7.7.8 and Figure 3.19 has yet to be fully incorporated in this spreadsheet. Warnings are given if columns encroach within 100 mm of an edge.

SINGLE! Suggestions are made, under the Operating Instructions column, for the optimum plan size of the base. Where two centres are given, e.g. 14 T16 @ 200 & 325 B2, the reinforcement is subject to BS 8110: Part 1, Clause 3.11.3.2 and different centres are required, bars need to be grouped closer in the central part of the base.

Det1! This sheet shows workings and is not necessarily intended for printing out other than for checking purposes. Allowable bearing pressure is taken as an allowable increase in bearing pressure and density of concrete – density of excavated material (i.e. soil) is used in the calculations. The program assumes that pads are embedded to depth H in the soil. A 25% over-stress is allowed where load cases include wind loads. Design moments are generally those at the face of the column. Both sides of the column are checked for moment in each direction to ensure maxima are identified. Shear enhancement is allowed for both beam and punching shear. Neither crack widths, factors of safety against sliding, nor water tables are catered for. Where resultant eccentricities are outside the base a warning message is given; the general status message is updated as well. Factors of safety against overturning are checked (minimum 1.5). Warnings are also given at the onset of an uplift situation.

DOUBLE! In addition to graphs showing plan layout and ‘efficiency’, this sheet gives moment diagrams for the two principal axes. Design moments are taken at the edge of both column sections Suggestions are made, under the Operating Instructions column, for the optimum plan size of the base and eccentricities given the column offsets from one another. The 's attention is drawn to the fact that the analysis is done in two orthogonal directions. When column eccentricities are large in both directions the analysis may not adequately for local effects (e.g. bottom cantilever moments on two sides of each column – loads in opposite corners gives bottom moments of 0 kNm). In such cases, it may be better to change the orientation of the base in such a way that eccentricity in one direction is minimal. Warnings about double eccentricities are given 54

when the distances between column centrelines exceed 15% of the relevant base dimension in each orthogonal direction. Comparison with FE analysis suggests this is reasonable so long as the base is thick and rigid.

Det2! This sheet shows workings and is not necessarily intended for printing out other than for checking purposes. The notes for Det! above also apply.

Legends! This sheet shows dimensions, axes, corners and notation used.

Graf! This sheet comprises data for graphs for both SINGLE! and DOUBLE!

55

RCC91 One-way Solid Slabs (Tables).xls Design is often undertaken using the moment and shear factors taken from BS 8110: Part 1, Tables 3.5 and/or 3.12. This series of spreadsheets uses factors for moment and shear based on these tables. RCC91.xls designs simple one-way solid slabs to BS 8110. For three or more spans they use moment and shear factors from Table 3.12. The use of these factors is governed by Clause 3.7.2.7 (single load case and the conditions of Clause 3.5.2.3 are met {bays > 30 m 2, qk > 1.25 gk, qk > 5.0 kN/m2} and at least three bays of approximately equal span (the corresponding factors for beams also restrict use of the factors to where spans differ by no more than 15% of the maximum span)). Where the relevant conditions are not met, s are directed towards RCC31.xls where continuous beam analysis overcomes many of these caveats. The design of single- and two-span slabs is also possible. The factors used for two-span slabs should be considered subject to the same conditions as for using the factors from Table 3.12 of BS 8110.

MAIN! This single sheet consists of the input and main output. In itself it should prove adequate for the design of the simplest one-way solid slab designs. A nominal 1 m wide strip of slab is considered. Inputs are underlined and most should be self-explanatory. End condition determines the factors applied for bending. Simple charts show the spans, loads and indicative bending moments. The factors from Table 3.12 give rise to a single load case that has been subject to 20% redistribution: a bending moment envelope is inappropriate and the diagram is therefore indicative only. The factors used are given in the table below.

Coefficient

End s

End spans

First int s

Interior spans

Internal s

Bending Simple

1 span

0.00

0.125

~

~

~

2 span

0.00

0.086

0.100

~

~

3 span etc

0.00

0.075

0.086

0.063

(0.063)

Continuous 1 span

0.040

0.105

~

~

~

2 span

0.040

0.066

0.100

~

~

3 span etc

0.040

0.075

0.086

0.063

(0.063)

1 span

0.50

~

~

2 span

0.46

0.60

~

3 span etc

0.46

0.60

0.50

Shear

The factors used are based on continuous end s. The two-span factors were derived by modelling the appropriate number of spans with a single loadcase of 4 kN/m dead and 5 kN/m imposed and allowing any one span to be 15% less than the input length (strictly according to BS 8110 this is applicable to beams only). The area of steel required, As, may be automatically increased to reduce service stress, fs, and to increase modification factors to satisfy deflection criteria. The option in line 42 to have top steel in spans influences modification factors used in deflection calculations. As most contractors prefer prefabricated reinforcement mats might be considered.

56

To the right of the sheet are calculations. An approximate reinforcement density is given.

Weight! Weight! gives an estimate of the amount of reinforcement required in a slab. Simplified curtailment rules, as defined in Clause 3.12 are used to determine lengths of bars. The figures should be treated as approximate estimates only as they cannot deal with the effects of designers' and detailers' preferences, rationalisation, the effects of holes etc, etc. It excludes ing beams, trimming to holes etc. To the right of the sheet are calculations of length, etc.

Graf! This sheet comprises data for graphs used in MAIN! It is not necessarily intended for printing out other than for checking purposes.

57

RCC92 Ribbed Slabs (Tables).xls This spreadsheet designs simple single-, two-span and multiple-span ribbed slabs to BS 8110: Part 1 using the moment and shear factors in, or in the case of single and two spans, consistent with Table 3.12 of BS 8110. The use of factors from Table 3.12 is governed by Clause 3.7.2.7 as follows •

A single load case is assumed and the

•

Conditions of 3.5.2.3 are met bays > 30 m2,

/ 1.25gk, qk >

/ 5.0 kN/m2 and qk > at least three bays are of approximately equal span •

The corresponding factors for beams also restrict use of the factors to where spans differ by no more than 15% of the maximum span.

The factors used for two-span slabs should be considered subject to these same conditions. They were derived by modelling the appropriate number of spans with a single load case of 4 kN/m2 dead and 5 kN/m2 imposed, and allowing any one span to be 15% less than the input length (strictly according to BS 8110 this is applicable to beams only). The factors used are based on continuous end s. Where the relevant conditions are not met, s are directed towards RCC32.xls where continuous beam type analysis overcomes many of these caveats.

MAIN! This single sheet consists of the input and main output. In itself it should prove adequate for the simplest ribbed slab designs. Inputs are underlined and most should be self-explanatory. The option to have top steel in spans or not has bearings on whether shear links can be accommodated and on deflection calculations. The option to have links, minimal (or nominal) links or no links is a matter of choice for the designer. Most contractors prefer to prefabricate reinforcement for ribbed slabs on the ground or off-site: this means at least nominal links and nominal top steel are usually required. •

Designed links are taken to be those provided where (vc + 0.4) < v < 0.8 fcu0.5;

•

Minimal links are taken to be those that are required to provide shear resistance for vc < v < (vc + 0.4)

•

Nominal links are those used if required for temporary only in areas where v < vc

Under Bending, the Width of solid from CL refers to the distance between centre line of and the rib/solid intersection. It determines where shear and, at internal s, hogging moment in ribs are checked. The inputs preferred diameters of reinforcement in the rib. At s, these bars usually need to be supplemented by intermediate bars to comply with either spacing rules or with hogging moments in the solid section of slab. In spans, the area of steel required, A s, may be automatically increased to reduce service stress, f s, and to increase modification factors to satisfy deflection criteria. An approximate reinforcement density is given. It excludes mesh, ing beams, trimming to holes etc. Please note that the bending moment diagrams are indicative only. The factors from Table 3.12 give rise to a single load case that has been subject to 20% redistribution: a bending moment envelope is inappropriate. The factors used are given in the table below.

58

Coefficient Bending

Shear

End s

End spans

First int. s

Interior spans

Internal s

1 span 2 span

0.040 0.040

0.125 0.086

~ 0.100

~ ~

~ ~

3 span etc

0.040

0.075

0.086

0.063

0.063

1 span 2 span 3 span etc

0.50 0.46 0.46

~ 0.60 0.60

~ ~ 0.50

The factors used are based on continuous end s. The two-span factors were derived by modelling the appropriate number of spans with a single load case of 4 kN/m dead and 5 kN/m imposed and allowing any one span to be 15% less than the input length (strictly according to BS 8110 this is applicable to beams only).

DETAILS! DETAILS! gives two pages of detailed calculations and references to BS 8110 justifying the output in MAIN! This sheet is intended as an explanation for the less experienced engineers and may prove useful for checking purposes. Maximum spacing, Smax, at s is based on rib centres: usually two large bars are required in the top of the rib for moment at the rib/solid intersection and one, two or even three smaller bars (minimum T10) are required between to overcome spacing rules. Concentrating reinforcement with larger bars in the top of the rib raises the percentage steel in the rib at the rib/solid interface, thereby maximising v c and reducing shear requirements. In of curtailment, 50% of reinforcement for maximum sagging is taken as being As req’d for bending, i.e. excluding any extra for deflection, etc. Figure 3.25 refers to ‘reinforcement for max. moment’. Ribbed slabs are taken as being “slabs” so the 40% rule is applied. It is usually assumed that ‘ribs’ become ‘beams’ when they are at centres > 1.5 m Tapered links are assumed. Where required for shear resistance, links should be at maximum 0.75d centres.

Weight! Weight! gives an estimate of the amount of reinforcement required in a slab. Simplified curtailment rules, as defined in Clause 3.12 are used to determine lengths of bars. The figures should be treated as approximate estimates only as they cannot deal with the effects of designers' and detailers' preferences, rationalisation, the effects of holes etc, etc. To the right of the sheet are calculations of length etc.

Graf! This sheet comprises data for graphs used in MAIN!

59

RCC93 Flat Slabs (Tables).xls This spreadsheet designs simple rectangular flat slabs to BS 8110: Part 1 using moment and shear factors from Table 3.12. The use of these factors is also governed by Clause 3.7.2.7 as shown below. •

A single load case is assumed

•

The conditions of 3.5.2.3 are met bays > 30m2,

/ 1.25gk, qk >

/ 5.0 kN/m2 and qk > at least three bays of approximately equal span •

The corresponding factors for beams also restrict use of the factors to where spans differ by no more than 15% of the maximum span.

Where the relevant conditions are not met, s are directed towards RCC33.xls where sub-frame analysis overcomes many of the caveats made in the code restricting the use of bending moment and shear factors from Table 3.12. The spreadsheet does not currently allow for holes or drops. If holes are considered critical then the is directed towards using RCC21.xls (sub-frame analysis) and allowing for holes in breadths used. Note should also be made of Clause 3.7.5. Punching shear can be checked using RCC13.xls. It does not cater for single or two-span cases.

MAIN! This single sheet consists of the input and main output. In itself it should prove adequate for the simplest flat slab designs. Most inputs should be self-explanatory. A location plan helps with definition of dimensions. The number of spans is altered by changing the number of grid line inputs: deleting the end grid line name will decrease the number of spans. A combo-box is used to switch between the continuous and simply ed end /slab connection factors. Note the effect on column transfer moments. Edge distance, C, is actually from centreline of column to edge of slab. ‘Double penult’ means penultimate in both directions, i.e. internal column of corner bay. Please note that the bending moment diagrams are indicative only. The factors from Table 3.12 give rise to a single load case that has been subject to 20% redistribution: a bending moment envelope is therefore inappropriate.

DETAILS! DETAILS! gives detailed calculations and references to BS 8110 justifying the output in MAIN! This sheet is intended as explanation for the less experienced engineers and may prove useful for checking purposes. Column transfer moments are limited to Mt max see Clause 3.7.4.2 and equation 24 A basic deflection ratio of 26 x 0.9 (see Clauses 3.4.6.1 and 3.7.8) is used in line 189 etc. Some engineers like to use a higher basic deflection ratio (rather than 26 in the code) to offset any potential problems with deflection of partitions and especially of cladding. Traditional shear links can be very time consuming on site, so in order to minimise the number of links the centres are maximised at 0.75d (see line 226 et seq). Additional bars may be necessary to act as carriers to these links if top and bottom bars cannot be arranged at the preferred spacings. Consideration should also be given to using proprietary systems.

60

Weight! Weight! gives an estimate of the amount of reinforcement required in a slab. Simplified curtailment rules, as defined in Clause 3.12 are used to determine lengths of bars. The figures should be treated as approximate estimates only as they cannot deal with the effects of designers' and detailers preferences', rationalisation, the effects of holes etc, etc. Additional link carrier bars are not included

Xdia! And Ydia! In these sheets each bending moment is designed using a different size bar (with different effective depths, d). The largest bar (i.e. minimum number of bars) consistent with maximum specified diameter and maximum spacing rules is identified and used in DETAILS! Thus a least bars solution is given. The Xdia! and Ydia! pages find the maximum diameter that can be used while complying with spacing rules. The sheet finds which of Clause 3.12.11.2.7 (a) or (b) applies. This has quite a dramatic effect on rationality of the bars and spacings. A detailer can always reduce bar diameters and/or close-up spacing if he or she wishes provided that overall areas of steel are at least maintained.

61

RCC94 Two-way Slabs (Tables).xls This spreadsheet designs restrained two-way solid slabs in accordance with BS 8110: Part 1 using moment and shear factors from equations 14 to 20 (i.e. Tables 3.14 and 3.15). Input is required on the first two sheets.

MAIN! This single sheet consists of the input and main output. In itself it should prove adequate for the design of restrained two-way slabs. Inputs are underlined and most should be self-explanatory. Self-weight, moment and shear factors are calculated automatically. The use of the factors is also governed by Clause 3.5.3.5 (similar loads on adjacent spans, similar spans adjacent). Where the relevant conditions are not met, s are directed towards Clause 3.5.3.6 or alternative methods of analysis (e.g. sub-frame analysis). Whilst ultimate reactions to beams are given, shear per se is not checked as it is very rarely critical. The dimension ly must be greater than lx: bays where lx > ly are invalid. It is recognised that B1 can be parallel to ly and the should specify in which layers the top and bottom reinforcement are located (see D33 and H33). In line 32 the is asked to specify the diameter of reinforcement to be used. This reinforcement should be provided at the required centres in accordance with Clause 3.5.3.5 (1) to (6). (Middle strips and column strips, torsion reinforcement at corners where an edge or edges is/are discontinuous.) The spreadsheet highlights whether additional reinforcement for torsion is required or not. As noted under Deflection, the area of steel required, Asreq, may be automatically increased in order to reduce service stress, fs, and increase modification factors to satisfy deflection criteria. An approximate reinforcement density is given. This is approximate only and excludes ing beams, trimming to holes, etc. Weight! Weight! gives an estimate of the amount of reinforcement required in a slab. Simplified curtailment rules, as defined in Clause 3.12, are used to determine lengths of bars. The figures should be treated as approximate estimates only as they cannot deal with the effects of designers' and detailers' preferences, rationalisation, the effects of holes, etc, etc. To the right of the sheet are calculations of length, etc. widths are required as input as they affect curtailments and lengths.

62

RCC95 Continuous Beams (Tables).xls The spreadsheet designs multiple-span rectangular or flanged beams. It uses design ultimate bending moment and shear force factors from Table 3.5 of BS 8110: Part 1. As such its use should be limited, as defined by Clause 3.4.3, to where: •

/ Gk Qk >

•

Uniform loads are placed

•

Variations in span < 15% lmax.

The intention is to provide the design of a simple continuous beam on one sheet of A4.

MAIN! The input requirements are self-explanatory. Answering “Y” to in alt layer will incur additional cover to top bars at s (of the same size as those being designed at that location) to allow for beams in the other direction. s should ensure effective depths, d, are correct (see DETAIL!D15, etc.). The choice between rectangular, L or T beam is made via a combo-box to the right hand side. When considering span reinforcement, the spreadsheet will, where necessary, automatically increase reinforcement in order to lower service stresses and enhance allowable span to depth ratios. The diagrams for loading and for bending moment are indicative only (the moment factors in Table 3.5 do not give rise to a moment envelope). The example is taken from Designed and detailed (15).

DETAIL! For first time s and young engineers, further detail of the calculations undertaken is given on the sheet named DETAIL!, pages 2 and 3 of the print-out.

Weight! This sheet estimates the weight of reinforcement in the beam when designed according to normal curtailment rules as defined in BS 8110. The estimate is repeated at the bottom of MAIN!. Workings are shown on the right hand side of the sheet. The estimate may be printed out using File/print or the print button on the normal toolbar. It should be recognised that different engineers' and detailers' interpretations of these clauses, different project circumstances and requirements will all have a bearing on actual quantities of reinforcement used.

Graf! This sheet provides data for the charts in MAIN! and is not intended for formal printing.

63

SPREADSHEETS TO EC2 Eurocode 2 At the time of writing (August 1999), we are advised that the base document, Eurocode 2: Design of concrete structures, Part 1 General rules and rules for buildings, DD ENV 1992-1-1: 1992(3) is due for revision into an EN in the near future. The spreadsheets presented here are in accordance with this document but development of other spreadsheets has not perhaps been as extensive as first envisaged. Nonetheless, the spreadsheets presented here cover all the fundamental elements of insitu concrete and should give s a good understanding of the current ENV and provide the basis for an understanding of the final EN document. It is hoped that the production of spreadsheets to the final version of EC2 will be possible at some later date. Eurocode 2, Design of concrete structures, has not been widely adopted by UK industry. The process of converting to a new design Code of Practice is slow and expensive, and EC2 will be adopted only when there is commercial advantage in doing so. Mainland Europeans, in contrast, are more enthusiastic, and there is a danger of the UK becoming isolated and uncompetitive in Europe. While several books on the subject have been published, there are very few design aids. The availability of these spreadsheet files will help address this need. These spreadsheets have called for some interpretation of the ENV. The provision for boxed values and the National Application Document mean that many factors hidden away in the BS 8110 versions are documented on a separate sheet allowing later amendment.

Notes regarding EC2 In his Comparison of design requirements in EC2 and BS 8110, Narayanan(24) gave the following outline description of EC2.

General layout ENV 1992-1-1(3): Part 1 is broadly comparable to BS 8110: Parts 1 and 2. EC2 comprises principles and rules of application. Principles are general statements, definitions, other requirements, and analytical models for which no alternative is permitted. The rules of application are generally recognised rules that follow the principles and satisfy their requirements. In EC2, a number of numerical values appear within boxes. These numbers are for guidance only as each EU member sate is required to fix the values that will apply in its jurisdiction. Thes ‘boxed’ values are determined by National Application Documents (or NAD, part of reference 3) and are shown in a separate sheet within the spreadsheets. Terminology employed will be generally familiar to UK engineers, although there are some new words. Thus ‘loads’ are referred to as ‘actions’; ‘bending moments’ and ‘shear forces’ are called ‘internal forces and moments’; ‘superimposed loads’ are ‘variable loads’; and ‘self-weight’ and ‘dead loads’ are referred to as ‘permanent loads’. Concrete strength in EC2 refers to the cylinder strength (fck), which is used throughout the EC2 spreadsheets. The relationship between cylinder and cube strengths is shown below. Strength class Property

C20/25

C25/30

C30/37

C35/40

C40/50

C45/50

C50/60

fck (cylinder)

20

25

30

35

40

45

50

fcu (cube)

25

30

37

40

50

50

60

Ecm

29

30.5

32

33.5

35

36

37

64

Frame analysis There are slightly differences in the partial safety factors for loads. ENV 1992 uses factors of 1.35 for dead loads and 1.5 for imposed loads. Corresponding values in BS 8110 are 1.4 and 1.6.

Section analysis The spreadsheets take a pragmatic approach to the design of sections to ENV 1992. Thus a simplified rectangular stress block, Figure 4.4, is used (and particularly in the case of columns, not the more complicated consideration of strains in Figure 4.11). Lever arm, z is restricted to 0.95 x effective depth. This limit is derived from BS 8110 and avoids dangers associated with theoretically over-shallow neutral axis depths.

Redistribution of moments in continuous structures EC2 permits redistribution of moments in non-sway structures subject to the maintenance of equilibrium between the distributed moment and applied loads. The maximum redistributed moment to the moment before the distribution is limited to 70%. After distribution the limit is 85%.

Shear Applied shear force (Vsd) is compared with three values for the resistance (VRd). VRd1 represents the shear capacity of concrete alone; VRd2 is the shear resistance determined by the capacity of the notional concrete struts; and VRd3 is the capacity of a section with shear reinforcement.

Deformation The ENV 1992 span depth/ratio check is similar to that in BS 8110. For each type of member, it provides two values, one for highly stressed and another for lightly stressed . In this context, with less than 0.5% reinforcement are considered lightly stressed , and with 1.5% reinforcement are considered highly stressed. More rigorous approaches may be used if required.

Detailing Formulae for calculating basic lap lengths are similar to those in BS 8110, but ENV 1992 uses marginally lower bond stress.

Minimum percentages of reinforcement There is hardly any difference between the two Codes in the minimum longitudinal reinforcement in beams and slabs. However for criteria for minimum reinforcement to control cracking is different.

Familiarisation: outline description The layout and workings of the spreadsheets to EC2 are in line with those in the previous section, Spreadsheets to BS 8110. Descriptions of the spreadsheets to EC2 are given in the following pages. The Introduction (page 3), and General notes (page 5) are common to the use of all spreadsheets in this publication.

65

RCCe11 Element Design.xls RCCe11.xls includes sheets for deg •

Solid slabs

•

Rectangular beams and

•

T beams (and ribbed slabs) for bending

•

Beam shear

•

Columns with axial load and bending about one axis.

RCCe11.xls designs elements to Eurocode 2: Part 1: 1992(3). It is assumed that loads, moments, shears, etc, are available for input from hand calculations or from analysis from elsewhere. Span-todepth ratios and other 'boxed' values are taken from the UK National Application Document (part of reference 3).

SLAB! This sheet designs a section of solid slab in a single simply ed span, in a continuous end or internal span, at s or as a cantilever. Workings and references to clause numbers are given to the right hand side of the sheet. Input should be self-explanatory. Terminology may differ from the BS 8110 version: for instance the term δ is the redistribution factor (i.e. 1 – redistribution percentage/100). Concrete cylinder strength, fck, is changed using the combo-box to the right hand side. In spans, the location of the section being designed has a bearing on deflection limitations, and the appropriate location should be chosen from the combo-box to the right hand side. Similarly, the should choose from the list of usage (dwelling, office/store, parking etc.), which governs the proportion of imposed load affecting long-term deflection. EC2 requires the input of the relationship between dead and imposed loading. This is done at cells G9 and G10. When appropriate the sheet will automatically increase amounts of reinforcement in order to lower service stresses and enhance allowable span-to-depth ratios. The example is taken from Worked examples for the design of concrete buildings(25) (to EC2) which itself is based on the 1985 version of Designed and detailed. Discrepancies in numbers may be ascribed to differences in fck and differences between tabular and calculated values of x/d.

RECT~BEAM! This sheet designs a rectangular beam in a single simply ed span, in a continuous end or internal span, at s or as a cantilever. These choices have a bearing on deflection limitations and the should choose the appropriate location from the combo-box to the right hand side. The should similarly choose from the list of usage (dwelling, office/store, parking, etc.), which governs the proportion of imposed load affecting long-term deflection. This sheet will, where necessary, automatically increase reinforcement in order to lower service stresses and enhance allowable span to depth ratios. Again, input of the relationship between dead and imposed loading is required in cells D12 and D13. ψ 2 is the quasi-permanent load factor applied to imposed loads in calculations of deflection. The factors are 0.2 for dwellings, 0.3 for offices, 0.6 for parking areas and 0.0 for snow and wind. The example is taken from Worked examples for the design of concrete buildings(25) (to EC2) which itself is based on the 1985 version of Designed and detailed.

TEE~BEAM! This sheet designs a rectangular beam in a single simply ed span, in a continuous end or internal span, at s or as a cantilever. These choices have a bearing on deflection limitations and the should choose the appropriate location from the combo-box to the right hand side. Choosing between end and interior spans alters maximum allowable flange width. The should

66

similarly choose from the list of usage (dwelling, office/store, parking) which governs the proportion of imposed load affecting long-term deflection. This sheet will, where necessary, automatically increase reinforcement in order to lower service stresses and enhance allowable span-to-depth ratios. Again, input of the relationship between dead and imposed loading is required in cells D12 and D13. The may also choose between a T beam and an inverted L beam. The example is taken from Worked examples for the design of concrete Buildings (to EC2) which itself is based on a 1985 version of Designed and detailed .

SHEAR! This sheet designs beams for shear. Input is (we hope) self-explanatory. The value of shear force, Vsd, used can, provided there is diagonal compression and continuity of tension reinforcement for at least 2.5 d from the face of , be evaluated at d from the face of (see Clause 4.3.2.2(10)). The UDL is the relevant ultimate uniformly distributed load. The sheet designs the links required at the section considered. If the beam loading is considered to be uniformly distributed, the ultimate UDL, n, can be entered under n to give the distance for which this arrangement is required before reverting to nominal link arrangement.

COLUMN! This spreadsheet designs symmetrically reinforced rectangular columns bent about one axis where both axial load, N, and maximum design moment, Mx, are known. It is based on EC2 Figure 4.4 and Clause 4.2.1.3(12). It iterates x/h to determine where the neutral axis lies. The sheet includes stress and strain diagrams to aid comprehension of the final design. Workings and references are shown to the right hand side of the sheet. For simplicity, where three or more bars are required in the top and bottom of the section, it is assumed that a symmetrical arrangement will be required for the side faces (see the argument included within the commentary for the BS 8110 version, page 23). Input is self-explanatory. The sheet assumes that the moment entered has already been adjusted, if necessary, for bi-axial bending (- see Worked examples for the design of concrete buildings(25) p137). Under Calculations, α is a stress block shape factor, similar to the 0.67 factor used in BS 8110. Theoretical shortfalls in area of up to 2% are considered to be acceptable. The example is taken from Worked examples for the design of concrete buildings(25) (to EC2) which itself is based on the 1985 version of Designed and Detailed. Discrepancies in numbers may be ascribed to differences in fck and differences between tabular and calculated values of x/d.

BOX! This sheet is for reference only. It lists those values specific for the UK use of EC2, and gives their descriptions.

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RCCe21 Subframe Analysis.xls RCCe21.xls analyses sub-frames in accordance with Eurocode 2: Part 1: 1992(3). Spans may be of two different profiles to simulate varying section inertia. Inputs are required on two sheets.

MAIN! This single sheet consists of the main inputs. Most inputs should be self-explanatory. In cell D9 etc, ‘segment’ refers to the length of the section measured from the left-hand . If this is less than the span length, the cell below will show the remainder of the span as a second segment. The dimension of the flange width, bf, is automated to be either bw + 0.07 x span for L beams or bw + 0.14 x span for T beams. Unwanted data cells are 'greyed out’. The use of C, K, or E can alter the characteristics of a from cantilever to knife-edge to encastré. Remote ends of columns at s may be F for fixed, otherwise and by default, P for pinned. Extraneous data is highlighted in red or by messages in red. Beneath Operating Instructions a number of checks, mainly for missing entries, are carried out and any problems are highlighted. At the bottom of the sheet there is a simplistic but scale arrangement and loading diagram. This is given to aid data checking. Great care should be taken to ensure that this sheet is completed correctly for the case in hand. It may prove prudent to write down expected values for bending moments at each before progressing to ACTIONS! Ultimate and characteristic reactions are given at the bottom of the sheet

ACTIONS! This sheet shows bending moment and shear force diagrams from the analysis undertaken in Analysis! The is required to input desired amount of redistribution to the initial moments in line 27. Cell L14 allows three types of distribution according to the ’s preferences. The sheet also provides elastic and redistributed ultimate shears and column moments according to the various load cases.

Analysis! This sheet details the moment distribution analysis carried out but is not necessarily intended for printing out other than for checking purposes.

Graf! This sheet comprises data for graphs used on other sheets, particularly in ACTIONS! It is not necessarily intended for printing out other than for checking purposes

Segs! This sheet calculates non-prismatic Fixed End Moments used in other sheets notably in Analysis!. Separately, for each load type and for unit load, it calculates the simply ed bending moments at 1/20 points then numerically integrates the Area Moment diagram to find the Fixed End Moments. This sheet is not necessarily intended for printing out other than for checking purposes.

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RCCe41 Continuous Beams (A & D).xls The spreadsheet allows for the design of multiple-span rectangular or flanged beams using sub-frame analysis to derive moments and shears according to the current version of Eurocode 2: Part 1: 1992(3). The intention is to provide the design and analysis of up to six spans of continuous beams with columns above and below. There are three main sheets: MAIN!, ACTIONS! and SPANS! Input is required on each of these three sheets.

MAIN! This sheet contains input of materials, frame geometry and load data, for up to six spans. s should note that with values of concrete strength of fck > 35 N/mm2 (equivalent to fcu > 45 N/mm2), limiting values of x/d and consequently µ lim (limiting applied moment ratio) are affected dramatically. The example is taken from Worked examples for the design of concrete buildings(25) (to EC2) which itself is based on the 1985 version of Designed and detailed. In order to reflect the latter publication, the spreadsheet has been set up with the beams being considered as rectangular in both the analysis and design. s should note that the maximum permitted flange widths are calculated from points of contraflexure on the BM diagrams, and may therefore change with modifications in loading.

ACTIONS! ACTIONS! includes bending moment and shear force diagrams, summaries of moments and shears and input for amounts of redistribution. s should ensure that the amounts of redistribution are always considered, as there are no default values.

SPANS! This sheet designs reinforcement for bending in spans and s and for shear in the spans. input is required for reinforcement sizes. The size used at a right is carried through to the left of the next span. However different numbers of bars may be designed, as moments (including cantilever moments) are considered at the face of the (see Bar!). Non-existent spans are greyed out. The reinforcement areas required for ultimate span moments can be automatically increased in order to enhance span-to-depth ratios. EC2 Clause 4.4.3.2P(4), appears to give the unlimited possibility to reduce service stress and increase span-to-depth ratios, but the spreadsheet does not allow any increase in span-to-depth ratios greater than 100%. The effectiveness of increasing the area of reinforcement depends on the extent of cracking. The effect is marginal if the section is substantially uncracked, i.e. slabs, but is more significant for beams. Beeby and Narayanan's Designers handbook to EC2, p182)(26) gives some modification factors based on parametric studies.

Weight! This sheet estimates the weight of reinforcement in the beam as designed according to curtailment in EC2. Workings are shown on the right hand side of the sheet. The estimate may be printed out using File/print or the print button on the normal toolbar. It should be recognised that different engineers’ and detailers’ interpretations of these clauses, different project circumstances and requirements, will all have a bearing on actual quantities used. A print-out of this sheet is reproduced.

Analysis! This sheet shows the moment distributions used in the analysis of the beam: it is not intended for formal printing.

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Bar! For first time s and young engineers, further detail of the calculations undertaken and EC2 references are given. Moments at ¼ span points are used to determine the top reinforcement in spans. A print-out of this sheet is reproduced.

Graf! This sheet provides data for the charts in MAIN! and ACTIONS!: it is not intended for formal printing.

Box! Many values used in EC2 are subject to national ratification. This is signified by them appearing within boxes in the main document. These 'box' values are defined in the National Application Document (part of DD ENV 1992-1-1 1992)(3) and those used within the spreadsheet are presented within Box!

70

ISTRATIVE FILES Under the folder will be found several files associated with the use of the spreadsheets. Ree.doc & ree.txt Essential for initial s of the spreadsheets in both Word and text formats. Printreg.xls This spreadsheet is included to provide: •

A means for finding set-up / printing discrepancies between computers

•

An initial check on s’ set-ups

•

A print-out for registration

A copy is shown over leaf. Its use should be self explanatory. Guid.doc: ‘Word’ file of Guide This file formed the basis of the printed Guide. It may be loaded, read and printed out by using Word 97 or subsequent releases. The file is included to provide help and to allow printing of parts of the document. It may also be used as a basis for comment. Guide.pdf: ‘Adobe Acrobat’ file of the Guide This Guide will be made available as an Acrobat file on futur editions of the accompanying CDROM. It will present the full Guide in colour. Adobe Acrobat Reader v 3.0 or later will be required to read and interrogate the .pdf file. Acrobat Reader will be made available on the CD-ROM and will be installable separately. The file will be included to provide help and to allow (colour) printing of parts of the document. TheFonts This folder contains the font files: •

Tekton~i.ttf

•

Tekton~n.ttf

•

Marker.ttf

These fonts have been included in order to give s access to the fonts intended for the spreadsheets. These upright fonts were used in the spreadsheets in order to emulate a designer’s handwriting and to allow an adequate amount of information to be shown across the page and in each cell. As described under Loading a spreadsheet for the first time see (p 14), unless the appropriate fonts and default font size have been installed, the appearance on screen will be different from the publication and from that intended. Column width and cell overlap problems may occur unless the correct fonts and default font size are installed. To the best of our knowledge these fonts are copyright-free.

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Printreg.xls A

36

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1 of 1

Spreadsheets to BS8110 & EC2: formatting, registration etc

A B See , N G Neer & Partners

Date

6-Sep-99 re

35

C

D

E

F

G

H

I

J

K

L

M

N

O

P

Q

R

S

Dear ,

from

18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34

fax to 01344 761214 or send to RCC, Telford Avenue, Crowthorne, Berkshire, RG45 6YS

17

RCC

12 13 14 15 16

B

22-Mar-99

To

1 2 3 4 5 6 7 8 9 10 11

This spreadsheet has been included for three main reasons: 1 a means for finding set-up / printing discrepancies 2 an initial check on s' set-ups 3 a printout for registration Please check one of the boxes above and complete the information below by overwriting blue text as far as you are able. Please do not change anything else. In the case of 1 or 2 above, compare with printed version in accompanying commentary and in the case of difficulty print and fax a copy. In the case of 3, registration, please print out and send this completed form with your remittance. many thanks C H Goodchild

Your name Co

A B See N G Neer & Partners

Address

Address 1 Address 2 Town County (If not UK, Country &) Postcode

Phone Fax E-mail

eg 01344 762676 eg 01344 761214 eg [email protected]

Nature of business No of employees

eg Consulting Engineers eg 12

Your computer Monitor

eg Dell Optiplex GXi eg Samsung 17GL

In Excel, default font name eg Arial In Excel, default font size eg 12

The name of the font in cell N21or default (see Tools\ Options \General,) if different please. Font name and size (fromleft hand side of Formatting toolbar)

Fonts

Printer If ing, remittance enclosed.

eg HP Laserjet II Make cheques payable to 'BCA' eg £58.75 (=£50.00 + VAT) send together with a copy of this Registration includes acceptance printoutto of the 'Conditions of Use' as RCC, defined in Manuals Telford Avenue, Crowthorne, Spreadsheets for concrete Berkshire, RG45 6YS design to BS 8110 and . EC2

Is this Arial? Arial Is this Tekton? Tekton Is this Tekton italic? Tekton Is this Marker? Marker

Check in font box in Formatting Toolbar (View/Toolbars /Formatting). If not load these fonts into your font directory (Usually C\Windows\Fonts)

Excel release If <8.0a s may experience difficulties 8.0e 8.0a Operating System Windows (32-bit) 4.00 Windows (32-bit) 4.00 If not automatic see Tools\ Options\ Recalculation mode Calculation Automatic Automatic Test

ABCabcq5678

REFERENCES AND FURTHER READING References 1

Goodchild, C.H. Economic concrete frame elements. British Cement Association, Crowthorne, 1997. 128 pp.

2

BRITISH STANDARDS INSTITUTION. BS 8110: 1997. Structural use of concrete. Part 1. Code of practice for design and construction. British Standards Institution, London, 1997.

3

BRITISH STANDARDS INSTITUTION. DD ENV 1992-1-1: 1992. Eurocode 2: Design of concrete structures. Part 1: General rules and rules for buildings. Includes the UK National Application Document. British Standards Institution, London, 1992.

4

BRITISH STANDARDS INSTITUTION. BS 8002: 1994. Code of practice for earth retaining structures. British Standards Institution, London, 1994.

5

BRITISH STANDARDS INSTITUTION. BS 8007: 1987. Code of practice for design of concrete structures for retaining aqueous liquids. British Standards Institution, London, 1987.

6

INSTITUTION OF STRUCTURAL ENGINEERS ET AL. Earth retaining structures. (Civil Engineering Code of Practice No. 2.) Institution of Structural Engineers, London, 1975. 224 pp.

7

MACLEOD, I.A. ET AL. Information technology for the structural engineer. The Structural Engineer, Vol. 77, No. 3, 2 February 1999. pp. 23 - 25.

8

STANDING COMMITTEE ON STRUCTURAL SAFETY. Standing Committee on Structural Safety, 10th report, July 1992 – June 1994. SETO Ltd, London, 1994. 32 pp.

9

ANSLEY, M. Liability concerns require adaptable software. Concrete International, Vol. 19, No. 12, December 1997. pp. 37, 38.

10

KHAN, S. Techno Consultants Ltd, Manchester. Correspondence with authors, May 1999.

11

MOSLEY, W.H. & BUNGEY, J.H. Reinforced concrete design (4th edition). Macmillan, Basingstoke, 1990. 392 pp.

12

REYNOLDS, C.E. & STEEDMAN, J.C. Reinforced concrete designer's handbook (10th edition). E&FN Spon, London, 1998. 448 pp.

13

ALLEN, A.H. Reinforced concrete design to BS 8110 - simply explained. E&FN Spon, London, 1988. 256 pp.

14

THE CONCRETE SOCIETY. Post-tensioned concrete floors – Design Handbook, Technical Report No 43. The Concrete Society, Slough (now Crowthorne), 1994. 162 pp.

15

HIGGINS, J.B. & ROGERS, B.R. Designed and detailed (BS 8110:1997). British Cement Association, Crowthorne, 1998. 28 pp.

16

KHAN, S. & WILLIAMS, M. Post-tensioned concrete floors. Butterworth Heinnemann, Oxford, 1995. 312 pp.

17

CEMENT AND CONCRETE ASSOCIATION. Basic data for the prediction of shrinkage and creep. Training note TDH 2391. Cement and Concrete Association (now British Cement Association), Slough (now Crowthorne), 11 pp.

18

WYATT, T A. Design guide on the vibration of floors. Pub. No. 076, Steel Construction

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Institute, Ascot, 1989. 43 pp. 19

BRITISH STANDARDS INSTITUTION. BS 6399: Part 1: 1996. Loading for buildings. Code of practice for dead and imposed loads. British Standards Institution, London, 1996.

20

BRITISH STANDARDS INSTITUTION. 110: 1972. Code of practice for the structural use of concrete. British Standards Institution, London, 1972.

21

BRITISH STANDARDS INSTITUTION. BS 5400: 1988. Steel, concrete and composite bridges. British Standards Institution, London, 1988.

22

RAFIQ, M.Y. AND SOUTHCOMBE, C. Genetic algorithms in optimal design and detailing of reinforced concrete biaxial columns ed by a declarative approach for capacity checking. International Journal of Computers and Structures, 69 (1998), pp 443 - 457.

23

BRITISH STANDARDS INSTITUTION. BS 8004: 1986. Code of practice for foundations. British Standards Institution, London, 1986.

24

NARAYANAN, R S. Comparison of design requirements in EC2 and BS 8110. The Structural Engineer, Vol. 67, No 11, 6 June 1989, pp. 218 - 227.

25

BEEBY, A.W. ET AL. Worked examples for the design of concrete buildings. British Cement Association, Crowthorne, 1994. 256 pp.

26

BEEBY, A.W. & NARAYANAN, R.S. Designers handbook to Eurocode 2 Part 1.1: Design of concrete structures. Thomas Telford Ltd, London, 1994. 242 pp.

Further reading 1

INSTITUTION OF STRUCTURAL ENGINEERS; INSTITUTION OF CIVIL ENGINEERS. Manual for the design of reinforced concrete building structures. London, ISE, London, 1985. 88 pp.

2

REYNOLDS, C.E. & STEEDMAN, J.C. Examples of the design of reinforced concrete buildings to BS 8110 (4th edition). E&FN Spon, London, 1992. 320 pp.

3

MOSLEY, W.H. Et Al. Reinforced concrete design to Eurocode 2 (EC2). Macmillan, London, 1996. 426 pp.

74

SYMBOLS Please note that definitions relating to retaining and basement walls and many of those relating to post-tensioned design are contained within the relevant spreadsheets. Abbreviation

Unit

Explanation

(B or S)

Beam or slab (re PT)

(L, R, B)

Stressing ends left, right and bottom (re PT)

(B, U)

Prestressing system bonded or unbonded (re PT)

~

Not applicable/ no result

~~~ or ~~~~~

No input required

µ

Coefficient of friction

Ac

mm²

Area of concrete section

acr

mm

Distance from point considered to nearest longitudinal bar (Crack widths: usually from surface half way between bars to bar)

Ap

mm²

Area of prestressing strand/tendon

As

mm²

Area of (tension) steel

As'

mm²

Area of compression steel

As min

mm²

Minimum area of steel required

As prov

mm²

Area of steel provided

As req'd

mm²

Area of steel required

Asv

mm²

Area of shear reinforcement

b

mm

Width, effective width, breadth (in RCC51.xls both or two-way spanning)

bf

mm

Bredth of flange

B, Btm

Bottom

be

mm

Breadth of effective moment strip

bv

mm

Breadth of section

bw

mm

Average web width of a flanged beam

char

Characteristic (load)

Cl

Centreline (of )

CO

mm

Comp

Cover (crack widths) Compression

d

mm

Effective depth

d'

mm

Depth to compression reinforcement

dc

mm

Depth of compression zone (column design)

Def

Deflection

Dia

Diameter

E/O

Extra over

Ec28

N/mm²

Modulus of elasticity of concrete (at 28 days)

Eci

N/mm²

Modulus of elasticity of concrete at initial stressing (re PT)

75

Ep

N/mm²

Modulus of elasticity of prestressing strand/tendon (re PT)

e

mm

Eccentricity

emin

mm

Minimum eccentricity

F

kN

total design ultimate load on the full width of

fci

N/mm2

fck

N/mm

2

fcu

N/mm²

FEM

Characteristic concrete strength at initial stressing (re PT) Characteristic concrete cylinder strength (EC2) Characteristic concrete strength Fixed end moment

fs

N/mm²

(Estimated in-) service stress of reinforcement in a section

fsc

N/mm²

(In-) service stress of reinforcement in a section: compression

fst

N/mm²

(In-) service stress of reinforcement in a section: tension

fy

N/mm²

Characteristic steel strength (bending reinforcement)

fyv

N/mm²

Characteristic steel strength (link reinforcement)

Gk

kN

Characteristic dead load

gk

kN

Characteristic dead load per unit area.

H, H

mm

Height

hc

mm

Effective diameter of column (design of flat slabs)

hf

mm

Thickness of flange

hf

mm

Height of flange

K

M/bd2fcu - used to determine whether compression reinforcement is required or not

K

Wobble factor (re PT)

K'

Factor determining whether compression reinforcement is required

L

m, mm

L/d

Span Span:depth

lx

m, mm

Length along x axis, length of shorter side (two-way slab or flat slab )

Lx

m, mm

Span in x direction

ly

m, mm

Length along y axis, length of longer side (two-way slab or flat slab )

MOR

kNm

Moment of resistance

M(e) all

kNm

Elastic moment all spans loaded

M(r) even kNm

Redistributed moment even spans loaded

Moment, M

kNm

Design ultimate moment at a section

Madd

kNm

Additional design ultimate moment induced by deflection of column

Mmin

kNm

Moment due to axial load acting at minimum eccentricity

Mres

kNm

Moment of resistance

Ms

kNm

Service moment (crack widths)

msx

kNm/m

Maximum design ultimate moments in span or at in strips of unit width and length lx. Likewise msy

76

Mt

kNm

Design moment transferred between slab and column

Mx

kNm

Design moment about x - x

N

kN

Design ultimate axial load

n

kN/m²

Total design ultimate load per unit area

n. a.

Neutral axis

n/a

Not applicable

No

Number

Ø

mm

Bar diameter, maximum bar diameter

o/a

Overall

Perim

Perimeter

PL

Point Load

PT

Post tensioned (concrete)

Qk

kN

Characteristic imposed load

qk

kN

Characteristic imposed load per unit area

R

Grade 250 reinforcement, mild steel

R/H

%

Relative Humidity (re PT)

Rel%

%

Relaxation (re PT)

s

mm

Spacing (of links or bars)

SLS sv

Serviceability limit state mm

Spacing of links

T

Top, Grade 460 reinforcement

Tens

Tension

UDL

Uniformly distributed load

ULS

Ultimate limit state

ult

Ultimate

uno

Unless noted otherwise

V

kN

Design ultimate shear force

v

N/mm²

Shear stress at a section

vc

N/mm²

(Allowable) design shear stress

vc'

N/mm²

(Allowable) design shear stress corrected for axial load (e.g. column design)

Veff

kN

Design effective shear including allowance for moment transfer (flat slabs, punching shear)

VRd1

kN

Maximum design shear force without reinforcement (EC2)

VRd1

kN

Maximum design shear force with reinforcement (EC2)

VSd

kN

Design shear (EC2)

vsx

kNm/m

Maximum design shear in strips of unit width and length lx.

Vt

kN

Design ultimate shear transferred to column (flat slabs, punching shear)

w

mm

Crack width

W/C ratio

Water:cement ratio (re PT)

77

Wk

kN

Characteristic wind load

wk

kN

Characteristic wind load per unit area.

x

mm

Depth to neutral axis

x or y

Spanning parallel to x or y,

Y/N

Yes/ no

z

mm

Lever arm

α

Modular ratio (usually Es/Ec, approximately 15)

ßb

Redistribution factor - the ratio: (moment at a section after redistribution / moment at the section before redistribution)

ε

Strain

ε

m

γ

c

γ

m

Average strain (crack widths) Partial safety factor for strength of material: concrete. Partial safety factor for strength of material. (See relevant Code)

γ s

Partial safety factor for strength of material: steel

ρ

Proportion of steel reinforcement

σ

c

σ

ic

σ

it

σ

τ

τ

Rd

ψ

2

ζ

78

Allowable compressive (long term) stress in concrete (re PT)

N/mm²

Allowable compressive stress in concrete at initial stressing (re PT)

N/mm²

Allowable tensile stress in concrete at initial stressing: (re PT)

N/mm²

Allowable (long term) tensile stress in concrete (re PT)

N/mm2

Basic shear strength (EC2) Quasi-permanent load factor applied to imposed loads in calculations of deflection (EC2)

%

µ µ

N/mm²

Damping, (usually 2% to 8%) (re PT) Coefficient of friction

min

Limiting value of applied moment ratio for singly reinforced sections (ENV 1992)

SPREADSHEETS FOR CONCRETE DESIGN TO BS 8110 C. H. Goodchild R M Webster BRITISH CEMENT ASSOCIATION PUBLICATION 97.370

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(Better built in Concrete- colour version)